HomeMy WebLinkAboutE_2018.05.06 Bozeman East GeoTech Report-FINAL 05-04-2018 Rawhide
EngineeringInc.
6871 King Avenue West,Suite CI K,Billings,MT 59106(406)969-5305
GEOTECHNICAL INVESTIGATION REPORT
BOZEMAN EAST MIXED USE DEVELOPMENT
TSCHACHE LANE
BOZEMAN, MONTANA
PREPARED FOR:
Mr. Matt Ekstrom
Morrison-Maierle, Inc.
PO Box 1113
Bozeman, MT 59771
Rawhide Engineering,Inc. May 4,2018
RRawhide
E Engineering Inc.
May 4, 2018
Morrison-Maierle, Inc.
PO Box 1113
Bozeman, MT 59771
SUBJECT: Geotechnical Investigation Report
Bozeman East Mixed Use Development
Tschache Lane
Bozeman, Montana
Dear Mr. Ekstrom:
This report presents the results of our geotechnical investigation for the Bozeman East Mixed
Use Development Project. The site location and test pit locations are shown on the Vicinity/Site
Map shown on Plate 1 at the end of this report. The projects consists of four new apartment
buildings with lower commercial spaces in two of the buildings and the associated
driveways/parking lot and recommendations for utility installation.
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 commercial foundations, asphalt parking 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.
• �. '•9if s
Sincerely, ;C^ ',
V-�Up
EK WAYf4RAWHIDE ENGINEERING, INC. UKE
Jason A. Frank Robel��Cukesr-A:E.
Principal Principal-•. ;"'�`
Enclosures: Report (1 hard copy, 1 pdf)
Rawhide Engineering, Inc. May 4,2018
TABLE OF CONTENTS
PAGE
INTRODUCTION ...........................................................................................................................1
ProjectDescription..............................................................................................................1
Scopeof Service.................................................................................................................1
Authorization ......................................................................................................................1
Professional Statements and Limitations............................................................................1
PROPOSEDCONSTRUCTION......................................................................................................2
FIELDINVESTIGATION .................................................................................................................2
LABORATORYTESTING ..............................................................................................................3
Moisture Content Tests........................................................................................................3
SoilClassification Tests.......................................................................................................3
SITECONDITIONS.........................................................................................................................4
SUBSURFACE SOILS AND GROUNDWATER.........................................................................4
RECOMMENDATIONS...................................................................................................................4
Excavations ......................................................................................................................4
Material .................................................................................................................5
Placement and Compaction ....................................................................................5
FOUNDATIONS........................................................................................................................6
Conventional Spread Footings............................................................................................6
StructuralFill................................................................................. ........6
CompactionRequirements...................................................................................................7
CONCRETE SLAB-ON-GRADE.....................................................................................................7
PAVEMENTSECTIONS.....................................................................................8
Subgrade and Aggregate Base...........................................................................................8
Asphalt Concrete Pavement.................................................................................................9
SITEDRAINAGE.............................................................................................................................9
APPENDICES
A Plates
May 4, 2018
GEOTECHNICAL INVESTIGATION REPORT
BOZEMAN EAST MIXED USE DEVELOPMENT
TSCHACHE LANE
BOZEMAN, MONTANA
INTRODUCTION
Project Description
This project will consist of four new apartment buildings which will be 3 to 4 story wood framed
structures with a concrete slab-on-grade. The buildings will have commercial spaces in two of
the buildings with the associated parking lot and utility installation located at Tschache Lane in
Bozeman, Montana. The site is currently a tilled agricultural field.
Scope of Services
Our scope of services for this project consisted of the following:
1. Excavating 10 exploratory test pits to depths of 8.5 to 10 feet below existing site
grades.
2. Laboratory testing to determine the characteristics of the site soils for use in
engineering design.
3. Engineering analysis to aid in the design of structure foundations, utility
installation and asphalt pavement structural 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 3, 2018.
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.
