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6871 King Avenue West,Suite G1K,Billings,Montana(406)969-5305
PRELIMINARY GE�TECHNICAL INVESTIGATION REP4RT
MEADOW CREEK PARCEL
MEADOW CREEK SUBDIVISION PHASE 1
BOZEMAN, MONTANA
PREPARED F�R:
Mr. Derek Williams
Bridger Development Strategies
PO Box 10130
Bozeman, MT 59719
Rawhide Engineering, Inc. February 19,2024
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RERawhide
�� Engineering lnc.
February 19, 2024
Bridger Development Strategies
PO Box 10130
Bozeman, MT 59719
SUBJECT: Preliminary Geotechnical Investigation Report
Meadow Creek Parcel
Meadow Creek Subdivision Phase 1
Bozeman, Montana
Dear Mr. Williams:
This report presents the results of our preliminary geotechnical investigation for the Meadow
Creek Parcel located in the Meadow Creek Subdivision Phase 1 in Bozeman, Montana. The
site location and test pit locations are shown on the Vicinity/Site Map shown on Plate 1 at the
end of this report. This site is proposed to have single family and multifamily properties.
Our recommendations contained in this report are based on exploratory test pits, laboratory
testing, engineering analysis and preparation of this report. The recommendations required to
design preliminary foundations and utility installation are contained in the attached report.
These conclusions and recommendations, along with restrictions and limitations on these
conclusions, are discussed in the attached report.
We appreciate this opportunity to be of service to you, and look forward to future endeavors. If
you have any questions regarding this report or need additional infql�ation or services, please
feel free to call the undersigned. ,..••�ONfi,qj��••.
:'�:''� ••'�9 •'
:` ROBERiWAYNE �* �
Sincerely, . KUKES ��
RAWHIDE ENGINEERING, INC. :.���E� y .:
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Jason A. Frank " Ro�'��t�,•f�.E.
Principal Princij3al��••••�•"'
Enclosures: Report (1 hard copy, 1 pdf)
Rawhide Engineering, Inc. February 19,2024
TABLE OF CONTENTS
PAGE
INTRODUCTION ...........................................................................................................................1
ProjectDescription..............................................................................................................1
Scopeof Service.................................................................................................................1
Authorization ......................................................................................................................1
Professional Statements and Limitations............................................................................1
PROPOSEDC�NSTRUCTION......................................................................................................2
FIELDINVESTIGATION .................................................................................................................2
LABORAT�RY TESTING ..............................................................................................................2
MoistureContent Tests........................................................................................................3
Soil Classification Tests.......................................................................................................3
Resistivityand pH Tests......................................................................................................4
SUBSURFACE SOILS AND GROUNDWATER............................................................................4
RECOMMENDATIDNS...................................................................................................................4
Excavations ......................................................................................................................4
Material .................................................................................................................5
Placement and Compaction ....................................................................................5
FOUNDATIONS........................................................................................................................5
ShallowFoundations.................................................................................6
StructuralFill..................... ...........................................................................................7
CompactionRequirements...................................................................................................7
CONCRETESLAB-4N-GRADE.....................................................................................................8
SITEDRAINAGE ............................................................................................................................9
APPENDICES
A Plates
February 19, 2024
PRELIMINARY GEOTECHNICAL INVESTIGATI4N REPORT
MEADOW CREEK PARCEL
MEAD�IN CREEK SUBDIVISION PHASE 1
BOZEMAN, M�NTANA
INTRODUCTI�N
Project Description
This report is to determine the subsurFace soils on this site and provide preliminary
recommendations for future development of residential property. The project also includes
utilities, interior streets and one collector street. The new buildings will be in Meadow Creek
Subdivision Phase 1 in Bozeman, Montana as shown on the site map, Plate 1 at the end of this
report.
Scope of Services
Our scope of services for this project consisted of the following:
1. Excavating 6 exploratory test pits to a depth of 10.0 feet below existing site
grades.
2. Laboratory testing to determine the characteristics of the site soils for use in
engineering design.
3. Engineering analysis to aid in the preliminary design of structure foundations and
utility installation.
4. Provide information as to the existing groundwater conditions at the time of our
exploration.
5. Provide recommendations for earthwork and construction on the site.
This study did not include evaluations of site seismicity, liquefaction, faulting, or other potential
geologic or environmental hazards. This study did not include a groundwater study or the
design of a dewatering system.
Authorization
Authorization to proceed with our work on this project was provided on December 14, 2023.
Professional Statements and Limitations
Recommendations presented in this report are governed by the physical properties of the soils
encountered in the exploratory test pits, laboratory testing, current groundwater conditions, the
project layout and design data described in the following proposed construction section.
1
The recommendations presented in this report are based on exploratory test pit locations shown
on the site map. Variations in soils may exist between the explored locations and the nature
and extent of soil variations may not be evident until construction occurs. If subsurface
conditions other than those described in this report are encountered and if project design and
layout is substantially altered from the information in this report, Rawhide Engineering should be
notified so that recommendations can be re�iewed and amended, if necessary.
This report has been prepared for design purposes for our client and specifically for this project
in accordance with the generally accepted standards of practice at the time the report was
written. No warranty, either expressed or implied, are intended or made.
Other standards or documents referenced in any given standard cited in this report, or otherwise
relied upon by the authors of this report, are only mentioned in the given standard; they are not
incorporated into it or "included by reference," as that latter term is used relative to contracts or
other matters of law.
PROPOSED C4NSTRUCTION
It is our understanding that this project will include residential and multi-family development with
utility installation and interior and collector street construction. Structural loads and foundation
type will be designed at a later date if the project proceeds on this site.
