Report (2) Carlson Geotechnical Bend Office (541) 330-9155 P,Fz�. oy.
G
Eugene Office (541) 345-0289 T
A Division of Carlson Testing, Inc. Salem Office (503)589-1252 GEOTECHN1CAL
Phone: (503) 601-8250 Tigard Office (503) 684-3460
www.carlsontesting.com
Report of
Limited Geotechnical Investigation
Fought & Company Crane Upgrades
14255 SW 72nd Avenue
Tigard, Oregon
CGT Project Number G2005242
Prepared for
Mr. Steve Fugate
Fought & Company
14255 SW 72nd Avenue
Tigard, Oregon 97224
March 12, 2020
Office: 8430 SW Hunziker Street, Tigard. Oregon 97223
Mailing: P.O. Box 230997, Tigard, Oregon 97281
Carlson o n i c zi Bend Office (541)330-9155 g L so
A Division of Carlson Testing, Inc. Eugene Office (541)345-0289 C.G
Salem Office (503)589-1252 oebfecH icl Phone: (503)601-8250 Tigard Office (503)684-3460
www.carlsontesting.com
March 12, 2020
Mr. Steve Fugate
Fought& Company
14255 SW 72nd Avenue
Tigard, Oregon 97224
Report of
Limited Geotechnical Investigation
Fought& Company Crane Upgrades
14255 SW 72nd Avenue
Tigard, Oregon
CGT Project Number G2005242
Dear Mr. Fugate:
Carlson Geotechnical (CGT), a division of Carlson Testing, Inc. (CTI), is pleased to submit this report
summarizing the results of our limited geotechnical investigation for the proposed Fought &Company Crane
Upgrades project. The site is located at 14255 SW 72nd Avenue in Tigard, Oregon. We performed our work
in general accordance with CGT Proposal GP8807, dated February 12, 2020. Written authorization for our
services was received on February 13, 2020.
We appreciate the opportunity to work with you on this project. Please contact us at 503.601,8250 if you
have any questions regarding this report.
Respectfully Submitted,
CARLSON GEOTECHNICAL
f"i1.`kU.\
aas tc_ �Y
Bento L. Nimo, E.I.T. Jim P. Tomkins, P.E.
Geotechnical Project Manager Project Geotechnical Engineer
bnimo3{c@carlsontestinq.com itomkinsOcarlsontestinq corn
Doc ID: G:\GEOTECH\PROJECTS12020 Projects1G2005242 - Fought & Company Crane Updates1G2005242 - GEO1008 -
Deliverables\Report\G2005242-Report.docx
Office: 8430 SW Hunziker Street, Tigard, Oregon 97223
Mailing: P.O. Box 230997, Tigard, Oregon 97281
Fought&Company Crane Upgrades
Tigard, Oregon
CGT Project Number G2005242
March 12, 2020
TABLE OF CONTENTS
1.0 INTRODUCTION 4
2.0 PROJECT INFORMATION 4
3.0 SCOPE OF SERVICES 4
4.0 SITE DESCRIPTION 5
4.1 Site Geology 5
4.2 Site Surface Conditions 5
4.3 Subsurface Conditions 5
5.0 GROUNDWATER 6
6.0 GEOTECHNICAL RECOMMENDATIONS 6
7.0 LIMITATIONS 7
ATTACHMENTS
Site Location Figure 1
Site Plan Figure 2
Site Photographs Figure 3
Subsurface Investigation and Laboratory Testing Appendix A
Carlson Geotechnical Page 3 of 7
Fought& Company Crane Upgrades
Tigard, Oregon
CGT Project Number G2005242
March 12, 2020
1.0 INTRODUCTION
Carlson Geotechnical (CGT), a division of Carlson Testing, Inc. (CTI), is pleased to submit this report
summarizing the results of our limited geotechnical investigation for the proposed Fought & Company Crane
Upgrades project. This report is considered "limited" as this assignment did not include an evaluation of
seismic hazards at the site or development of seismic design parameters. The site is located at 14255 SW
72nd Avenue in Tigard, Oregon, as shown on the attached Site Location, Figure 1.
2.0 PROJECT INFORMATION
CGT developed an understanding of the proposed project based on recent email correspondence, and
review of preliminary foundation plan provided by T.M. Rippey, Inc. Based on our correspondence and
review of the provided project documents, we understand the following:
• Bay 2 and Bay 3 of the existing Fought&Company warehouse building will be subject to additional loads
associated with new 15-ton cranes procurement and usage.