Rawhide Engineering, Inc. 1 May 4,2018
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 the construction of four 3 to 4 story apartment
buildings which will be wood framed. The buildings will have conventional stem wall
foundations with a concrete slab on grades. At this time the project is not far enough along in
the design to develop structural loads. The recommendations in this report will be verified
once the structural loads are provided.
This project will also include the construction of utilities to service the building and an asphalt
parking lot.
FIELD INVESTIGATION
In order to determine and evaluate the subsurface conditions across the site, 10 exploratory test
pits were completed using a backhoe provided by Rawhide Engineering. The site was too soft
to use a truck mounted drill rig equipped with hollow stem and solid stem augers. Test pit
depths were 8.5 to 10 feet below the existing ground surface. The location of the test pits
shown on the Vicinity/Site Map were provided by Rawhide Engineering based on the
information 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. Bulk samples from the
excavations were obtained for further testing. The SPT and 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 drill cuttings.
Rawhide Engineering, Inc. 2 May 4,2018
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.
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 @ 3.0—5.0-
No. 4 100
No. 10 100
No. 20 99
No. 40 99
No. 80 97
No. 200 87
Plastic Index 10.1
Unified Classification Lean Clay (CL)
Rawhide Engineering, Inc. 3 May 4,2018
SITE CONDITIONS
The site is located at Tschache Lane. The site is currently undeveloped agricultural land which
slopes gently to the north and east. A total relief of 5 to 7 feet is currently present across the
site.
The site is bordered by developed and undeveloped commercial and residential property.
Drainage on the site consists of infiltration and runoff to the north and east.
SUBSURFACE SOILS AND GROUNDWATER
The soil conditions encountered on the site generally consist of a layer of topsoil with some
vegetation extending to a depth of 1.0 foot below the existing surface. Beneath the topsoil we
encountered lean clay to depths ranging from 3.5 to 10.0 feet below existing site grades. The
lean clay soils were soft to very soft and have a moderate plastic index and a high potential for
consolidation. Beneath the fine grained soil layer we encountered gravel with sand to the
depths explored of 8.5 to 10 feet below existing site grades. In test pits 1 and 2 we did not get
down to the gravel with the excavator that was used on this project. The gravel with sand was
dense and was granular non-plastic. Groundwater was encountered in test pits at depths
ranging from 5.5 to 7.0 feet (at the gravel interface) below existing site grades and will impact
utility installation. The groundwater levels were measured in April 2018 and may change
with seasonal precipitation and irrigation practices. Piezometers were installed in six of
the backfilled test pits for groundwater monitoring.
RECOMMENDATIONS
Prior to construction, topsoil should be removed from the site or stockpiled for use in non-
structural areas. It appears about 1.0 feet can be used as a reasonable estimate for average
depth of stripping. Excavations resulting from removal operations should be cleaned of all loose
material and widened as necessary to permit access to compaction equipment. The building
areas and parking areas should be scarified and compacted to 95% of ASTM D698 prior
excavating the footings.
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 lower gravel with sand soils. During wet weather, runoff water should be
prevented from entering excavations.
Rawhide Engineering, Inc. 4 May 4,2018
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 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 and Type C soils in the native gravel with
sand. (Federal Register 29 CFR, Part 1926).
The groundwater levels are currently 5.5 to 7.0 feet below the current site grade. If the
site is not raised, the utility installation may require a dewatering plan. Our scope of
service did not include a groundwater study or the design of a dewatering system. If
dewatering is required, the system should be designed by a competent person with
experience designing dewatering systems and there effects on adjacent structures.
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 Section 02221 of 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.
Rawhide Engineering, Inc. 5 May 4, 2018
Foundations
The buildings will be constructed using conventional stem wall foundations with a concrete slab
on grade. Due to the upper soft clay layers, the continuous foundations and interior column
footings should be constructed utilizing deep foundations which transfer the loads down into the
native gravel with sand layer. The deep foundations should extend 3 to 5 feet into the gravel
with sand layer.
The foundation system may be designed using helical piers which generally have a capacity of
25 kips or grouted micro piles which are generally around 40 kips. It would also be prudent to
investigate the use of rammed aggregate piers or drilled concrete piers. Rawhide will provide
sizes and capacities once the type of piers is decided. Generally the piers will have to be 10
feet in length which will transfer the load from the bottom of the footing 3 to 5 feet into the gravel
layer.
