HomeMy WebLinkAboutAPPENDIX C_GeotechReport_Buffalo RunPREPARED FOR:
Mr. Derek Williams
Rawhide
Engineering Inc.
6871 King Avenue West, Suite GJK, Billings, Montana (406) 969-5305
GEOTECHNICAL INVESTIGATION REPORT
BUFFALO RUN SUBDIVISION
5400 FOWLER LANE
BOZEMAN, MONTANA
Yellowstone Investment Group, PLLC
40 Boxcar Lane
Bozeman, MT 59718
Rawhide Engineering, Inc. March 16, 2020
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RE Rawhide
......_ _,,,, Engineering Inc.
March 16, 2020
Yellowstone Investment Group, PLLC
40 Boxcar Lane
Bozeman, MT 59718
SUBJECT: Geotechnical Investigation Report
Buffalo Run Subdivision
5400 Fowler Lane
Bozeman, Montana
Dear Mr. Williams:
This report presents the results of our geotechnical investigation for the Buffalo Run Subdivision
located on Fowler Lane in Bozeman, Montana. The site location and test pit locations are
shown on the Vicinity/Site Map shown on Plate 1 at the end of this report. This site is proposed
to have 13 multi-family units and a clubhouse.
Our recommendations contained in this report are based on exploratory test pits, laboratory
testing, engineering analysis and preparation of this report. The recommendations required to
design foundations, parking lot section design and construction, and utility installation are
contained in the attached report. These conclusions and recommendations, along with
restrictions and limitations on these conclusions, are discussed in the attached report.
We appreciate this opportunity to be of service to you, and look forward to future endeavors. If
you have any questions regarding this report or need additional information or services, please
feel free to call the undersigned.
Sincerely,
RAWHIDE ENGINEERING, INC.
J5:~./·/~
Principal
Enclosures: Report (1 hard copy, 1 pdf)
Rawhide Engineering, Inc. March 16, 2020
TABLE OF CONTENTS
PAGE
INTRODUCTION ........................................................................................................................... 1
Project Description .............................................................................................................. 1
Scope of Service ................................................................................................................. 1
Authorization ...................................................................................................................... 1
Professional Statements and Limitations ............................................................................ 1
PROPOSED CONSTRUCTION ...................................................................................................... 2
FIELD INVESTIGATION ................................................................................................................. 2
LABORATORY TESTING .............................................................................................................. 2
Moisture Content Tests ........................................................................................................ 3
Soil Classification Tests ....................................................................................................... 3
Resistivity and pH Tests ...................................................................................................... 4
SUBSURFACE SOILS AND GROUNDWATER ............................................................................ 4
RECOMMENDATIONS ................................................................................................................... 4
Excavations ...................................................................................................................... 4
Material ................................................................................................................. 5
Placement and Compaction .................................................................................... 5
FOUNDATIONS ........................................................................................................................ 5
Shallow Foundations ................................................................................. 5
Structural Fill ................................................................................................................ 6
Compaction Requirements ................................................................................................... 7
CONCRETE SLAB-ON-GRADE ..................................................................................................... 7
SITE DRAINAGE ............................................................................................................................ 8
APPENDICES
A Plates
March 16, 2020
INTRODUCTION
Project Description
GEOTECHNICAL INVESTIGATION REPORT
BUFFALO RUN SUBDIVISION
FOWLER LANE
BOZEMAN, MONTANA
This report is to determine the subsurface soils on this site and provide recommendations for
development of 13 multi-family residential units and a clubhouse. The buildings are anticipated
to be two to three stories with concrete stem wall foundations. The project also includes utilities
and interior streets and parking areas. The new buildings will be on Fowler Lane in Bozeman,
Montana as shown on the site map, Plate 1 at the end of this report.
Scope of Services
Our scope of services for this project consisted of the following:
1. Excavating 10 exploratory test pits to a depth ranging from 9.0 to 10.0 feet below
existing site grades. Piezometers were set in 5 test pits.
2. Laboratory testing to determine the characteristics of the site soils for use in
engineering design.
3. Engineering analysis to aid in the design of structure foundations and structural
pavement sections.
4. Provide information as to the existing groundwater conditions at the time of our
exploration.
5. Provide recommendations for earthwork and construction on the site.
This study did not include evaluations of site seismicity, liquefaction, faulting, or other potential
geologic or environmental hazards. This study did not include a groundwater study or the
design of a dewatering system.
Authorization
Authorization to proceed with our work on this project was provided on February 16, 2020.
Professional Statements and Limitations
Recommendations presented in this report are governed by the physical properties of the soils
encountered in the exploratory test pits, laboratory testing, current groundwater conditions, the
project layout and design data described in the following proposed construction section.
1
The recommendations presented in this report are based on exploratory test pit locations shown
on the site map. Variations in soils may exist between the explored locations and the nature
and extent of soil variations may not be evident until construction occurs. If subsurface
conditions other than those described in this report are encountered and if project design and
layout is substantially altered from the information in this report, Rawhide Engineering should be
notified so that recommendations can be reviewed and amended, if necessary.
This report has been prepared for design purposes for our client and specifically for this project
in accordance with the generally accepted standards of practice at the time the report was
written. No warranty, either expressed or implied, are intended or made.
