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REPORT COVER PAGE
Geotechnical Engineering Report
__________________________________________________________________________
Apartments and Built-to-Rent Structures
Bozeman, Montana
July 29, 2022
Terracon Project No. 26215064
Prepared for:
The Voyager Company
Cleveland, Ohio
Prepared by:
Terracon Consultants, Inc.
Billings, Montana
Terracon Consultants, Inc. 2110 Overland Avenue, Suite 124 Billings, Montana 59102
P (406) 656 3072 F (406) 656 3578 terracon.com
REPORT COVER LETTER TO SIGN July 29, 2022
The Voyager Company
1999 Circle Drive
Cleveland, Ohio 44106
Attn: Mr. Matt Booma – Managing Principal
P: (312) 725 3805
E: mbooma@thevoyagercompany.com
Re: Geotechnical Engineering Report
Apartments and Built-to-Rent Structures
Bozeman, Montana
Terracon Project No. 26215064
Dear Mr. Booma:
We have completed the Geotechnical Engineering services for the above referenced project. This
study was performed in general accordance with Terracon Proposal No. P26215064 revised May
3, 2022. This report presents the findings of the subsurface exploration and provides geotechnical
recommendations concerning earthwork and the design and construction of foundations, floor
slabs, and pavements for the proposed project.
We appreciate the opportunity to be of service to you on this project. If you have any questions
concerning this report or if we may be of further service, please contact us.
Sincerely,
Terracon Consultants, Inc.
Jim Pierce, P. E. Travis Goracke, P.E,
Geotechnical Engineer Authorized Project Reviewer
Geotechnical Engineering Report
Apartments and Built-to-Rent Structures ■ Bozeman, Montana
July 29, 2022 ■ Terracon Project No. 26215064
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REPORT TOPICS
REPORT COVER PAGE ............................................................................................... 1
REPORT COVER LETTER TO SIGN ............................................................................. 1
REPORT TOPICS ............................................................................................................ I
REPORT SUMMARY ...................................................................................................... II
INTRODUCTION ............................................................................................................. 1
SITE CONDITIONS ......................................................................................................... 1
PROJECT DESCRIPTION .............................................................................................. 2
GEOTECHNICAL CHARACTERIZATION ...................................................................... 3
GEOTECHNICAL OVERVIEW ....................................................................................... 4
EARTHWORK ................................................................................................................ 5
GROUND IMPROVEMENT ............................................................................................. 9
DEEP FOUNDATIONS ................................................................................................. 10
SEISMIC CONSIDERATIONS ...................................................................................... 14
LIQUEFACTION ........................................................................................................... 14
FLOOR SLABS ............................................................................................................ 14
LATERAL EARTH PRESSURES ................................................................................. 16
PAVEMENTS ................................................................................................................ 18
FROST CONSIDERATIONS ......................................................................................... 20
CORROSIVITY ............................................................................................................. 21
GENERAL COMMENTS ............................................................................................... 21
FIGURES ...................................................................................................................... 23
Note: This report was originally delivered in a web-based format. For more interactive features, please view your project
online at client.terracon.com.
ATTACHMENTS
EXPLORATION AND TESTING PROCEDURES
SITE LOCATION AND EXPLORATION PLANS
EXPLORATION RESULTS
SUPPORTING INFORMATION
Note: Refer to each individual Attachment for a listing of contents.
Geotechnical Engineering Report
Apartments and Built-to-Rent Structures ■ Bozeman, Montana
July 29, 2022 ■ Terracon Project No. 26215064
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REPORT SUMMARY
Topic 1 Overview Statement 2
Project
Description
Three 4-story, slab-on-grade, wood frame apartment structures with footprints on
the order of 24,000 square feet;
Forty-six built-to-rent 2- to 3-story, slab-on-grade, wood framed construction row
homes with footprints on the order of 600 square feet;
A single-story, slab-on-grade, wood frame construction clubhouse with a footprint
on the order of 7,000 square feet; and
Three single-story, slab-on-grade, wood frame construction buildings with
footprints on the order of-1,300 square feet.
Max. Column loads: 15 kips, Max. Wall loads: 2.4 kips per lineal foot
Up to 2 feet of fill assumed to achieve final grade
Little excavation other than foundation construction
Expected traffic for pavement areas:
■ 2,000 autos/light trucks per day
■ Up to 10 medium-duty delivery/trash trucks per week
■ 2 semi tractor trailers per week
Geotechnical
Characterization
Some localized areas of existing fill up to six feet deep
Lean clays to about 5 to 10 feet below ground
Poorly graded gravel below 5 to 11 feet to depths explored
Groundwater encountered 5.5 to 11 feet below ground surface
Earthwork
Remove existing fill where encountered.
Existing lean clays can be used for site fill only
Clays are sensitive to moisture variation and compressible
Foundations Ground Improvement or deep foundations are recommended
Detect and remove zones of fill as noted in Earthwork.
Below-Grade
Structures
Retaining walls: not anticipated
Basements: not recommended
Pavements
With subgrade prepared as noted in Earthwork.
Concrete:
■ 5.5 inches Portland Cement Concrete (PCC) in Light Duty areas
■ 6 inches PCC in Roadway areas
Asphalt:
■ 3 inches Asphaltic Concrete (AC) over 16 inches granular base in low
volume and Parking areas
■ 4 inches AC over 16 inches granular base in Roadway areas
General
Comments
This section contains important information about the limitations of this geotechnical
engineering report.
1. If the reader is reviewing this report as a pdf, the topics above can be used to access the appropriate section
of the report by simply clicking on the topic itself.
2. This summary is for convenience only. It should be used in conjunction with the entire report for design
purposes.
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INTRODUCTION
Geotechnical Engineering Report
Apartments and Built-to-Rent Structures
Tschache Lane and North 27th Avenue
Bozeman, Montana
Terracon Project No. 26215064
July 29, 2022
INTRODUCTION
This report presents the results of our subsurface exploration and geotechnical engineering
services performed for the proposed Apartments and Built-to-Rent Structures project located in
Bozeman, Montana. The purpose of these services is to provide information and geotechnical
engineering recommendations relative to:
■ Subsurface soil conditions ■ Foundation design and construction
■ Groundwater conditions ■ Floor slab design and construction
■ Site preparation and earthwork ■ Seismic site classification per IBC
■ Excavation considerations ■ Lateral earth pressures
■ Pavement design and construction ■ Frost considerations
■ Dewatering considerations
The geotechnical engineering Scope of Services for this project included the advancement of
twenty-four test borings to depths of approximately 16.5 feet below existing site grades.
Maps showing the site and boring locations are shown in the Site Location and Exploration
Plan sections, respectively. The results of the laboratory testing performed on soil samples
obtained from the site during the field exploration are included on the boring logs and as separate
graphs in the Exploration Results section.
SITE CONDITIONS
The following description of site conditions is derived from our site visit in association with the
field exploration and our review of publicly available geologic and topographic maps.
Geotechnical Engineering Report
Apartments and Built-to-Rent Structures ■ Bozeman, Montana
July 29, 2022 ■ Terracon Project No. 26215064
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Item Description
Project Location
The project is located northeast of the intersection of Tschache Lane and
North 27th Avenue in Bozeman, Montana.
The parcel is approximately 15 acres in size.
Latitude/Longitude (approximate) 45.69812° N, 111.07147° W
(See Site Location)
Existing
Improvements
The undeveloped site is bordered to the north by Baxter Lane, to the west by
North 27th Avenue and existing residential property, to the east by
undeveloped land, and to the south by Tschache Lane.
Current Ground
Cover Native grasses, shrubs, and weeds.
Existing Topography The site is relatively flat, sloping slightly down to the north.
Geology
The Gallatin Valley floor is comprised of deep alluvial sediment that has been
eroded from the surrounding foothills and mountains by the Gallatin River. In the
near-surface environment, these sediments typically include a shallow fine-
grained layer of clay/silt overlying sand and gravel.
PROJECT DESCRIPTION
Our final understanding of the project is as follows:
Item Description
Information Provided
Information provided to Terracon Billings via email from Ms. Alicia Hill.
Email attachments pertaining to geotechnical work included:
◼ Conceptual Site Plan dated September 20, 2021
◼ Project Boundary sketch
◼ A request to revise the original 2021 proposal was received along
with a pdf, dated April 15, 2022, showing a revised site layout and
the location of requested geotechnical borings and monitoring well
locations.
Project Description
The project site includes a parcel approximately 15 acres in size and
includes 3 apartment buildings of about 100 units each, a clubhouse,
various built-to-rent row homes, a drainage pond area, paved parking
areas and drive lanes.
Geotechnical Engineering Report
Apartments and Built-to-Rent Structures ■ Bozeman, Montana
July 29, 2022 ■ Terracon Project No. 26215064
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Item Description
Proposed Structures
The project includes construction of:
◼ Three 4-story, slab-on-grade, wood frame apartment structures
with footprints on the order of 24,000 square feet;
◼ Forty-six built-to-rent, 3-story, slab-on-grade, wood framed
construction row homes with footprints on the order of 600
square feet;
◼ A single-story, slab-on-grade, wood frame construction
clubhouse/gear garage structure with a footprint on the order of
7,000 square feet;
◼ Three single-story, slab-on-grade, wood frame construction
single-unit buildings with footprints on the order of-1,300 square
feet;
◼ Detention pond located in the northeast portion of the site;
◼ Associated utility installation; and,
◼ Paved parking areas and drive lanes.
Maximum Loads
(provided by DCI
Engineers)
Column loads provided as follows:
◼ 15 kips in clubhouse/garage structure
Footing loads provided as follows:
◼ 0.4 to 0.7 kips per lineal foot (klf) for clubhouse/garage structure
exterior footings
◼ 1.0 to 2.0 klf for apartment building exterior footings
◼ 1.6 to 2.0 klf for apartment building interior footings
◼ 0.5 to 0.7 klf for single unit structure exterior footings
◼ 1.4 to 1.6 klf for row home exterior footings
◼ 2.0 to 2.4 klf for row home interior footings
Grading/Slopes
Grading plans were not provided at the time of report preparation.
Up to 2 feet of fill is anticipated to level the site for construction and
achieve final grade.
Below-Grade Structures None anticipated.
Free-Standing Retaining
Walls None anticipated.
Pavements
Paved driveways and parking will be constructed as part of site
development.
We have analyzed both rigid (concrete) and flexible (asphalt) pavement
sections using the following anticipated traffic volumes.
■ Autos/light trucks: 2,000 vehicles per day
■ Light delivery and trash collection vehicles: 10 vehicles per day
■ Tractor-trailer trucks: < 2 vehicles per week
The pavement design period is 20 years. If the anticipated traffic loading
is significantly different than shown above, Terracon should be notified to
re-evaluate pavement thickness recommendations.
Geotechnical Engineering Report
Apartments and Built-to-Rent Structures ■ Bozeman, Montana
July 29, 2022 ■ Terracon Project No. 26215064
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GEOTECHNICAL CHARACTERIZATION
We have developed a general characterization of the subsurface conditions based upon our
review of the subsurface exploration, laboratory data, geologic setting and our understanding of
the project. This characterization, termed GeoModel, forms the basis of our geotechnical
calculations and evaluation of site preparation and foundation options. Conditions encountered at
each exploration point are indicated on the individual logs. The individual logs can be found in the
Exploration Results section and the GeoModel can be found in the Figures section of this report.
Based on the findings of the exploratory borings, subsurface conditions beneath a thin layer of
topsoil can be generalized as follows. For a more detailed view of the model layer depths at each
boring location, refer to the GeoModel.
Model Layer Layer Name General Description
1 Clay Lean clay with varying amounts of sand and silt present in all
borings.
2 Silt Silt with varying amounts of clay and sand present in a few borings.
3 Gravel Poorly graded gravel with varying amounts of sand, silt, and clay
present in all borings.
Groundwater: Groundwater was encountered in all borings at depths ranging from approximately
5.5 to 11 feet below existing grade during the field investigation.
Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff
and other factors not evident at the time the borings were performed. Therefore, groundwater
levels during construction or at other times in the life of the structure may be higher or lower than
the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be
considered when developing the design and construction plans for the project.
GEOTECHNICAL OVERVIEW
The near surface, very soft to stiff, moderate to low plasticity lean clay could become unstable
with typical earthwork and construction traffic, especially after precipitation events. The effective
drainage work should be completed early in the construction sequence and maintained after
construction to avoid potential issues. If possible, the grading should be performed during the
warmer and drier times of the year. If grading is performed during the winter months, an increased
risk for possible undercutting and replacement of unstable subgrade will persist. Additional site
preparation recommendations, including subgrade improvement and fill placement, are provided
in the Earthwork section.
Geotechnical Engineering Report
Apartments and Built-to-Rent Structures ■ Bozeman, Montana
July 29, 2022 ■ Terracon Project No. 26215064
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The soils which form the bearing stratum for foundations constructed on Rammed Aggregate
Piers or Drilled Shafts are poorly graded, medium dense to very dense alluvial gravels.
Conventional shallow foundations supported on lean clay or silt are not recommended due to the
low shear strength and compressibility of these moisture sensitive soils. The Ground
Improvement and Deep Foundation sections of this report address the recommendations for
foundation support for the structures. The Floor Slabs section addresses slab-on-grade support
of the buildings.
Flexible or rigid pavement systems are recommended for this site. Pavement options
incorporating gravel subbase were not provided due to the shallow groundwater encountered on
the site. The Pavements section addresses the design of pavement systems.
Support of floor slabs and pavements on or above existing fill material is not recommended.
The General Comments section provides an understanding of the report limitations.
EARTHWORK
Earthwork is anticipated to include clearing and grubbing, excavations, including removal of
existing fill, and fill placement. The following sections provide recommendations for use in the
preparation of specifications for the work. Recommendations include critical quality criteria, as
necessary, to render the site in the state considered in our geotechnical engineering evaluation
for foundations, floor slabs, and pavements.
Site Preparation
Prior to placing fill, existing fill, topsoil, vegetation, black soils with high organic content and root
mat should be removed. Removal of these materials should be performed in the proposed building
and parking/driveway areas.
The subgrade should be proofrolled with an adequately loaded vehicle such as a fully-loaded
tandem-axle dump truck. The proofrolling should be performed under the direction of the
Geotechnical Engineer. Areas excessively deflecting under the proofroll should be delineated and
subsequently addressed by the Geotechnical Engineer. Such areas should either be removed or
modified by stabilizing with Structural Fill. Excessively wet or dry material should either be
removed, or moisture conditioned and recompacted. Due to the moisture sensitive nature of the
native on-site silt and clay soils, construction traffic may result in excessive rutting of the subgrade
requiring overexcavation and replacement of the impacted soils as discussed above.