• Up to 2 cranes will be stored at each Bay.
• The cranes will be supported on 6-to 6'/z-foot square column foundations.
• Current columns loads for the existing 10-ton crane are:
o Up to 150 kips for interior columns loaded with two cranes.
o Up to 87 kips for exterior columns loaded with two cranes.
o The corresponding maximum applied bearing pressure from interior and exterior columns is
about 3,554 and 2,411 pounds per square foot(psf), respectively.
• Proposed columns loads for the new 15-ton crane are:
o Up to 176 kips for interior columns loaded with two cranes.
o Up to 92 kips for exterior columns loaded with two cranes.
o The corresponding maximum applied bearing pressure from interior and exterior columns will be
4,169 psf and 2,558 psf, respectively.
•
3.0 SCOPE OF SERVICES
Our scope of work included the following:
• Contact the Oregon Utilities Notification Center to mark the locations of public utilities within a 20-foot
radius of our explorations at the site. CGT also subcontracted a private utility locator service to mark the
locations of detectable private utilities within the same radius.
• Explore subsurface conditions at the site by advancing three, 3-inch diameter, hand auger borings to
depths up to about 10 feet below existing footing (bef).
• Complete three dynamic cone penetrometer tests in conjunction with our hand auger borings to depths
up to about 5'/<feet bef.
• Classify the materials encountered in the explorations in general accordance with American Society for
Testing and Materials (ASTM) D2488 (Visual-Manual Procedure).
• Collect representative, disturbed samples of the soils encountered within the explorations in order to
perform laboratory testing and to confirm our field classifications.
• Perform laboratory testing of soil samples taken from within our explorations.
• Provide logs of the explorations, including results of laboratory testing on selected soil samples.
Carlson Geotechnical Page 4 of 7
Fought& Company Crane Upgrades
Tigard, Oregon
CGT Project Number G2005242
March 12, 2020
• Provide this written report summarizing the results of our geotechnical investigation, results of our
bearing capacity and settlement analyses.
4.0 SITE DESCRIPTION
4.1 Site Geology
Based on available geologic mapping of the area, the site is underlain by Pleistocene catastrophic flood
deposits1'2 originating from glacial outburst floods of Lake Missoula. The flood deposits were produced by the
periodic failure of glacial ice dams that impounded Lake Missoula in present day Montana between 18,000 to
15,000 years ago3. The flood deposits are typically split into three different facies: the coarse-grained fades,
the fine-grained facies, and the channel facies. Fine-grained Missoula flood deposits are mapped in the
vicinity of the site, which typically consist of silt, clay, and fine-grained sand. The flood deposits are typically
less than 30 feet4 thick in the vicinity of the site. The flood deposits are underlain by the Troutdale Formations
sediments, which extend to a depth of several hundred feet bgs.
4.2 Site Surface Conditions
The site consisted of one developed tax lot totaling approximately 11 acres in size. Development on the site
consisted of an approximately 120,000-square-foot warehouse, associated office building, parking lot and
equipment storage yard. The relatively level site is bordered to the east by SW 72nd Avenue, to the north
and south by commercial development, and to the west by Pacific Railroad property.
4.3 Subsurface Conditions
4.3.1 Subsurface Investigation & Laboratory Testing
Our subsurface investigation consisted of three hand auger borings completed on February 21, 2020. The
approximate exploration locations are shown on the Site Plan, attached as Figure 2. In summary, the borings
were advanced to depths ranging from about 9 to 10 feet bef. Details regarding the subsurface investigation,
logs of the explorations, and results of laboratory testing are presented in Appendix A. Subsurface conditions
encountered during our investigation are summarized below.
4.3.2 Subsurface Materials
Logs of the explorations are presented in Appendix A. The following describes each of the subsurface
materials encountered at the site.
Ma, Madin, Duplantis, and Williams, 2012, Lidar-based Surficial Geologic Map and Database of the Greater Portland, Oregon,
Area, Clackamas, Columbia, Marion, Multnomah, Washington, and Yamhill Counties, Oregon, and Clark County, Washington
Oregon Department of Geology and Mineral Industries Open-File Report 0-12-02.
2 Madin, I.P., 2004. Geologic mapping and database for the Portland area fault studies: Final report, Clackamas, Multnomah, and
Washington Counties, Oregon: Oregon Department of Geology and Mineral Industries, Open-File Report 0-04-02, scale
1:100,000.
