HomeMy WebLinkAbout011 Appendix J - Geotech Report Rawhide
EngineeringInc.
6871 King Avenue West,Suite GIK,Billings,Montana(406)969-5305
PRELIMINARY GEOTECHNICAL INVESTIGATION REPORT
SOUTH 40 SUBDIVISION
SOUTH 19TH AVENUE & WEST GRAF STREET
BOZEMAN, MONTANA
PREPARED FOR:
Mr. Matt Ekstrom
Morrrison Maierle
PO Box 1113
Bozeman, MT 59771
Rawhide Engineering, Inc. October 21,2022
ERawhide
Engineering Inc.
October 21, 2022
Morrison Maierle
PO Box 1113
Bozeman, MT 59771
SUBJECT: Preliminary Geotechnical Investigation Report
South 40 Subdivision
South 19th Avenue & West Graf Street
Bozeman, Montana
Dear Mr. Ekstrom:
This report presents the results of our preliminary geotechnical investigation for the South 40
Subdivision located on South 19th Avenue & West Graf Street 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 additional information or services, please
feel free to call the undersigned. pNT,gN�.
Sincerely, '
ROBERT WAYNE
RAWHIDE ENGINEERING, INC. // KUKES
Jason A. Frank
Principal Pi NA�E
Enclosures: Report (1 hard copy, 1 pdf)
Rawhide Engineering, Inc. October 21,2022
TABLE OF CONTENTS
PAGE
INTRODUCTION ...........................................................................................................................1
ProjectDescription..............................................................................................................1
Scopeof Service.................................................................................................................I
Authorization ......................................................................................................................I
Professional Statements and Limitations............................................................................I
PROPOSED CONSTRUCTION......................................................................................................2
FIELDINVESTIGATION .................................................................................................................2
LABORATORYTESTING ..............................................................................................................2
MoistureContent Tests........................................................................................................3
SoilClassification 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
CONCRETESLAB-ON-GRADE.....................................................................................................7
SITEDRAINAGE ............................................................................................................................8
APPENDICES
A Plates
October 21,2022
PRELIMINARY GEOTECHNICAL INVESTIGATION REPORT
SOUTH 40 SUBDIVISION
SOUTH 19TH AVENUE &WEST GRAF STREET
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 South 19th Avenue &
West Graf Street in Bozeman, Montana as shown on the site map, Plate 1 at the end of this
report.
Scope of Services
Our scope of services for this project consisted of the following:
1. Excavating 6 exploratory test pits to a depth ranging from 8.0 to 9.0 feet below
existing site grades.
2. Laboratory testing to determine the characteristics of the site soils for use in
engineering design.
3. Engineering analysis to aid in the preliminary design of structure foundations and
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 September 22, 2022.
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, 6 exploratory test
pits were completed using a track hoe provided by Rawhide Engineering. Test pit depths were
8.0 to 9.0 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-6. 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-3 @ 1.0-3.0'
No. 4 100
No. 10 97
No. 20 83
No. 40 71
No. 80 59
No. 200 52
Plastic Index 10.7
Unified Sandy Lean Clay
Classification I (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. Four test pits were sampled at a depth of 6.5
feet below existing site grades. The samples were all gravel 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 southeast corner of 1911 Avenue and Graf Street in Bozeman,
Montana. The site is bordered by 191h Avenue on the West, Graf Street on the North and
developed residential property and agricultural land on the remaining sides. The site is currently
covered by vegetation. This 40 acre parcel slopes to the northwest. 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 2.5 to 3.5 feet.
Beneath the sandy lean clay we encountered gravel with sand and cobbles to the depths
explored of 8.0 to 9.0 feet below existing site grades. The sandy lean clay with sand 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 depths ranging from 4.8
to 6.8 feet during our exploration in October 2022.
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 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 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 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. Due to the large cobbles encountered on this site, it
5
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. Settlements will be
calculated later when the type of building and structural loads are known.
Structural fill shall be placed in layers, moisture conditioned, and compacted to 98% of ASTM
D698. Exterior continuous footings should be 4.0 feet in depth to provide frost protection.
Interior column footings should be embedded 1 foot in depth for confinement. Wall foundation
dimensions should satisfy the requirements listed in the latest edition of the International
Commercial Code. Reinforcing steel requirements for foundations should be 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 may be calculated using an allowable passive
equivalent fluid unit weight of 360 pounds per cubic foot and an allowable coefficient of friction
of 0.47 applied to vertical dead loads. Both passive and frictional resistances may be assumed
to act concurrently. An allowable active equivalent fluid pressure of 38 pounds per cubic foot
may be used.
The International Building Code (IBC) site class for this project is Class C.
This site may require a dewatering system to install utilities. Designing a dewatering
system was not part of our scope of services. The dewatering system should be
designed by a competent engineer with experience designing dewatering systems and
there effects on adjacent structures.
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
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 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.
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
') rmms
i Project Location
-- �,� f�' �''`:_. was -.;.�•���
Y
,�C•r� �. i �{�y.` �- V. a .�✓:�..�iU'�iie3.�LJf3:'.3�3J ��• r /""'' is �'� ��• �.
