HomeMy WebLinkAbout018 - Appendix P.1 - Geotechnical_PreliminaryReport Rawhide
Engineering Inc.
6871 King Avenue West,Suite GIK,Billings,Montana(406)969-5305
PRELIMINARY GEOTECHNICAL INVESTIGATION REPORT
115 ACRE TRACT
DAVIS LANE & VALLEY CENTER ROAD
BOZEMAN, MONTANA
PREPARED FOR:
Mr. Rob Lateiner
Virga Capital
PO Box 1070
Bozeman, MT 59771
Rawhide Engineering,Inc. April 14,2021
RRawhide
E En lineerin Inc.
April 14, 2021
Virga Capital
PO Box 1070
Bozeman, MT 59771
SUBJECT: Preliminary Geotechnical Investigation Report
115 Acre Tract
Davis Lane & Valley Center Road
Bozeman, Montana
Dear Mr. Lateiner:
This report presents the results of our preliminary geotechnical investigation for the 115 Acre
Tract located on Davis Lane & Valley Center Road 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 residential and commercial property.
Our recommendations contained in this report are based on exploratory test pits, laboratory
testing, engineering analysis and preparation of this report. The recommendations required to
design preliminary foundations and utility installation are contained in the attached report.
These conclusions and recommendations, along with restrictions and limitations on these
conclusions, are discussed in the attached report.
We appreciate this opportunity to be of service to you, and look forward to future endeavors. If
you have any questions regarding this report or need additiongL•i V•or services, please
$5 •.
feel free to call the undersigned. '9
R08ERT WAYNE
Sincerely, KUKES
RAWHIDE ENGINEERING, INC. p � `/`�`'L
Jason A. Frank RoUe' WA�QE11�ea;'p.E.
Principal Principal
Enclosures: Report (1 hard copy, 1 pdf)
Rawhide Engineering, Inc. April 14,2021
TABLE OF CONTENTS
PAGE
INTRODUCTION ...........................................................................................................................1
ProjectDescription..............................................................................................................1
Scopeof Service.................................................................................................................1
Authorization ......................................................................................................................1
Professional Statements and Limitations............................................................................1
PROPOSEDCONSTRUCTION......................................................................................................2
FIELD INVESTIGATION .................................................................................................................2
LABORATORY TESTING ..............................................................................................................2
Moisture Content Tests........................................................................................................3
Soil Classification Tests.......................................................................................................3
Resistivityand pH Tests......................................................................................................4
SUBSURFACE SOILS AND GROUNDWATER............................................................................4
RECOMMENDATIONS...................................................................................................................4
Excavations ......................................................................................................................4
Material .................................................................................................................5
Placement and Compaction ....................................................................................5
FOUNDATIONS........................................................................................................................5
Shallow Foundations.................................................................................5
StructuralFill..................... ...........................................................................................6
CompactionRequirements...................................................................................................7
CONCRETE SLAB-ON-GRADE.....................................................................................................7
SITEDRAINAGE ............................................................................................................................8
APPENDICES
A Plates
April 14,2021
PRELIMINARY GEOTECHNICAL INVESTIGATION REPORT
115 ACRE TRACT
DAVIS LANE &VALLEY CENTER ROAD
BOZEMAN, MONTANA
INTRODUCTION
Project Description
This report is to determine the subsurface soils on this site and provide preliminary
recommendations for future development of residential and commercial property. The project
also includes utilities and interior streets. The new buildings will be on Davis Lane & Valley
Center Road 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 8.0 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 April 6, 2021.
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 residential and commercial development with
utility installation and interior street construction. Structural loads and foundation type will be
designed at a later date if the project proceeds on this site.
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
8.0 to 10.0 feet below the existing ground surface. The location of the test pits shown on the
Vicinity/Site Map were dimensioned from property corners with the site map provided. This
location should be considered accurate only to the degree implied by the method used.
The field investigation was under the direct control of an experienced member of our
geotechnical staff who logged the soil conditions for each test pit. Samples were obtained from
bulk samples during the test pit 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.