7 Allen, John Eliot, et al., 2009. Cataclysms on the Columbia, The Great Missoula Floods, Revised Second Edition: Ooligan Press,
Portland State University.
° Madin, Ian P., 1990. Earthquake Hazard Geology of the Portland metropolitan area,Oregon. Oregon Department of Geology and
Mineral Industries Open File Report 90-2.
5 Schlicker, Herbert G., 1967. Engineering Geology of the Tualatin Valley Region, Oregon. Oregon Department of Geology and
Mineral Industries Bulletin 60.
Carlson Geotechnical Page 5 of 7
Fought& Company Crane Upgrades
Tigard, Oregon
CGT Project Number G2005242
March 12, 2020
•
Fat Clay (CH)
Fat clay was encountered at the surface of hand auger borings HA-2 and HA-3, and extended to depths
ranging from 1% to 4 feet bgs. The fat clay was generally soft to stiff, gray brown with orange, tan, and black
mottling, moist, exhibited high plasticity, and trace fine-grained sand below about 1 foot bef.
Silt(ML)
Silt was encountered at the surface of HA-1 and below the fat clay in HA-3, and extended to depths ranging
from 5 to 7 feet bef. This soil was generally medium stiff to very stiff, dark brown to brown with orange and
gray mottling, moist to wet, exhibited low plasticity, and contained some fine-grained sand.
Silt with Sand (ML)
Underlying the silt in borings HA-1 and HA-2 and the fat clay in HA-3, we encountered Silt with sand. This
soil was generally very stiff, gray brown, wet, exhibited low plasticity, and contained fine-grained sand. The
silt with sand extended the full depths explored in the borings, about 9 to 10 feet bef.
5.0 GROUNDWATER
Groundwater seepage was observed at depths ranging from 3%to 4'/z feet bef within the hand auger borings
advanced on Friday, February 21, 2020. To determine approximate regional groundwater levels in the area,
we researched well logs available on the Oregon Water Resources Department (OWRD)6 website for wells
located within Section'12, Township 2 South, Range 1 West, Willamette Meridian. Our review indicated that
groundwater levels in the area generally ranged from about 0 to 30 feet bef. Deeper water zones were
reported at depths below 50 feet bef. It should be noted groundwater levels vary with local topography. In
addition, the groundwater levels reported on the OWRD logs often reflect the purpose of the well, so water
well logs may only report deeper, confined groundwater, while geotechnical or environmental borings will
often report any groundwater encountered, including shallow, unconfined groundwater. Therefore, the levels
reported on the OWRD well logs referenced above are considered generally indicative of local water levels
and may not reflect actual groundwater levels at the project site.
The USGS Depth to Seasonal High Groundwater data available on the City of Portland GIS website7
indicates groundwater is present at depths of 0 to 20 feet bef at the site.
6.0 GEOTECHNICAL RECOMMENDATIONS
The recommendations presented in this report are based on the information provided to us, results of our
field investigation and analyses, laboratory data, and professional judgment. CGT has observed only a small
portion of the pertinent subsurface conditions. CGT should be consulted for further recommendations if the
design of the proposed development changes and/or variations or undesirable geotechnical conditions are
encountered during site development.
Based on the data collected at the site and our analyses, we recommend utilizing a maximum allowable
bearing pressure of 4,500 psf, which utilizes a factor of safety of 3 for column foundations supporting the new
15-Ton cranes. Loads provided to us as described in Section 2.0 were utilized for this analysis. In addition,
total net and differential settlement of foundations is anticipated to be less than ',4-inch from column loads
6 Oregon Water Resources Department, 2020. Well Log Records, accessed March 2020, from OWRD web site:
http://aops.wrd.state.or.us/appsiow/well
City of Portland Corporate GIS,2020. PortlandMaps, accessed March 2020,http://www.portlandmaos.com.
Carlson Geotechnical Page 6 of 7
Fought& Company Crane Upgrades
Tigard, Oregon
CGT Project Number G2005242
March 12, 2020
associated with the new cranes, and maximum contact stress described in Section 2.0. Our calculations
were based on the assumption that new cranes will only be "full-loaded" (including live loads and crane
loads)at Bays 2 and 3 within the existing warehouse, for no more than a few minutes.
7.0 LIMITATIONS
This report has been prepared for use by the owner/contractor and other members of the design and
construction team for the proposed 15-Ton crane. The opinions and recommendations contained within this
report are not intended to be, nor should they be construed as, a warranty of subsurface conditions, but are
forwarded to assist in the planning and design process.