Fill Material Types
Fill required to achieve design grade should be classified as structural fill and general fill.
Structural fill is material used below, or within 5 feet of structures or constructed slopes. General
Geotechnical Engineering Report
Apartments and Built-to-Rent Structures ■ Bozeman, Montana
July 29, 2022 ■ Terracon Project No. 26215064
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fill is material used to achieve grade outside of these areas. Materials used for structural and
general fill should meet the following material property requirements:
Soil Type 1 USCS Classification Acceptable Location for Placement
Structural Fill2
(imported material)
GW, GP, SW, SP, and
dual symbols
Below foundation elevation, below slab areas, and as
replacement backfill
Crushed Base Course
Montana Public Works
Standard Specifications
(MPWSS), 7th Ed,
Section 02235, 3/4 or 1
½-inch minus
Leveling course below slab above Structural Fill, and
as crushed aggregate base course for pavements
General Fill 3 GP, CL, ML (on site
soils)
The on-site gravel and clay soils appear suitable for
use as General Fill, including site grade raising
material, but are NOT recommended for exterior
backfill of foundations, which could impact
performance of site flatwork and sidewalks.
On site silt soils are NOT recommended for use as
Structural Fill. Site clay and silt soils should be used
as general fill outside the limits of building
construction or removed from site.
Non-Frost Susceptible
Fill (NFS) 4 GP, GW Below exterior flatwork critical to project to mitigate
frost-action
1. Structural and General Fill should consist of approved materials free of organic matter and debris. Frozen
material should not be used, and fill should not be placed on a frozen subgrade. A sample of each material
type should be submitted to the Geotechnical Engineer for evaluation prior to use on this site.
2. Structural Fill, defined as imported aggregate, should meet the following criteria outlined below:
Gradation Percent Finer By Weigh (ASTM C136)
1 ½” .................................................................................................................................................. 100
No. 4 ...............................................................................................................................................30-60
No. 200 .......................................................................................................................................... 12 (max)
Liquid Limit ...................................................................................................................................... 25 (max)
Plastic Index .................................................................................................................................... 10 (max)
3. Significant moisture conditioning of the native clay soils may be necessary to meet compaction
requirements; this will require mechanical reduction in clay clod size (i.e. disking, etc.) to a maximum 1-inch
dimension to facilitate moisture conditioning; the necessary moisture adjustment will be difficult during
wet/cold seasons.
4. Non-Frost Susceptible Fill should have no more than 5 percent passing the No. 200 sieve
Fill Compaction Requirements
Structural and general fill should meet the following compaction requirements.
Geotechnical Engineering Report
Apartments and Built-to-Rent Structures ■ Bozeman, Montana
July 29, 2022 ■ Terracon Project No. 26215064
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Item Structural Fill General Fill
Maximum Lift
Thickness
8 inches or less in loose thickness when heavy,
self-propelled compaction equipment is used
4 to 6 inches in loose thickness when hand-
guided equipment (i.e. jumping jack or plate
compactor) is used
Same as Structural fill
Minimum
Compaction
Requirements 1, 2
98% of max. for foundation and floor slab
subgrade
95% of max. for exterior foundation wall backfill,
utility trench backfill, site grading fill, and
pavement subgrade
92% of max.
Water Content
Range 1
Low plasticity cohesive: -2% to +2% of optimum
Granular: -3% to +3% of optimum
As required to achieve min.
compaction requirements
1. Maximum density and optimum water content as determined by the standard Proctor test (ASTM D 698).
2. If the granular material is a coarse sand or gravel, or of a uniform size, or has a low fines content,
compaction comparison using local practices may be more appropriate. It should be noted that ASTM D698
allows for rock-correction of samples with up to 30% Retained on the 3/4” screen, but that this can lead to
values not attainable in the field. Local practice also has utilized successfully for control of the former ASTM
D698 method of rock-replacement.
Utility Trench Backfill
For low permeability subgrades, utility trenches are a common source of water infiltration and
migration. Utility trenches penetrating beneath the building should be effectively sealed to restrict
water intrusion and flow through the trenches, which could migrate below the building. The trench
should provide an effective trench plug that extends at least 5 feet from the face of the building
exterior. The plug material should consist of cementitious flowable fill or low permeability clay.
The trench plug material should be placed to surround the utility line. If used, the clay trench plug
material should be placed and compacted to comply with the water content and compaction
recommendations for structural fill stated previously in this report.
Grading and Drainage
All grades must provide effective drainage away from the buildings during and after construction
and should be maintained throughout the life of the structures. Water retained next to the buildings
can result in soil movements greater than those discussed in this report. Greater movements can
result in unacceptable differential floor slab and/or foundation movements, cracked slabs and
walls, and roof leaks. The roofs should have gutters/drains with downspouts that discharge onto
splash blocks at a distance of at least 10 feet from the buildings.
Exposed ground should be sloped and maintained at a minimum 5% away from the buildings for
at least 10 feet beyond the perimeter of the buildings. Locally, flatter grades may be necessary to
transition ADA access requirements for flatwork. After building construction and landscaping have
been completed, final grades should be verified to document effective drainage has been
achieved. Grades around the structures should also be periodically inspected and adjusted, as
Geotechnical Engineering Report
Apartments and Built-to-Rent Structures ■ Bozeman, Montana
July 29, 2022 ■ Terracon Project No. 26215064
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necessary, as part of the structures’ maintenance program. Where paving or flatwork abuts the
structures, a maintenance program should be established to effectively seal and maintain joints
and prevent surface water infiltration.
Earthwork Construction Considerations
Shallow excavations for the proposed structures are anticipated to be accomplished with
conventional construction equipment. Upon completion of filling and grading, care should be taken
to maintain the subgrade water content prior to construction of floor slabs. Construction traffic
over the completed subgrades should be avoided. The site should also be graded to prevent
ponding of surface water on the prepared subgrades or in excavations. Water collecting over or
adjacent to construction areas should be removed. If the subgrade freezes, desiccates, saturates,
or is disturbed, the affected material should be removed, or the materials should be scarified,
moisture conditioned, and recompacted prior to floor slab construction.
The groundwater table could affect overexcavation efforts, especially for over-excavation and
replacement of lower strength soils. A temporary dewatering system consisting of sumps with pumps
could be necessary to achieve the recommended depth of over-excavation.
As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part 1926,
Subpart P, “Excavations” and its appendices, and in accordance with any applicable local, and/or
state regulations.
Construction site safety is the sole responsibility of the contractor who controls the means,
methods, and sequencing of construction operations. Under no circumstances shall the
information provided herein be interpreted to mean Terracon is assuming responsibility for
construction site safety, or the contractor's activities; such responsibility shall neither be implied
nor inferred.
Construction Observation and Testing
The earthwork efforts should be monitored under the direction of the Geotechnical Engineer.
Monitoring should include documentation of adequate removal of vegetation and topsoil,
proofrolling, and mitigation of areas delineated by the proofroll to require mitigation.
Each lift of compacted fill should be tested, evaluated, and reworked, as necessary, until approved
by the Geotechnical Engineer prior to placement of additional lifts. Each lift of fill should be tested
for density and water content at a frequency of at least one test for every 2,500 square feet of
compacted fill in the building areas and 5,000 square feet in pavement areas. One density and
water content test should be performed for every 50 linear feet of compacted utility trench backfill.
Geotechnical Engineering Report
Apartments and Built-to-Rent Structures ■ Bozeman, Montana
July 29, 2022 ■ Terracon Project No. 26215064
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In areas of foundation excavations, the bearing subgrade should be evaluated under the direction
of the Geotechnical Engineer. If unanticipated conditions are encountered, the Geotechnical
Engineer should prescribe mitigation options.
In addition to the documentation of the essential parameters necessary for construction, the
continuation of the Geotechnical Engineer into the construction phase of the project provides the
continuity to maintain the Geotechnical Engineer’s evaluation of subsurface conditions, including
assessing variations and associated design changes.
GROUND IMPROVEMENT
As an alternative to supporting the structure on deep foundations, the structure and potentially
floor slabs could be supported on lower strength/lower density native soils if ground improvement
methods such as the one presented in the following paragraph are utilized. Ground improvement
methods are proprietary systems designed by licensed contractors who could provide further
information regarding support options.
In our opinion, the proposed structures can be supported by a shallow spread footing foundation
system bearing on rammed aggregate piers, constructed on a design spacing determined by a
specialty contractor using proprietary drilling/installation methods.
Rammed aggregate pier foundation systems are generally accomplished by down-hole vibratory
methods. These methods involve the installation of backfill material into the soil so that dense and
sometimes deep stone columns are formed that are tightly interlocked with the surrounding
overburden soils. This system improves the subgrade below conventional spread footings, grade
beams, and floor slabs and reduces the compressibility of the underlying soil.
Rammed aggregate pier soil reinforcement elements are typically constructed at 24 or 30-inch
diameters. Shaft lengths typically range between 8 and 20 feet as measured from footing
subgrade; however, deeper shafts are achievable. The result of construction is a reinforced zone
of soil directly under footings that allows for the construction of shallow spread footings
proportioned for a relatively high bearing pressure. It is reasonable to assume that allowable
bearing pressures in the range of 2,000 to 3,000 psf can be expected pending analysis with actual
framing and structural load information. In addition, total and differential foundation settlement of
less than 1 inch should be considered for spread footing foundations supported by rammed
aggregate piers.
Rammed aggregate pier elements are spaced singly or in close groups beneath interior footings
to support concentrated column loads. Beneath continuous footings, rammed aggregate pier
elements typically are spaced at 6 to 12 feet on center depending on loads, soil conditions, and
other design requirements.
Geotechnical Engineering Report
Apartments and Built-to-Rent Structures ■ Bozeman, Montana
July 29, 2022 ■ Terracon Project No. 26215064
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Rammed aggregate pier soil reinforcement should be designed and constructed by an
experienced and licensed installer. The installer should provide a pier layout and detailed design
calculations sealed by a professional engineer licensed in the State of Montana. The design
parameters should be verified by a full-scale modulus test performed in the field. Terracon should
be retained to monitor the modulus test and subsequent installation of production rammed
aggregate pier elements.
DEEP FOUNDATIONS
Drilled Shaft Design Parameters
Soil design parameters are provided below in the Drilled Shaft Design Summary table for the
design of drilled shaft foundations. The values presented for allowable side friction and end
bearing include a factor of safety.
Drilled Shaft Design Summary 1
Depth Below
Ground
(feet)
Stratigraphy 2 Allowable Skin
Friction
(psf) 3
Allowable End
Bearing Pressure
(psf) 4 No. Material
0 -5 1 Lean Clay 0 0
5 – 7.5 2 Silt 0 0
7.5 – 16.5 3 Medium Dense Gravel 500 18,000
1. Design capacities are dependent upon the method of installation, and quality control parameters. The
values provided are estimates and should be verified when installation protocol have been finalized.
2. See Geotechnical Characterization for more details on stratigraphy.
3. Applicable for compressive loading only. Reduce to 2/3 of values shown for uplift loading. Effective weight
of shaft can be added to uplift load capacity.
4. Shafts should extend at least two diameters into the bearing stratum (or to a depth equal to the bell diameter
for belled shafts) for end bearing to be considered.
Tensile reinforcement should extend to the bottom of shafts subjected to uplift loading. Buoyant
unit weights of the soil and concrete should be used in the calculations below the highest
anticipated groundwater elevation.
Drilled shafts should have a minimum (center-to-center) spacing of three diameters. Closer
spacing may require a reduction in axial load capacity. Axial capacity reduction can be determined
Geotechnical Engineering Report
Apartments and Built-to-Rent Structures ■ Bozeman, Montana
July 29, 2022 ■ Terracon Project No. 26215064
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by comparing the allowable axial capacity determined from the sum of individual piles in a group
versus the capacity calculated using the perimeter and base of the pile group acting as a unit.
The lesser of the two capacities should be used in design.
A minimum shaft diameter of 24 inches should be used. Drilled shafts should have a minimum
length of 10 feet and should extend into the bearing strata at least two shaft/pile/bell diameters
for the allowable end-bearing pressures listed in the above table.
Post-construction settlements of drilled shafts designed and constructed as described in this
report are estimated to range from about ½ to ¾ inch. Differential settlement between individual
shafts is expected to be ½ to ⅔ of the total settlement.
Drilled Shaft Lateral Loading
The following table lists input values for use in LPILE analyses. LPILE estimates values of kh and
E50 based on strength; however, non-default values of kh should be used where provided. Since
deflection or a service limit criterion will most likely control lateral capacity design, no
safety/resistance factor is included with the parameters.
Stratigraphy 1 L-Pile Soil
Model Su (psf) 2 2 (pcf) 2,3 ε50 2 K (pci) 2
qu (psi) 2
No. Material Static Cyclic
1 Lean Clay Soft Clay 250 0 110 0.02 30 --
2 Silt Silt 250 0° 100 0.02 30 --
3 Gravel Sand 0 36 73 --- 60 --
1. See Subsurface Profile in Geotechnical Characterization for more details on Stratigraphy.
2. Definition of Terms:
Su: Undrained shear strength
: Internal friction angle,
Moist or buoyant unit weight
ε50: Non-default E50 strain
K: Horizontal modulus of subgrade reaction
qu: Non-default soil modulus – static. Refer to software guidelines for cyclic loading.
3. Buoyant unit weight values should be used below water table.
Group action for lateral resistance of piles/shafts should be considered when spacing is less than
six diameters (center to center). Group effects can be roughly estimated with the design
Geotechnical Engineering Report
Apartments and Built-to-Rent Structures ■ Bozeman, Montana
July 29, 2022 ■ Terracon Project No. 26215064
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parameters for allowable passive resistance in the direction of the load reduced in accordance
with the table below; p-y multipliers can also be used in LPILE as a rough estimate for group load
behavior. We can provide guidance for p-y multipliers if detailed analyses using LPILE are
planned.
Pile/Shaft Spacing 1 Reduction Factors
6D 1.0
4D 0.85
3D 0.65
1. Where D is the diameter of the shaft
The shafts/piles should be spaced at least three shaft diameters apart (center-to-center) if they
will be used to resist lateral loads. Pile caps and/or grade beams could be subject to uplift loading
due to frost action; thus, perimeter foundation elements beneath unheated areas should extend
at least 4 feet below the lowest adjacent finished grade for frost protection.
The load capacities provided herein are based on the stresses induced in the supporting soil strata.