Other standards or documents referenced in any given standard cited in this report, or otherwise
relied upon by the authors of this report, are only mentioned in the given standard; they are not
incorporated into it or "included by reference," as that latter term is used relative to contracts or
other matters of law.
PROPOSED CONSTRUCTION
It is our understanding that this project will include 13 wood framed multifamily structures which
will be two to three stories with concrete stem wall footings. The project will also include a one
story clubhouse and the adjacent driveways and parking areas. Structural loads were estimated
by Rawhide Engineering based on experience with similar projects. The structures are
anticipated to have continuous footing loads of 4 to 5 kips per lineal foot and interior column
loads of 60 to 70 kips for long term loading conditions.
FIELD INVESTIGATION
In order to determine and evaluate the subsurface conditions across the site, 10 exploratory test
pits were completed using a track hoe provided by Rawhide Engineering. Test pit depths were
9 to 10 feet below the existing ground surface. The location of the test pits shown on the
Vicinity/Site Map were dimensioned from property corners with the site map provided. This
location should be considered accurate only to the degree implied by the method used.
The field investigation was under the direct control of an experienced member of our
geotechnical staff who logged the soil conditions for each test pit. Samples were obtained from
bulk samples during the test pit excavation. The bulk samples were examined by field
personnel, logged and sealed to prevent moisture loss prior to laboratory testing. After
completion, the groundwater level in the test pit was recorded and the test pits were backfilled
using the excavated material.
The test pit logs included at the end of this report are labelled TP-1 through TP-10. A test pit log
legend and a description of the Unified Soil Classification System used to identify the soils is
included with the test pit logs.
2
LABORATORY TESTING
A laboratory testing program was utilized to provide the necessary data for engineering analysis
of this project. The testing was used to evaluate the index and engineering properties
specifically for the conditions encountered during our field exploration. The following program
was used for this project.
Moisture Content Tests -ASTM D2216
Moisture content tests were conducted on selected samples obtained from the site. These tests
were used to aid in identifying the current soil conditions and aid in classifying the soils.
Moisture content tests are shown on the test pit logs.
Soil Classification Tests-ASTM D422, D1140, D4318, D2487 and D2488
In order to classify the soils according to the Unified Classification System, soil gradations and
Atterberg Limits test were conducted on selected samples. The results of this testing is shown
below and on the test pit logs. This gradation is for the upper fine grained soils.
Gradations and Atterberg Limits Tests
Percent Passing
Sieve Size TP-2 @ 1.0-2.5'
½" 100
3/811 99
No. 4 97
No. 10 89
No.20 80
No. 40 75
No.BO 66
No. 200 58
Plastic Index 10.9
Unified Sandy Lean Clay
Classification (CL)
3
CORROSIVITY AND pH TESTING
The City of Bozeman requested corrosivity and pH testing for the soils on the site to determine
the life expectancy of metal underground utilities. Five test pits were sampled at a depth of 6.5
feet below existing site grades. The samples were all gravel with sand. The testing was
performed by Energy Lab in Billings, Montana. The test results are attached to this report in
Appendix A.
SITE CONDITIONS
The site is located at 5400 Fowler Lane west of Bozeman, Montana. The site is bordered by
developed residential property and agricultural land. The site is currently covered by vegetation
and has a ditch which feeds a small pond and an outfall ditch. The property also has a relatively
new residential structure and a barn. This parcel slopes slightly to the north and west.
Drainage consists of infiltration and runoff to topographical low areas.
SUBSURFACE SOILS AND GROUNDWATER
The soil conditions encountered on the site generally consist of a layer of vegetated topsoil
which was underlain by a layer of sandy lean clay to depths ranging from 2.0 to 3.5 feet.
Beneath the sandy lean clay layer we encountered gravel with sand and cobbles to the depths
explored of 9.0 to 10.0 feet below existing site grades. The sandy lean clay layer was medium
stiff and has a moderate plastic index. The gravel with sand was dense and was granular non-
plastic. Groundwater was encountered in the test pits at the depths ranging from 6. 7 to 7. 7 feet
during our exploration in February 2020.
RECOMMENDATIONS
Prior to construction, the topsoil with vegetation layer should be stripped and removed from the
site. It appears about 1.0 foot can be used as a reasonable estimate for average depth of
stripping. Prior to placing fill for the future building pads, the building pad area should
be scarified, moisture conditioned and compacted to 95% of ASTM D698. Excavations
resulting from removal operations should be cleaned of all loose material and widened as
necessary to permit access to compaction equipment.
Excavations
The contractor is ultimately responsible for the safety of workers and should strictly observe
federal and local OSHA requirements for excavation shoring and safety. All temporary slopes
should comply with OSHA requirements for Type C soils. During wet weather, runoff water
should be prevented from entering excavations.
4
It appears that excavation for footings and utility trenches can be readily made with either a
conventional backhoe or excavator in the native soil materials. We expect the walls of the
footing trenches in the near surface fine grained soils and lower gravel with sand to stand near
vertically without significant sloughing. If trenches are extended deeper than five feet or are
allowed to dry out, the excavations may become unstable and should be evaluated to verify
their stability prior to occupation by construction personnel. Shoring or sloping of any deep
trench walls may be necessary to protect personnel and provide temporary stability. All
excavations should comply with current OSHA safety requirements for Type C soils. (Federal
Register 29 CFR, Part 1926).