Within the limitations of scope, schedule, and budget, our services have been executed in accordance with
the generally accepted practices in this area at the time this report was prepared. No warranty or other
conditions express or implied should be understood
At our client's request, the scope of our evaluation was limited to the scope of services described in this
report. Other geotechnical considerations described in the 2019 Oregon Structural Specialty Code (OSSC)
have not been addressed. Accordingly, this evaluation must be considered "limited." A more comprehensive
evaluation may be completed if requested by our client, for an additional fee. Such evaluation would include,
but not be limited to assessment of seismic/geologic hazards at the site, recommendations for seismic
design criteria, and other geotechnical considerations. The responsibility for determining the sufficiency of
our evaluation to meet the project needs rests solely with the owner and not with CGT. Please contact us if
additional evaluation is desired.
The scope of our services does not include services related to construction safety precautions, and our
recommendations are not intended to direct the contractor's methods, techniques, sequences, or
procedures, except as specifically described in our report for consideration in design.
Geotechnical engineering and the geologic sciences are characterized by a degree of uncertainty.
Professional judgments presented in this report are based on our understanding of the proposed
construction, familiarity with similar projects in the area, and on general experience. Within the limitations of
scope, schedule, and budget, our services have been executed in accordance with the generally accepted
practices in this area at the time this report was prepared; no warranty, expressed or implied, is made. This
report is subject to review and should not be relied upon after a period of three years.
Carlson Geotechnical Page 7 of 7
FOUGHT& COMPANY CRANE UPGRADES- TIGARD, OREGON FIGURE 1
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503.601.8250 data,accessed February 2020,from Metro website:
AElevation benchmark-Assumed 100-foot elevation at the finished http:I/gis.oregonmetro.govimetromap/.Proposed development based on
Drafted bj'0".4 floor elevation of the existing building. "Foundation Plan,"provided by client.All locations are approximate.
FOUGHT& COMPANY CRANE UPGRADES TIGARD, OREGON FIGURE 3
Project Number G2005242 Site Photographs
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507-601-8250
DraRxc by:ALS
Carlson Geotechnical Bend Office (541) 330-9155 RL'S0
Eugene Office (541) 345-0289 c ;Ti�y
A division of Carlson Testing, Inc. Salem Office (503)589-1252
Phone: (503)601-8250 GEOTECHNICAL
Fax: (503)601-8254 Tigard Office (503) 684-3460
Appendix A: Subsurface Investigation and
Laboratory Testing
Fought & Company Crane Upgrades
14255 SW 72nd Avenue
Tigard, Oregon
CGT Project Number G2005242
March 12, 2020
Prepared For:
Mr. Steve Fugate
Fought & Company
14255 SW 72nd Avenue
Tigard, Oregon 97224
Prepared by
Carlson Geotechnical
Exploration Key Figure Al
Soil Classification Figure A2
Exploration Logs Figures A3—A6
Carlson Geotechnical • P.O. Box 230997, Tigard, Oregon 97281
Fought& Company Crane Upgrades
Tigard, Oregon
CGT Project Number G2005242
March 12, 2020
A.1.0 SUBSURFACE INVESTIGATION
Our field investigation consisted of three hand auger borings and three Wildcat dynamic cone penetrometer
tests completed on February 21, 2020. The exploration locations are shown on the Site Plan, attached to the
geotechnical report as Figure 2. The exploration locations shown therein were determined based on
measurements from existing site features (buildings, etc.) and are approximate. Surface elevations indicated
on the logs were estimated based on a temporary benchmark (assumed 100-foot elevation at FFE of the
existing building) shown on the referenced Site Plan and are approximate. The attached figures detail the
exploration methods (Figure Al), soil classification criteria (Figure A2), and present detailed logs of the
explorations (Figures A3 through A5), as discussed below.
A.1.1 Hand Auger Borings
CGT advanced three hand auger borings (HA-1 through HA-3) at the site on February 21, 2020, to depths of
up to 10 feet bef. The borings were advanced in saw-cut areas in the existing pavement and floor slab areas
(prepared by client) using a manual, 3-inch diameter, hand auger provided and operated by CGT. The hand
auger borings were loosely backfilled with the excavated materials upon completion.
A.1.2 In-Situ Testing
A.1.2.1 Wildcat Dynamic Cone Penetrometer Tests
In conjunction with the hand auger borings, we performed three dynamic cone penetrometer tests to depths
of up to about 5 feet bef. The tests were performed using a Wildcat Dynamic Cone Penetrometer (WDCP)
provided and operated by CGT. The WDCP test is described on the attached Exploration Key, Figure Al.