FIELD INVESTtGATI�N
In order to determine and evaluate the subsurface conditions across the site, 6 exploratory test
pits were completed using a track hoe pro�ided by Rawhide Engineering. Test pit depths were
10.0 feet below the existing ground surface. The location of the test pits shown on the
Vicinity/Site Map were dimensioned from property corners with the site map provided. This
location should be considered accurate only to the degree implied by the method used.
The field investigation was under the direct control of an experienced member of our
geotechnical stafF who logged the soil conditions for each test pit. Samples were obtained from
bulk samples during the test pit exca�ation. The bulk samples were examined by field
personnel, logged and sealed to pre�ent moisture loss prior to laboratory testing. After
completion, the groundwater level in the test pit was recorded and the test pits were backfilled
using the excavated material.
The test pit logs included at the end of this report are labelled TP-1 through TP-6. A test pit Iog
legend and a description of the Unified Soil Classification System used to identify the soils is
included with the test pit logs.
2
LAB�RATORY TESTING
A laboratory testing program was utilized to provide the necessary data for engineering analysis
of this project. The testing was used to evaluate the index and engineering properties
specifically for the conditions encountered during our field exploration. The following program
was used for this project.
Moisture Content Tests—ASTM D2216
Moisture content tests were conducted on selected samples obtained from the site. These tests
were used to aid in identifying the current soil conditions and aid in classifying the soils.
Moisture content tests are shown on the test pit logs.
Soil Classification Tests—ASTM D422, D1140, D4318, D2487 and D2488
In order to classify the soils according to the Unified Classification System, soil gradations and
Atterberg Limits test were conducted on selected samples. The results of this testing is shown
below and on the test pit logs.
Gradations and Atterberg Limits Tests
Sieve Size TP-1 @ 4.0-6.0'
3/8" 100
No. 4 97
No. 10 90
No. 20 85
No. 40 79
No. 80 70
No. 200 57
Plastic Index 11.5
Unified Sandy Lean Clay
Classification CL
3
CORR4SIVITY AND pH TESTING
The City of Bozeman requested corrosivity and pH testing for the soils on the site to determine
the life expectancy of inetal underground utilities. Three test pits were sampled at a depth of
6.5 feet below existing site grades. The samples were gravel with sand and some fine grained
soils. The testing was perFormed by Energy Lab in Billings, Montana. The test results are
attached within the Appendix A of the report from the outside laboratory.
SITE CQNDITIONS
The site is located on Enterprise Boulevard and Parkway Avenue of Meadow Creek Subdivision
Phase 1 in Bozeman, Montana. The site is bordered by interior streets and developed and
undeveloped residential properties. The site is currently covered by vegetation. The site has a
wetlands running through the center of the site south to north. Drainage consists of infiltration
and runoff to the north.
SUBSURFACE SOILS AND GR�UNDWATER
The soil conditions encountered on the site generally consist of a one foot layer of vegetated
topsoil and organics. Beneath the topsoil the test pits varied widely across the site. In some
we encountered sandy lean to a depth of 8 feet. The sandy lean clay was medium stiff with a
moderate plastic index. We had couple areas with fill which consisted of clay, some gravel and
sand and some construction debris. 4ther test pits had gravel with clayey sand or gravel with
sand to the depths explored of 10 feet. The gravel with sand was dense and was granular non-
plastic. Groundwater was encountered in four of the six test pits at a depth of 7.2 to 8.8 feet
during our exploration in January 2023. Piezometers were set in all six of the test pits for
groundwater monitoring. The test pit logs should be reviewed to see the depths of each
layer as they varied widely on this site.
RECQMMENDATI�NS
Prior to construction, the topsoil with vegetation layer should be stripped and removed from the
site. It appears about 1.0 foot can be used as a reasonable estimate for average depth of
stripping. Prior to placing fill for the future building pads, the building pad area should
be scarified, moisture conditioned and compacted to 95% of ASTM D698. Excavations
resulting from removal operations should be cleaned of all loose material and widened as
necessary to permit access to compaction equipment.
4
Excavations
The contractor is ultimately responsible for the safety of workers and should strictly observe
federal and local OSHA requirements for excavation shoring and safety. All temporary slopes
should comply with OSHA requirements for Type A soils in the upper fine grained soils and
Type C in the native gravel with sand. During wet weather, runoff water should be prevented
from entering excavations.
It appears that excavation for footings and utility trenches can be readily made with either a
conventional backhoe or excavator in the native soil materials. We expect the walls of the
footing trenches in the near surFace fine grained soils and lower gravel with sand to stand near
vertically without significant sloughing. If trenches are extended deeper than fi�e feet or are
allowed to dry out, the excavations may become unstable and should be evaluated to verify
their stability prior to occupation by construction personnel. Shoring or sloping of any deep
trench walls may be necessary to protect personnel and provide temporary stability. All
excavations should comply with current OSHA safety requirements for Type A soils in the upper
fine grained soils and Type C in the native gravel with sand. (Federal Register 29 CFR, Part
1926).
Backfills for trenches or other excavations within pavement areas should be compacted in six to
eight inch layers with mechanica( tampers. Jetting and flooding should not be permitted. We
recommend all backfill be compacted to a minimum compaction of 97% of the maximum dry
density as determined by ASTM D698. The moisture content of compacted backfill soils should
be within 2% of the optimum. Poor compaction in utility trench backfill may cause excessive
settlements resulting in damage to the pavement structural section or other overlying
improvements. Compaction of trench backfill outside of impro�ement areas should be a
minimum of 94% relative compaction.