The structural capacity of the shafts/piles should be checked to assure they can safely accommodate
the combined stresses induced by axial and lateral forces. Lateral deflections of shafts/piles should
be evaluated using an appropriate analysis method, and will depend upon the pile’s diameter,
length, configuration, stiffness and “fixed head” or “free head” condition. We can provide additional
analyses and estimates of lateral deflections for specific loading conditions upon request. The
load-carrying capacity of shafts/piles may be increased by increasing the diameter and/or length.
Drilled Shaft Construction Considerations
The borings encountered weak soils as well as relatively shallow groundwater. To prevent
collapse of the sidewalls and/or to control groundwater seepage, the use of temporary steel
casing and/or slurry drilling procedures may be required for construction of the drilled shaft
foundations. Significant seepage could occur in case of excavations penetrating water-bearing
sandy or gravelly soils. The drilled shaft contractor and foundation design engineer should be
informed of these risks.
A full-depth temporary steel casing may be required to stabilize the sides of the shaft excavations
in the overburden. Difficult drilling conditions should be expected within the gravel layers. If casing
is removed during concrete placement, care should be exercised to maintain concrete inside the
casing at a sufficient level to resist earth and hydrostatic pressures present on a casing exterior.
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Water or loose soil should be removed from the bottom of the drilled shafts prior to placement of
the concrete.
Care should be taken to not disturb the sides and bottom of the excavation during construction.
The bottom of the shaft excavation should be free of loose material before concrete placement.
Concrete should be placed as soon as possible after the foundation excavation is completed, to
reduce potential disturbance of the bearing surface.
“Wet” shafts should be constructed by slurry displacement techniques. In this process, the shaft
excavation is filled with approved polymer- based slurry to counterbalance the hydraulic forces
below the water level and stabilize the wall of the shaft. Concrete would then be placed using a
tremie extending to within 6 inches of the shaft base of the slurry-filled excavation. The tremie
remains inserted several feet into the fresh concrete as it displaces the slurry upward and until
placement is complete. The slurry should have a sand content no greater than 1% at the time
concrete placement commences. The maximum unit weight of the slurry should be established in
consultation with Terracon.
Concrete for "dry" drilled shaft construction should have a slump of about 5 to 7 inches. Concrete
should be directed into the shaft utilizing a centering chute. Concrete for "wet" shaft construction
would require higher slump concrete.
While withdrawing casing, care should be exercised to maintain concrete inside the casing at a
sufficient level to resist earth and hydrostatic pressures acting on the casing exterior. Arching of
the concrete, loss of seal and other problems can occur during casing removal and result in
contamination of the drilled shaft. These conditions should be considered during the design and
construction phases. Placement of loose soil backfill should not be permitted around the casing
prior to removal.
The drilled shaft installation process should be performed under the direction of the Geotechnical
Engineer. The Geotechnical Engineer should document the shaft installation process including
soil/rock and groundwater conditions encountered, consistency with expected conditions, and
details of the installed shaft.
SEISMIC CONSIDERATIONS
The seismic design requirements for buildings and other structures are based on Seismic Design
Category. Site Classification is required to determine the Seismic Design Category for a structure.
The Site Classification is based on the upper 100 feet of the site profile defined by a weighted
average value of either shear wave velocity, standard penetration resistance, or undrained shear
strength in accordance with Section 20.4 of ASCE 7 and the International Building Code (IBC).
Based on the soil properties encountered at the site and as described on the exploration logs and
results, it is our professional opinion that the Seismic Site Classification is C. Subsurface
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explorations at this site were extended to a maximum depth of 16.5 feet. The site properties below
the boring depth to 100 feet were estimated based on our experience and knowledge of geologic
conditions of the general area. Additional deeper borings or geophysical testing may be performed
to confirm the conditions below the current boring depth.
LIQUEFACTION
In review of the subsurface information to determine the potential for liquefaction triggered by
strong ground motion, consideration was given to the age of the sediment, soil classification and
stratigraphy, groundwater conditions, relative soil density, and depth to bedrock. The project site
is located in an area with predominately very soft to very stiff lean clay and silt soils with sand
overlying medium dense to very dense poorly graded gravels. Groundwater was encountered at
5.5 to 11 feet below ground surface.
The potential for seismically induced liquefaction of the soils at the project site is low, based on
consideration of the on-site soil types and conditions, groundwater elevations, seismic zone design
conditions, a cursory review of published information, and the seismicity of the project area.
FLOOR SLABS
Depending upon the finished floor elevation, unsuitable, weak, soft to medium stiff soils may be
encountered at the floor slab subgrade level. These soils should be replaced with at least 2 feet
of granular soils as detailed below.
Design parameters for floor slabs assume the requirements for Earthwork have been followed.
Specific attention should be given to positive drainage away from the structure and positive drainage
of the aggregate base beneath the floor slab.
Floor Slab Design Parameters
Item Description
Floor Slab Support 1
Minimum 6 inches of free-draining (less than 5% passing the U.S. No. 200
sieve) crushed aggregate compacted to at least 95% of ASTM D 698 2, 3
At least 18 inches of Structural Fill should be placed below floor slabs where
lean clay or silt soils are present
Estimated Modulus of
Subgrade Reaction 2
200 pounds per square inch per inch (psi/in) for point loads of floor slab
constructed as recommended above on Structural Fill.
1. Floor slabs should be structurally independent of building footings or walls to reduce the possibility of floor
slab cracking caused by differential movements between the slab and foundation.
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Item Description
2. Modulus of subgrade reaction is an estimated value based upon our experience with the subgrade
condition, the requirements noted in Earthwork, and the floor slab support as noted in this table. It is
provided for point loads. For large area loads the modulus of subgrade reaction would be lower.
3. Free-draining granular material should have less than 5% fines (material passing the No. 200 sieve). Other
design considerations such as cold temperatures and condensation development could warrant more
extensive design provisions.
The use of a vapor retarder should be considered beneath concrete slabs on grade covered with
wood, tile, carpet, or other moisture sensitive or impervious coverings, or when the slab will
support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder,
the slab designer should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding
the use and placement of a vapor retarder.
Saw-cut control joints should be placed in the slab to help control the location and extent of
cracking. For additional recommendations refer to the ACI Design Manual. Joints or cracks should
be sealed with a water-proof, non-extruding compressible compound specifically recommended
for heavy duty concrete pavement and wet environments.
Where floor slabs are tied to perimeter walls or turn-down slabs to meet structural or other
construction objectives, our experience indicates differential movement between the walls and
slabs will likely be observed in adjacent slab expansion joints or floor slab cracks beyond the
length of the structural dowels. The Structural Engineer should account for potential differential
settlement through use of sufficient control joints, appropriate reinforcing or other means.
Floor Slab Construction Considerations
Finished subgrade, within and for at least 10 feet beyond the floor slab, should be protected from
traffic, rutting, or other disturbance and maintained in a relatively moist condition until floor slabs are
constructed. If the subgrade should become damaged or desiccated prior to construction of floor
slabs, the affected material should be removed, and Structural Fill should be added to replace the
resulting excavation. Final conditioning of the finished subgrade should be performed immediately
prior to placement of the floor slab support course.
The Geotechnical Engineer should approve the condition of the floor slab subgrades immediately
prior to placement of the floor slab support course, reinforcing steel, and concrete. Attention should
be paid to high traffic areas that were rutted and disturbed earlier, and to areas where backfilled
trenches are located.
BELOW-GRADE STRUCTURES
Below-grade structures are not proposed for this development.
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LATERAL EARTH PRESSURES
Design Parameters
Structures with unbalanced backfill levels on opposite sides should be designed for earth
pressures at least equal to values indicated in the following table. Earth pressures will be
influenced by structural design of the walls, conditions of wall restraint, methods of construction
and/or compaction and the strength of the materials being restrained. Two wall restraint conditions
are shown in the diagram below. Active earth pressure is commonly used for design of free-
standing cantilever retaining walls and assumes wall movement. The “at-rest” condition assumes
no wall movement and is commonly used for basement walls, loading dock walls, or other walls
restrained at the top. The recommended design lateral earth pressures do not include a factor of
safety and do not provide for possible hydrostatic pressure on the walls (unless stated).
Lateral Earth Pressure Design Parameters
Earth Pressure
Condition 1
Coefficient for
Backfill Type2
Surcharge
Pressure 3, 4, 5
p1 (psf)
Effective Fluid Pressures (psf) 2, 4, 5
Unsaturated 6 Submerged 6
Active (Ka) Granular - 0.26
Fine Grained - 0.49
(0.26)S
(0.49)S
(35)H
(55)H
(80)H
(85)H
At-Rest (Ko) Granular - 0.41
Fine Grained - 0.58
(0.41)S
(0.58)S
(55)H
(65)H
(90)H
(90)H
Passive (Kp) Granular - 3.85
Fine Grained - 2.04
---
---
(520)H
(225)H
(340)H
(160)H
1. For active earth pressure, wall must rotate about base, with top lateral movements 0.002 H to 0.004 H,
where H is wall height. For passive earth pressure, wall must move horizontally to mobilize resistance.
2. Uniform, horizontal backfill, compacted to at least 95% of the ASTM D 698 maximum dry density, rendering
a maximum unit weight of 135 pcf for granular soils and 110 pcf for fine grained soils.
3. Uniform surcharge, where S is surcharge pressure.
4. Loading from heavy compaction equipment is not included.
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Lateral Earth Pressure Design Parameters
Earth Pressure
Condition 1
Coefficient for
Backfill Type2
Surcharge
Pressure 3, 4, 5
p1 (psf)
Effective Fluid Pressures (psf) 2, 4, 5
Unsaturated 6 Submerged 6
5. No safety factor is included in these values.
6. To achieve “Unsaturated” conditions, follow guidelines in Subsurface Drainage for Below-Grade Walls
below. “Submerged” conditions are recommended when drainage behind walls is not incorporated into the
design.
Backfill placed against structures should consist of granular soils or low plasticity cohesive soils.
For the granular values to be valid, the granular backfill must extend out and up from the base of
the wall at an angle of at least 45 and 60 degrees from vertical for the active and passive cases,
respectively.
Subsurface Drainage for Foundation Walls
A perforated rigid plastic drain line installed behind the base of walls and extends below adjacent
grade is recommended to prevent hydrostatic loading on the walls. The invert of a drain line
around a below-grade building area or exterior retaining wall should be placed near foundation
bearing level. The drain line should be sloped to provide positive gravity drainage to daylight or
to a sump pit and pump. The drain line should be surrounded by clean, free-draining granular
material having less than 5% passing the No. 200 sieve, such as No. 57 aggregate. The free-
draining aggregate should be encapsulated in a filter fabric. The granular fill should extend to
within 2 feet of final grade, where it should be capped with compacted cohesive fill to reduce
infiltration of surface water into the drain system.
As an alternative to free-draining granular fill, a pre-fabricated drainage structure may be used. A
pre-fabricated drainage structure is a plastic drainage core or mesh which is covered with filter
fabric to prevent soil intrusion, and is fastened to the wall prior to placing backfill.
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PAVEMENTS
General Pavement Comments
Pavement designs are provided for the traffic conditions and pavement life conditions as noted in
Project Description and in the following sections of this report. A critical aspect of pavement
performance is site preparation. Pavement designs noted in this section must be applied to the
site which has been prepared as recommended in the Earthwork section.
Based on the planned grading, we anticipated the onsite soils will be utilized in subgrade
construction. A California Bearing Ratio (CBR) test has been performed on a disturbed bulk
sample of the clay subgrade obtained from boring B-9 at approximate depths of 0.5 to 4.0 feet
below existing grade. This material was compacted at about 95 percent of the standard proctor
maximum dry density at approximately optimum moisture. The moisture-density relationship and
CBR test results are presented in the Exploration Results section.
Pavement Design Parameters
A subgrade CBR of 2 was used for the AC pavement designs, and a modulus of subgrade reaction
of 100 pci was used for the PCC pavement designs. The values were empirically derived and
based upon our experience with the lean clay and silt subgrade soils and our understanding of
the quality of the subgrade as prescribed by the Site Preparation conditions as outlined in
Earthwork. A modulus of rupture of 600 psi was used for pavement concrete.
Pavement design recommendations for this project have been based on procedures outlined in
the AASHTO Guide for Design of Pavement Structures, 1993, coupled with publications by the
Asphalt Institute and the American Concrete Institute on the design of parking lots and our local
experience with similar fine-grained subgrade soils. The lean clay and silt are very moisture
sensitive and susceptible to rutting by construction traffic, particularly by rubber-tired equipment.
The pavement section required to support anticipated construction traffic based upon our
experience exceeds that required for the design traffic loading. Pavement design input
parameters and resulting pavement sections are provided in the following table:
Pavement Thickness Design Parameters
Input Parameter Flexible (asphalt) Rigid (concrete)
Reliability 85 85
Initial Serviceability 4.2 4.2
Terminal Serviceability 2.0 2.0
Standard Deviation 0.45 0.45
Drainage 0.9 0.9
Design ESAL Value: Anticipated Traffic 226,000 226,000
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Pavement Section Thicknesses
The following table provides options for AC and PCC Sections:
Asphaltic Concrete Design
Traffic Area Asphalt Concrete (in.) 1 Aggregate Base (in.) 2 Total Thickness (in.) 1
Light Duty,
Parking 3 16 19
Heavy Duty,
Local Roads 4 16 20
1. Asphalt concrete should conform to Montana Public Works Standard Specifications (MPWSS) and the City of
Billings Standard Modifications to MPWSS requirements.
2. Aggregate base should meet the requirements for 1-1/2 inch crushed aggregate in accordance with MPWSS
and the City of Billings Standard Modifications to MPWSS Section 02235.
Portland Cement Concrete Design
Traffic Area Portland Cement
Concrete (in.) 1 Aggregate Base (in.) 2 Total Thickness (in.)
Light Duty,
Parking 5.5 6 11.5
Heavy Duty,
Local Roads 6 8 14
1. Portland cement concrete should conform to MPWSS and the City of Bozeman Standard Modifications to
MPWSS requirements.
2. Aggregate base should meet the requirements for 1-1/2 inch crushed aggregate in accordance with MPWSS
and the City of Bozeman Standard Modifications to MPWSS Section 02235
Migration of fines into the aggregate base course layer will reduce the support characteristics of
the base and decrease performance of the pavement section. The placement of a geotextile
separation fabric, such as a Mirafi 140N or equivalent, between the fine-grained subgrade and
the aggregate base course to improve constructability and extend the pavement’s service life is
recommended for the above sections.