Backfills for trenches or other excavations within pavement areas should be compacted in six to
eight inch layers with mechanical tampers. Jetting and flooding should not be permitted. We
recommend all backfill be compacted to a minimum compaction of 97% of the maximum dry
density as determined by ASTM D698. The moisture content of compacted backfill soils should
be within 2% of the optimum. Poor compaction in utility trench backfill may cause excessive
settlements resulting in damage to the pavement structural section or other overlying
improvements. Compaction of trench backfill outside of improvement areas should be a
minimum of 90% relative compaction.
Material -Pipe bedding shall be defined as all material within six inches of the perimeter
of the pipe. Backfill shall be classified as all material within the remainder of the trench.
Material for use as bedding shall consist of clean, granular materials, and shall conform
to requirements for bedding material listed in the Standard Specifications.
Placement and Compaction -Pipe bedding shall be placed in thin layers not exceeding
eight inches in loose thickness, and conditioned to the proper moisture content for
compaction.
All other trench backfill shall be placed in thin layers not exceeding eight inches in loose
thickness, conditioned to the proper moisture content, and compacted as required for
adjacent fill. If not specified, backfill should be compacted to at least 97% relative
compaction in areas under structures, utilities, roadways, parking areas, concrete
flatwork, and to 90% relative compaction in undeveloped areas.
Foundations
The structural loads were estimated for this project by Rawhide Engineering. If the loads are
significantly higher than those estimated, we will have to review the following recommendations.
We are recommending that buildings are constructed with conventional shallow stem wall
foundations. The foundations can bear on the native gravel with sand layer. If the gravel layer
is lower than the footing elevation they should be excavated down to the gravel with sand and
cobble layer. Due to the large cobbles encountered on this site, it may be advantageous to
5
place 1 foot of structural fill under the entire building envelope to aid in concrete forming and
provide a uniform bearing surface. Structural loads are not available for this project. Based on
our exploration we would recommend an allowable bearing capacity of 4,000 psf for the native
gravel with sand layer or compacted structural fill. Settlements will be calculated later when the
type of building and structural loads are known but is anticipated to be negligible.
Structural fill shall be placed in layers, moisture conditioned, and compacted to 98% of ASTM
D698. Exterior continuous footings should be 3.5 feet in depth to provide frost protection.
Interior column footings should be embedded 1 foot in depth for confinement. Wall foundation
dimensions should satisfy the requirements listed in the latest edition of the International
Commercial Code. Reinforcing steel requirements for foundations should be provided by the
design engineer.
The allowable bearing pressures, indicated above, are net values, therefore, the weight of the
foundation and backfill may be neglected when computing dead loads. Allowable bearing
pressures may be increased by one-third for short-term loading such as wind or seismic.
Resistance to lateral loads in the gravel with sand layer may be calculated using an allowable
passive equivalent fluid unit weight of 320 pounds per cubic foot and an allowable coefficient of
friction of 0.47 applied to vertical dead loads. Both passive and frictional resistances may be
assumed to act concurrently. An allowable active equivalent fluid pressure of 35 pounds per
cubic foot may be used.
The International Building Code (IBC) site class for this project is Class C.
This site will require a dewatering plan for utility installation. Designing a dewatering
plan was not part of our scope of services and should be designed by a competent
engineer with experience designing dewatering systems and their effects on adjacent
structures.
Structural Fill
Structural fill will be used beneath the footings and should consist of dense gravel with sand and
conforming to the following gradation and plastic index.
Sieve Size
31nch
No.4
No. 200
Plastic Index
Percent Passing
100%
25-65%
<20%
12 or less
All structural fill shall be placed in eight inch loose lifts and uniformly moisture conditioned to
within +/-2% of optimum moisture content. The contractor shall provide and use sufficient
equipment of a type and weight suitable for the conditions encountered in the field. The
6
equipment shall be capable of obtaining the required compaction in all areas, including those
that are inaccessible to ordinary rolling equipment.
Compaction Requirements
The following table lists the compaction requirements for structural fill, foundation backfill, utility
trench backfill and street subgrade preparation.
COMPACTION REQUIREMENTS
Structural Fill Beneath Foundations 98% of ASTM D698
Backfill Against Foundations 95% of ASTM D698
Utility Trench Backfill 97% of ASTM D698
Building Pad Construction 95% of ASTM D698
Concrete Slab-on-Grade Construction
Prior to constructing concrete slabs, the upper six inches of slab subgrade should be
scarified, moisture conditioned to within 2% of optimum, and uniformly compacted to at
least 95% of maximum dry density as determined by ASTM D698. The building pad may be
constructed using on site soils or imported fill and then covered by the base course.
Scarification and compaction will not be required if floor slabs are to be placed directly on
undisturbed compacted structural fill.
All concrete floor slabs should have a minimum thickness of six inches due to the equipment
loads on the slab. Slab thickness and structural reinforcing requirements within the slab should
be determined by the design engineer. At least eight inches of crushed base aggregate
should be placed beneath slab-on-grade floors to provide uniform support. The
aggregate base should be compacted to a minimum of 95% relative compaction.