Material - Pipe bedding shall be defined as all material within six inches of the perimeter
of the pipe. Backfill shall be classified as all material within the remainder of the trench.
Material for use as bedding shall consist of clean, granular materials, and shall conform
to requirements for bedding material listed in the Standard Specifications.
Placement and Compaction - Pipe bedding shall be placed in thin layers not exceeding
eight inches in loose thickness, and conditioned to the proper moisture content for
compaction.
All other trench backfill shall be placed in thin layers not exceeding eight inches in loose
thickness, conditioned to the proper moisture content, and compacted as required for
adjacent fill. If not specified, backfill should be compacted to at least 97% relative
compaction in areas under structures, utilities, roadways, parking areas, concrete
flatwork, and to 90% relative compaction in undeveloped areas.
5
Foundations
At this time this is a preliminary report and the size and design of residential structures is not
known. We would recommend that future buildings would be constructed with conventional
shallow stem wall foundations or a monolithic concrete slab on grade. The foundations can
bear on the native gravel with sand layer. If the gravel layer is lower than the footing elevation
they should be excavated down to the gravel with sand and cobble layer. In areas with sandy
lean clay and fill, we are anticipating that a 2 foot over exca�ation may be required with a layer
of Tensar TX160 or Mirafi BXG120 to be placed on the subgrade prior to placing the structural
fill. Structural loads are not available for this project. Based on our exploration we would
recommend an allowable bearing capacity of 2,000 to 4,4�0 psf for the native gra�el with sand
layer or compacted structural fill. Settlements will be calculated later when the type of building
and structural loads are known.
Structural fill shall be placed in layers, moisture conditioned, and compacted to 98% of ASTM .
D698. Exterior continuous footings should be 4.0 feet in depth to provide frost protection.
Interior column footings should be embedded 1 foot in depth for confinement. Wall foundation
dimensions should satisfy the requirements listed in the latest edition of the International
Commercial Code. Reinforcing steel requirements for foundations should be pro�ided by the
design engineer.
The allowable bearing pressures, indicated above, are net values, therefore, the weight of the
foundation and backfill may be neglected when computing dead loads. Allowable bearing
pressures may be increased by one-third for short-term loading such as wind or seismic.
Resistance to lateral loads in the gravel with sand may be calculated using an allowable passive
equivalent fluid unit weight of 360 pounds per cubic foot and an allowable coefficient of friction
of 0.47 applied to vertical dead loads. An allowable active pressure in the gra�el would be 38
pounds per cubic foot. Passive pressure in the upper fill or clay soils would be 180 pcf with an
active pressure of 35. Both passive and frictional resistances may be assumed to act
concurrently.
The International Building Code (IBC) site class for this project is Class C in the areas with
gravel and Class D in the fine grained soil areas.
This site may require a dewatering system to install utilities. Designing a dewatering
system was not part of our scope of services. The dewatering system should be
designed by a competent engineer with experience designing dewatering systems and
there effects on adjacent structures.
6
Structural Fill
Structural fill will be used beneath the footings and should consist of dense gravel with sand and
conforming to the following gradation and plastic index.
Sieve Size Percent Passing
3 Inch 100%
No. 4 25-65%
No. 20� <20%
Plastic Index 12 or less
All structural fill shall be placed in eight inch loose lifts and uniformly moisture conditioned to
within +/-2% of optimum moisture content. The contractor shall provide and use sufficient
equipment of a type and weight suitable for the conditions encountered in the field. The
equipment shall be capable of obtaining the required compaction in all areas, including those
that are inaccessible to ordinary rolling equipment.
Compaction Requirements
The following table lists the compaction requirements for structural fill, foundation backfill, utility
trench backfill and street subgrade preparation.
C�fIfIPACTI�N REQUIREMENTS
Structural Fill Beneath Foundations 98% of ASTM D698
Backfill Against Foundations 95% of ASTM D698
Utility Trench Backfill 97% of ASTM D698
Building Pad Construction 95% of ASTM D698
Concrete Slab-on-Grade Construction
Prior to constructing concrete slabs, the upper six inches of slab subgrade should be
scarified, moisture conditioned to within 2% of optimum, and uniformly compacted to at
least 95% of maximum dry density as determined by ASTM D698. The building pad may be
constructed using on site soils or imported fill and then co�ered by the base course.
Scarification and compaction will not be required if floor slabs are to be placed directly on
undisturbed compacted structural fill.
All concrete floor slabs should have a minimum thickness of four inches. Slab thickness and
structural reinforcing requirements within the slab should be determined by the design engineer.
7
At least six inches of crushed base aggregate should be placed beneath slab-on-grade
floors to provide uniform support. The aggregate base should be compacted to a minimum
of 95% relative compaction.
In floor slab areas where moisture sensitive floor coverings are planned, an impermeable
membrane (e.g. 10-mil thick polyethylene) should be placed over the base course to reduce the
migration of moisture vapor through the concrete slabs. The impermeable membrane should be
installed as required by the flooring manufacturer. Current literature from the American
Concrete Institute and the Portland Cement Association recommend that the vapor barrier is
placed on top of the crushed base course and the concrete is placed directly on the vapor
barrier.
Asphalt Pavement Sections
The recommended asphalt structural section for the project presented below was calculated
using the AASHT4 pavement design procedure. Traffic loading information was not available at
the issue of this report. If traffic loading information becomes available or if loading is
anticipated to exceed assumed loading conditions, alternative pavement structural sections
should be determined based on the provided loading information. In our analysis, we have
assumed a light—duty section for interior streets of 150,000 ESAL's and a collector street
section for driving areas that have truck traffic with a Ioading condition of 375,000 18-kip
equivalent single axle load (18-kip ESAL) for the lifetime of the pavement. A CBR value of 4.0
was used for design of the pavement section.