Results of the WDCP test are provided on the corresponding exploration logs.
A.1.3 Material Classification & Sampling
Representative grab samples of the soils encountered were obtained at select intervals within the hand
auger borings. Qualified members of CGT's geological staff collected the samples and logged the soils in
general accordance with the Visual-Manual Procedure (ASTM D2488). An explanation of this classification
system is attached as Figure A2. The grab samples were stored in sealable plastic bags and transported to
our soils laboratory for further examination and testing. Our geotechnical staff visually examined all samples
in order to refine the initial field classifications.
A.1.4 Subsurface Conditions
Subsurface conditions are summarized in Section 2.3 of the geotechnical report. Detailed logs of the
explorations are presented on the attached exploration logs, Figures A3 through A5.
A.1.5 Laboratory Testing
Laboratory testing was performed on samples collected in the field to refine our initial field classifications and
determine in-situ parameters. Laboratory testing included the following:
• Six moisture content determinations (ASTM D2216).
• One Atterberg limits (plasticity)test (ASTM D4318).
• Two percentage passing the U.S. Standard No. 200 Sieve tests (ASTM D1140).
Results of the laboratory tests are shown on the exploration logs.
Carlson Geotechnical Page 2 of 2
r
FOUGHT& COMPANY CRANE UPGRADES- TIGARD, OREGON FIGURE Al
Project Number G2005242 Exploration Key
PrL Atterberg limits(plasticity) test results (ASTM D4318): PL = Plastic Limit, LL = Liquid Limit, and MC= Moisture Content
MC T (ASTM D2216)
FINES CONTENT(%) Percentage passing the U.S. Standard No.200 Sieve(ASTM D1140)
SAMPLING
3' GRAB Grab sample
BULK Bulk sample
Standard Penetration Test (SPT) consists of driving a 2-inch, outside-diameter, split-spoon sampler into the undis-
turbed formation with repeated blows of a 140-pound, hammer falling a vertical distance of 30 inches (ASTM D1586).
X` SPT The number of blows(N-value)required to drive the sampler the last 12 inches of an 18-inch sample interval is used to
''" characterize the soil consistency or relative density. The drill rig was equipped with an cat-head or automatic hammer to
conduct the SPTs. The observed N-values, hammer efficiency,and N60 are noted on the boring logs,
Modified California sampling consists of 3-inch, outside-diameter, split-spoon sampler(ASTM G3550)driven similarly to
H MC the SPT sampling method described above, A sampler diameter correction factor of 0.44 is applied to calculate the equiv-
alent SPT N60 value per Lacroix and Horn, 1973.
II CORE Rock Coring interval
ISH Shelby Tube is a 3-inch, inner-diameter, thin-walled, steel tube push sampler (ASTM D1587) used to collect relatively
undisturbed samples of fine-grained soils.
Wildcat Dynamic Cone Penetrometer (WDCP) test consists of driving 1.1-inch diameter, steel rods with a 1.4-inch
WDCP diameter, cone tip into the ground using a 35-pound drop hammer with a 15-inch free-fall height. The number of blows
required to drive the steel rods is recorded for each 10 centimeters(3.94 inches)of penetration. The blow count for each
interval is then converted to the corresponding SPT N60 values.
Dynamic Cone Penetrometer (DCP) test consists of driving a 20-millimeter diameter, hardened steel cone on 16-
DCP .millimeter diameter steel rods into the ground using a 10-kilogram drop hammer with a 460-millimeter free-fall height, The
depth of penetration in millimeters is recorded for each drop of the hammer.
POCKET Pocket Penetrometer test is a hand-held instrument that provides an approximation of the unconfined compressive
PEN.(tsf) strength in tons per square foot(tsf)of cohesive,fine-grained soils.
CONTACTS
"" Observed(measured)contact between soil or rock units.
———- Inferred(approximate)contact between soil or rock units.
1111 — -— Transitional(gradational)contact between soil or rock units.
(9 )
ADDITIONAL NOTATIONS
Italics Notes drilling action or digging effort
{Braces} Interpretation of material origin/geologic formation(e.g.{Base Rock}or{Columbia River Basalt})
P O
G All measurements are approximate.