In floor slab areas where moisture sensitive floor coverings are planned, an impermeable
membrane (e.g. 10-mil thick polyethylene) should be placed over the base course to reduce the
migration of moisture vapor through the concrete slabs. The impermeable membrane should be
installed as required by the flooring manufacturer. Current literature from the American
Concrete Institute and the Portland Cement Association recommend that the vapor barrier is
placed on top of the crushed base course and the concrete is placed directly on the vapor
barrier.
7
Site Drainage
Final elevations at the site should be planned so that drainage is directed away from all
foundations and concrete slabs. Parking areas should be designed to drain surface water off
the sight and away from structures. According to the International Commercial and Residential
Code, structures should be designed to have 6" of fall in the first 10 feet away from the
structure. If this cannot be attained, drainage swales need to be constructed to drain water
away from the structure and off of the site. Down spouts with 6 foot extensions should be used
for residential structures.
8
APPENDIX A
Plates
Site/ Vicinity Map
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RE RawhMe
_______ _,_ Engineering Inc.
TEST PIT LOG
PROJECT: Buffalo Run Subdivision -----------F ow I er Lane
CLIENT: Yellowstone Investment Group
LOCATION: Bozeman, Montana ---------'------
LOGGED BY: J. Frank _ _::_c....;_;_,~....;_;_,-
DRILL METHOD: Excavator
DRILLER: Duneman Const.
DATE: 2/28/20
ELEVATION: ------
SAMPLES LA BORA TORY TESTIN
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Topsoil with Vegetation (Frozen)
CL Sandy Lean Clay -Brown, Moist, Medium Stiff,
Moderate Plastic Index
GP Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet,
Dense, Granular Non-Plastic
Sample at 6.5 Feet for Corrosive Soils Tests
Groundwater Level at 7.5 Feet
Test Pit Ends at Approximately 9.5 Feet Depth
Groundwater Was Encountered at 7.5 Feet
Piezometer Set For Groundwater Monitoring
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Moderate Plastic Index
GP Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet,
Dense, Granular Non-Plastic
Groundwater Level at 7.4 Feet
Test Pit Ends at Approximately 9.0 Feet Depth
Groundwater Was Encountered at 7.4 Feet
DRILLER: Duneman Const.
DATE: 2/28/20
ELEVATION: ____ _
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PROJECT: Buffalo Run Subdivision -----------F ow I er Lane
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DRILLER: Duneman Const.
DA TE: 2/28/20 RE RawhMe
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MATERIAL DESCRIPTION AND COMMENTS
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Sandy Lean Clay with Few Scattered Gravels -Brown, Moist,
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Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet,
Dense, Granular Non-Plastic
Sample at 6.5 Feet for Corrosive Soils Tests
Groundwater Level at 7.2 Feet
Test Pit Ends at Approximately 10.0 Feet Depth
Groundwater Was Encountered at 7.2 Feet
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CLIENT: Yellowstone Investment Group
LOCATION: Bozeman, Montana ------'------
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Moderate Plastic Index
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Dense, Granular Non-Plastic
Groundwater Level at 6.7 Feet
Test Pit Ends at Approximately 9.0 Feet Depth
Groundwater Was Encountered at 6. 7 Feet
DRILLER: Duneman Const.
DATE: 2/28/20
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......_ ,.....,,,,,. Engineering Inc.
TEST PIT LOG
PROJECT: Buffalo Run Subdivision -----------F ow I er Lane
CLIENT: Yellowstone Investment Group
LOCATION: Bozeman, Montana -------'------
LOGGED BY: J. Frank _ ___;_;......;..;.__.;.___
DRILL METHOD: Excavator
DRILLER: Duneman Const.
DATE: 2/28/20
ELEVATION: ------
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MATERIAL DESCRIPTION AND COMMENTS
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Sandy Lean Clay with Few Scattered Gravels -Brown, Moist,
Medium Stiff, Moderate Plastic Index
Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet,
Dense, Granular Non-Plastic
Sample at 6.5 Feet for Corrosive Soils Tests
Groundwater Level at 6.8 Feet
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TEST PIT LOG
PROJECT: Buffalo Run Subdivision -----------
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CLIENT: Yellowstone Investment Group
LOCATION: Bozeman, Montana
LOGGED BY: J. Frank
DRILL METHOD: Excavator
DRILLER: Duneman Const.
DATE: 2/28/20
ELEVATION: ------
SAMPLES 0 LABORATORY TESTIN
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Moderate Plastic Index
GP Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet,
Dense, Granular Non-Plastic
Groundwater Level at 7. 7 Feet
Test Pit Ends at Approximately 9.0 Feet Depth
Groundwater Was Encountered at 7.7 Feet
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CLIENT: Yellowstone Investment Group
LOCATION: Bozeman, Montana ------'-------
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CF) u CF)
;:)
TEST PIT NUMBER: 7
MATERIAL DESCRIPTION AND COMMENTS
Topsoil with Vegetation (Frozen)
CL Sandy Lean Clay with Few Scattered Gravels -Brown, Moist,
Medium Stiff, Moderate Plastic Index
GP Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet,
Dense, Granular Non-Plastic
Sample at 6.5 Feet for Corrosive Soils Tests
Groundwater Level at 6.9 Feet
Test Pit Ends at Approximately 9.5 Feet Depth
Groundwater Was Encountered at 6.9 Feet
Piezometer Set For Groundwater Monitoring
DRILLER: Duneman Const.