PAVEMENT STRUCTURAL SECTI4NS
Traffic Condition Recommended flflinimum Structural Section
Collector Street Asphalt Section 4" of Asphalt Pavement on 6 inches of Crushed Base
Course on 8 inches of 6" minus pitrun subbase gravel
Interior Street Asphalt Section 3" of Asphalt Pavement on 6 inches of Crushed Base
Course on 8 inches of pitrun subbase gravel
The pitrun subbase may be reduced if the native gravel with sand layer is encountered at the
subgrade elevation.
It should be noted that the subgrade soils are likely to be prone to frost action during the winter
and saturation during the wet spring months. The primary impact of frost action and subgrade
saturation is the Ioss of subgrade and aggregate base strength. The parking/driving areas life
will be increased if efforts are made to reduce the accumulation of excess moisture in the
subgrade soils.
8
Subgrade and Aggregate Base
Subgrade Preparation — Prior to placement of aggregate base, the upper six
inches of subgrade soil shall be uniformly compacted to at least 95% relative
compaction. This may require scarifying, moisture conditioning, and compacting
in both cut and fill areas.
Aggregate Base - Aggregate materials shall meet the requirements of the
appropriate sections of the "Standard Specifications" for 1 '/2" Crushed Base
Course. The aggregate base materials must be approved by the Geotechnical
Engineer prior to use.
After the subgrade is properly prepared, the aggregate base shall be placed in
layers, moisture conditioned as necessary, and compacted by rolling to at least
95% relative compaction. The compaction thickness of aggregate base shall be
as shown on the approved plans.
Site Drainage
Final elevations at the site should be planned so that drainage is directed away from all
foundations and concrete slabs. Parking areas should be designed to drain surface water off
the sight and away from structures. According to the International Commercial and Residential
Code, structures should be designed to have 6" of fall in the first 10 feet away from the
structure. If this cannot be attained, drainage swales need to be constructed to drain water
away from the structure and off of the site. Down spouts with 6 foot extensions should be used
for residential structures.
9
APPEN DIX A
Ptates
Site / Vicinity Map
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TEST PIT LOG LOGGED BY: J Frank
�`��,�� PROJECT: Meadow Creek Parcel DRILL METHOD: Excavator
� ��?a Meadow Creek Subdivision Ph. I DRILLER: Duneman Const.
RE rr�� CLIENT: Bridger Development Strategies DATE: 1/24/24
Rawhide
�� Engineering Inc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTIN
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� n `" � MATERIAL DESCRIPTION AND COMMENTS U 3 �- � �
Topsoil with Vegetation and Organics- Brown, Moist,
� Stiff(Frozen S") to Medium Stiff
2 FILL Fill - Clay, Sand, Few Gravels and Some Wood Debris -
= - Dark Brown, Moist, Medium Stiff, Moderate Plastic Index
3
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4
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5
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� Sample at 6.5 Feet for Corrosive Soils Tests
GP Gravel and Cobbles with Clayey Sand - Brown/Gray,
$ Moist, Medium Dense/Dense, Low/Moderate Plastic Index
9
�� Test Pit Ends at Approximately 10.0 Feet Depth
11 Groundwater Was Not Encountered
Piezometer Set For Groundwater Monitoring
12
13
14
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16
17
18
19
20
6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
A /*) TEST PIT LOG LOGGED BY: J. Frank
�`��, �� PROJECT: Meadow Creek Parcel DRILL METHOD: Excavator
� ��i?a Meadow Creek Subdivision Ph. I DRILLER: Duneman Const.
RE �w�� CLIENT: Brid er Develo ment Strate ies DATE: 1/24/24
Rawhide 9 p 9
�� En�ineering Inc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTIN
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v a � � � TEST PIT NUMBER: 2 y o % � °� �
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� °� `" 7 MATERIAL DESCRIPTION AND COMMENTS 3 �- �
Topsoil with Vegetation and Organics - Brown, Moist,
� Stiff(Frozen 6") to Medium Stiff
Z GP Gravel and Cobbles with Clayey Sand - Brown/Gray
Moist, Medium Dense/Dense, Low/Moderate Plastic Index
3
4 GP Gravel and Cobbles with Sand - Gray/Brown, Moist to Wet,
Dense/Very Dense, Granular Non-Plastic
5
6
� Groundwater Level at 7.2 Feet
8
9
10 Test Pit Ends at Approximately 10.0 Feet Depth
11 Groundwater Not Encountered at 72 Feet
Piezometer Set For Groundwater Monitoring
12
13
14
15
16
17
18
19
20
6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
TEST PIT LOG LOGGEDBY: J Frank
�`��,� PROJECT: Meadow Creek Parcel DRILL METHOD: Excavator
� �� Meadow Creek Subdivision Ph. I DRILLER: Duneman Const.
RE .��,
Rnwhide CLIENT: Bridger Development Strategies DATE: 1/24/24
`�� Engineering Inc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTIN
c� � ^ c x o
` F � � -� TEST PIT NUMBER: 3 y o � � � � a �
G ti :n � Vl .`n- U � :J � '^ o F G
� � � — U o � `� c>
.. ^ � � � v � � s C
� � `" � MATERIAL DESCRIPTION AND COMMENTS U 3 G v �
Topsoil with Vegetation and Organics - Brown, Moist,
Stiff(Frozen 7") to Medium Stiff
1 „I,�
FILL Fill - Clay, Sand, Few Gravels and Some Wood Debris -
2 �° Dark Brown, Moist, Medium Stiff, Moderate Plastic Index
3 -
4 �I��'�I��'.