Pavement Drainage
Pavements should be sloped to provide rapid drainage of surface water. Water allowed to pond
on or adjacent to the pavements could saturate the subgrade and contribute to premature
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pavement deterioration. In addition, the pavement subgrade should be graded to provide positive
drainage within the granular base section.
Based on the possibility of shallow and/or perched groundwater extending into the pavement
section in areas of the site, dewatering of the subgrade may be necessary in these areas during
construction to control groundwater and improve stability.
Pavement Maintenance
The pavement sections represent minimum recommended thicknesses and, as such, periodic
maintenance should be anticipated. Therefore, preventive maintenance should be planned and
provided for through an on-going pavement management program. Maintenance activities are
intended to slow the rate of pavement deterioration and to preserve the pavement investment.
Maintenance consists of both localized maintenance (e.g., crack and joint sealing and patching)
and global maintenance (e.g., surface sealing). Preventive maintenance is usually the priority
when implementing a pavement maintenance program. Additional engineering observation is
recommended to determine the type and extent of a cost-effective program. Even with periodic
maintenance, some movements and related cracking may still occur and repairs may be required.
Pavement performance is affected by its surroundings. In addition to providing preventive
maintenance, the civil engineer should consider the following recommendations in the design and
layout of pavements:
■ Final grade adjacent to paved areas should slope down from the edges at a minimum 2%.
■ Subgrade and pavement surfaces should have a minimum 2% slope to promote proper
surface drainage.
■ Install joint sealant and seal cracks immediately.
■ Seal all landscaped areas in or adjacent to pavements to reduce moisture migration to
subgrade soils.
■ Place compacted, low permeability backfill against the exterior side of curb and gutter.
■ Place curb, gutter and/or sidewalk directly on clay subgrade soils rather than on unbound
granular base course materials.
FROST CONSIDERATIONS
The soils on this site are frost susceptible, and small amounts of water can affect the performance
of the slabs on-grade, sidewalks, and pavements. Exterior slabs should be anticipated to heave
during winter months. If frost action needs to be eliminated in critical areas, we recommend the
use of non-frost susceptible (NFS) fill or structural slabs (for instance, structural stoops in front of
building doors). Placement of NFS material in large areas may not be feasible; however, the
following recommendations are provided to help reduce potential frost heave:
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■ Provide surface drainage away from the building and slabs, and toward the site storm
drainage system.
■ Install drains around the perimeter of the building, stoops and below exterior slabs and
connect them to the storm drainage system.
■ Grade clayey subgrades, so groundwater potentially perched in overlying more permeable
subgrades, such as sand or aggregate base, slope toward a site drainage system.
■ Place NFS fill as backfill beneath slabs critical to the project.
■ Place a 3 horizontal to 1 vertical (3H:1V) transition zone between NFS fill and other soils.
■ Place NFS materials in critical sidewalk areas.
As an alternative to extending NFS fill to the full frost depth, consideration can be made to placing
extruded polystyrene or cellular concrete under a buffer of at least 2 feet of NFS material.
CORROSIVITY
The table below lists the results of laboratory soluble sulfate, electrical resistivity, and pH testing.
The values may be used to estimate potential corrosive characteristics of the on-site soils with
respect to contact with the various underground materials which will be used for project
construction.
Corrosivity Test Results Summary
Boring
Sample
Depth
(feet)
Soil Description
Soluble
Sulfate
(%)
Soluble
Chloride
(%)
Electrical
Resistivity
(Ω-cm)
pH
B-5 2.5-4.0 Lean Clay 0.01 - 1650 8.0
Results of soluble sulfate testing indicate samples of the on-site soils tested possess negligible
sulfate concentrations when classified in accordance with Table 4.3.1 of the ACI Design Manual.
Concrete should be designed in accordance with the provisions of the ACI Design Manual,
Section 318, Chapter 4.
GENERAL COMMENTS
Our analysis and opinions are based upon our understanding of the project, the geotechnical
conditions in the area, and the data obtained from our site exploration. Natural variations will occur
between exploration point locations or due to the modifying effects of construction or weather.
The nature and extent of such variations may not become evident until during or after construction.
Terracon should be retained as the Geotechnical Engineer, where noted in this report, to provide
observation and testing services during pertinent construction phases. If variations appear, we
can provide further evaluation and supplemental recommendations. If variations are noted in the
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absence of our observation and testing services on-site, we should be immediately notified so
that we can provide evaluation and supplemental recommendations.
Our Scope of Services does not include either specifically or by implication any environmental or
biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of
pollutants, hazardous materials or conditions. If the owner is concerned about the potential for
such contamination or pollution, other studies should be undertaken.
Our services and any correspondence or collaboration through this system are intended for the
sole benefit and exclusive use of our client for specific application to the project discussed and
are accomplished in accordance with generally accepted geotechnical engineering practices with
no third-party beneficiaries intended. Any third-party access to services or correspondence is
solely for information purposes to support the services provided by Terracon to our client.
Reliance upon the services and any work product is limited to our client, and is not intended for
third parties. Any use or reliance of the provided information by third parties is done solely at their
own risk. No warranties, either express or implied, are intended or made.
Site characteristics as provided are for design purposes and not to estimate excavation cost. Any
use of our report in that regard is done at the sole risk of the excavating cost estimator as there
may be variations on the site that are not apparent in the data that could significantly impact
excavation cost. Any parties charged with estimating excavation costs should seek their own site
characterization for specific purposes to obtain the specific level of detail necessary for costing.
Site safety, and cost estimating including, excavation support, and dewatering
requirements/design are the responsibility of others. If changes in the nature, design, or location
of the project are planned, our conclusions and recommendations shall not be considered valid
unless we review the changes and either verify or modify our conclusions in writing.
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FIGURES
Contents:
GeoModel (3 pages)
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ATTACHMENTS
Geotechnical Engineering Report
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EXPLORATION AND TESTING PROCEDURES
Field Exploration
Number of Borings Boring Depth (feet) Planned Location
24 16.5 or auger refusal Building sites
Boring Layout and Elevations: The boring locations were originally laid out on site by Terracon
personnel using handheld GPS equipment, horizontally accurate to within twenty feet, and later
adjusted by pacing and compass methods correlated to survey level GPS locations. Elevation
information at the boring locations was determined by interpolation from the topographic
information Terracon collected.
Subsurface Exploration Procedures: Terracon made two mobilizations to the site for drilling.
During the first trip, the site had recently experienced some precipitation a few days prior and the
drill rig (Boland Drilling) got stuck and was not able to move around the site; a second mobilization
was made a few weeks later with a separate subcontractor (HazTech Drilling). We advanced the
borings with a truck-mounted hollow stem drill rig using continuous flight augers (solid stem and/or
hollow stem as necessary, depending on soil conditions). Samples were obtained at intervals of 5
feet throughout the borings. In the thin-walled tube sampling procedure, a thin-walled, seamless
steel tube with a sharp cutting edge was pushed hydraulically into the soil to obtain a relatively
undisturbed sample. In the split-barrel sampling procedure, a standard 2-inch outer diameter
split-barrel sampling spoon was driven into the ground by a 140-pound automatic hammer falling a
distance of 30 inches. The number of blows required to advance the sampling spoon the last 12
inches of a normal 18-inch penetration is recorded as the Standard Penetration Test (SPT)
resistance value. The SPT resistance values, also referred to as N-values, are indicated on the
boring logs at the test depths. We observed and recorded groundwater levels during drilling and
sampling. For safety purposes, all borings were backfilled with auger cuttings or finished as
groundwater monitoring wells upon completion.
The sampling depths, penetration distances, and other sampling information was recorded on the
field boring logs. The samples were placed in appropriate containers and taken to our soil laboratory
for testing and classification by a Geotechnical Engineer. Our exploration team prepared field
boring logs as part of the drilling operations. These field logs included visual classifications of the
materials encountered during drilling and our interpretation of the subsurface conditions between
samples. Final boring logs were prepared from the field logs. The final boring logs represent the
Geotechnical Engineer's interpretation of the field logs and include modifications based on
observations and tests of the samples in our laboratory.
Geotechnical Engineering Report
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Laboratory Testing
The project engineer reviewed the field data and assigned laboratory tests to understand the
engineering properties of the various soil strata, as necessary, for this project. Procedural
standards noted below are for reference to methodology in general. In some cases, variations to
methods were applied because of local practice or professional judgment. Standards noted below
include reference to other, related standards. Such references are not necessarily applicable to
describe the specific test performed.
■ ASTM D2216 Standard Test Methods for Laboratory Determination of Water (Moisture)
Content of Soil and Rock by Mass
■ ASTM D4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of
Soils
■ ASTM D422 Standard Test Method for Particle-Size Analysis of Soils
■ Resistivity, pH, and soluble sulfate content
■ ASTM D698 Standard Test Method for Laboratory Compaction Characteristics of Soil
Using Standard Effort
■ ASTM D1883 Standard Test Method for California Bearing Ratio (CBR) of Laboratory-
Compacted Soils
■ ASTM D5084 Standard Test Method for Measurement of Hydraulic Conductivity of
Saturated Porous Materials Using a Flexible Wall Permeameter
The laboratory testing program included examination of soil samples by an engineer. Based on
the material’s texture and plasticity, we described and classified the soil samples in accordance
with the Unified Soil Classification System.
Chemical Analysis: A soil sample obtained from Boring B-5 at an approximate depth of 2.5 to
4.0 feet was submitted to Energy Laboratories for chemical analysis, to include the determination
of the soils’ pH, soluble sulfate content, and resistivity. The results of these chemical analyses
are discussed in the Corrosivity section.
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SITE LOCATION AND EXPLORATION PLANS
Contents:
Site Location Plan
Exploration Plan
Note: All attachments are one page unless noted above.
SITE LOCATION
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MAP 1 PORTRAIT
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EXPLORATION PLAN
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EXPLORATION RESULTS
Contents:
Boring Logs (B-1 through B-15, B-17, B-18, and W-1 through W-7)
Atterberg Limits
Grain Size Distribution (3 pages)
Moisture Density Relationship
CBR
Hydraulic Conductivity
Corrosivity (7 pages)
Note: All attachments are one page unless noted above.
1-2-2N=4
1-1-1
N=2
5-6-10N=16
6-10-13N=23
14-21-34N=55
37.6
38.3
9.1
TOPSOIL, grass and root mat
LEAN CLAY (CL), with organics, black, moist, medium stiff
LEAN CLAY WITH SAND (CL), black to tan, moist, soft to
very stiff
POORLY GRADED GRAVEL WITH SAND (GP), fine to
coarse grained, brown, wet, medium dense to very dense
Boring Terminated at 16.5 Feet
0.5
2.0
8.5
16.5
4732.5+/-
4731+/-
4724.5+/-