DATE: 2/28/20 ------ELEVATION: ------
LA BORA TORY TESTIN
>-. u
~ V,
V, § u
0 0 N ::it ,....._
ti)~ ::i ._.,
-=
v c -Q) Cl. > i:: 0 -u ro .,
U) er:
6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
~ -... < ... ~"' ... :,~
RE RawhMe
....._ __, Engineering Inc.
TEST PIT LOG
PROJECT:
LOCATION:
Buffalo Run Subdivision
Fowler Lane
CLIENT: Yellowstone Investment Group
Bozeman, Montana
LOGGED BY: J. Frank _ ___;,_;___;_.;,__.;,___
DRILL METHOD: Excavator
DRILLER: Duneman Const.
DATE: 2/28/20
ELEVATION: ------
SAMPLES 0 LABORATORY TESTIN
,-.. .::: ._,
Q.
<l)
0
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
<l) 0.. .!: >, f-'-D
<l) "' 0.. ;::: !: 0 C<l iii VJ
C: E .:;
0...
0
VJ
.!:J
E TEST PIT NUMBER: 8 ....,
[Fl
[Fl u [Fl
=i MATERIAL DESCRIPTION AND COMMENTS
Topsoil with Vegetation (Frozen)
CL Sandy Lean Clay -Brown, Moist, Medium Stiff,
Moderate Plastic Index
GP Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet,
Dense, Granular Non-Plastic
Groundwater Level at 7.0 Feet
Test Pit Ends at Approximately 9.0 Feet Depth
Groundwater Was Encountered at 7.0 Feet
>, (.) B X C: V ~ § -0
"' ,....._ ..!: -~ u :!(, -~ 0 0 ~ "' u .; C<l
:3= 0...
6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
0 0 ?--N V v ,....._ :;t; ,-.. 0.. > 0... "' :!(, C: 0 ::I 0 ~ (.) ._, ._,
C: VJ V
~ 0::
,....._ .::: ._,
-= .... 0.. <l> Q
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
SAMPLES
<l> 0.. C: E >. <l> f-'° t: --"' ~ C/l 0... 0.. 3: E 0 ·o "' o:i [/) [/)
TEST PIT LOG LOGGED BY: J. Frank
PROJECT: Buffalo Run Subdivision DRILL METHOD: Excavator -----------
F ow I er Lane
CLIENT: Yellowstone Investment Group
LOCATION: Bozeman, Montana ------'------
0 ,J::,
E ;;,-.. en TEST PIT NUMBER: 9
en u en ::, MATERIAL DESCRIPTION AND COMMENTS
Topsoil with Vegetation (Frozen)
CL Sandy Lean Clay -Brown, Moist, Medium Stiff,
Moderate Plastic Index
GP Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet,
Dense, Granular Non-Plastic
Groundwater Level at 7.1 Feet
Test Pit Ends at Approximately 9.0 Feet Depth
Groundwater Was Encountered at 7.1 Feet
DRILLER: Duneman Const.
DATE: 2/28/20 ------
ELEVATION: ------
LABORATORY TESTIN
>. C: u X 0 C: <l> <l> 0 C' 2 C: -0 N <l>
C/l 0 ,....._ -= ,....._ 'll: ,....._ 0. <l> > ·;;; U"$. u 0... C/l ~ ~ 0 C: ~ ._, ·c ..._,,, ::l e...., u 0 C/) ·= [/) <l> u ca 2 ~ ~
:$ 0...
6871 King Ave. West, Suite G1K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
~ _..,(._===...,,....:,~
RE RawhMe
--....._......-Engineering Inc.
TEST PIT LOG
PROJECT: Buffalo Run Subdivision
Fowler Lane
CLIENT: Yellowstone Investment Group
LOCATION: Bozeman, Montana --------'------
LOGGED BY: J . Frank
DRILL METHOD: Excavator
DRILLER: Duneman Const.
DA TE: 2/28/20
ELEVATION: ------
SA E 0 LABO RA TORY TESTIN
,-., .:: <l.)
0.. C: '-' >-. -= f-'° Q. <l.) ---Vl ... 0.. ;!: Q C: ..2 ;;;
[/J co
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
.:i F E g ;;.-.
rJJ cs: 0.. rJJ u
0 rJJ
[/J ::l
CL
GP
TEST PIT NUMBER: 10
MATERIAL DESCRIPTION AND COMMENTS
Topsoil with Vegetation (Frozen)
Sandy Lean Clay with Few Scattered Gravels -Brown, Moist,
Medium Stiff, Moderate Plastic Index
Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet,
Dense, Granular Non-Plastic
Sample at 6.5 Feet for Corrosive Soils Tests
Groundwater Level at 7.3 Feet
Test Pit Ends at Approximately 9.5 Feet Depth
Groundwater Was Encountered at 7.3 Feet
Piezometer Set For Groundwater Monitoring
>-. -~ ~ X <l.) ~ ~ g -~ ,-.,
V') u ~ .g ::: ;:; '-' 0 Vl u co cs:
3: 0:::
6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
0 0 c N ~ <l.) ,-., :;t: ,-., 0.. > 0::: Vl ':f?. E 0
'-' ::, 0 cs: u ::: [/J <l.)