�i
F ,
5
6
� ,,.:,.m.
$ GP Gravel and Cobbles with Clayey Sand - Brown/Gray,
Moist, Medium Dense/Dense, Low/Moderate Plastic Index
9
10 Test Pit Ends at Approximately 10.0 Feet Depth
11 Groundwater Was Not Encountered
Piezometer Set For Groundwater Monitoring
12
13
14
15
16
17
18
19
20
6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
TEST PIT LOG LOGGED BY: J. Frank
�'[`��,�� PROJECT: Meadow Creek Parcel DRILL METHOD: Excavator
� ��i?� Meadow Creek Subdivision Ph. I DRILLER: Duneman Const.
R� ��_' CLIENT: Bridger Development Strategies DATE: 1/24/24
RawhiJe
�� Engineering Inc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTIN
0
' T � ^
� � � � ti ^
n
_ ;� � � �, TEST PIT NUMBER: 4 � o � � N ,.., = �
" � v, c cn �:n U � � — s a — �
,��, c � — U c � '" ^ � `e e�i
— � o '� (/i U � V - N �
� � `" � MATERIAL DESCRIPTION AND COMMENTS 3 — �
Topsoil with Vegetation and Organics - Dark Brown, Moist,
� Stiff(Frozen 8") to Medium Stiff
2 CL Sandy Lean Clay with Scattered Gravels- Brown, Moist:
Medium Stiff, Moderate Plastic Index
3
4 F 18.8 11.5 572 2.0
5
6
� Sample at 6.5 Feet for Corrosive Soils Tests
8 Groundwater Level at 8.2 Feet
9 GP Gravel and Cobbles with Clayey Sand - Brown/Gray,
Moist, Medium Dense/Dense, Low/Moderate Plastic Index
10 Test Pit Ends at Approximately 10.0 Feet Depth
11 Groundwater Was Encountered at 8.2 Feet
Piezometer Set For Groundwater Monitoring
12
13
14
15
16
17
18
19
20
6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
TEST PIT LOG LOGGED BY: J. Frank
�[`��,� PROJECT: Meadow Creek Parcel DRILL METHOD: Excavator
R� �� Meadow Creek Subdivision Ph. I DRILLER: Duneman Const.
E Rawl:ide CLIENT: Bridger Development Strategies DATE: 1/24/24
�� Engineering Inc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTIN
0
m a ^ � x
0
` F � � � TEST PIT NUMBER: 5 = o � � � ;
� � � � � � � � = � � � ? �
� U o
C G o 'p v] U � V � v � v � .,�i
� =' `" � MATERIAL DESCRIPTION AND COMMENTS 3 — �
Topsoil with Vegetation and Organics - Dark Brown, Moist,
� Stiff(Frozen 10") to Medium Stiff
Z GP Gravel and Cobbles with Clayey Sand - Brown/Gray.
Dry/Moist, Medium DenselDense, Low/Moderate Plastic Index
3
4 GP Gravel, Cobbles, Few Boulders with Sand - Gray/Brown,
Moist to Wet, DenseNery Dense, Granular Non-Plastic
5
6
7
$ Groundwater Level at 8.5 Feet
9
�� Test Pit Ends at Approximately 10.0 Feet Depth
11 Groundwater Not Encountered at 8.5 Feet
Piezometer Set For Groundwater Monitoring
12
13
14
15
16
17
18
19
20
6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
TEST PIT LOG LOGGEDBY: J Frank
���,� PROJECT: Meadow Creek Parcel DRILL METHOD: Excavator
R� �� Meadow Creek Subdivision Ph. I DRILLER: Duneman Const.
E Rawhide CLIENT: Bridger Development Strategies DATE: 1/24/24
�� Engineering Inc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTIN
0
� � � ^ � O
` � � � � TEST PIT NUMBER: 6 � o � � � � � � �
L' � N G (n �' U o U C. o E O
" a 3 — U o � " �;., " c " �° cui
� c � c�
� �
� � `" � MATERIAL DESCRIPTION AND COMMENTS U 3 �- � �
Topsoil with Vegetation and Organics - Dark Brown, Moist,
� Stiff(Frozen 11") to Medium Stiff
2 GP Gravel and Cobbles with Clayey Sand - Brown/Gray.
Dry/Moist, Medium DenselDense, Low/Moderate Plastic Index
3
4 GP Gravel, Cobbles, Few Boulders with Sand - Gray/Brown,
Moist to Wet, Dense/Very Dense, Granular Non-Plastic
5
6
� Sample at 6.5 Feet for Corrosive Soils Tests
$ Groundwater Level at 8.8 Feet
9
10 Test Pit Ends at Approximately 10.0 Feet Depth
�� Groundwater Not Encountered at 8.8 Feet
Piezometer Set For Groundwater Monitoring
12
13
14
15
'16
17
18
19
20
6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
� �.. TrunourPeople.Tmstour0ata. i 9illings.Mi406.252.fi325•Casper.WY307.235.0515
Gillette.WY 3U7.686.7115•Helena.MT
ANALYTICAL SUMMARY REPORT
February 01, 2024
Rawhide Engineering, Inc
6871 King Ave W Ste G1K
Billings, MT 59106-2604
Work Order: 624011339 Quote ID: 64842
Project Name: Meadow Creek Sub.