4716.5+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/22/22DEPTH (Ft.)5
10
15 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI
ATTERBERGLIMITSLOCATIONSee Exploration Plan
Latitude: 45.6994° Longitude: -111.0705°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 4733 (Ft.) +/-
Page 1 of 1
Advancement Method:Hollow-stem auger
Abandonment Method:Boring backfilled with Auger Cuttings and/or Bentonite
Notes:
Project No.: 26215064
Drill Rig: BK-81
BORING LOG NO. B-1
The Voyager Company LLCCLIENT:Cleveland, OH
Driller: HazTech
Boring Completed: 06-07-2022
PROJECT: Apartments and Built-to-Rent Units
Elevations estimated from public topographicinformation
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Tschache Lane & North 27th Avenue Bozeman, MT
SITE:
Boring Started: 06-07-2022
2110 Overland Ave Ste 124Billings, MT
While sampling
WATER LEVEL OBSERVATIONS UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES1
3 SAMPLE TYPE
2-3-2N=5
2-2-3
N=5
0-1-2N=3
9-10-23
N=33
17-47-50/4"
12-17-32N=49
31.5
25.7
31.2
13.4
11.9
5.4
33-22-11
TOPSOIL, grass and root mat
LEAN CLAY (CL), with organics, black, moist, medium stiff
LEAN CLAY WITH SAND (CL), tan, moist, soft to medium
stiff
POORLY GRADED GRAVEL WITH SAND (GP), fine tocoarse grained, brown, wet, dense to very dense
Boring Terminated at 16.5 Feet
0.5
2.5
6.5
16.5
4732.5+/-
4730.5+/-
4726.5+/-
4716.5+/-
78
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/22/22DEPTH (Ft.)5
10
15 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI
ATTERBERGLIMITSLOCATIONSee Exploration Plan
Latitude: 45.6990° Longitude: -111.0705°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 4733 (Ft.) +/-
Page 1 of 1
Advancement Method:Hollow-stem auger
Abandonment Method:Boring backfilled with Auger Cuttings and/or Bentonite
Notes:
Project No.: 26215064
Drill Rig: BK-81
BORING LOG NO. B-2
The Voyager Company LLCCLIENT:Cleveland, OH
Driller: HazTech
Boring Completed: 06-07-2022
PROJECT: Apartments and Built-to-Rent Units
Elevations estimated from public topographicinformation
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Tschache Lane & North 27th Avenue Bozeman, MT
SITE:
Boring Started: 06-07-2022
2110 Overland Ave Ste 124Billings, MT
While sampling
WATER LEVEL OBSERVATIONS UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES1
3 SAMPLE TYPE
2-4-6N=10
2-2-2
N=4
2-2-4N=6
6-25-23N=48
26-40-26N=66
28.4
25.9
29.9
11.4
TOPSOIL, grass and root mat
LEAN CLAY (CL), with organics, black, moist, stiff
LEAN CLAY WITH SAND (CL), tan, moist, medium stiff
POORLY GRADED GRAVEL WITH SAND (GP), fine tocoarse grained, brown, wet, dense to very dense
Boring Terminated at 16.5 Feet
0.5
2.5
10.5
16.5
4737.5+/-
4735.5+/-
4727.5+/-
4721.5+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/22/22DEPTH (Ft.)5
10
15 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI
ATTERBERGLIMITSLOCATIONSee Exploration Plan
Latitude: 45.6986° Longitude: -111.0712°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 4738 (Ft.) +/-
Page 1 of 1
Advancement Method:Hollow-stem auger
Abandonment Method:Boring backfilled with Auger Cuttings and/or Bentonite
Notes:
Project No.: 26215064
Drill Rig: BK-81
BORING LOG NO. B-3
The Voyager Company LLCCLIENT:Cleveland, OH
Driller: HazTech
Boring Completed: 06-07-2022
PROJECT: Apartments and Built-to-Rent Units
Elevations estimated from public topographicinformation
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Tschache Lane & North 27th Avenue Bozeman, MT
SITE:
Boring Started: 06-07-2022
2110 Overland Ave Ste 124Billings, MT
While sampling
WATER LEVEL OBSERVATIONS UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES1
3 SAMPLE TYPE
3-5-5N=10
2-2-2
N=4
1-1-1N=2
2-2-2
N=4
2-9-19N=28
15-15-12N=27
29.1
28.5
24.0
23.1
14.0
TOPSOIL, grass and root mat
LEAN CLAY (CL), with organics, black, moist, stiff
LEAN CLAY WITH SAND (CL), tan, moist, soft to medium
stiff
POORLY GRADED GRAVEL WITH SAND (GP), fine tocoarse grained, brown, moist to wet, medium dense
Boring Terminated at 16.5 Feet
0.5
2.5
11.0
16.5
4738.5+/-
4736.5+/-
4728+/-
4722.5+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/22/22DEPTH (Ft.)5
10
15 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI
ATTERBERGLIMITSLOCATIONSee Exploration Plan
Latitude: 45.6985° Longitude: -111.0721°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 4739 (Ft.) +/-
Page 1 of 1
Advancement Method:Hollow-stem auger
Abandonment Method:Boring backfilled with Auger Cuttings and/or Bentonite
Notes:
Project No.: 26215064
Drill Rig: BK-81
BORING LOG NO. B-4
The Voyager Company LLCCLIENT:Cleveland, OH
Driller: HazTech
Boring Completed: 06-07-2022
PROJECT: Apartments and Built-to-Rent Units
Elevations estimated from public topographicinformation
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Tschache Lane & North 27th Avenue Bozeman, MT
SITE:
Boring Started: 06-07-2022
2110 Overland Ave Ste 124Billings, MT
While sampling
WATER LEVEL OBSERVATIONS UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES1
3 SAMPLE TYPE
1-3-3N=6
3-2-2
N=4
2-5-15N=20
12-23-18N=41
48-38-38N=76
34.8
26.3
24.2
7.2
14.8
TOPSOIL, grass and root mat
LEAN CLAY (CL), with organics, black, moist, medium stiff
LEAN CLAY WITH SAND (CL), tan, moist, medium stiff
POORLY GRADED GRAVEL WITH SAND (GP), fine to
coarse grained, brown, wet, dense to very dense
Boring Terminated at 16.5 Feet
0.5
2.5
8.0
16.5
4736.5+/-
4734.5+/-
4729+/-
4720.5+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/22/22DEPTH (Ft.)5
10
15 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI
ATTERBERGLIMITSLOCATIONSee Exploration Plan
Latitude: 45.6983° Longitude: -111.0705°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 4737 (Ft.) +/-
Page 1 of 1
Advancement Method:Hollow-stem auger
Abandonment Method:Boring backfilled with Auger Cuttings and/or Bentonite
Notes:
Project No.: 26215064
Drill Rig: BK-81
BORING LOG NO. B-5
The Voyager Company LLCCLIENT:Cleveland, OH
Driller: HazTech
Boring Completed: 06-08-2022
PROJECT: Apartments and Built-to-Rent Units
Elevations estimated from public topographicinformation
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Tschache Lane & North 27th Avenue Bozeman, MT
SITE:
Boring Started: 06-08-2022
2110 Overland Ave Ste 124Billings, MT
While sampling
WATER LEVEL OBSERVATIONS UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES1
3 SAMPLE TYPE
1-2-4N=6
2-2-1
N=3
0-1-1N=2
2-3-3
N=6
4-13-19N=32
26-50/4"
28.3
30.5
31.3
17.5
12.6
35-23-12
TOPSOIL, grass and root mat
LEAN CLAY (CL), with organics, black, moist, medium stiff
LEAN CLAY (CL), tan, moist, soft to medium stiff
POORLY GRADED GRAVEL WITH SAND (GP), fine tocoarse grained, brown, wet, medium dense to very dense
Boring Terminated at 15.8 Feet
0.5
2.5
10.5
15.8
4738.5+/-
4736.5+/-
4728.5+/-
4723.2+/-
89
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/22/22DEPTH (Ft.)5
10
15 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI
ATTERBERGLIMITSLOCATIONSee Exploration Plan
Latitude: 45.6982° Longitude: -111.0713°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 4739 (Ft.) +/-
Page 1 of 1
Advancement Method:Hollow-stem auger
Abandonment Method:Boring backfilled with Auger Cuttings and/or Bentonite
Notes:
Project No.: 26215064
Drill Rig: BK-81
BORING LOG NO. B-6
The Voyager Company LLCCLIENT:Cleveland, OH
Driller: HazTech
Boring Completed: 06-07-2022
PROJECT: Apartments and Built-to-Rent Units
Elevations estimated from public topographicinformation
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Tschache Lane & North 27th Avenue Bozeman, MT
SITE:
Boring Started: 06-07-2022
2110 Overland Ave Ste 124Billings, MT
While sampling
WATER LEVEL OBSERVATIONS UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES1
3 SAMPLE TYPE
2-3-5N=8
3-3-3
N=6
1-2-3N=5
4-10-27
N=37
18-28-28N=56
4-12-19N=31
28.6
24.2
27.5
9.2
10.3
14.0
TOPSOIL, grass and root mat
LEAN CLAY (CL), with organics, black, moist, medium stiff
LEAN CLAY WITH SAND (CL), tan, moist, medium stiff
POORLY GRADED GRAVEL WITH SAND (GP), fine to
coarse grained, brown, moist to wet, dense to very dense
Boring Terminated at 16.5 Feet
0.5
2.5
8.0
16.5
4736.5+/-
4734.5+/-
4729+/-
4720.5+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/22/22DEPTH (Ft.)5
10
15 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI
ATTERBERGLIMITSLOCATIONSee Exploration Plan
Latitude: 45.6981° Longitude: -111.0705°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 4737 (Ft.) +/-
Page 1 of 1
Advancement Method:Hollow-stem auger
Abandonment Method:Boring backfilled with Auger Cuttings and/or Bentonite
Notes:
Project No.: 26215064
Drill Rig: BK-81
BORING LOG NO. B-7
The Voyager Company LLCCLIENT:Cleveland, OH
Driller: HazTech
Boring Completed: 06-08-2022
PROJECT: Apartments and Built-to-Rent Units
Elevations estimated from public topographicinformation
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Tschache Lane & North 27th Avenue Bozeman, MT
SITE:
Boring Started: 06-08-2022
2110 Overland Ave Ste 124Billings, MT
While sampling
WATER LEVEL OBSERVATIONS UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES1
3 SAMPLE TYPE
1-2-3N=5
2-2-1
N=3
2-1-3N=4
3-8-12N=20
3-18-21N=39
58.2
26.7
28.6
29.8
27.9
24.8
93 33-24-9
TOPSOIL, grass and root mat
LEAN CLAY (CL), with organics, black, moist, medium stiff
LEAN CLAY WITH SAND (CL), tan, moist, soft
SILT (ML), tan, moist, medium stiff
LEAN CLAY WITH SAND (CL), tan, moist, medium stiff
POORLY GRADED GRAVEL WITH SAND (GP), fine tocoarse grained, brown, wet, medium dense to dense
Boring Terminated at 16.5 Feet
0.5
2.5
5.0
7.0
10.0
16.5
4741.5+/-
4739.5+/-
4737+/-
4735+/-
4732+/-
4725.5+/-
74
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/22/22DEPTH (Ft.)5
10
15 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI
ATTERBERGLIMITSLOCATIONSee Exploration Plan
Latitude: 45.6976° Longitude: -111.0714°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 4742 (Ft.) +/-
Page 1 of 1
Advancement Method:Hollow-stem auger
Abandonment Method:Boring backfilled with Auger Cuttings and/or Bentonite
Notes:
Project No.: 26215064
Drill Rig: BK-81
BORING LOG NO. B-8
The Voyager Company LLCCLIENT:Cleveland, OH
Driller: HazTech
Boring Completed: 06-07-2022
PROJECT: Apartments and Built-to-Rent Units
Elevations estimated from public topographicinformation
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Tschache Lane & North 27th Avenue Bozeman, MT
SITE:
Boring Started: 06-07-2022
2110 Overland Ave Ste 124Billings, MT
While sampling
WATER LEVEL OBSERVATIONS UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES1
2
1
3 SAMPLE TYPE
2-3-4N=7
2-1-1
N=2
0-0-2N=2
1-2-1
N=3
1-2-16N=18
15-22-27N=49
31.0
26.2
34.3
34.5
10.3
12.3
51-35-16
TOPSOIL, grass and root mat
ELASTIC SILT WITH SAND (MH), black, moist, soft tomedium stiff, organic odor in upper approximately 2 feet.
LEAN CLAY WITH SAND (CL), tan, moist, soft
POORLY GRADED GRAVEL WITH SAND (GP), fine tocoarse grained, brown, wet, dense
Boring Terminated at 16.5 Feet
0.5
5.0
11.0
16.5
4741.5+/-
4737+/-
4731+/-
4725.5+/-
76
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/22/22DEPTH (Ft.)5
10
15 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI
ATTERBERGLIMITSLOCATIONSee Exploration Plan
Latitude: 45.6974° Longitude: -111.0722°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 4742 (Ft.) +/-
Page 1 of 1
Advancement Method:Hollow-stem auger
Abandonment Method:Boring backfilled with Auger Cuttings and/or Bentonite
Notes:
Project No.: 26215064
Drill Rig: BK-81
BORING LOG NO. B-9
The Voyager Company LLCCLIENT:Cleveland, OH
Driller: HazTech
Boring Completed: 06-07-2022
PROJECT: Apartments and Built-to-Rent Units
Elevations estimated from public topographicinformation
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Tschache Lane & North 27th Avenue Bozeman, MT
SITE:
Boring Started: 06-07-2022
2110 Overland Ave Ste 124Billings, MT
While sampling
WATER LEVEL OBSERVATIONS UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES2
1
3 SAMPLE TYPE
1-2-2N=4
0-0-0
N=0
0-17-17N=34
8-13-25N=38
20-50/4"
39.0
37.8
12.1
21.8
16.9
39-23-16
TOPSOIL, grass and root mat
LEAN CLAY (CL), with organics, black, moist, medium stiff
SANDY LEAN CLAY (CL), tan, moist, very soft
POORLY GRADED GRAVEL WITH SAND (GP), fine tocoarse grained, brown, wet, dense to very dense
Boring Terminated at 15.8 Feet
0.5
2.5
6.5
15.8
4737.5+/-
4735.5+/-
4731.5+/-
4722.2+/-
57
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/22/22DEPTH (Ft.)5
10
15 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI
ATTERBERGLIMITSLOCATIONSee Exploration Plan
Latitude: 45.6975° Longitude: -111.0703°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 4738 (Ft.) +/-
Page 1 of 1
Advancement Method:Hollow-stem auger
Abandonment Method:Boring backfilled with Auger Cuttings and/or Bentonite
Notes:
Project No.: 26215064
Drill Rig: BK-81
BORING LOG NO. B-10
The Voyager Company LLCCLIENT:Cleveland, OH
Driller: HazTech
Boring Completed: 06-08-2022
PROJECT: Apartments and Built-to-Rent Units
Elevations estimated from public topographicinformation
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Tschache Lane & North 27th Avenue Bozeman, MT
SITE:
Boring Started: 06-08-2022
2110 Overland Ave Ste 124Billings, MT
While sampling
WATER LEVEL OBSERVATIONS UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES1
3 SAMPLE TYPE
2-2-4N=6
1-2-2