The above recommendations will need to be reviewed by Rawhide Engineering once
structural loads have been determined.
Structural fill under foundations shall be placed in layers, moisture conditioned, and compacted
to 98% of ASTM D698. Exterior continuous foundations should be embedded a minimum of 4.0
feet below lowest adjacent exterior finish grade for frost protection and confinement. Interior
footings should be bottomed at least 12 inches below lowest adjacent finish grade 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 upper lean clay soils may be calculated using an allowable
passive equivalent fluid unit weight of 190 pounds per cubic foot and an allowable coefficient of
friction of 0.37 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.
Structural Fill
Structural fill will be used beneath the entire building envelope and should consist of dense
gravel with sand and conforming to the following gradation and plastic index.
Rawhide Engineering, Inc. 6 May 4, 2018
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.
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
Subgrade for Paved Parking Areas 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. 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 six inches of crushed base aggregate should be placed beneath slab-on-grade floors to
provide uniform support. The aggregate base should be compacted to a minimum of 95%
relative compaction.
Rawhide Engineering, Inc. 7 May 4, 2018
We recommend that the base course be placed within three to five days (depending on the time
of year) after moisture conditioning and compaction of the subgrade soil. The subgrade should
be protected against drying until the concrete slab is placed.
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 impermeable
membrane is placed on top of the base course immediately below the concrete slab.
Pavement Sections
The recommended pavement structural section for the project presented below was calculated
using the AASHTO pavement design procedure. Traffic loading information was not available at
the issue of this report. If traffic loading information becomes available or if loading is
anticipated to exceed assumed loading conditions, alternative pavement structural sections
should be determined based on the provided loading information. In our analysis, we have
assumed light-duty loading conditions of 105,000 18-kip equivalent single axle load (18-kip
ESAL) for the lifetime of the pavement for the parking areas. A CBR value of 3.5 was used for
design of the pavement section.
PAVEMENT STRUCTURAL SECTIONS
Traffic Condition Recommended Minimum Structural Section
Light Duty Asphalt Section 3 inches of Asphaltic Concrete, 6 inches of 1 '/z" Crushed
Base Course and 10 inches of 6" minus pit run gravels
Aggregate base course thickness may be reduced in each alternate pavement structural section
by approximately 20% with the use of geotextile fabric meeting AASHTO M 288-2000 class 1
requirements. If this alternative is selected, we can provide addition pavement structural
sections.
It should be noted that the subgrade soils are likely to be prone to frost action during the winter
and saturation during the wet spring months. The primary impact of frost action and subgrade
saturation is the loss of subgrade and aggregate base strength. Pavement life will be increased
if efforts are made to reduce the accumulation of excess moisture in the subgrade soils.
Subgrade and Aggregate Base
Subgrade Preparation - After completion of the utility trench backfill and prior to
placement of aggregate base, the upper six inches of subgrade soil shall be
Rawhide Engineering, Inc. 8 May 4,2018
uniformly compacted to at least 95% relative compaction. This may require
scarifying, moisture conditioning, and compacting in both cut and fill areas.
Aggregate Base - Aggregate materials shall meet the requirements of the
appropriate sections of the "Standard Specifications" for 1 % Minus Crushed
Base Rock. The aggregate base materials must be approved by the
Geotechnical Engineer prior to use.
After the subgrade is properly prepared, the aggregate base shall be placed in
layers, moisture conditioned as necessary, and compacted by rolling to at least
95% relative compaction. The compaction thickness of aggregate base shall be
as shown on the approved plans.
Asphalt Concrete Pavement
Materials - Aggregate materials for asphalt concrete in light and heavy traffic
areas shall conform to the requirements listed for Type B bituminous aggregates
of the "Standard Specifications." Asphalt concrete mixes shall utilize asphalt
cement meeting the requirements of Section 02510 of "Standard Specifications".
The mix design shall be based on the Marshall Method.