Energy Laboretories Inc Billings MT received lhe following 3 samples for Rawhide Engineering, Inc on 1/26/2024 for analysis.
Lab ID Client Sample ID Collect Date Receive Date Matrix Test
624011339-001 Meadow Creek Sub.TP- 01/24/24 9:30 01/26/24 Soil Anions, Saturated Paste EMract
1@ 6.5 Feet Oxidation Reduction Potential
pH, Saturated Paste
Saturated Paste EMraction ASA
Resistivity, Sat Paste
824011339-002 Meadow Creek Sub.TP- 01/24/24 10:00 01/26/24 Soil Same As Above
4 @ 6.5 Feet
B24011339-003 Meadow Creek Sub.TP- 01/24/24 10:30 01/26/24 Soii Same As Above
6 @ 6.5 Feet
The analyses presented in this report were performed by Energy Laboratories, Inc., 1120 S 27th St., Billings, MT 59101, unless
otherwise noted. Any exceptions or problems with the analyses are noted in the report package. Any issues encountered dunng
sample receipt are documented in the Work Order Receipt Checklist.
The results as reported relate only to the item(s)submitted for testing. This report shall be used or copied only in its entirery. Energy
Laboratories, Inc. is not responsible for the consequences arising from the use of a partial report.
If you have any questions regarding these test results, please contact your Project Manager.
Report Approved By: � / Digitally signed by
/ Keri Conter
1«^—�,�,pa„ae�,�,e, Date: 2024.02.01 12:16:53 -07:00
Page 1 of 10
� TrustourPenple.Trustour0ata. � � Billings,MT406152.6325 •CasOecWY301235.0515
� � � �_ � ._ Gillette.WY 301.68fi.7175•Helena,MT
LABORATORY ANALYTICAL REPORT
Prepared by Billings, MT Branch
Client: Rawhide Engineering,Inc Report Date: 02/Ol/24
Project: Meadow Creek Sub. Collecrion Date: Ol/24/24 09:30
Lab ID: B24011339-001 Date Received: O1/26/24
Client Sample ID: Meadow Creek Sub.TP-1 @ 6.5 Feet Matrix: Soil
Mcu
Malyses Result Units Qualifiers RL QCL Method Analysis Date I By
SATURATED PASTE EXTRACT
Resistiviry,SaL Paste 1270 ohmcm � Calculation 01/30124 15:t01 srm
pH,sat.paste 7.8 s.u. 0.1 ASA�O-3 01/30I2415:10/srm
Chloride 22 mg/L "I E300.0 01/30I2419:05/caa
Sulfate 37 mg/L � E300.0 01/30/2419:05/caa
PHYSICAL PROPERTIES
ORP Measurement Temp 20.1 °C A2580 BM 01/29/2416:21 /jeb
Ozidation-Reduction Potential 186 mV A2580 BM 0'I/29/24'i621 /jeb
Repor[ RL-Analyte Reporting Limit MCL-Mauimum Contaminant Level
DeFinifions: qCL-Quality Control Limit ND-Not detected at the Reporting Limit(RL)
Page 2 of'10
� -,: Ple.Tmstouroata .__ _. _ . _ __--Bil�ings�MT406.252.6325•Casocr�WV307.235.0515
Trust aur Peo
' E ���� �� � '� Gillette,WY •Helena,Mi
LABORATORY ANALYTICAL REPORT
Prepared by Billings, MT Branch
Ctient: Rawhide Engineering,Inc Report Date: 02/O1/24
Project: Meadow Creek Sub. Collecrion Date: Ol/24/24 10:00
Lab ID: B24011339-002 Date Received: O1/26/24
CHent Sample ID: Meadow Creek Sub.TP�@ 6.5 Feet Matrix: Soil
mcu
Malyses Result Units Qualifers RL QCL Method Analysis Da[e/By
5ATURATED PASTE EXTRACT
Resistivity,SaL Paste �800 ohm-cm '1 Calculation 01/30124 15:101 srm
pH,sat.paste 7.4 s.u. 0.'I ASA'103 01/30/24 15:101 srm
Chloride 23 mg/L 1 E300.0 01/30/24 19:221 caa
Sulfate 67 mg/L 1 E300.0 01/30/24�9:221 caa
PHYSICAL PROPERTIES
ORPMeasurementTemp 21.0 °C A2580BM 01/29/24�6:50/jeb
Oxidation-Reduction Potential 48.3 mV A2580 BM OV29/2416:50/jeb
Report RL-Analyte Reporting Limit MCL-Maximum Contaminant Level
Definirians: QCL-Quality Control Limit ND-Not detected at the Reporting Limit(RL)
Page 3 of 10
__ _
� � TmstourPeaple.Trustour0ata. Billings,MT406.252.6325 •CaspecWY307.235A515
� _._ .. .. . � Gillette,WY •Heiena.MT
LABORATORY ANALYTICAL REPORT
Prepared by Billings, MT Branch
Client: Rawlude Engineering,Inc Report Date: 02/Ol/24
Project: Meadow Creek Sub.