Gradations and Atterberg Limits Tests
Percent Passing
Sieve Size TP-6 @ 2.0-4.0'
No. 4 100
No. 10 100
No. 20 98
No. 40 92
No. 80 84
No. 200 73
Plastic Index 5.4
Unified Silty Clay with
Classification Sand CL-ML
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 or silty clay with sand.
The testing will be performed by Energy Lab in Billings, Montana. The test results will be
forwarded when completed by the outside laboratory.
SITE CONDITIONS
The site is located on the southwest corner of Davis Lane and East Valley Center Road west of
Bozeman, Montana. The site is bordered by Valley Center on the north, Davis Lane on the east
and developed residential property and agricultural land. The site is currently covered by
vegetation. This 115 acre parcel slopes to the north. 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 silty clay with sand to depths ranging from 2.5 to 8 feet.
Beneath the silty clay we encountered gravel with sand and cobbles to the depths explored of
8.0 to 10.0 feet below existing site grades. The silty clay with sand layer was medium stiff and
has a low plastic index. The gravel with sand was dense and was granular non-plastic.
Groundwater was not encountered in the test pits at the depths explored of 8 to 10 feet during
our exploration in April 2021.
RECOMMENDATIONS
Prior to construction, the topsoil with vegetation layer should be stripped and removed from the
site. It appears about 0.5 feet 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 A soils in the upper fine grained soils and
Type C in the native gravel with sand. During wet weather, runoff water should be prevented
from entering excavations.
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 wails 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 A soils in the upper
fine grained soils and Type C in the native gravel with sand. (Federal Register 29 CFR, Part
1926).
Backfills for trenches or other excavations within pavement areas should be compacted in six to
eight inch layers with 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
At this time this is a preliminary report and the size and design of residential and commercial
buildings is not known. We would recommend that future buildings would be 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. Some areas may require over excavation and geogrid
5
where the gravel is down 8 feet. Due to the large cobbles encountered on this site, it may be
advantageous to 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 or 2,000 psf for
structural fill reinforced with geogrid. Settlements will be calculated later when the type of
building and structural loads are known.
Structural fill shall be placed in layers, moisture conditioned, and compacted to 98% of ASTM
D698. Exterior continuous footings should be 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 silty, clayey sand may be calculated using an allowable
passive equivalent fluid unit weight of 220 pounds per cubic foot and an allowable coefficient of
friction of 0.42 applied to vertical dead loads. Both passive and frictional resistances may be
assumed to act concurrently. An allowable active equivalent fluid pressure of 37 pounds per
cubic foot may be used.
The International Building Code (IBC) site class for this project is Class C.
Structural Fill
Structural fill will be used beneath the footings and should consist of dense gravel with sand and
conforming to the following gradation and plastic index.
Sieve Size Percent Passing
3 Inch 100%
No. 4 25-65%
No. 200 <20%
Plastic Index 12 or less
All structural fill shall be placed in eight inch loose lifts and uniformly moisture conditioned to
within +/-2% of optimum moisture content. The contractor shall provide and use sufficient
equipment of a type and weight suitable for the conditions encountered in the field. The
equipment shall be capable of obtaining the required compaction in all areas, including those
that are inaccessible to ordinary rolling equipment.
6
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 four inches. 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.
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
7
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
P I ates
Site / Vicinity Map
0
Project Location
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TEST PIT LOG LOGGED BY: J. Frank
Q� A�;��� ; PROJECT: 115 Acre Parcel DRILL METHOD: Excavator
3W Corner of Davis Lane & E. Valley Center Rd DRILLER: BEST Ex.