Placement and Compaction - The asphalt concrete material and placement
procedures shall conform to appropriate sections of the "Standard
Specifications." The asphalt concrete material shall be compacted to a minimum
of 93% of the Theoretical Maximum Rice Specific Gravity.
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. In accordance with the International Commercial Code,
downspouts with 6 foot extensions should be used. Positive drainage away from all foundations
should have 6 inches of fall in the first 10 feet away from the foundations. If sufficient room is
not available to construct the 10 foot slope, drainage swales should be constructed as far from
the foundations as possible.
Rawhide Engineering, Inc. 9 May 4,2018
APPENDIX A
Plates
Site / Vicinity Map
Project Location - t r ` £ � ;� mil. c_ ►;�
41
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TP-2 TP-4
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TP-7 TP-g
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• � .. _ _ - Get.` ,,I ��I�-_'"?'"� .� .. � �` -
TEST PIT LOG LOGGED BY: J. Frank
4 % PROJECT: Bozeman East Mixed-Use DRILL METHOD: Track Hoe
Development, Tschache Lane DRILLER: Duneman Ex.
ERawhide CLIENT: Morrison Maierle - Bozeman DATE: 4/11/18
Eyigbreerbig lru. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTINGI
_ o
_ TEST PIT NUMBER: 1 5 o 7 ^ o
^J o = U U'
MATERIAL DESCRIPTION AND COMMENTS 3 c
Topsoil with Organics- Dark Brown/Black, Moist, Soft
1
2 CL Lean Clay- Light Brown, Moist to Wet, Soft to Very Soft,
Medium Platic Index
3
4
5
6
7 Groundwater Level at 7.0 Feet
8
9
10 Test Pit Ends at Approximately 10.0 Feet Depth
11 Groundwater Was Encountered at 7.0 Feet
Piezometer Set in Test Pit
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: Bozeman East Mixed-Use DRILL METHOD: Track Hoe
RDevelopment, Tschache Lane DRILLER: Duneman Ex.
ERawhide CLIENT: Morrison Maierle - Bozeman DATE: 4/11/18
Engineeritig lite. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES o LABORATORY TESTING
TEST PIT NUMBER: 2
v� N o o o n >
a V)
C 3 - U
n `" MATERIAL DESCRIPTION AND COMMENTS U 3 °-
Topsoil with Organics- Dark Brown/Black, Moist, Soft
1
2 CL Lean Clay- Light Brown, Moist to Wet, Soft to Very Soft,
Medium Platic Index
3
4
5 Groundwater Level at 5.5 Feet
6
7
8
9 Test Pit Ends at Approximately 9.0 Feet Depth
10 Groundwater Was Encountered at 5.5 Feet
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
7 � PROJECT: Bozeman East Mixed-Use DRILL METHOD: Track Hoe
RDevelopment, Tschache Lane DRILLER: Duneman Ex.
E Rawhide CLIENT: Morrison Maierle- Bozeman DATE: 4/11/18
11 Engineering Inc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTING
0
s TEST PIT NUMBER: 3 _ N 0
A a 3 U o `� " a c `� � a0i
� U
MATERIAL DESCRIPTION AND COMMENTS 3 °-
Topsoil with Organics-Dark Borwn, Moist, Soft
2
W CL Lean Clay- Light Brown, Moist, Soft to Very Soft,
Medium Platic Index
3
4�
4
5
6 Groundwater Level at 6.0 Feet
7 GP Gravel and Cobbles with Clayey Sand- Brown/Gray,
Wet, Dense, Low Plastic Index
8
9 =
I
10 Test Pit Ends at Approximately 9.5 Feet Depth
Groundwater Was Encountered at 6.0 Feet
11 Piezometer Set in Test Pit
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
1b. PROJECT: Bozeman East Mixed-Use DRILL METHOD: Track Hoe
RDevelopment, Tschache Lane DRILLER: Duneman Ex.