C- vt.-- _ -/ '�!�-�.-.:ice_;' -- -- - �'•--- - �� _.�+�{� `� --,�[.
TP-1 - TP-2
I +—
TP-3 � {
� t •
i
- ♦ --
nnisbnlLrff
-Jacobs St
RE k,,...,...,�.
Fnglur.��ln,�/nr.
TEST PIT LOG LOGGED BY: J. Frank
PROJECT: South 40 Subdivision DRILL METHOD: Excavator
RW. Graf Street& South 19th Avenue DRILLER: K2 Ventures
ERawhide CLIENT: Morrison Maierle - Bozeman DATE: 10/14/22
Engineering Inc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTING
0
O
TEST PIT NUMBER: 1 v
F �n o = �—
G U o U L o u
`" MATERIAL DESCRIPTION AND COMMENTS U 3
Topsoil with Vegetation and Organics - Brown, Moist,
1 Medium Stiff
2 CL Sandy Lean Clay- Brown, Moist, Medium Stiff,
Moderate Plastic Index
3
4 GP Gravel and Cobbles with Sand - Gray/Brown, Moist to Wet,
5 Dense, Granular Non-Plastic
6 Groundwater Level at 6.4 Feet
7 Sample at 6.5 Feet for Corrosive Soils Tests
8
9 Test Pit Ends at Approximately 9.0 Feet Depth
10 Groundwater Was Encountered at 6.4 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: South 40 Subdivision DRILL METHOD: Excavator
RW. Graf Street& South 19th Avenue DRILLER: K2 Ventures
ERawhide CLIENT: Morrison Maierle- Bozeman DATE: 10/14/22
Engineering Inc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES _ LABORATORY TESTING
O
�^ r' TEST PIT NUMBER: 2
U o c� G o cCi
N
MATERIAL DESCRIPTION AND COMMENTS 3 °
Topsoil with Vegetation and Organics - Brown, Moist,
Medium Stiff
1
2 CL Sandy Lean Clay - Light Brown to Brown, Moist, Medium Stiff,
Moderate Plastic Index
3 GP Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet,
4 Dense, Granular Non-Plastic
5 Groundwater Level at 4.8 Feet
6
7 Sample at 6.5 Feet for Corrosive Soils Tests
8 Test Pit Ends at Approximately 8.0 Feet Depth
9 Groundwater Was Encountered at 4.8 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
TEST PIT LOG LOGGED BY: J. Frank
_QJA�;
PROJECT: South 40 Subdivision DRILL METHOD: Excavator
W. Graf Street& South 19th Avenue DRILLER: K2 Ventures
R Rawhide CLIENT: Morrison Maierle- Bozeman DATE: 10/14/22
E Engineeri,:g Inc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES _ LABORATORY TESTING
O T
y = TEST PIT NUMBER: 3
o 0
U MATERIAL DESCRIPTION AND COMMENTS� 3 c
Topsoil with Vegetation and Organics - Brown, Moist,
1 Medium Stiff
2 CL Sandy Lean Clay - Brown, Moist, Medium Stiff, F 14.2 10.7 51.6 2.0
Moderate Plastic Index
3
4 GP Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet.
5 Dense, Granular Non-Plastic
6 Groundwater Level at 6.5 Feet
7
8 Test Pit Ends at Approximately 8.0 Feet Depth
9 Groundwater Was Encountered at 6.5 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
TEST PIT LOG LOGGED BY: J. Frank
__j � PROJECT: South 40 Subdivision DRILL METHOD: Excavator
RW. Graf Street& South 19th Avenue DRILLER: K2 Ventures
ERawhide CLIENT: Morrison Maierle - Bozeman DATE: 10/14/22
Engineering Inc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTING
0
Y TEST PIT NUMBER: 4
MATERIAL DESCRIPTION AND COMMENTS
Topsoil with Vegetation and Organics - Brown, Moist,
Medium Stiff
1
2 CL Sandy Lean Clay with Some Scattered Gravels- Brown, Moist
Medium Stiff, Moderate Plastic Index
3
4 GP Gravel and Cobbles with Sand - Gray/Brown, Moist to Wet.
5 Dense, Granular Non-Plastic
6
7 Groundwater Level at 6.8 Feet
8
9 Test Pit Ends at Approximately 9.0 Feet Depth
10 Groundwater Was Encountered at 6.8 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
QjTEST PIT LOG LOGGED BY: J. Frank
_ � PROJECT: South 40 Subdivision DRILL METHOD: Excavator
W. Graf Street& South 19th Avenue DRILLER: K2 Ventures
R Rrrwhirle CLIENT: Morrison Maierle- Bozeman DATE: 10/14/22
E Engineering Inc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTING
0
T TEST PIT NUMBER: 5
it u
o �
MATERIAL DESCRIPTION AND COMMENTS U 3 c
Topsoil with Vegetation and Organics - Brown, Moist,
1 Medium Stiff
2 CL Sandy Lean Clay - Brown, Moist, Medium Stiff,
Moderate Plastic Index
3
4 GP Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet,
Dense, Granular Non-Plastic
5
6
7 Sample at 6.5 Feet for Corrosive Soils Tests
Groundwater Level at 6.8 Feet
8
9 Test Pit Ends at Approximately 8.5 Feet Depth
Groundwater Was Encountered at 6.8 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
TEST PIT LOG LOGGED BY: J. Frank
PROJECT: South 40 Subdivision DRILL METHOD: Excavator
RW. Graf Street& South 19th Avenue DRILLER: K2 Ventures
ERawhide CLIENT: Morrison Maierle - Bozeman DATE: 10/14/22
Engineering Inc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTING
y = x o
f TEST PIT NUMBER: 6 o ..