R Rawhide CLIENT: Rob Lateiner DATE: 4/9/21
E Errgiireerhkq Irre. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTING
TEST PIT NUMBER: 1 r o ^ N
CZ
n MATERIAL DESCRIPTION AND COMMENTS 3
Topsoil with Some Vegetation and Organics
1
2 CL-ML Silty Clay with Sand - Brown/Light Brown, Moist
Medium Stiff, Low/Moderate Plastic Index
3
4
5
6 GP Gravel and Cobbles with Sand - Gray/Brown, Moist,
Dense, Granular Non-Plastic
7 Sample at 6.5 Feet for Corrosive Soils Tests
8
9 Test Pit Ends at Approximately 9.0 Feet Depth
10 Groundwater Was Not Encountered
Piezometer Set For Groundwater Monitoring
11
12
13
14
15
16
17
18
19
20
6871 King Ave. West, Suite G1K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
TEST PIT LOG LOGGED BY: J. Frank
V6. PROJECT: 115 Acre Parcel DRILL METHOD: Excavator
R 3W Corner of Davis Lane & E. Valley Center Rd DRILLER: BEST Ex.
Rawhide CLIENT: Rob Lateiner DATE: 4/9/21
E
Etigineerit:g Inc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTING
TEST PIT NUMBER: 2
� >
" o Y 0. - o E Ov
0 i V O O C C/)
O
U MATERIAL DESCRIPTION AND COMMENTS 3 C_
Topsoil with Some Vegetation and Organics
1
2 CL-ML Silty Clay with Sand - Brown/Light Brown, Moist.
Medium Stiff, Low/Moderate Plastic Index
3
4
5
6
7
8 GP Gravel and Cobbles with Sand -Gray/Brown, Moist,
9 Dense, Granular Non-Plastic
10 Test Pit Ends at Approximately 9.5 Feet Depth
Groundwater Was Not Encountered
11
12
13
14
15
16
17
18
19
20
6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
TEST PIT LOG LOGGED BY: J. Frank
lb PROJECT: 115 Acre Parcel DRILL METHOD: Excavator
3W Corner of Davis Lane & E. Valley Center Rd DRILLER: BEST Ex.
R E Rawhide CLIENT: Rob Lateiner DATE: 4/9/21
-_ Engineering Inc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTING
0
..
TEST PIT NUMBER: 3Cz
CA c CU o Uo
0
U MATERIAL DESCRIPTION AND COMMENTS 3 C_ :
Topsoil with Some Vegetation and Organics
1
2 CL-ML Silty Clay with Sand - Brown/Light Brown, Moist
Medium Stiff, Low/Moderate Plastic Index
3
4
5
6 GP Gravel and Cobbles with Sand -Gray/Dark Brown, Moist,
7 Dense, Granular Non-Plastic
8
9 Test Pit Ends at Approximately 9.0 Feet Depth
10 Groundwater Was Not Encountered
11
12
13
14
15
16
17
18
19
20
6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
TEST PIT LOG LOGGED BY: J. Frank
PROJECT: 115 Acre Parcel DRILL METHOD: Excavator
R 3W Corner of Davis Lane & E. Valley Center Rd DRILLER: BEST Ex.
Rawhirle CLIENT: Rob Lateiner DATE: 4/9/21
E
Engineering Inc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTING
0
TEST PIT NUMBER: 4 _ o
t [—
o
U MATERIAL DESCRIPTION AND COMMENTS 3 G
Topsoil with Some Vegetation and Organics
1
2 CL-ML Silty Clay with Sand - Brown/Light Brown, Moist.
Medium Stiff, Low/Moderate Plastic Index
3
4
5
6
7 Sample at 6.5 Feet for Corrosive Soils Tests
GP Gravel and Cobbles with Sand -Gray/Brown, Moist,
8 Dense, Granular Non-Plastic
9
10 Test Pit Ends at Approximately 10.0 Feet Depth
11 Groundwater Was Not Encountered
Piezometer Set For Groundwater Monitoring
12
13
14
15
16
17
18
19
20
6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
TEST PIT LOG LOGGED BY: J. Frank
���� AO- PROJECT: 115 Acre Parcel DRILL METHOD: Excavator
R3W Corner of Davis Lane & E. Valley Center Rd DRILLER: BEST Ex.