ERawhide CLIENT: Morrison Maierle- Bozeman DATE: 4/11/18
*� Eiigmeeriirg lite. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES o LABORATORY TESTING
E E c x o
s F TEST PIT NUMBER: 4 N o a
o = U a
MATERIAL DESCRIPTION AND COMMENTS
Topsoil with Organics- Dark Borwn, Moist, Soft
1
2 CL Lean Clay- Light Brown, Moist, Soft,
Medium Platic Index
3
4 GP Gravel and Cobbles with Clayey Sand - Brown/Gray,
5 Moist, Dense, Low Plastic Index
6 Groundwater Level at 5.8 Feet
7 GP Gravel and Cobbles with Sand - Gray, Moist to Wet,
Dense, Granular Non-Plastic
8
9 Test Pit Ends at Approximately 9.0 Feet Depth
10 Groundwater Was Encountered at 5.8 Feet
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: Bozeman East Mixed-Use DRILL METHOD: Track Hoe
Development, Tschache Lane DRILLER: Duneman Ex.
R Rawhide CLIENT: Morrison Maierle - Bozeman DATE: 4/11/18
E Engineering Lrc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES I LABORATORY TESTING
o
�. --
TEST PIT NUMBER: 5
C G V] .`� U
c 3 U o
LCUCIO cY�a
MATERIAL DESCRIPTION AND COMMENTS 3
Topsoil with Organics - Dark Borwn, Moist, Soft
1
2 CL Lean Clay- Light Brown, Moist, Soft,
Medium Platic Index
3
4
5 GP Gravel and Cobbles with Clayey Sand- Brown/Gray,
6 Moist, Dense, Low Plastic Index
Groundwater Level at 6.2 Feet
7 GP Gravel and Cobbles with Sand - Gray, Wet, Dense,
8 Granular Non-Plastic
9 Test Pit Ends at Approximately 9.0 Feet Depth
10 Groundwater Was Encountered at 6.2 Feet
Piezomter Set in Test Pit
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: Bozeman East Mixed-Use DRILL METHOD: Track Hoe
Development, Tschache Lane DRILLER: Duneman Ex.
ERawhide CLIENT: Morrison Maierle- Bozeman DATE: 4/11/18
Eit9ineeri?zg lire. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES c LABORATORY TESTING
v c x o
TEST PIT NUMBER: 6
� L 0
c3 o o �- >
^JL` � L`.. � � o U � = o =
N ' = U MATERIAL DESCRIPTION AND COMMENTS
Topsoil with Organics- Dark Borwn, Moist, Soft
1
2 CL Lean Clay- Light Brown, Moist, Soft to Very Soft,
Medium Platic Index
3
4 So 26.3 10.1 86.8 2
5
6 GP Gravel and Cobbles with Clayey Sand - Brown/Gray,
7 Moist to Wet, Dense, Low Plastic Index
Groundwater Level at 6.8 Feet
8 GP Gravel and Cobbles with Sand -Gray, Wet, Dense,
9 Granular Non-Plastic
Test Pit Ends at Approximately 9.0 Feet Depth
10 Groundwater Was Encountered at 6.8 Feet
Piezomter Set in Test Pit
11
12
13
14
15
16
17
18
19
20
_j
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: Bozeman East Mixed-Use DRILL METHOD: Track Hoe
RDevelopment, Tschache Lane DRILLER: Duneman Ex.
ERawhide CLIENT: Morrison Maierle- Bozeman DATE: 4/11/18
Ettgitteerittg Iite. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTING
o _
CD
^ U �
U C X
F TEST PIT NUMBER: 7 N o ^ ^ ^
MATERIAL DESCRIPTION AND COMMENTS U 3 c
Topsoil with Organics- Dark Borwn, Moist, Soft
1
2 CL Lean Clay- Light Brown, Moist, Soft to Very Soft,
Medium Platic Index
3
4
5
6 Groundwater Level at 6.0 Feet
GP Gravel and Cobbles with Clayey Sand - Brown/Gray,
7 Moist to Wet, Dense, Low Plastic Index
8 GP Gravel and Cobbles with Sand -Gray, Wet, Dense,
Granular Non-Plastic
9 Test Pit Ends at Approximately 9.0 Feet Depth
10 Groundwater Was Encountered at 6.0 Feet
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: Bozeman East Mixed-Use DRILL METHOD: Track Hoe
RDevelopment, Tschache Lane DRILLER: Duneman Ex.