N=4
0-0-1N=1
3-3-3
N=6
10-19-19N=38
16-16-20N=36
33.1
27.4
32.1
29.3
26.5
13.1
TOPSOIL, grass and root mat
LEAN CLAY (CL), with organics, black, moist, medium stiff
LEAN CLAY (CL), tan, moist, very soft to medium stiff
POORLY GRADED GRAVEL WITH SAND (GP), fine tocoarse grained, brown, wet, dense
Boring Terminated at 16.5 Feet
0.5
2.5
10.0
16.5
4741.5+/-
4739.5+/-
4732+/-
4725.5+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/22/22DEPTH (Ft.)5
10
15 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI
ATTERBERGLIMITSLOCATIONSee Exploration Plan
Latitude: 45.6972° Longitude: -111.0715°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 4742 (Ft.) +/-
Page 1 of 1
Advancement Method:Hollow-stem auger
Abandonment Method:Boring backfilled with Auger Cuttings and/or Bentonite
Notes:
Project No.: 26215064
Drill Rig: BK-81
BORING LOG NO. B-11
The Voyager Company LLCCLIENT:Cleveland, OH
Driller: HazTech
Boring Completed: 06-07-2022
PROJECT: Apartments and Built-to-Rent Units
Elevations estimated from public topographicinformation
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Tschache Lane & North 27th Avenue Bozeman, MT
SITE:
Boring Started: 06-07-2022
2110 Overland Ave Ste 124Billings, MT
While sampling
WATER LEVEL OBSERVATIONS UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES1
3 SAMPLE TYPE
3-3-3N=6
2-2-1
N=3
0-0-1N=1
5-11-19
N=30
18-25-31N=56
37-31-47N=78
38.2
29.0
29.7
34.2
9.1
11.8
TOPSOIL, grass and root mat
LEAN CLAY (CL), with organics, black, moist, medium stiff
LEAN CLAY (CL), with organics, tan, moist, very soft to soft
POORLY GRADED GRAVEL WITH SAND (GP), fine to
coarse grained, brown, wet, very dense
Boring Terminated at 16.5 Feet
0.5
2.5
8.5
16.5
4740.5+/-
4738.5+/-
4732.5+/-
4724.5+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/22/22DEPTH (Ft.)5
10
15 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI
ATTERBERGLIMITSLOCATIONSee Exploration Plan
Latitude: 45.6973° Longitude: -111.0707°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 4741 (Ft.) +/-
Page 1 of 1
Advancement Method:Hollow-stem auger
Abandonment Method:Boring backfilled with Auger Cuttings and/or Bentonite
Notes:
Project No.: 26215064
Drill Rig: BK-81
BORING LOG NO. B-12
The Voyager Company LLCCLIENT:Cleveland, OH
Driller: HazTech
Boring Completed: 06-08-2022
PROJECT: Apartments and Built-to-Rent Units
Elevations estimated from public topographicinformation
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Tschache Lane & North 27th Avenue Bozeman, MT
SITE:
Boring Started: 06-08-2022
2110 Overland Ave Ste 124Billings, MT
While sampling
WATER LEVEL OBSERVATIONS UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES1
3 SAMPLE TYPE
1-3-4N=7
1-2-1
N=3
2-1-3N=4
8-10-28N=38
14-19-16N=35
45.6
28.3
28.0
10.5
13.3
35-25-10
TOPSOIL, grass and root mat
LEAN CLAY (CL), with organics, black, moist, medium stiff
SILT WITH SAND (ML), tan, moist, soft
LEAN CLAY WITH SAND (CL), tan, moist to wet, mediumstiff
POORLY GRADED GRAVEL WITH SAND (GP), fine tocoarse grained, brown, wet, dense
Boring Terminated at 16.5 Feet
0.5
2.5
5.0
10.0
16.5
4743.5+/-
4741.5+/-
4739+/-
4734+/-
4727.5+/-
71
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/22/22DEPTH (Ft.)5
10
15 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI
ATTERBERGLIMITSLOCATIONSee Exploration Plan
Latitude: 45.6969° Longitude: -111.0717°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 4744 (Ft.) +/-
Page 1 of 1
Advancement Method:Hollow-stem auger
Abandonment Method:Boring backfilled with Auger Cuttings and/or Bentonite
Notes:
Project No.: 26215064
Drill Rig: BK-81
BORING LOG NO. B-13
The Voyager Company LLCCLIENT:Cleveland, OH
Driller: HazTech
Boring Completed: 06-07-2022
PROJECT: Apartments and Built-to-Rent Units
Elevations estimated from public topographicinformation
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Tschache Lane & North 27th Avenue Bozeman, MT
SITE:
Boring Started: 06-07-2022
2110 Overland Ave Ste 124Billings, MT
While sampling
WATER LEVEL OBSERVATIONS UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES1
2
1
3 SAMPLE TYPE
2-5-5N=10
2-2-1
N=3
2-1-2N=3
10-15-12N=27
14-26-31N=57
31.1
26.1
25.8
26.1
12.2
12.0
100 35-25-10
TOPSOIL, grass and root mat
LEAN CLAY (CL), with organics, black, moist, stiff
LEAN CLAY WITH SAND (CL), tan, moist, soft
SANDY SILT (ML), tan, moist to wet, soft
POORLY GRADED GRAVEL WITH SAND (GP), fine to
coarse grained, brown, wet, medium dense to very dense
Boring Terminated at 16.5 Feet
0.5
2.5
5.0
8.5
16.5
4741.5+/-
4739.5+/-
4737+/-
4733.5+/-
4725.5+/-
58
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/22/22DEPTH (Ft.)5
10
15 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI
ATTERBERGLIMITSLOCATIONSee Exploration Plan
Latitude: 45.6969° Longitude: -111.0709°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 4742 (Ft.) +/-
Page 1 of 1
Advancement Method:Hollow-stem auger
Abandonment Method:Boring backfilled with Auger Cuttings and/or Bentonite
Notes:
Project No.: 26215064
Drill Rig: BK-81
BORING LOG NO. B-14
The Voyager Company LLCCLIENT:Cleveland, OH
Driller: HazTech
Boring Completed: 06-08-2022
PROJECT: Apartments and Built-to-Rent Units
Elevations estimated from public topographicinformation
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Tschache Lane & North 27th Avenue Bozeman, MT
SITE:
Boring Started: 06-08-2022
2110 Overland Ave Ste 124Billings, MT
While sampling
WATER LEVEL OBSERVATIONS UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES1
2
3 SAMPLE TYPE
2-2-3N=5
2-1-1
N=2
16-22-21N=43
15-24-20
N=44
23-45-31N=76
9-13-30N=43
42.2
28.5
13.9
11.8
14.1
8.8
TOPSOIL, grass and root mat
LEAN CLAY (CL), with organics, black, moist, medium stiff
LEAN CLAY (CL), tan, moist, soft
POORLY GRADED GRAVEL WITH SAND (GP), fine tocoarse grained, brown, moist to wet, dense to very dense
Boring Terminated at 16.5 Feet
0.5
2.5
5.0
16.5
4742.5+/-
4740.5+/-
4738+/-
4726.5+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/22/22DEPTH (Ft.)5
10
15 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI
ATTERBERGLIMITSLOCATIONSee Exploration Plan
Latitude: 45.6969° Longitude: -111.0704°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 4743 (Ft.) +/-
Page 1 of 1
Advancement Method:Hollow-stem auger
Abandonment Method:Boring backfilled with Auger Cuttings and/or Bentonite
Notes:
Project No.: 26215064
Drill Rig: BK-81
BORING LOG NO. B-15
The Voyager Company LLCCLIENT:Cleveland, OH
Driller: HazTech
Boring Completed: 06-08-2022
PROJECT: Apartments and Built-to-Rent Units
Elevations estimated from public topographicinformation
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Tschache Lane & North 27th Avenue Bozeman, MT
SITE:
Boring Started: 06-08-2022
2110 Overland Ave Ste 124Billings, MT
While sampling
WATER LEVEL OBSERVATIONS UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES1
3 SAMPLE TYPE
2-3-5N=8
4-5-4
N=9
1-1-1N=2
2-2-2
N=4
1-3-20N=23
6-21-35N=56
30.3
25.6
31.7
29.4
37.1
14.3
TOPSOIL, grass and root mat
LEAN CLAY (CL), with organics, black, moist, medium stiff
LEAN CLAY WITH SAND (CL), tan, moist to wet, soft to stiff
POORLY GRADED GRAVEL WITH SAND (GP), fine tocoarse grained, brown, wet, very dense
Boring Terminated at 16.5 Feet
0.5
2.5
11.0
16.5
4738.5+/-
4736.5+/-
4728+/-
4722.5+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/22/22DEPTH (Ft.)5
10
15 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI
ATTERBERGLIMITSLOCATIONSee Exploration Plan
Latitude: 45.6981° Longitude: -111.0722°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 4739 (Ft.) +/-
Page 1 of 1
Advancement Method:Hollow-stem auger
Abandonment Method:Boring backfilled with Auger Cuttings and/or Bentonite
Notes:
Project No.: 26215064
Drill Rig: BK-81
BORING LOG NO. B-17
The Voyager Company LLCCLIENT:Cleveland, OH
Driller: HazTech
Boring Completed: 06-08-2022
PROJECT: Apartments and Built-to-Rent Units
Elevations estimated from public topographicinformation
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Tschache Lane & North 27th Avenue Bozeman, MT
SITE:
Boring Started: 06-08-2022
2110 Overland Ave Ste 124Billings, MT
While sampling
WATER LEVEL OBSERVATIONS UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES1
3 SAMPLE TYPE
3-3-6N=9
4-2-1
N=3
2-2-2N=4
3-12-22N=34
10-17-13N=30
24.0
29.9
29.9
24.1
13.3
TOPSOIL, grass and root mat
LEAN CLAY (CL), with organics, black, moist, stiff
LEAN CLAY WITH SAND (CL), tan, moist to wet, soft to
medium stiff
POORLY GRADED GRAVEL WITH SAND (GP), fine tocoarse grained, brown, wet, medium dense to dense
Boring Terminated at 16.5 Feet
0.5
2.5
10.5
16.5
4743.5+/-
4741.5+/-
4733.5+/-
4727.5+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/22/22DEPTH (Ft.)5
10
15 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI
ATTERBERGLIMITSLOCATIONSee Exploration Plan
Latitude: 45.6969° Longitude: -111.0722°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 4744 (Ft.) +/-
Page 1 of 1
Advancement Method:Hollow-stem auger
Abandonment Method:Boring backfilled with Auger Cuttings and/or Bentonite
Notes:
Project No.: 26215064
Drill Rig: BK-81
BORING LOG NO. B-18
The Voyager Company LLCCLIENT:Cleveland, OH
Driller: HazTech
Boring Completed: 06-08-2022
PROJECT: Apartments and Built-to-Rent Units
Elevations estimated from public topographicinformation
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Tschache Lane & North 27th Avenue Bozeman, MT
SITE:
Boring Started: 06-08-2022
2110 Overland Ave Ste 124Billings, MT
While sampling
WATER LEVEL OBSERVATIONS UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES1
3 SAMPLE TYPE
1-2-2N=4
2-1-2
N=3
11-16-22N=38
9-18-24
N=42
12-17-20N=37
17-30-43N=73
TOPSOIL, grass and root mat
LEAN CLAY (CL), with organics, black, moist, medium stiff
LEAN CLAY WITH SAND (CL), tan, moist, soft
POORLY GRADED GRAVEL WITH SAND (GP), fine to
coarse grained, brown, wet, dense to very dense
Boring Terminated at 16.5 Feet
0.5
2.5
4.0
16.5
4730.5+/-
4728.5+/-
4727+/-
4714.5+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/22/22DEPTH (Ft.)5
10
15 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI
ATTERBERGLIMITSLOCATIONSee Exploration Plan
Latitude: 45.6997° Longitude: -111.0702°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 4731 (Ft.) +/-
Page 1 of 1
Advancement Method:Hollow-stem auger
Abandonment Method:Boring finished as groundwater well
Notes:
Project No.: 26215064
Drill Rig: BK-81
WELL LOG NO. W-1
The Voyager Company LLCCLIENT:Cleveland, OH
Driller: HazTech
Well Completed: 06-08-2022
PROJECT: Apartments and Built-to-Rent Units
Elevations estimated from public topographicinformation
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Tschache Lane & North 27th Avenue Bozeman, MT
SITE:
Well Started: 06-08-2022
2110 Overland Ave Ste 124Billings, MT
While sampling
WATER LEVEL OBSERVATIONS UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES1
3 SAMPLE TYPE
1-3-6N=9
3-2-2
N=4
4-2-3N=5
6-18-28N=46
16-32-50/5"
TOPSOIL, grass and root mat
LEAN CLAY (CL), with organics, black, moist, stiff
LEAN CLAY WITH SAND (CL), tan, moist to wet, medium
stiff
POORLY GRADED GRAVEL WITH SAND (GP), fine tocoarse grained, brown, wet, dense to very dense
Boring Terminated at 16.4 Feet
0.5
2.5
10.5
16.5
4738.5+/-
4736.5+/-
4728.5+/-
4722.5+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/22/22DEPTH (Ft.)5
10
15 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI
ATTERBERGLIMITSLOCATIONSee Exploration Plan
Latitude: 45.6989° Longitude: -111.0719°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 4739 (Ft.) +/-
Page 1 of 1
Advancement Method:Hollow-stem auger
Abandonment Method:Boring finished as groundwater well
Notes:
Project No.: 26215064
Drill Rig: BK-81
WELL LOG NO. W-2
The Voyager Company LLCCLIENT:Cleveland, OH
Driller: HazTech
Well Completed: 06-10-2022
PROJECT: Apartments and Built-to-Rent Units
Elevations estimated from public topographicinformation
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Tschache Lane & North 27th Avenue Bozeman, MT
SITE:
Well Started: 06-10-2022
2110 Overland Ave Ste 124Billings, MT
While sampling
WATER LEVEL OBSERVATIONS UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES1
3 SAMPLE TYPE
1-3-9N=12
1-1-1
N=2
11-13-20N=33
22-16-50
N=66
12-17-17N=34
20-36-30N=66
TOPSOIL, grass and root mat
LEAN CLAY (CL), with organics, black, moist, stiff
LEAN CLAY WITH SAND (CL), tan, moist, soft
POORLY GRADED GRAVEL WITH SAND (GP), fine tocoarse grained, brown, wet, dense to very dense
Boring Terminated at 16.5 Feet
0.5
2.5
5.0
16.5
4732.5+/-
4730.5+/-
4728+/-
4716.5+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/22/22DEPTH (Ft.)5
10
15 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI
ATTERBERGLIMITSLOCATIONSee Exploration Plan
Latitude: 45.6988° Longitude: -111.0701°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 4733 (Ft.) +/-
Page 1 of 1
Advancement Method:Hollow-stem auger
Abandonment Method:Boring finished as groundwater well
Notes:
Project No.: 26215064
Drill Rig: BK-81
WELL LOG NO. W-3
The Voyager Company LLCCLIENT:Cleveland, OH
Driller: HazTech
Well Completed: 06-09-2022
PROJECT: Apartments and Built-to-Rent Units
Elevations estimated from public topographicinformation
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Tschache Lane & North 27th Avenue Bozeman, MT
SITE:
Well Started: 06-09-2022