~ 0:::
TEST PIT LOG LEGEND
MATERIAL DESCRIPTION
uses Symbol
FILL
GP orGW
GM
GC
GP-GM
GP-GC
SP or SW
SM
SC
SP-SM
SP-SC
SC-SM
ML
MH
CL-ML
CL
CH
PCEM
CEM
BDR
uses Classification
Artificial Fill
Poorly/Well graded GRAVEL
Silty GRAVEL
Clayey GRAVEL
Poorly graded GRAVEL with Silt
Poorly graded GRAVEL with Clay
Poorly/Well graded SAND
Silty SAND
Clayey SAND
Poorly graded SAND with Silt
Poorly graded SAND with Clay
Silty Clayey SAND
SILT
Elastic SILT
Silty CLAY
Lean CLAY
Fat CLAY
PARTIALLY CEMENTED
CEMENTED
BEDROCK
CONSISTENCY
Cohesionless Soils Cohesive Soils Cementation
VL Very Loose So Soft MH Moderately Hard
L Loose F Firm H Hard
MD Medium Dense s Stiff VH Very Hard
D Dense vs Very Stiff
VD Verv Dense
SAMPLING
--............. SPT
Shelby Tube
NR No Recovery
~ Bulk Sample
~
--( .. ~...,':'It.;..✓~
RE RawJ,;de
.....___ _., Engineering Inc.
s:z Water Table
UNIFIED SOIL CLASSIFICATION SYSTEM
Crbrla for Aalgnlft9 Otoup Syneols and Group NamN u.&na Ll:llaratoly Toatl6 Soll etaulflcdon
0,-.
Group---Symbol
Coano Grained 8o!II Onwell Quan Orawll Cu:at4 and 1 ,cc"' GW WoD,trlldOd p,ef
Moro Ulaft 501' retained Moro llan ~ cl came t.eull1anfttina4: Cuc4andlor1 >CC>3' GP Poarty pded gravel' hdlon retllnod on
onNo.20011oYO No. 4 lllwo Gravels .. Anl8 Anal claltfy a ML ar MM GM Slllygravef'A•
Moro UWI 121' ftneaG Fin.sc:tauiryaa.orat GC Clayoy gravtllUt
Sandi OeanSanda euaen, ,ec,3• SW Wc,O,gn,dOd UIWI
501' or more cl coane Leu lhlln ft tlnN° Cu c8 and/of 1 > Cc> ,S SP Poarty graded.,,., fradlon p&llilS
No..hlovo Sandsdlflna AletelasdyuMLarMH SM SllyuncP"'
Morollan121'Gnol° FlnOI Claulfy u a. or CH SC CllyeyufldMo'
Rno-Glalnld 8olll SlbandClllya lno,gBftC Pl> 7 and P'OII on OtlCMwe •A•l!no' a. Lean~
50% or mo,o P11101 tho UQu!d Umll leu thin &O Pl c.C orploca bolow•A•lfno' ML ...... No.2001f8ve
orgri: Liquid llmll. °"'°" dr1ld c0.75 01. 0rpnlc~
UquldBznll•noldltod Organic~
Sllsand~ lnargmdc Pl p1o11 on ar movo ·A·1no CH Fal~ Liquid bl 01 aMn Pl pfOIS belcM •A• llno MH EIISllc_..,..
organic Liquid llrnl • oven dr1od c0.75 OH o,pn5cdllF"
Uquld l!m!l. not dried Organic~
H!ghlyarpnJcdl Prfmmilyo,ga,mmdlt,dnln cdor, and orgonlc odor PT Poat
"Based an Iha maleltal passing Ille 3-ln. (75-mm) ll8va Hif 1lnas are organic. ldd "Wtlh o,ga,K tnes9 CD group name.
11f fiefd sample mduled c;.obb!aa or bouldera, or bolh. add._.. CXlbbloa
o, bcNAdln, or boll" ID gn,up name.
CRnMlh with 5 tn 1~ llwl r•qufra clJal ll)lfflbnla• RW-RU wd o,lldad
gnwe!wfll Ill. GW-GCweB gradedepavel-.1111 day, GP-GM~
gradGd gnwol wlll s81. GP-GC poostygradod gravel wlll day.
DSands wlll 5 to 121' llnea requn dual aymball: SW-sM wtfl.sl'ldGd
sand-" sU1. SW-SC woDil'ldOd sand wi1tl da'/, SP-sM poort,graded
sand .it11111. SP-SC PoQrty graded and will clay
•eu=DeolDto ec=_Jf}JJ_ Dsox Dao
'If so1 can1am :t 1n sand, add-.,. ancr co group name.
0tt flnos dulffy at Q.-ML. uso dlal l)ffltM)I Ge-GM.or SC-SU.
'If DOIi conems :t 1n. gnwa1. add -wttta gnwer to group namo.
'If Auert,org &nill P9GI In Mldcd an,a. lo!I IS a CL-Ml. saty c:lay.
KH ooD oonlalM 15 lo 20M. plua No. 200, add ~I\ eetttr -~
grawl.· ~ 11 pradcmnant
L1t sce contains :t 30% ptus No. 200 s,tedam!nanly and, add
~ to group name.