ERrrwhirle CLIENT: Rob Lateiner DATE: 4/9/21
Engineerii:g Inc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTING
T
TEST PIT NUMBER: 5 rq
C o o U @ _
Cr n `" = MATERIAL DESCRIPTION AND COMMENTS 3 °-
Topsoil with Some Vegetation and Organics
1
2 CL-ML Silty Clay with Sand - Brown/Light Brown, Moist.
Medium Stiff, Low/Moderate Plastic Index
3
4 GP Gravel and Cobbles with Sand -Gray/Brown, Moist,
5 Dense, Granular Non-Plastic
6
7
8 Test Pit Ends at Approximately 8.0 Feet Depth
9 Groundwater Was Not Encountered
10
11
12
13
14
15
16
17
18
19
20
6871 King Ave. West, Suite G1K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
TEST PIT LOG LOGGED BY: J. Frank
PROJECT: 115 Acre Parcel DRILL METHOD: Excavator
R E3W Corner of Davis Lane & E. Valley Center Rd DRILLER: BEST Ex.Rawhide CLIENT: Rob Lateiner DATE: 4/9/21
Etigineering Inc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES c LABORATORY TESTING
�^ TEST PIT NUMBER: 6 N o
U
_o
v
MATERIAL DESCRIPTION AND COMMENTS 3 °
Topsoil with Some Vegetation and Organics
1
2 CL-ML Silty Clay with Sand - Brown/Light Brown, Moist
Medium Stiff, Low/Moderate Plastic Index
F 18.7 5.4 73.4 2.0
3
4
5 GP Gravel and Cobbles with Sand - Gray/Brown, Moist,
6 Dense, Granular Non-Plastic
7
8
9 Test Pit Ends at Approximately 9.0 Feet Depth
10 Groundwater Was Not Encountered
11
12
13
14
15
L16
6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
TEST PIT LOG LOGGED BY: J. Frank
Va, PROJECT: 115 Acre Parcel DRILL METHOD: Excavator
R 3W Corner of Davis Lane& E. Valley Center Rd DRILLER: BEST Ex.
ERawhide CLIENT: Rob Lateiner DATE: 4/9/21
-_ Engineering Inc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES c LABORATORY TESTING
0
TEST PIT NUMBER: 7
N a — � >
0
U MATERIAL DESCRIPTION AND COMMENTS 3 °
Topsoil with Some Vegetation and Organics
1
2 CL-ML Silty Clay with Sand - Brown/Light Brown, Moist.
Medium Stiff, Low/Moderate Plastic Index
3
4
5
6 GP Gravel and Cobbles with Sand -Gray/Brown, Moist,
7 Dense, Granular Non-Plastic
Sample at 6.5 Feet for Corrosive Soils Tests
8
9
10 Test Pit Ends at Approximately 10.0 Feet Depth
11 Groundwater Was Not Encountered
Piezometer Set For Groundwater Monitoring
12
13
14
15
16
17
18
19
20
6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
TEST PIT LOG LOGGED BY: J. Frank
PROJECT: 115 Acre Parcel DRILL METHOD: Excavator
R3W Corner of Davis Lane & E. Valley Center Rd DRILLER: BEST Ex.
ERawhide CLIENT: Rob Lateiner DATE: 4/9/21
Engineering Inc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES c LABORATORY TESTING
T
TEST PIT NUMBER: 8 Y
C o o U
� n `" = MATERIAL DESCRIPTION AND COMMENTS 3 —
Topsoil with Some Vegetation and Organics
1
2 CL-ML Silty Clay with Sand - Brown/Light Brown, Moist.
Medium Stiff, Low/Moderate Plastic Index
3
4
5
6
7
8 GP Gravel and Cobbles with Sand -Gray/Brown, Moist,
Dense, Granular Non-Plastic
9
10 Test Pit Ends at Approximately 9.5 Feet Depth
Groundwater Was Not Encountered
11
12
13
14
15
16
17
18
19
20
6871 King Ave. West, Suite G1K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
TEST PIT LOG LOGGED BY: J. Frank
PROJECT: 115 Acre Parcel DRILL METHOD: Excavator
R E3W Corner of Davis Lane & E. Valley Center Rd DRILLER: BEST Ex.Rawhide CLIENT: Rob Lateiner DATE: 4/9/21
Engineering Inc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTING
O T
i-.