2110 Overland Ave Ste 124Billings, MT
While sampling
WATER LEVEL OBSERVATIONS UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES1
3 SAMPLE TYPE
2-4-4N=8
2-3-4
N=7
0-1-1N=2
2-6-16N=22
25-25-50N=75
TOPSOIL, grass and root mat
LEAN CLAY (CL), with organics, black, moist, medium stiff
LEAN CLAY (CL), low plasticity, tan, moist to wet, soft to
medium stiff
POORLY GRADED GRAVEL WITH SAND (GP), fine tocoarse grained, brown, wet, very dense
Boring Terminated at 16.5 Feet
0.5
2.5
10.5
16.5
4738.5+/-
4736.5+/-
4728.5+/-
4722.5+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/22/22DEPTH (Ft.)5
10
15 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI
ATTERBERGLIMITSLOCATIONSee Exploration Plan
Latitude: 45.6979° Longitude: -111.0721°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 4739 (Ft.) +/-
Page 1 of 1
Advancement Method:Hollow-stem auger
Abandonment Method:Boring finished as groundwater well
Notes:
Project No.: 26215064
Drill Rig: Mobile B-59
WELL LOG NO. W-4
The Voyager Company LLCCLIENT:Cleveland, OH
Driller: HazTech
Well Completed: 05-09-2022
PROJECT: Apartments and Built-to-Rent Units
Elevations estimated from public topographicinformation
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Tschache Lane & North 27th Avenue Bozeman, MT
SITE:
Well Started: 05-09-2022
2110 Overland Ave Ste 124Billings, MT
While sampling
WATER LEVEL OBSERVATIONS UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES1
3 SAMPLE TYPE
1-2-2N=4
2-2-2
N=4
7-15-16N=31
11-14-22
N=36
19-18-18N=36
12-15-21N=36
TOPSOIL, grass and root mat
LEAN CLAY (CL), with organics, black, moist, medium stiff
LEAN CLAY (CL), tan, moist, medium stiff
POORLY GRADED GRAVEL WITH SAND (GP), fine tocoarse grained, brown, moist to wet, dense
Boring Terminated at 16.5 Feet
0.5
2.5
5.0
16.5
4735.5+/-
4733.5+/-
4731+/-
4719.5+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/22/22DEPTH (Ft.)5
10
15 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI
ATTERBERGLIMITSLOCATIONSee Exploration Plan
Latitude: 45.6979° Longitude: -111.0701°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 4736 (Ft.) +/-
Page 1 of 1
Advancement Method:Hollow-stem auger
Abandonment Method:Boring finished as groundwater well
Notes:
Project No.: 26215064
Drill Rig: BK-81
WELL LOG NO. W-5
The Voyager Company LLCCLIENT:Cleveland, OH
Driller: HazTech
Well Completed: 06-09-2022
PROJECT: Apartments and Built-to-Rent Units
Elevations estimated from public topographicinformation
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Tschache Lane & North 27th Avenue Bozeman, MT
SITE:
Well Started: 06-09-2022
2110 Overland Ave Ste 124Billings, MT
While sampling
WATER LEVEL OBSERVATIONS UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES1
3 SAMPLE TYPE
3-4-5N=9
2-2-3
N=5
1-1-1N=2
2-2-3
N=5
16-18-26N=44
18-22-50N=72
TOPSOIL, grass and root mat
LEAN CLAY (CL), with organics, black, moist, stiff
LEAN CLAY WITH SAND (CL), tan, moist, soft to medium
stiff
POORLY GRADED GRAVEL WITH SAND (GP), fine tocoarse grained, brown, wet, dense to very dense
Boring Terminated at 16.5 Feet
0.5
2.5
10.0
16.5
4743.5+/-
4741.5+/-
4734+/-
4727.5+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/22/22DEPTH (Ft.)5
10
15 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI
ATTERBERGLIMITSLOCATIONSee Exploration Plan
Latitude: 45.6970° Longitude: -111.0720°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 4744 (Ft.) +/-
Page 1 of 1
Advancement Method:Hollow-stem auger
Abandonment Method:Boring finished as groundwater well
Notes:
Project No.: 26215064
Drill Rig: BK-81
WELL LOG NO. W-6
The Voyager Company LLCCLIENT:Cleveland, OH
Driller: HazTech
Well Completed: 06-09-2022
PROJECT: Apartments and Built-to-Rent Units
Elevations estimated from public topographicinformation
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Tschache Lane & North 27th Avenue Bozeman, MT
SITE:
Well Started: 06-09-2022
2110 Overland Ave Ste 124Billings, MT
While sampling
WATER LEVEL OBSERVATIONS UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES1
3 SAMPLE TYPE
2-1-3N=4
2-2-6
N=8
21-26-36N=62
12-19-21
N=40
15-23-24N=47
19-20-23N=43
TOPSOIL, grass and root mat
LEAN CLAY (CL), with organics, black, moist, medium stiff
LEAN CLAY WITH SAND (CL), tan, moist, medium stiff
POORLY GRADED GRAVEL WITH SAND (GP), fine tocoarse grained, brown, wet, dense to very dense
Boring Terminated at 16.5 Feet
0.5
2.5
5.0
16.5
4740.5+/-
4738.5+/-
4736+/-
4724.5+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/22/22DEPTH (Ft.)5
10
15 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI
ATTERBERGLIMITSLOCATIONSee Exploration Plan
Latitude: 45.6969° Longitude: -111.0702°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 4741 (Ft.) +/-
Page 1 of 1
Advancement Method:Hollow-stem auger
Abandonment Method:Boring finished as groundwater well
Notes:
Project No.: 26215064
Drill Rig: BK-81
WELL LOG NO. W-7
The Voyager Company LLCCLIENT:Cleveland, OH
Driller: HazTech
Well Completed: 06-09-2022
PROJECT: Apartments and Built-to-Rent Units
Elevations estimated from public topographicinformation
See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Tschache Lane & North 27th Avenue Bozeman, MT
SITE:
Well Started: 06-09-2022
2110 Overland Ave Ste 124Billings, MT
While sampling
WATER LEVEL OBSERVATIONS UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES1
3 SAMPLE TYPE
0
10
20
30
40
50
60
0 20 40 60 80 100CH or OHCL or OLML or OL
MH or OH"U" Line"A" Line
ATTERBERG LIMITS RESULTS
ASTM D4318
P
LAS
TIC
IT
Y
I
NDE
X
LIQUID LIMIT
2110 Overland Ave Ste 124Billings, MT
PROJECT NUMBER: 26215064
SITE: Tschache Lane & North 27th Avenue
Bozeman, MT
PROJECT: Apartments and Built-to-Rent Units
CLIENT: The Voyager Company LLC
Cleveland, OH
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/21/22
33
35
33
51
39
35
35
22
23
24
35
23
25
25
11
12
9
16
16
10
10
PIPLLL
B-2
B-6
B-8
B-9
B-10
B-13
B-14
78.4
88.6
74.5
76.0
57.0
71.4
58.4
Fines
2.5 - 4
5 - 6.5
5 - 7
0.5 - 4
2.5 - 4
2.5 - 4
5 - 7
CL
CL
ML
MH
CL
ML
ML
LEAN CLAY with SAND
LEAN CLAY
SILT with SAND
ELASTIC SILT with SAND
SANDY LEAN CLAY
SILT with SAND
SANDY SILT
DescriptionUSCSBoring ID Depth (Ft)
CL-ML
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
506 2001.5 8
1 140
GRAIN SIZE IN MILLIMETERS
3/4 1/23/8 30 403 60
HYDROMETERU.S. SIEVE OPENING IN INCHES
PERCENT COARSER BY WEIGHTGRAIN SIZE DISTRIBUTION
ASTM D422
3 2 10 1416 20
100
90
80
70
60
50
40
30
20
10
0
U.S. SIEVE NUMBERS
44 1006
PERCENT FINER BY WEIGHT
LEAN CLAY with SAND (CL)
LEAN CLAY (CL)
SILT with SAND (ML)D50
D95
D60
CC
D10
#4#8#16#30#50#100#200
100.099.899.5498.3392.7583.1174.47
100.099.9699.7799.2798.1494.2688.6
#4#8#16#30#50#100#200
100.099.1498.4697.0192.8786.078.42
#4#8#16#30#50#100#200
fine coarse fine
SILT OR CLAYCOBBLESGRAVEL SAND
medium
0.429 0.171 0.397
D30
CU
2.5 - 4
5 - 6.5
5 - 7
CL
CL
ML
78.4
88.6
74.5
21.6
11.4
25.5
0.0
0.0
0.0
0.0
0.0
0.0
B-2
B-6
B-8
coarse
2110 Overland Ave Ste 124Billings, MT
PROJECT NUMBER: 26215064
SITE: Tschache Lane & North 27th Avenue
Bozeman, MT
PROJECT: Apartments and Built-to-Rent Units
CLIENT: The Voyager Company LLC
Cleveland, OH
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. 73155080 GRAIN SIZE - D95-D50 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/21/22Sieve % Finer Sieve Sieve % Finer
SOIL DESCRIPTION GRAIN SIZE
COEFFICIENTS
BORING ID % GRAVEL % SAND % SILT% COBBLES % CLAY
% Finer
DEPTH % FINES USCS
REMARKS
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
506 2001.5 8
1 140
GRAIN SIZE IN MILLIMETERS
3/4 1/23/8 30 403 60
HYDROMETERU.S. SIEVE OPENING IN INCHES
PERCENT COARSER BY WEIGHTGRAIN SIZE DISTRIBUTION
ASTM D422
3 2 10 1416 20
100
90
80
70
60
50
40
30
20
10
0
U.S. SIEVE NUMBERS
44 1006
PERCENT FINER BY WEIGHT
ELASTIC SILT with SAND (MH)
SANDY LEAN CLAY (CL)
SILT with SAND (ML)D50
D95
D60
CC
D10
0.093
#4#8#16#30#50#100#200
100.099.1698.2196.4491.2781.5371.38
100.093.6593.6593.6593.4892.7789.8979.9366.94
56.95
1 1/2"3/4"3/8"#4#8#16#30#50#100
#200
100.076.0#4#200
fine coarse fine
SILT OR CLAYCOBBLESGRAVEL SAND
medium
2.001 21.957 0.495
D30
CU
0.5 - 4
2.5 - 4
2.5 - 4
MH
CL
ML
76.0
57.0
71.4
24.0
36.7
28.6
0.0
6.4
0.0
0.0
0.0
0.0
B-9
B-10
B-13
coarse
2110 Overland Ave Ste 124Billings, MT
PROJECT NUMBER: 26215064
SITE: Tschache Lane & North 27th Avenue
Bozeman, MT
PROJECT: Apartments and Built-to-Rent Units
CLIENT: The Voyager Company LLC
Cleveland, OH
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. 73155080 GRAIN SIZE - D95-D50 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/21/22Sieve % Finer Sieve Sieve % Finer
SOIL DESCRIPTION GRAIN SIZE
COEFFICIENTS
BORING ID % GRAVEL % SAND % SILT% COBBLES % CLAY
% Finer
DEPTH % FINES USCS
REMARKS
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
506 2001.5 8
1 140
GRAIN SIZE IN MILLIMETERS
3/4 1/23/8 30 403 60
HYDROMETERU.S. SIEVE OPENING IN INCHES
PERCENT COARSER BY WEIGHTGRAIN SIZE DISTRIBUTION
ASTM D422
3 2 10 1416 20
100
90
80
70
60
50
40
30
20
10
0
U.S. SIEVE NUMBERS
44 1006
PERCENT FINER BY WEIGHT
SANDY SILT (ML)
D50
D95
D60
CC
D10
0.082
100.098.5997.7495.8392.8788.1680.7170.8358.42
3/4"3/8"#4#8#16#30#50#100#200
fine coarse fine
SILT OR CLAYCOBBLESGRAVEL SAND
medium
1.942
D30
CU
5 - 7 ML58.4 39.32.30.0B-14
coarse
2110 Overland Ave Ste 124Billings, MT
PROJECT NUMBER: 26215064
SITE: Tschache Lane & North 27th Avenue
Bozeman, MT
PROJECT: Apartments and Built-to-Rent Units
CLIENT: The Voyager Company LLC
Cleveland, OH
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. 73155080 GRAIN SIZE - D95-D50 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/21/22Sieve % Finer Sieve Sieve % Finer
SOIL DESCRIPTION GRAIN SIZE
COEFFICIENTS
BORING ID % GRAVEL % SAND % SILT% COBBLES % CLAY
% Finer
DEPTH % FINES USCS
REMARKS
75
80
85
90
95
100
105
110
115
120
125
130
135
0 5 10 15 20 25 30 35 40 45DRY DENSITY, pcfWATER CONTENT, %
Z
A
V
f
o
r
G
s =
2
.
8
Z
A
V
f
o
r
G
s =
2
.
7
Z
A
V
f
o
r
G
s =
2
.
6
MOISTURE-DENSITY RELATIONSHIP
ASTM D698/D1557
2110 Overland Ave Ste 124Billings, MT
PROJECT NUMBER: 26215064
SITE: Tschache Lane & North 27th Avenue
Bozeman, MT
PROJECT: Apartments and Built-to-Rent Units
CLIENT: The Voyager Company LLC
Cleveland, OH
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. COMPACTION - V2 26215064 APARTMENT COMPLEX.GPJ TERRACON_DATATEMPLATE.GDT 7/22/22ASTM D698 Method B
B-9 @ 0.5 - 4 feetSource of Material
Description of Material
Remarks:
Test Method
PCF
%
TEST RESULTS
ELASTIC SILT with SAND(MH)
Maximum Dry Density
%
51LL
86.1
76.0
Optimum Water Content
PIPL35 16
ATTERBERG LIMITS
25.7
Percent Fines
75
80
85
90
95
100
105
110
115
120
125
130
135
0 5 10 15 20 25 30 35 40 45DRY DENSITY, pcf
PROJECT:Apartments and Built-to-Rent Structures PROJECT NO:26215064
LOCATION:Bozeman, Montana
MATERIAL:Elastic Silt with Sand (MH)
SAMPLE SOURCE:B-9 @ 0.5 to 4 feet DATE:7/21/2022
REVIEWED BY:TG
COMPACTION(%)94.8%CORRECTED
COMPACTION:Recompacted at approx 95% MDD near optimum moisture PENETRATION C B R
PERCENT SWELL 0.9%0.100 2.0%
0.200 2.2%
BEFORE SOAK AFTER SOAK
DRY DENSITY 81.6 lbs./cu.ft 80.8 lbs./cu.ft D698 PROCTOR
PERCENT MOISTURE 25.4 %40.3 %DRY DENSITY(pcf)86.1
MOISTURE(%)25.7
SURCHARGE WEIGHT 10 lbs.
CBR (CALIFORNIA BEARING RATIO) OF LABORATORY-COMPACTED SOILS (ASTM D1883)
0.0
10.0
20.0
30.0
40.0
50.0
60.0
70.0
80.0
0 0.1 0.2 0.3 0.4 0.5PENETRATION STRESS (psi)PENETRATION (in)
2110 Overland Avenue, Suite 124, Billings, Montana PHONE: (406) 656-3072 FAX: (406) 656-3578 ISSUED: 7/21/2022
Project :
Date:6/30/2022
Project No. :
Boring No.:B1
Sample:-Tube Number :C1 Tube Capacity:10.0 cm
Depth (ft):5-7'Area (sq. centimeter):0.1927 Factor (cm) =5.19
SAMPLE DATA
Wet Wt. sample + ring or tare :1126.4 g
Tare or ring Wt. :0.0 g Before Test After Test
Wet Wt: of Sample :1126.4 g Tare No.:Jeep Tare No.:Jeep
Diameter :2.846 in 7.22884 cm^2 Wet Wt.+tare:554.99 Wet Wt.+tare:561.79
Length :5.59 in 14.1986 cm Dry Wt.+tare:463.32 Dry Wt.+tare:478.34
Area:6.362 in^2 41.042 cm^2 Tare Wt:172.85 Tare Wt:172.85
Volume :35.561 in^3 582.737 cm^3 Dry Wt.:290.47 Dry Wt.:305.49
Unit Wt.(wet):1.93 g/cm^3 120.6 pcf Water Wt.:91.67 Water Wt.:83.45
Unit Wt.(dry):1.47 g/cm^3 91.7 pcf % moist.:31.6 % moist.:27.3
OMC % =
% +/- OMC =
0.0 NA Porosity (n)=NA
2.0 Pressure Head (cm) =140.82 Maximum* Minimum* Average*
9.9 6.3 9.5
TEST READINGS
Date/time (i) Date/time (f)elapsed t elapsed t H initial H final Flow in Flow out temp a k k
m/d hr:min m/d/hr:min (day)(sec)Hi (cm)Hf (cm)qi (cc)qo (cc)(deg C)(temp corr)(cm/sec)(ft./day)
6/30 10:12 6/30 10:53 0.0285 2460 2.4 3.0 0.5 0.5 22.7 0.938 5.16E-07 1.46E-03
6/30 10:53 6/30 12:49 0.0806 6960 3.0 4.4 1.4 1.4 22.5 0.942 5.01E-07 1.42E-03
6/30 12:49 6/30 13:49 0.0417 3600 4.4 5.1 0.7 0.7 22.5 0.942 4.69E-07 1.33E-03
6/30 13:49 6/30 16:04 0.0938 8100 5.1 6.6 1.5 1.5 22.4 0.945 4.46E-07 1.26E-03
SUMMARY
ka =4.83E-07 cm/sec ( k Acceptance criteria: Vm< =50 %)
Reading qo/qi acceptance ki Vm
1 1.00 ok k1 =5.16E-07 cm/sec 6.9 %
2 0.98 ok k2 =5.01E-07 cm/sec 3.7 %
3 1.03 ok k3 =4.69E-07 cm/sec 2.9 %
4 1.01 ok k4 =4.46E-07 cm/sec 7.7 %
k =4.83E-07 cm/sec (hydraulic conductivity)
Vm =| ka-ki |x 100
ka
*Hydraulic Gradient Notes:
Maximum and Minimum refer to the range
possible during the test. The maximum and/or
mimimum limits may not be reached. Average is
the average of actual hydraulic gradients achieved
during the test.