503-601.8250
FOUGHT& COMPANY CRANE UPGRADES- TIGARD, OREGON FIGURE A2
Project Number G2005242 Soil Classification
Classification of Terms and Content Grain Size U.S.Standard Sieve
NAME Group Name and Symbol Fines <#200(0.075 rum)
Relative Density or Consistency Fine #200-#40(0.425 mm)
Color • Sand Medium #40-#10(2 mm)
Moisture Content Coarse #10-#4(4.75 mm)
Plasticity Fine #4-0.75 inch
Other Constituents Gravel Coarse 0.75 inch-3 inches
Other:Grain Shape,Approximate Gradation
Organics,Cement,Structure,Odor,etc. Cobbles 3 to 12 inches
Geologic Name or Formation Boulders >12 inches
Coarse-Grained(Granular)Soils
Relative Density Minor Constituents
SPT PercentDensity Descriptor • Example
N
60 by Volume
0-4 Very Loose 0-5% "Trace"as part of soil description "trace silt
4-10 Loose
10-30 Medium Dense 5-15% "With"as part of group name "POORLY GRADED SAND WITH SILT
30-50 Dense 15-49% Modifier to group name "SILTY SAND"
>50 Very Dense
Fine-Grained(Cohesive)Soils
SPT To vane tsf Pocket Pen tsf Consistency Manual Penetration Test Minor Constituents
N60 Value Shear Strength Unconfined
<2 <0.13 <0.25 Very Soft Thumb penetrates more than 1 inch Percent
2-4 0.13-0.25 0.25-0.50 Soft Thumb penetrates about 1 inch by Volume Descriptor Example
4-8 0.25-0.50 0.50-1.00 Medium Stiff Thumb penetrates about'A inch 0-5% "Trace"as part of soil description "trace fine-grained sand"
8-15 0.50-1.00 1.00-2.00 Stiff Thumb penetrates less than'A inch 5-15% "Some'as part of soil description "some fine-grained sand"
15-30 1.00-2.00 2.00.4.00 Very Stiff Readily indented by thumbnail 15-30% "With°as part of group name "SILT WITH SAND'
>30 >2.00 >4.00 Hard Difficult to indent by thumbnail 30-49% Modifier to group name "SANDY SILT"
Moisture Content Structure
Dry: Absence of moisture,dusty,dry to the touch
Stratified:Alternating layers of material or color>6 mm thick
Moist: Leaves moisture on hand
Laminated: Alternating layers<6 mm thick
Wet: Visible free water,likely from below water table
Fissured: Breaks along definite fracture planes
Plasticity Dry Strength Dilatancy Toughness Slickensided: Striated,polished,or glossy fracture planes
• ML Non to Low Non to Low Slow to Rapid Low,can't roll Blocky: Cohesive soil that can be broken down into small angular lumps
CL Low to Medium Medium to High None to Slow • Medium which resist further breakdown
MH Medium to High Low to Medium None to Slow Low to Medium Lenses: Has small pockets of different soils,note thickness
CH Medium to High High to Very High None High Homogeneous:Same color and appearance throughout
Visual-Manual Classification
Group
Major Divisions Symbols Typical Names
Clean OW Well-graded gravels and gravel/sand mixtures,little or no fines
Coarse Gravels:50%or more Gravels GP Poorly-graded gravels and graveUsand mixtures,little or no fines
Grained retained on
the No.4 sieve Gravels GM Silty gravels,gravel/sand/silt mixtures
Soils: with Fines GC Clayey gravels,gravel/sand/clay mixtures
More than
50%retained Clean SW Well-graded sands and gravelly sands,little or no fines
Sands:More than Sands
on No.200 50%passing the SP Poorly-graded sands and gravelly sands,little or no fines
sieve No.4 sieve Sands SM Silty sands,sand/silt mixtures
with Fines SC Clayey sands,sand/clay mixtures
ML Inorganic silts,rock flour,clayey silts
Fine-Grained Silt and Clays CL Inorganic clays of low to medium plasticity,gravelly clays,sandy clays,lean clays
Soils: Low Plasticity Fines
50%or more OL Organic soil of low plasticity
Passes No. MH Inorganic silts,clayey silts
Silt and Clays CH Inorganic clays of high plasticity,fat clays