1 TEST PIT NUMBER: 9 o ^ ..
U o a N o o
.. c�
C O o U :3 cn
MATERIAL DESCRIPTION AND COMMENTS 3 °-
Topsoil with Some Vegetation and Organics
1
2 CL-ML Silty Clay with Sand and Scattered Gravels- Brown,
Moist, Medium Stiff, Low/Moderate Plastic Index
3 GP Gravel and Cobbles with Sand -Gray/Brown, Moist,
4 Dense, Granular Non-Plastic
5
6
7 Sample at 6.5 Feet for Corrosive Soils Tests
8
9 Test Pit Ends at Approximately 9.0 Feet Depth
10 Groundwater Was Not Encountered
Piezometer Set For Groundwater Monitoring
11
12
13
14
15
16
17
18
19
20
6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
TEST PIT LOG LOGGED BY: J. Frank
PROJECT: 115 Acre Parcel DRILL METHOD: Excavator
R3W Corner of Davis Lane & E. Valley Center Rd DRILLER: BEST Ex.
ERawhide CLIENT: Rob Lateiner DATE: 4/9/21
Engineering Inc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES c LABORATORY TESTING
F =cooTEST PIT NUMBER: 10 Y
rnG 3 'CL V� 0 It
U o U C. 7 \ .^. U— U o -
�?
0
U
MATERIAL DESCRIPTION AND COMMENTS 3
Topsoil with Some Vegetation and Organics
1
2 CL-ML Silty Clay with Sand and Some Scattered Gravels- Brown,
Moist, Medium Stiff, Low/Moderate Plastic Index
3
4 GP Gravel and Cobbles with Sand - Gray/Brown, Moist,
Dense, Granular Non-Plastic
5
6
7 Sample at 6.5 Feet for Corrosive Soils Tests
8
9 Test Pit Ends at Approximately 9.0 Feet Depth
10 Groundwater Was Not Encountered
Piezometer Set For Groundwater Monitoring
11
12
13
14
15
L16
6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
TEST PIT LOG LEGEND
MATERIAL DESCRIPTION
Soil Pattern USCS Symbol USCS Classification
:-------__-_-` FILL Artificial Fill
u. ..:......-- -==-
GP or GW Poorly/Well graded GRAVEL
GM Silty GRAVEL
GC Clayey GRAVEL
GP-GM Poorly graded GRAVEL with Silt
GP-GC Poorly graded GRAVEL with Clay
SIP or SW Poorly/Well graded SAND
SM Silty SAND
SC Clayey SAND
SP-SM Poorly graded SAND with Silt
SP-SC Poorly graded SAND with Clay
SC-SM Silty Clayey SAND
ML SILT
MH Elastic SILT
CL-ML Silty CLAY
CL Lean CLAY
CH Fat CLAY
PCEM PARTIALLY CEMENTED
-== CEM CEMENTED
BDR BEDROCK
CONSISTENCY
Cohesionless Soils Cohesive Soils Cementation
VL Very Loose So Soft MH Moderately Hard
L Loose F Firm H Hard
MD Medium Dense S Stiff VH Very Hard
D Dense VS Very Stiff
VD Very Dense
SAMPLING
SPT
Shelby Tube
NR No Recovery
Bulk Sample
Water Table
yV
ERawhide
Engineering Inc.