Collection Date: Ol/24/24 10:30
Lab ID: B24011339-003 Date Received: Ol/26/24
Client Sample ID: Meadow Creek Sub.TP-6 @ 6.5 Feet Matr�: Soil
Mcu
Malyses Result Units �ualiFers RL QCL Method Malysis Date I By
SATURATED PASTE EXTRACT
Resistivity,Sat.Paste 1980 ohm-cm 1 Calculation 01I30/24 15:10/srm
pH,sat.paste 7.7 s.u. 0.1 ASA103 0'I/30124 15:'10/srm
Chloride '12 mglL 1 E300.0 Ot130/24 19:39/caa
Sulfate �5 mglL 1 E300.0 Ot/3012419:39/caa
PHYSICAL PROPERTIES
ORPMeasurementTemp 2�.9 °C A25808M Ot/29I2417:00/jeb
Oxidation-ReductionPotential 227 mV A25806M 01/29124'17:00/je6
Report RL-Analyte Reporting Limit MCL-Maximum Conlaminant Level
Definitious: QCL-Quality Control Limit ND-Not detected at the Reporting Limit(RL)
Page 4 of'10
� TrustourPeople.TrustourDatz. � Billings,MT406152.6325 •CasDecWY301.235.0515
� . . .. , , � � Ciliette.WY 307.fi8fi.7175 •Nelena.MT
QA/QC Summary Report
Prepared by Billings, MT Branch
Client: Rawhide Engineering, Inc Work Order: B24011339 Report Date: 02/Ot/24
IMalyte Count Result Units RL %REC Low Limit High Limit RPD RPDLimit Qual
1—.—_
Method: A2580 BM Batch: R415848
Lab ID: LCSt Laboratory Control Sample Run:ORION 720A HZW_2401296 Ot129/24 16:08
Oxidation-ReductionPotentlal 236 mV �01 95 105
Lab ID: B24011 33 9-0 01ADUP 2 Sample Duplicate Run:ORION 720A HZW_240129B 01129/24 1624
ORPMeasurementTemp 18.6 °C
Oxidation-Reduction Potential 168 mV 12 10
Qualifiers:
RL-Analyte Reporting Limit ND-Not detected at the Reporting Limit(RL)
Page 5 of 10
• �. TmstourPeople.Trustour�ata. Billings.MT406.252.6325•CasPecWY301.235.0515
Gillette,WY •Helena.MT
QAIQC Summary Report
Prepared by Billings, MT Branch
Client: Rawhide Engineering, Inc Work Order: B24011339 Report Date: 01/31/24
I Malyte ResWt Units RL %REC Low Limit High Limit RPD RPDLimit Qual
Method: ASA103 Batch:186696
Lab ID: 624011328-OOtA DUP Sample�uplicate Run:MISC-SOIL_240130A 01/30/24 15:10
pH,sat.paste 7.fi0 s.u. 0.10 0.0 10
Lab ID: LCS-24013015�0 Laboratory Control Sample Run:MISC-SOIL_240130A 01/30I24 15:�0
pH,sat.paste 7.10 s.u. 0.10 101 90 110
Qualifiers:
RL-Analyte Reporting Limit ND-Not detected at the Reporting Limit(RL)
Page 6 of'10
. p TmstourPeople.Trustouroatn. Billings,MT406.252.fi3Z5 •Casper.WY307.235.0515
� _. . .. ., Gille�te.WY •Helena.MT 40fi.442.0711
QA/QC Summary Report
Prepared by Billings, MT Branch
Client: Rawhide Engineering, Inc Work Order: 624011339 Report Date: 01/31/24
Malyte Result Units RL °/,REC Low Limit High Limit RPD RPDLimit Qual
Method: Calculation Batch: 186696
Lab ID: B24011328-OOtA DUP Sample Duplicate Run:MISC-SOIL_240130A 01/30/24 15:10
Resistiviry,Sat.Paste 95.6 ohm-cm 1.0 70 �30 �.4 30
Lab ID: LCS- Laboratory Control Sample Run:MISC-SOIL_240130A 01/30/24 15:10
Resistivity,Sat.Paste 124 ohm-cm 1.0 102 70 130
Qualifiers:
RL-Analyte Reporting Limit ND-Not detected at the Reporting Limit(RL)
Page 7 of'10
� . TmsrourPeople.TmstourData. �� Bi�lings,MT406.252.6325�Casper,WY307.235.0515
� . , ,, .,� �. Giuetle.WY •Helena.Mi 406.442AT11
QA/QC Summary Report
Prepared by Biliings, MT Branch
Client: Rawhide Engineering, Inc Work Order: B24011339 Report Date: 01/31/24
Malyte Resu�t Units RL %REC Low Limit High Limit RPD RPDLimit Qual
Method: E300.0 Batch:186696
Lab ID: LCS-18fi696 Lahoretory Control Sample Run:IC METROHM 2_240130A Ot/30124'17:40
Chlaride '1220 mglL 12 98 70 130
SWfate 2300 mg/L 5.0 115 70 130
Lab ID: 824011328-001AMS Sample Matriz Spike Run:IC METROHM 2_240130A 01/30124 18:'14
Chlonde 2�90 mqlL 1.3 111 70 130
Sulfate 7680 mglL 5.3 109 70 130
La61D: 624011326-OOtADUP Sample Duplicate Run: IC METROHM 2_240�30A 01/30/24 18:31
Chloride 781 mglL 12 2.4 30
Sulfate 2170 mg/L 5.0 2.8 30
Qualifiers:
RL-Analyte Reporting Limit ND-Not detected at the Reportinq Limit(RL)
Page 8 of 10
TEST PIT LOG LEGEND
MATERIAL DESCRIPTION
Soil Pattern USCS Symbol USCS Classification
FILL Artificial Fill
GP or GW Poorly/Well graded GRAVEL
GM Silty GRAVEL
GC Clayey GRAVEL
GP-GM Poorly graded GRAVEL with Silt
GP-GC Poorly graded GRAVEL with Clay
SP or SW Poorly/Well graded SAND
SM Silty SAND
SC Clayey SAND
SP-SM Poorly graded SAND with Silt
SP-SC Poorly graded SAND with Clay
_, ,:.._
" SGSM Silty Clayey SAND
ML SILT
II�,I�iI�I IIII�iII�I' IiII�II,I'� MH ElasticSlLT
CL-ML Silty CLAY
CL Lean CLAY
CH Fat CLAY
PCEM PARTIALLY CEMENTED
CEM CEMENTED
BDR BEDROCK
CONSISTENCY
Cohesionless Soils Cohesive Soils Cementation
VL Very Loose So Soft MH Moderately Hard
L Loose F Firm H Hard
MD Medium Dense S Stiff VH Very Hard
D Dense VS Very Stiff
VD Ve Dense
SAMPLING
SPT
Shelby Tube
NR No Recovery
Bulk Sample
,� � Water Table
���� ��
RERawl:ide
�� En�ineering Inc.