200 Sieve High Plasticity Fines g y 9 p y'
OH Organic soil of medium to high plasticity
Highly Organic Soils PT Peat,muck,and other highly organic soils
References:
(�P` T�1. ASTM D2487 Standard Practice for Classification of Soils for Engineering Purposes(Unified Soil Classification System)
isiplEucommal ASTM D2488 Standard Practice for Description and Identification of Soils(Visual-Manual Procedure)
503-601-8250 . Terzaghi, K., and Peck, R.B., 1948, Soil Mechanics in Engineering Practice,John Wiley&Sons,
CDc...,p, Carlson Geotechnical
FIGURE A-3
•
A Division of Carlson Testing, Inc. Boring HA-1
CIMMIZZEI www.carlsontesting.com
PAGE 1 OF 1
CLIENT Steve Fugate PROJECT NAME Fought&Company Crane Upgrades
• PROJECT NUMBER G2005242 _ PROJECT LOCATION 14255 SW 72nd Avenue,Tigard,Oregon
DATE STARTED 2/21/20 GROUND ELEVATION 96.5 ft ELEVATION DATUM 100 feet=FFE of existing building
WEATHER Indoors SURFACE Concrete Slab LOGGED BY AET/DJD REVIEWED BY BLN
DRILLING CONTRACTOR CGT % SEEPAGE 3.8 ft/El.92.8 ft
EQUIPMENT 3 inch diameter hand auger GROUNDWATER AT END --
DRILLING METHOD Hand Auger&WDCP 1 GROUNDWATER 2.5 HOURS AFTER DRILLING 1.8 ft/El.94.7 ft
O w w e w w i ♦WDCP Nm VALUE A
0 ? M ¢ >-o_ >
x -0 m MATERIAL DESCRIPTION o a w li j 0 8 a L.0 N z n IP • LL
>" §J a z w� am o� o Y� ��- MC
W 0 0 a mz U �Z U >-
w ec re co x d o El FINES CONTENT(%)El
0 0 20 40 60 80 100
SILT:Soft to medium stiff,brown with orange and GRAB 100 1
96 grey mottling,moist,low plasticity,and trace 1
organics within the upper 6 inches. 5
v_GRAB 100
11 53
- - 7
i 2 15
Stiff to very stiff below about 2 feet bef. 21
94 ML 12
tn_GRAB 78
100 15 • 0
31
21
- - 14
N 4 18
18
92 13
25
SILT WITH SAND:Very stiff,brown,wet,low ;�ry-GRAB 100 25
plasticity,and contained fine-grained sand. V 4
6
suilL90 dark gray with brown and orange mottling,and 1\-7 5AB 100
trace fine organics belwo about 6 feet bgs.
m ML - -
m
0
I-
I-
GRAE
a 88
v 6 100 •
32
GRAB 100
•Hand auger boring terminated at approximatley 9
In
feet bef.
- - •Groundwater encountered at approximately 2 feet
a bef.
o •Borehole backfilled with cuttings.
x
I= 86
z
0
F
0
0
J
a
x-
w
1-
0
0
-2
C--176D., Carlson Geotechnical FIGURE A-4
`_ A Division of Carlson Testing, Inc.
www.carlsontesting.com Boring HA PA
PAGE1 OF 1
CLIENT Steve Fugate PROJECT NAME Fought&Company Crane pgrades
PROJECT NUMBER G2005242 PROJECT LOCATION 14255 SW 72nd Avenue,Tigard,Oregon
DATE STARTED 2/21/20 GROUND ELEVATION 96 ft ELEVATION DATUM 100 feet= FFE of existing building
WEATHER Indoors SURFACE Concrete Slab LOGGED BY AET/DJD REVIEWED BY BLN
SEEPAGE 4.5 ft/El.91.5 ft
DRILLING CONTRACTOR CGT
EQUIPMENT 3 inch diameter hand auger GROUNDWATER AT END --
DRILLING METHOD Hand Auger&WDCP 1 GROUNDWATER 4 HOURS AFTER DRILLING 1.7 ft/El.94.3 ft
O ww w o w if,
♦WDCP Nso VALUE
oz m a
^ a 0 MATERIAL DESCRIPTION 0 a F w m j d o a w z 0 PL • LL
¢� a z w� a7 OW > Y� 7._. MC
lL K D 7 0 __-
w C7 0 0 <Z K Z d E FINES CONTENT(%)❑
0 0 0 0 20 40 60 80100
FAT CLAY:Soft to medium stiff,dark grey to M GRAB 100 2 bt
brown with orange,tan,and black mottling,moist, v 1
CH high plasticity,trace organics. 100 7
on,GRAB 25 51
2 8 33
Trace fine-grained sand below 1 foot bef. GRAB 100 10
3 16
SILT:Stiff to very stiff,dark brown with orange 1
94 and grey mottling,moist to wet,low plasticity,with 2 17 •
some fine-grained sand. 16
Trace subrounded gravel up to%inch in diameter
at 2 feet bef. 16
:m_G 4 100 25
4
25
16
92 4 25
23
ML
% 25
25
- - - -GRAB 100 25
90 6
m
SILT WITH SAND:Brown,wet,low plasticity,
m with fine-grained sand.
w duv4G 6 B 100 43•
7
88 8 l
o `LGRAE0 100
N
7
ML
_ _
." -
R
N
0
0
O
N
GR4e 100
o.