ERawhide CLIENT: Morrison Maierle- Bozeman DATE: 4/11/18
Etigineeriiig Inc•. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES c LABORATORY TESTING
T
�^ TEST PIT NUMBER: 8 o '—' ,�
U cC •ti o o >
a va Uo uF_ N o
o U _
MATERIAL DESCRIPTION AND COMMENTS 3 °- 2
Topsoil with Organics- Dark Borwn, Moist, Soft
1
2 CL Lean Clay- Light Brown, Moist, Soft,
Medium Platic Index
3
4 GP Gravel and Cobbles with Clayey Sand - Brown/Gray,
5 Moist, Dense, Low Plastic Index
6 Groundwater Level at 5.6 Feet
7 GP Gravel and Cobbles with Sand - Gray, Wet, Dense
Granular Non-Plastic
8
9 Test Pit Ends at Approximately 8.5 Feet Depth
Groundwater Was Encountered at 5.6 Feet
10
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
QITEST PIT LOG LOGGED BY: J. Frank
PROJECT: Bozeman East Mixed-Use DRILL METHOD: Track Hoe
Development, Tschache Lane DRILLER: Duneman Ex.
R Rawhide CLIENT: Morrison Maierle- Bozeman DATE: 4/11/18
E 11 Eiigineeriiig Iytc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTING
0
TEST PIT NUMBER: 9
o o >
Uo
O V1 U c3 C Li
n MATERIAL DESCRIPTION AND COMMENTS 3 °-
Topsoil with Organics - Dark Boown, Moist, Soft
1
2 CL Lean Clay- Light Brown, Moist, Soft to Very Soft,
Medium Platic Index
3
4
5
6 GP Gravel and Cobbles with Clayey Sand - Brown/Gray,
Moist to Wet, Dense, Low Plastic Index
7 Groundwater Level at 6.3 Feet
8 GP Gravel and Cobbles with Sand -Gray, Wet, Dense,
Granular Non-Plastic
9
10 Test Pit Ends at Approximately 9.5 Feet Depth
Groundwater Was Encountered at 6.3 Feet
11 Piezomter Set in Test Pit
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
y PROJECT: Bozeman East Mixed-Use DRILL METHOD: Track Hoe
R
Development, Tschache Lane DRILLER: Duneman Ex.
ERawhide CLIENT: Morrison Maierle - Bozeman DATE: 4/11/18
Eii iireeritig Itic. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES 73 LABORATORY TESTING
F TEST PIT NUMBER: 10 o 1_^
N
Cam. U o U 0 o F O
cn
O
n `" MATERIAL DESCRIPTION AND COMMENTS U 3 °- 2 _
Topsoil with Organics- Dark Boown, Moist, Soft
1
2 CL Lean Clay- Light Brown, Moist, Soft,
Medium Platic Index
3
4 GP Gravel and Cobbles with Clayey Sand - Brown/Gray,
5 Moist, Dense, Low Plastic Index
6 Groundwater Level at 5.9 Feet
7 GP Gravel and Cobbles with Sand - Gray, Wet, Dense
Granular Non-Plastic
8
9
10 Test Pit Ends at Approximately 10.0 Feet Depth
11 Groundwater Was Encountered at 5.9 Feet
Piezometer Set in Test Pit
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
BORING LOG LEGEND
MATERIAL DESCRIPTION
Soil Pattern USCS Symbol USCS Classification
FILL Artificial Fill
GP or GW Poorly/Well graded GRAVEL
GM Silty GRAVEL
GC Clayey GRAVEL
GP-GM Poorly graded GRAVEL with Silt
:.� GP-GC Poorly graded GRAVEL with Clay
SP or SW Poorly/Well graded SAND
SM Silty SAND
SC Clayey SAND
SP-SM Poorly graded SAND with Silt
SP-SC Poorly graded SAND with Clay
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
RRaw hitl<
E Fii-iii ei-iiiti Inc.
UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and(croup Memos Using L ebastcry Tests' Soil CfasaNJCSUon
Group
Symbol amp Name
Coarse GraMea Soft Gravels Clean Gravots Cu a 4 and 1 s Cc a 9' GW WeDgaded graver
more 0yr+50%retaine0 More Than 50%of coarsen tnan 5%fin"` Cu<4 andrw 1>Cc> sy r GP Po graded g w.W
bsc6on retained on
on No.200 save No.4 sieve Gravels ndh Paws Fines classty,as UL or MH GAt S@y grave'-111"
Moro than 12%thos` Fines classify as CL at CH GC Clayey graver"
Sands Clean Sands Cu a 6 and 1 s Cc s 3' SW WOVadad sand'
50%or more of coarse Lass dean 5%lit we Cu<6 andl r 1>Cc>3' SP Poory graded sand
fraction passes
No,4 save Sands w4h Fines Flies ctassdy as ML or ASH SM Silty sand—
Moro than 12%fnes° Fhas Classify as CL or CH SC Clayey sand`"'
FinaGrelned Solis SMs and pays Inorgaft PI>7 and plots on or above A five CL Lean day-
50%or more passes the Lip.Ad&tit taw than 50 PI<4 or plots bobw'A-&W PAL Sri'u"
No.200 sim
Organic Liquid brM-oven died 40.76 OL
Liquid 6m3-riot drfod Organic edIL 1°
Sots and pays &aVank PI pats an or above A'Cno CH Fat day
Liquid 6rnft 50 or mare Pt plots below A'Oro MH Elastic SCFIA
organic Liquid bA-oven died <0.75 OH Ofgwdc QN""'
liquid'thrall-not drad Orgwk sick"'"
H$"organic soft PdmarOy orgardc maW.dark In color.end organlo odor PT Post
"Based on the material passing ate 34n.(75arm)stove "tf Ones are organic,add'*M organbc times'to group name.
s If field sample confalrred cobbles or boulders.or both.add brlth cobbias h if soft contains 215%gravel,add'with graver to group name.
or boulders.or boot"to group name. 'if Attorbag Whits plot In shaded area.sW Is a CL-ML,sffty day.
CGravak wOh S to 17%Olrtoo rmprtrn Aral nynthnbr r.W.CAA wmilq raded KH so oontans 15 to 2%;%pike ire.200,add 1MfOr aend'at-wm
gravel with set GW-GC;well-graded gravel wGh day.GP-04 poory Wavof:wtddvo w is Wcdw*=L
graded gravel Wth aln.GP-GC poorly IIrA A I I t3ravel wah deY. 'If sW contans 2 30%plus No.200 predon*wnly sand.add
°Sands with 5 to 12%lines require dual symbafa: SW W weG radcd 'sandy"to group ra w.
sand v►M sat.SW-SC wOvaded sand wth day.SPSM poorly graded M If scH contains 2 30%plus No.200,predominantly gravel.
sand%M sal,SPSC poory graded sand vvfth day add 19ravolly"to group name.
e Cu a Dw/04a Cc a M >aa "PI 2 4 and plots on or above A'Wso.
Dw x Duo 0 PI<4 or plots boiow'A Mo.
If soi contains x 15%sand.add*alit sand'to group name. "PI plots on or above'A'Itne.
Off fdos dassty as CL-ML,use dual syrnba GC.GM,or SC%& 0 PI plots below A'Ind.
60
For ctsaitkaUon of am-gra!bw
Solis and fSne-g deed Iractlort
00 of cows&Vabwd sofh
Equa*m d•M-ttv •P v
Horizontal al Pt-4 ID
ZF
40 Own 1360.73 OA•20)
p Epustlon d V•fine raj►
222 Vordnl at LL16 to Pb7, wv�
30 Akan PbA9(LL-
d0�
ao
MH or OH
10 ,
4 - Art-or OL
0
0 $0 0 30 30 40 50 eo 70 so 90 100 to
LIQUID LIMIT(LL)
RE Ruw/ilia
�� Engineering Inc.