UNIFIED SOIL CLASSIFICATION SYSTEM
CrkwU for Assgntnp Grasp Symbots and Group tamp!!stag Laboratory Tosta• Sop Cbsslpgtlon
symbol Group Name
Coarse Gaboad Soft Grovels Clean Gravols Cu a 4 and 1 s Cc s 34 GW Weul-graded gravel'
Moro tan 50%relslned More Own 50%of coarse Lou don 5%free Cu c 4 and/or 1>Cc>3' GP Poorly Waded Sever
0rac8on rotatrl0d on
on No.200 sieve No.4 slave Gravels with lanes Fine classdy as IAL or MH GM SMy Graver'
Mom than 12%tines` Fines classify as CL or CH GC Ctsyoy graver'"
Sands Clears Sands Cu a 6 and t e a s 3' SW wc09redod sud'
50%or mole of Cows! Lou than 5%first:° Cu<S andlor 1>Cc>3` SP Poorly graded surd'
stove Sends wfb Fines Finns classify as ML or Wi SM S ft sand""
Afore tar 12%fin ce Flnos Classify as CL or CH SC Ctayty sand`"'
Fires-Qrstned Sous Sits and Ctays hargank PI>7 and pM en or above A'&W CL Law cloy""
50%or more Pam the fiww Umit less than 50 PI<4 or plots bofow A&W PAL SReum
No.200 slave
orgaftfc U W WM-own dried 40.75 OL OfgXfft dey""
LkpW ttmll-not dried Organic stud'—
Slits and am Inorganic PI plots on or above A Ira CH Fat clay""
UOndd fiord 50 or more PI pleb bek w'A'Ito MH E4 5c SM"m
organk Uquid b*-oven drlod c 0.75 ONorgavc deem"
Uqufd Cmh-not dried Orgardc siF'"'"
Highly avant eons Pfba*organic mattor,dark In Color.and orgardo odor PT Peal
"Based on the male !passtrg the 34n.(IS-mm)ateve "tf Arras are atyardC,add *M orgsntc liras'to group narm
aft field sample cwdatad Lxrbbtae or boulders.or both.add lulu Cobblos n If edf confabs 215%gravel,scid kith gravel'b group name.
or boulders.or both"to group name. 'If Atenbwg Unties Out In shaded area.so0 Is a CL4AL-saty clay.
cr,,= n nee,s to im firtrts rwpkbw afar • f¢1N4W wrra.gaedart Ktf soa*wmins 15 b 2g%pkr3 No.200.odd%41t send•or'1Mth
gravel vM sot GW-GC wellVaded Wavel w4A day.GP-GM poorly gravel:whtctaver Is prodondmmt
Waded gel vita sK GP-GC poorly grmele gravel MAb d3y' L if see contarts a 30%plus Nor 200 prodontrnan0y sand.add
°Sands with 5 to 12%Ones require dual symbats: SWSM welli nsdod 'Saw to tip nmm
sand w Ih sfit SW-SC woil-graded sand with day.SPSM poorly Waded " If sod OMbrm 2 30%plus No.200.predofrdnanOy gravel.
sand wtlh SM SPSC poorly graded sand UM day
add rofavely b group nem
eCu a Dw/Dto Cc- A-f "PI a 4 and piob on or above A Itne.
Dto x Oro o PI<4 or pleb bolow'A Ora.
F If sot ow tarts a 15%sand,add-WIh sand'to group name. °PI Pbfs on or above W li a.
Off Mae classify as CL-AIL.Lao dwf symbol GC-GM.or SC W o PI pleats below'A'Ilse.
a0
For chsaftkatbn of fino•grahted
toils and line gralfad UaCtlon
50 of oOmse grarned tails �A
EWROon of'A'-torts .S; •p'
Hfodtontal al P1o4 to t t.2 R '
WXXQt1 4p aten Ps.OJ3 p.L-m aQ�
Z &wadm of'r•Inc Vat"as t1a/e is Pb77F,
30 Iron PU"(LL-0)
20 '
MH or OH
10
7 ---
4 - ML or OL
0
o TO 16 20 30 40 50 e0 70 e0 00 100 110
UMID UMrr(w
R �Rawhide
E
E— E'ngineerini;Inc.