86 10 8
_ • Hand auger boring terminated at approximatley
10 feet bef.
i •Groundwater encountered at approximately 1%
o feet bef.
()- - • Borehole backfilled with cuttings.
0
J
a
x
w
r•
8 84 _... ..
p" Carlson Geotechnical
FIGURE A-5
A Division of Carlson Testing, Inc.
IMEIEMIZMI www.carlsontesting.com Boring HA-3 PA
PAGE 1 OF 1
CLIENT Steve Fugate PROJECT NAME Fought&Company Crane Upgrades
PROJECT NUMBER G2005242 PROJECT LOCATION 14255 SW 72nd Avenue,Tigard,Oregon
DATE STARTED 2/21/20 GROUND ELEVATION 96.5 ft ELEVATION DATUM 100 feet=FFE of existing building
WEATHER Indoors SURFACE Concrete Slab LOGGED BY AET/DJD REVIEWED BY BLN
DRILLING CONTRACTOR CGT % SEEPAGE 3.3 ft/El. 93.3 ft
EQUIPMENT 3 inch diameter hand auger GROUNDWATER AT END --
DRILLING METHOD Hand Auger&WDCP 1 GROUNDWATER AFTER DRILLING 2.0 ft/El.94.5 ft
J
Z O co � a e w W ♦WDCP N�VALUE
O x M ¢ _ w �^ D. a. PL LL
r o.O m MATERIAL DESCRIPTION o a j 0 0¢ w N Z n I • I
uJ �.J D. Z w�' d5 O� a Yv 0- MC
0 O p 2Z iE U T
w < Z d o ❑FINES CONTENT(%)❑
0 O 0 0 20 40 60 80 100
FAT CLAY:Medium stiff,grey brown with orange GRAB 5 A
96 mottling,moist, and exhibited high plasticity. v 1 100
6
5.GRA2 100 5 •
6
8
y 2 15
CH With some fine-grained sand below 2 feet bgs. 13
94 13
Stiff below about 2%feet bef. m 12
•
Wet below about 3 feet bef. % \-( 3 100 17 43
13
4 14
SILT WITH SAND:Very stiff,grey with brown 23
92 mottling,wet,low plasticitty,with fine-grained sand 25
with.
25
sct GRAB 100 � 75
6
90
ML
s
2
m
o- -
1- . GRAB 100
s 8 5
a
v0 88
,,
Y.
_ m_GRAB 100
N Grey below about 9 feet bef. V 6
N_ - •Hand auger boring terminated at approximatley
o 9%feet bef.
a. •Groundwater encountered at approximately 2 feet
bef.
_ -Borehole backfilled with cuttings.
1-- 86
z
0
R-
0
a
d
U
I-
I-
0
U
• OFFICE COPY
- • • CITY OF TMAII,P,..
REVIEWED FOR C:6,t)E comeLTANCE
Approved: 't•„/
OTC:
Permit #: clop aDaz 0 )
Address: tl s-s- AV
Suite #:
By: Date:
. .
SPECIAL ICTION Fir..7QUIRED
State of Orog,:il: Spvciaity Code
0 Concrete and Steel
E.3 Bolts Instead n Concrete
I:3 Special Moment-Resting Concrete Frame
El -Reinforcing St !& Prestressing Steel Tendons
E StnxtumI
Higit-streflo 3tAinij
El Structorri:Wemry
Ileinfoivixi Ciyi-;=: .ifi Concrete
insulatint3 Ccricrc:c
0 Spray Appiiix:; Materials
El Pilings,Draled Pieia z,n{:;C&issons
C3 Shotcretc VALIDITY OF PERMIT
THE ISSUANCE OF A PERMIT
0 Speciai Excavation and Filling BASED ON CONSTRUCTION
DOCUMENTS AND OTHER
0 Smoke-Ccor,r0I Syctoms
DATA SHALL NOT PREVENT
El Otnei THE CODE OFFICIAL FROM
REQUIRING THE CORRECTION
OF ERRORS. OSSC 105.4