HYDRAULIC CONDUCTIVITY DETERMINATION
(FLEXIBLE-WALL PERMEAMETER - FALLING-HEAD-ASTM D 5084 Method C)
Void ratio (e) =Calculated % saturation:
Pressure Differential (psi) =
Specific Gravity :
( estimated: X actual: ) % of max =
Material Description :
Apartment Complex
26215064
Shelby Tube
Hydraulic Gradient:
Other Location:
Specimen Type:
Max Dry Density =
Acceptance criteria as Vm:
(Variation from ASTM D 5084)50 % for ka >= 1.00E-08
95% for ka < 1.00E-08
Acceptance criteria for qo/qi ratio:
0.75 <= qo/qi <= 1.25
(All acceptance criteria for 4 consecutive readings)
FHPERM-B1@5-7'
ANALYTICAL SUMMARY REPORT
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 during
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 entirety. 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.
Lab ID Client Sample ID Collect Date Receive Date Matrix Test
Report Approved By:
B22062403-001 26215064 B-5@2.5 06/16/22 16:00 06/27/22 Soil Anions, Saturated Paste Extract
pH, Saturated Paste
Saturated Paste Extraction ASA
Resistivity, Sat Paste
Terracon Consultants
Project Name:Not Indicated
Work Order:B22062403
2110 Overland Ave Ste 124
Billings , MT 59102-6440
July 06, 2022
B5647Quote ID:
Energy Laboratories Inc Billings MT received the following 1 sample for Terracon Consultants on 6/27/2022 for analysis.
Page 1 of 7
LABORATORY ANALYTICAL REPORT
Client:Terracon Consultants
Project:Not Indicated
Lab ID:B22062403-001
Client Sample ID:26215064 B-5@2.5
Collection Date:06/16/22 16:00
Matrix:Soil
Report Date:07/06/22
DateReceived:06/27/22
Prepared by Billings, MT Branch
Analyses Result Units Analysis Date / ByRLMethod
MCL/
QCLQualifiers
SATURATED PASTE EXTRACT
07/01/22 08:03 / srm1ohm-cm1650Resistivity, Sat. Paste Calculation
07/01/22 08:03 / srm0.1s.u.8.0pH, sat. paste ASA10-3
07/03/22 12:46 / jbu1mg/L97Sulfate E300.0
Report
Definitions:
RL - Analyte Reporting Limit MCL - Maximum Contaminant Level
QCL - Quality Control Limit ND - Not detected at the Reporting Limit (RL)
Page 2 of 7
Client:Terracon Consultants Work Order:B22062403
QA/QC Summary Report
07/06/22Report Date:
Analyte Result %REC RPDLow Limit High Limit RPDLimitRLUnits QualCount
Prepared by Billings, MT Branch
Method:ASA10-3 Batch: 168063
Lab ID:B22062403-001A DUP 07/01/22 08:03Sample Duplicate Run: MISC-SOIL_220701A
pH, sat. paste 100.10 1.37.90 s.u.
Lab ID:LCS-2207010803 07/01/22 08:03Laboratory Control Sample Run: MISC-SOIL_220701A
pH, sat. paste 95 90 1100.107.10 s.u.
Qualifiers:
RL - Analyte Reporting Limit ND - Not detected at the Reporting Limit (RL)
Page 3 of 7
Client:Terracon Consultants Work Order:B22062403
QA/QC Summary Report
07/06/22Report Date:
Analyte Result %REC RPDLow Limit High Limit RPDLimitRLUnits QualCount
Prepared by Billings, MT Branch
Method:Calculation Batch: 168063
Lab ID:B22062403-001A DUP 07/01/22 08:03Sample Duplicate Run: MISC-SOIL_220701A
Resistivity, Sat. Paste 70 130 301.0 201350ohm-cm
Lab ID:LCS-2207010803 07/01/22 08:03Laboratory Control Sample Run: MISC-SOIL_220701A
Resistivity, Sat. Paste 95 70 1301.0204ohm-cm
Qualifiers:
RL - Analyte Reporting Limit ND - Not detected at the Reporting Limit (RL)
Page 4 of 7
Client:Terracon Consultants Work Order:B22062403
QA/QC Summary Report
07/06/22Report Date:
Analyte Result %REC RPDLow Limit High Limit RPDLimitRLUnits QualCount
Prepared by Billings, MT Branch
Method:E300.0 Batch: 168063
Lab ID:LCS-168063 07/03/22 12:30Laboratory Control Sample Run: IC METROHM 2_220701A
Sulfate 88 70 1302.01760mg/L
Lab ID:B22062403-001AMS 07/03/22 13:03Sample Matrix Spike Run: IC METROHM 2_220701A
Sulfate 94 70 1301.0190mg/L
Lab ID:B22062403-001ADUP 07/03/22 13:19Sample Duplicate Run: IC METROHM 2_220701A
Sulfate 301.0 1.395.4 mg/L
Qualifiers:
RL - Analyte Reporting Limit ND - Not detected at the Reporting Limit (RL)
Page 5 of 7
Shipping container/cooler in good condition?
Custody seals intact on all shipping container(s)/cooler(s)?
Custody seals intact on all sample bottles?
Chain of custody present?
Chain of custody signed when relinquished and received?
Chain of custody agrees with sample labels?
Samples in proper container/bottle?
Sample containers intact?
Sufficient sample volume for indicated test?
All samples received within holding time?
(Exclude analyses that are considered field parameters
such as pH, DO, Res Cl, Sulfite, Ferrous Iron, etc.)
Container/Temp Blank temperature:
Containers requiring zero headspace have no headspace or
bubble that is <6mm (1/4").
Water - pH acceptable upon receipt?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
No
No
No
No
No
No
No
No
No
No
No
No
££
£
£
R
R
R
R
R
R
R
£
£
£
£
£
£
£
£
£
£
£
£
£
Not Present
Not Present
Not Present
R
R
R
No VOA vials submitted
Not Applicable R
R
20.6°C No Ice
6/27/2022Lyndsi E. LeProwse
Hand Deliver
lel
Date Received:
Received by:
Login completed by:
Carrier name:
BL2000\lcadreau
7/5/2022
Reviewed by:
Reviewed Date:
Contact and Corrective Action Comments:
Samples 5064 B-8@5-7 and B-14@5-7 were received. The analysis requested was unclear. Analysis is not needed on
these samples. The client will pick them up on 06/28/22.
Temp Blank received in all shipping container(s)/cooler(s)?Yes No£R Not Applicable £
Lab measurement of analytes considered field parameters that require analysis within 15 minutes of sampling such as
pH, Dissolved Oxygen and Residual Chlorine, are qualified as being analyzed outside of recommended holding time.
Solid/soil samples are reported on a wet weight basis (as received) unless specifically indicated. If moisture corrected,
data units are typically noted as –dry. For agricultural and mining soil parameters/characteristics, all samples are dried
and ground prior to sample analysis.
The reference date for Radon analysis is the sample collection date. The reference date for all other Radiochemical
analyses is the analysis date. Radiochemical precision results represent a 2-sigma Total Measurement Uncertainty.
Standard Reporting Procedures:
Work Order Receipt Checklist
Terracon Consultants B22062403
Page 6 of 7
Page 7 of 7
SUPPORTING INFORMATION
Contents:
General Notes
Unified Soil Classification System
Note: All attachments are one page unless noted above.
Apartments and Built-to-Rent Units Bozeman, MT
Terracon Project No. 26215064
500 to 1,000
> 8,000
4,000 to 8,000
2,000 to 4,000
1,000 to 2,000
less than 500
Unconfined Compressive Strength
Qu, (psf)
GrabSample ShelbyTube
Split Spoon
N
(HP)
(T)
(DCP)
UC
(PID)
(OVA)
Standard Penetration TestResistance (Blows/Ft.)
Hand Penetrometer
Torvane
Dynamic Cone Penetrometer
Unconfined CompressiveStrength
Photo-Ionization Detector
Organic Vapor Analyzer
SAMPLING WATER LEVEL FIELD TESTS
GENERAL NOTES
DESCRIPTION OF SYMBOLS AND ABBREVIATIONS
Water levels indicated on the soil boring logs are
the levels measured in the borehole at the timesindicated. Groundwater level variations will occur
over time. In low permeability soils, accuratedetermination of groundwater levels is not possible
with short term water level observations.
Water Initially
Encountered
Water Level After a
Specified Period of Time
Water Level Aftera Specified Period of Time
Cave InEncountered
Exploration point locations as shown on the Exploration Plan and as noted on the soil boring logs in the form of Latitude andLongitude are approximate. See Exploration and Testing Procedures in the report for the methods used to locate theexploration points for this project. Surface elevation data annotated with +/- indicates that no actual topographical survey was
conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic
maps of the area.
LOCATION AND ELEVATION NOTES
Soil classification as noted on the soil boring logs is based Unified Soil Classification System. Where sufficient laboratory data
exist to classify the soils consistent with ASTM D2487 "Classification of Soils for Engineering Purposes" this procedure is used.ASTM D2488 "Description and Identification of Soils (Visual-Manual Procedure)" is also used to classify the soils, particularly
where insufficient laboratory data exist to classify the soils in accordance with ASTM D2487. In addition to USCS classification,
coarse grained soils are classified on the basis of their in-place relative density, and fine-grained soils are classified on the basisof their consistency. See "Strength Terms" table below for details. The ASTM standards noted above are for reference tomethodology in general. In some cases, variations to methods are applied as a result of local practice or professional judgment.
DESCRIPTIVE SOIL CLASSIFICATION
The soil boring logs contained within this document are intended for application to the project as described in this document.
Use of these soil boring logs for any other purpose may not be appropriate.
RELEVANCE OF SOIL BORING LOG
STRENGTH TERMS
Standard Penetration or
N-ValueBlows/Ft.
Descriptive Term
(Density)
Hard
15 - 30Very Stiff> 50Very Dense
8 - 15Stiff30 - 50Dense
4 - 8Medium Stiff10 - 29Medium Dense
2 - 4Soft4 - 9Loose
0 - 1Very Soft0 - 3Very Loose
(50% or more passing the No. 200 sieve.)Consistency determined by laboratory shear strength testing, field visual-manualprocedures or standard penetration resistance
> 30
Descriptive Term
(Consistency)
Standard Penetration or
N-ValueBlows/Ft.
(More than 50% retained on No. 200 sieve.)
Density determined by Standard Penetration Resistance
CONSISTENCY OF FINE-GRAINED SOILSRELATIVE DENSITY OF COARSE-GRAINED SOILS
UNIFIED SOIL CLASSIFICATION SYSTEM
UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A
Soil Classification
Group
Symbol Group Name B
Coarse-Grained Soils:
More than 50% retained
on No. 200 sieve
Gravels:
More than 50% of
coarse fraction
retained on No. 4 sieve
Clean Gravels:
Less than 5% fines C
Cu 4 and 1 Cc 3 E GW Well-graded gravel F
Cu 4 and/or [Cc<1 or Cc>3.0] E GP Poorly graded gravel F
Gravels with Fines:
More than 12% fines C
Fines classify as ML or MH GM Silty gravel F, G, H
Fines classify as CL or CH GC Clayey gravel F, G, H
Sands:
50% or more of coarse fraction passes No. 4
sieve
Clean Sands:
Less than 5% fines D
Cu 6 and 1 Cc 3 E SW Well-graded sand I
Cu 6 and/or [Cc<1 or Cc>3.0] E SP Poorly graded sand I
Sands with Fines:
More than 12% fines D
Fines classify as ML or MH SM Silty sand G, H, I
Fines classify as CL or CH SC Clayey sand G, H, I
Fine-Grained Soils:
50% or more passes the
No. 200 sieve
Silts and Clays: Liquid limit less than 50
Inorganic: PI 7 and plots on or above “A”
line J CL Lean clay K, L, M
PI 4 or plots below “A” line J ML Silt K, L, M
Organic: Liquid limit - oven dried 0.75 OL Organic clay K, L, M, N
Liquid limit - not dried Organic silt K, L, M, O
Silts and Clays:
Liquid limit 50 or more
Inorganic: PI plots on or above “A” line CH Fat clay K, L, M
PI plots below “A” line MH Elastic Silt K, L, M
Organic: Liquid limit - oven dried 0.75 OH Organic clay K, L, M, P
Liquid limit - not dried Organic silt K, L, M, Q
Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat
A Based on the material passing the 3-inch (75-mm) sieve.
B If field sample contained cobbles or boulders, or both, add “with cobbles
or boulders, or both” to group name.
C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded
gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly
graded gravel with silt, GP-GC poorly graded gravel with clay.
D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded
sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded
sand with silt, SP-SC poorly graded sand with clay.
E Cu = D60/D10 Cc =
6010
2
30
DxD
)(D
F If soil contains 15% sand, add “with sand” to group name.
G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.
H If fines are organic, add “with organic fines” to group name.
I If soil contains 15% gravel, add “with gravel” to group name.
J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
K If soil contains 15 to 29% plus No. 200, add “with sand” or “with
gravel,” whichever is predominant.
L If soil contains 30% plus No. 200 predominantly sand, add
“sandy” to group name.
M If soil contains 30% plus No. 200, predominantly gravel, add
“gravelly” to group name.
N PI 4 and plots on or above “A” line.
O PI 4 or plots below “A” line.
P PI plots on or above “A” line.
Q PI plots below “A” line.