11 If aoB contains 2 30% peus No. 200, predamlnanlly s,avel.
add~ lograur> name.
...,_ ~ 4 and pSots on or abovo·A· ane.
o Plc4orp1ot1batow•A•11no.
Pp1 plola on or above •A• 1tne.
o Pl pSolS be!ow •A• tine.
eo-------------....--""2"""---"""'!,----------,
~ ~..,~
ForclaAfffcdon of ftno,gralnod
80IJa and~ fraction m d~aaUa---,--
Equdan d •A•• lino
HodzontlllS PW 10 u.25.1.
ltlOn Pl-0.73 (I.WO)
l!qudarldV•b
Vord&lll 81 U.18 ID Plu7.
,,
~ Pa.o.l (LL,t) ¥---....,_.;--t---1""------+----+---+---t----1
MHorOH
10 ----~--,#---.+-..C......-+---+---+---+---+---t---t-----4
7 .. -0 __ ...._...._,.___....__.....___..&-____ __._ _ __._ _______ ___,
0 tO • 2D 30 .co so eo 10 80 SIO 100 110
LIQUID LIMIT (U.)
RE Rawl,ide
-. .,....,. Enxlneerlng Inc.
EN:RGY
LJ'"-80HA10RIL~->
Trust our People. Trust our Data.
www energylah com
Billings, MT 800.735.4489 •Casper.WY 888.235.051
Gillette, WY 866.686.7175 • Helena, MT 877.472.071
ANALYTICAL SUMMARY REPORT
March 11, 2020
Rawhide Engineering, Inc
6871 King Ave W Ste G1K
Billings, MT 59106-2604
Work Order: B20030033
Project Name: Buffalo Run
Quote ID: B4842
Energy Laboratories Inc Billings MT received the following 5 samples for Rawhide Engineering, Inc on 3/2/2020 for analysis.
Lab ID Client Sample ID Collect Date Receive Date Matrix Test
B20030033-001 TP-1 @6.5 02/28/20 10:00 03/02/20 Soil Anions, Saturated Paste Extract
Oxidation Reduction Potential
pH, Saturated Paste
Saturated Paste Extraction ASA
Resistivity, Sat Paste
B20030033-002 TP-3@6.5 02/28/20 10:00 03/02/20 Soil Same As Above
B20030033-003 TP-5 @6,5 02/28/20 10:00 03/02/20 Soil Same As Above
B20030033-004 TP-7@6.5 02/28/20 10:00 03/02/20 Soil Same As Above
B20030033-005 TP-10@6.5 02/28/20 10:00 03/02/20 Soil Same As Above
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 Laboratory Analytical Report, the QA/QC Summary
Report, or the Case Narrative. 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.
Report Approved By: ·:\·~ /--=~-~Digitally signed by L.i:2. -Keri Canter
,,:;--11a,oataR..,_.., Date: 2020.03.11 11 :00:24 -06:00
Page 1 of 12
EN:RGY
Lr~ll0RI\T0H ll ~.
Trust our People. Trust our Data.
1•,ww ene191lab 11
Billings, MT 800.735.4489 • Casper, WY 888.235.0515
Gillette, WY 866.686.7175 •Helena.MT 877.472.0711
LABORATORY ANALYTICAL REPORT
Client: Rawhide Engineering, Inc
Project: Buffalo Run
Lab ID: B20030033-001
Client Sample ID: TP-1 @ 6.5
Analyses
SATURATED PASTE EXTRACT
Resistivity, Sat. Paste
pH, sat. paste
Chloride
Sulfate
PHYSICAL PROPERTIES
Oxidation-Reduction Potential
Report
Definitions:
RL -Analyte Reporting Limit
QCL -Quality Control Limit
Prepared by Billings, MT Branch
Result Units Qualifiers
2500 ohm-cm
7.7 s.u.
18 mg/L
20 mg/L
336 mV
MCU
RL QCL
0.1
1
Report Date: 03/11 /20
Collection Date: 02/28/20 10:00
DateReceived: 03/02/20
Matrix: Soil
Method Analysis Date / By
Calculation 03/11/20 09:10 / srm
ASA10-3 03/11/20 09:10 / srm
E300.0 03/10/20 19:48 / mrc
E300.0 03/10/20 19:48 / mrc
A2580 BM 03/03/20 10:31 / jlw
MCL -Maximum Contaminant Level
ND -Not detected at the Reporting Limit (RL)
Page 2 of 12
EN:RGY
LABOR./\1 OAIE ~
Trust our People. Trust our Data.
www energylab.com
Billings, MT 800.735.4489 • Casper, WY 888.235.0515
Gillette, WY 866.686. 7175 • Helena, MT 877.472.0711
LABORATORY ANALYTICAL REPORT
Client: Rawhide Engineering, Inc
Project: Buffalo Run
Lab ID: B20030033-002
Client Sample ID: TP-3@6.5
Analyses
SATURATED PASTE EXTRACT
Resistivity, Sat. Paste
pH, sat. paste
Chloride
Sulfate
PHYSICAL PROPERTIES
Oxidation-Reduction Potential
Report
Definitions:
RL -Analyte Reporting Limit
QCL -Quality Control Limit
Prepared by Billings, MT Branch
Result Units Qualifiers
2440 ohm-cm
7.6 s.u.