U CZ
MATERIAL DESCRIPTION AND COMMENTS 3 E:
Topsoil with Vegetation and Organics- Brown, Moist,
1 Medium Stiff
2 CL Sandy Lean Clay - Brown, Moist, Medium Stiff,
Moderate Plastic Index
3
4 GP Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet,
Dense, Granular Non-Plastic
5 Groundwater Level at 5.4 Feet
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 Encountered at 5.4 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 LEGEND
MATERIAL DESCRIPTION
Soil Pattern USCS Symbol USCS Classification
µ 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
RRawhide
E Engineering Inc.
UNIFIED SOIL CLASSIFICATION SYSTEM
CrIteda for As&Wbg Group Symbols and Group Rastas thing Uboratory Tests• Sop Classtatso t
Group
Symbol Group Name'
Coarse Gndrtcd Soft Caravels Chen Gravels Cu a 4 and 1 s Cc s 34 GW Weal ended WavO
MOM than 50%retained Mom tlwrt 50%of rouse Leas Om S%Mats` Cu<4 and/or 1 J.Cc 3.3m GP Poorly waded waysf
frac6orteetatrte0 on
on No.200 slave No.4 sieve Gravels vEttt Etna Fines ofasstty as UL or MH Gal SBy gravora•"
Mom Ittun 12%flnes° Fines ciassdy as CL or CH GC Clayey groom°"
Sands Dean Sands Cu a 6 and 1 s Cc s 3' SW Weagraded sang'
50%or more of cosrss Less than 5%lump° Cu c 6 and/or 1>Cc>3` SIP Posy Waded sand'
traction passes
4 sbve Sands%M tines Flrtos Cssstfy as ML or MH Sal Sft rand—
ham Crap 12%Ones° Fbws Ctssatty as CL or CFI SC Ctayay sand""
lirw•Geabmd Sofa Sttts and Osys tnorgank PI>7 and plots on or above A'Bras' CL Lem day--
50%50%or mote pasiros ate L*W fta b"than 60 PI<4 or plots babes A true' ML
No.200 slaw
"gale Liquid lbrA-own dyad <0.75 OLorgant datl"�
Liquid Btni-not dtlod orwft an,—
SMs and Clays trnrgatdc PI plots at or above W Ino CH Fat dr/—
Liquid Ift t 50 or etOre Pt rusts bebw A'am MH Elastic SM"'
orgaft Liquid&Y*-oven dried dw"Yl
<0.75 OH
Liquid grO-not dried Orgartk ta3f'"f°
mwdy orpanle sob Prlmarfy orgatde rnaW,dark In color.and crgardo odor PT Poo
"Based a1 the material passtnp the 31n.(75 mm)sieve MN Ones we o rgandc,add NAM orgsrttc 13rtes'to group name.
*If field sample contained cobbfas or boulders,or bath,add Will cobblos 1 If soft confabs 215%gravei.add**t!I prover to group name.
or bouldem or boV to group nano. j cnmvwta r4ar�rtlh 3 1M ?%&r wo nvp&a tkw nymeetn• [a 4m w.ts cmisad KM ACetberg Iu l riot to shaded area.so7 is a C41w silly day
gravel wlfh sk GW-GC wall-Waded wavel waft day.GP-WA poory Hoof.-W*ts 16 b prod plus No 200.Wd 1utOt send'or'1wid+
gravel;vt/ddwvor b prodomFnsnL
graded grave!-V%sit.GP-GC point grader!gravel vAlh day. L tf son confabs a 30%plus No.200 pn'domMar dy sand.add
°Sands wM 5 to 12%Wtes mqube dual symbols: SWSM well-Wsdod 'saw to group narm
sand wqh sK SW-SC wdWadod sand vft day.SPSM poorly graded U If soil coetatrs 2 30%puts No.200.pmdonktnwtfy travet
sand mm SUL SP•SC poorly graded sand%VM day add*WaveDyr to group name.
a Cu m ono Cc>Z (Df "PI a 4 and plus an or above A Une.
Do x Ow o PI<4 or plots botow A Bw.
If loll wnbdns a 15%sand.add'Aft sand'to group name. °PI plot on or above'A Itne.
otf Poles dessify as CL-ML.use drml syrtt4ol GC.GK or SC-WA o PI Pyob betow'A'line.
60
For cfasatficatlan of flno•gratned ✓,
sells and Aso gratnad hecllan
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F.nRineerinR/nc