UNIFIED SOIL CLASSIFICATI�N SYSTE�IA
C+fb�rla l�or Assf�e�ln0 Qroup S�s s�d tie�p�e�a 1lsf��L�bo�aY Tosts• SoN Chsstlleatlon
SYee�bW W+o�tP Naee�
Co�a�se Qtstre0 8o�s Q�s+reU Goan Orav�s Qt s I and 1 s Cc f�' GW Watl�de0 gsveP
I�AOto Min b0%fOtiMO/ ���OOtt�O L!�tlmll SX btas° C�c�ttd/�f 1 s CC a 3s OP POQt�►��
On N0.200 dOr+O N0.4 sbv0 G�svab walf FN�a Ftnss d�l�s ML ar I�H C3�1 SBy Qc�iAf"�•
YOro Wn 12%tlnes� F7ns=dsutl�/�s d.at CH �3C C4�roy Qtsv�f"`"
� q�g� Q�a 8 snd t s Ce s 3' 8W Wei�prsdo0 s�rd'
60%o►�e�oee Of CQsts� l�ss�hsn�'9i fh+�s° q�c 8 andlbr 1>CC>r SP POaly ptaded sst+�
�4 sbr'o SsnOs M�Hnes Flr�s�y as[�L a MM SQA 8�/ssnd""
AAons�12%6nos° Firess Cmssiy a CL or CH SC Chy�►ssnd`w
An0�0A�10d SotK $8b s�d� b�0� PI a 7 ot10 plots C1f Or s0ow'A'13rt� Cl Lesn aB�fL'
60%or�osa p�s� Llp�dO @ttth b�i tltin 50 PI a�0t plOts 00lOMI'�►'in0'' I�L S�'�'
No.Z00 siora
� ��•�� <0.7b OL ��
LJquld Ba�•nol QdoO O�Nc�R1'�'�'�O
S�s and� tr�or�ic PI pl0ls ae�or abo�re'A'Qr�s CM Fsl d�""
Uqvld�!t or e�oro PI pta�Debw'A'8t10 MH Elatk S�N"
«�ardc u�ae as�•°ve"a�°° <o.�a oH ��Y"�'
u�ula medt-not�iea oryrnlc�iN""
�4lpf�lf►ae�C so�s P�osqardc n�a�.d�ic In oolor.a�b otpatdc odor PT Post
�Based on tlro n�a�p�t�p fAe 3�ln.(T�aun�i� �i�nes�ra o�,sdd 1M�h aryar�lc�ne�'to Qrottp n�na.
�If�d s8mpis contei�ed oobbl�s or bot�d�s.cr bo�'�.a�d 1�EIh o0pblos �H aotl oonlaNs 215%0�.�dd 1�l+Orsv�f'b pro�p nsme.
or bat�dsts.ar Oo!!�'0��o�p n�tw. 'tf At�e�l�enp 8mi�s plot M s�d st�si.�oD t=s C4ML.s�►da!►-
�[ir�t+�wtlh R tn 1�i�w n�e1�Ausd Rynt�ef�r I;W.rdl w�D•pr�e! K!f eoI!eentst�s 16 b�0%plw No.Z00.�lwilh Mnd'er 1wlt�►
Qrav+el Mdflf s�l.GIN-CC IAle�fade0 Qrave!M�lA Cla�l.�3P-GlYi p00Q1y 9�'�:tnlfidfevet�p�000n�tL
Qra0o0�r�l w�h sBt.�3P-aC P�N Qi�0����7►• �tt s�B oontaMs 2 30"16 O�w 1�200 p+odan�ty►ssnd.add
°San�s w�h S b 12%Mes�+eqt�cr Qw!sym�als: 8W�[N�d�qtidod •���p�,,
ssRd wWl sl�.SW�3C w�oll�qradod ssnd wR11 dh/.SP-SM Poorl�►Qradad � tf ao8 coattlns 2 30%p�es 1�l0.ZOO.Oesdo�ed�f►prsvel.
ssad w�h�t.SP�C pootf�/Qradnd s�nd t�h d�y aQd�Q�Y b p+a�nme�
e�a� �a (D��o NPI 2 4 and p�ea on or abotio'A'�a.
Ooo x Oro ° Pt<4 or plots Oobw'A'�o.
P tf sd ooeitrins 21S%m�0.add 1�lOt s�nd"b�oup a�na. �PI plols on ot abo+�'A•tine.
�N Mes dssay/ss C4ML.u�e dwf a�ol GGGIu�or SC�SIuI. ° PI plota beoow'A'[�ew.
� �a�t�on o!tt� %�
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ot ooerse�prslnsd��atls • .,,p
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