16 mg/L
18 mg/L
284 mV
MCU
RL QCL
1
0.1
Report Date: 03/11/20
Collection Date: 02/28/20 10:00
DateReceived: 03/02/20
Matrix: Soil
Method Analysis Date / By
Calculation 03/11 /20 09:10 I srm
ASA10-3 03/11/20 09:1 O I srm
E300.0 03/10/20 20:19 / mrc
E300.0 03/10/20 20:19 / mrc
A2580 BM 03/03/20 10:36 I jlw
MCL -Maximum Contaminant Level
ND -Not detected at the Reporting Limit (RL)
Page 3 of 12
EN:RGY
Ll",t lOR.f\.1 C)RILS
Trust our People. Trust our Data.
www •ne•gy,ab com
Billings, MT 800.735.4489 • Casper, WY 888.235.0515
Gillette, WY 866.686.7175 •Helena.MT 877.472.0711
LABORATORY ANALYTICAL REPORT
Prepared by Billings, MT Branch
Client: Rawhide Engineering, Inc
Project: Buffalo Run
Lab ID: B20030033-003
Client Sample ID: TP-5@ 6.5
Analyses
SATURATED PASTE EXTRACT
Resistivity, Sat. Paste
pH, sat. paste
Chloride
Sulfate
PHYSICAL PROPERTIES
Oxidation-Reduction Potential
Report
Definitions:
RL -Analyte Reporting Limit
QCL -Quality Control Limit
Result Units
3070 ohm-cm
7.7 s.u.
15 mg/L
20 mg/L
292 mV
Qualifiers
MCU
RL QCL
0.1
Report Date: 03/11/20
Collection Date: 02/28/20 10:00
DateReceived: 03/02/20
Matrix: Soil
Method Analysis Date / By
Calculation 03/11 /20 09:1 O I srm
ASA10-3 03/11/20 09:10 I srm
E300.0 03/10/20 20:34 I mrc
E300.0 03/10/20 20:34 I mrc
A2580 BM 03/03/20 10:40 / jlw
MCL -Maximum Contaminant Level
ND -Not detected at the Reporting Limit (RL)
Page 4 of 12
EN:RGY
L>,.UOR/\..101--(IL~,
Trust our People. Trust our Data.
www cnc,g)'lab com
Billings, MT 800. 735.4489 • Casper, WY 888.235.0515
Gillette, WY 866.686.7175 • Helena, MT 877.472.0711
LABORATORY ANALYTICAL REPORT
Client: Rawhide Engineering, Inc
Project: Buffalo Run
Lab ID: B20030033-004
Client Sample ID: TP-7@6.5
Analyses
SATURATED PASTE EXTRACT
Resistivity, Sat. Paste
pH, sat. paste
Chloride
Sulfate
PHYSICAL PROPERTIES
Oxidation-Reduction Potential
Report
Definitions:
RL -Analyte Reporting Limit
QCL -Quality Control Limit
Prepared by Billings, MT Branch
Result Units Qualifiers
3960 ohm-cm
7.2 s.u.
15 mg/L
12 mg/L
313 mV
MCU
RL QCL
0.1
Report Date: 03/11/20
Collection Date: 02/28/20 10:00
DateReceived: 03/02/20
Matrix: Soil
Method Analysis Date / By
Calculation 03/11 /20 09: 10 / srm
ASA10-3 03/11 /20 09: 10 / srm
E300.0 03/10/20 20:50 I mrc
E300.0 03110120 20:50 I mrc
A2580 BM 03/03120 11 :00 / jlw
MCL -Maximum Contaminant Level
ND -Not detected at the Reporting Limit (RL)
Page 5 of 12
EN:RGY
L.I\UORJ\TO~ILS
Trust our People. Trust our Data.
1•1ww •nergylab com
Billings, MT 800. 735.4489 • Casper, WY 888.235.0515
Gillette, WY 866.686.7175 • Helena, MT 877.472.0711
LABORATORY ANALYTICAL REPORT
Prepared by Billings, MT Branch
Client: Rawhide Engineering, Inc
Project: Buffalo Run
Lab ID: B20030033-005
Client Sample ID: TP-10@ 6.5
Analyses
SATURATED PASTE EXTRACT
Resistivity, Sat. Paste
pH, sat. paste
Chloride
Sulfate
PHYSICAL PROPERTIES
Oxidation-Reduction Potential
Report
Definitions:
RL -Analyte Reporting Limit
QCL -Quality Control Limit
Result Units
3400 ohm-cm
7.5 s.u.
10 mg/L
11 mg/L
297 mV
Qualifiers
MCU
RL QCL
0.1
1
Report Date: 03/11/20
Collection Date: 02/28/20 10:00
DateReceived: 03/02/20
Matrix: Soil
Method Analysis Date / By
Calculation 03/11/20 09:10 / srm
ASA10-3 03/11/20 09:10 / srm
E300.0 03/10/20 21 :05 / mrc
E300.0 03/10/20 21 :05 / mrc
A2580 BM 03/03/20 11 :11 / jlw
MCL -Maximum Contaminant Level
ND -Not detected at the Reporting Limit (RL)
Page 6 of 12