HomeMy WebLinkAbout30a - Geotechnical Report (PSI)
GEOTECHNICAL ENGINEERING REPORT
Firestone Retail Store
17808 108th Ave SE
Renton, WA 98055
PSI PROJECT NO.07121375
June 1, 2016
Prepared for:
Bridgestone Retail Operations, LLC
333 E. Lake Street
Bloomingdale, IL 60108
Prepared by:
Professional Service Industries, Inc.
20508 - 56th Ave W, Suite A
Lynnwood, WA 98036
Firestone Retail Store Professional Service Industries, Inc.
17808 108th Ave SE, Renton, Washington Engineering ● Consulting ● Testing
PSI Project No 07121375 June 1, 2016
Page 1 of 7
1. PROJECT DESCRIPTION
PSI understands the site improvements will consist of a new single story retail facility and expanded
parking. Based on preliminary structural information provided and previous experience with similar
projects, we anticipate column and wall loads be on the order of 30 kips and 3 kips per foot, respectively.
We also anticipate design floor loads of about 125 psf with a maximum concentrated load of 8 kips.
2. SITE DESCRIPTION
2.1. General
The proposed site is located at 17808 108th Ave SE in Renton, Washington. Based on readily available
aerial images the site presently has a single story building, which we understand will be razed prior to
construction. The remainder of the site has sporadic landscaped shrubbery and paved parking. The site
is bordered to the west by 108th Ave SE (State Route 515), to the east by 109th Ave SE, and to the north
and south by existing developments.
2.2. Topography
Our review of available topographic information indicates that the proposed site is relatively flat with
elevations ranging from approximately EL400 to EL410 from east to west over a distance of approximately
300 feet, based on available aerial imagery on Google Earth.
2.3. Geology
Based on a review of the geology of the region utilizing the Washington Department of Natural Recourses
Interactive Geologic Map (WDNRIGM), PSI observed that this area is mapped as Quaternary glacial till.
Glacial till is typically silts sand and gravels that have been overridden by a glacier and are thereby heavily
over-consolidated.
2.4. Seismic Design Values
The nearest mapped fault zone to the site is the Seattle Fault Zone approximately 5 miles northwest of the
site. The Seattle Fault Zone is mapped as a Holocene age thrust faults that trend east to west with a
reported slip rate of 0.2 to 1 mm per year (Reference 2).
The contribution of potential earthquake-induced ground motion from known sources is included in the
probabilistic ground motion maps published by the USGS. Design data regarding seismic site
characterization and design recommendations based on USGS mapping and analysis are implemented in
the 2012 International Building Code. Based on the SPT data collected during our drilling, the site
conforms to the characteristics of Site Class C. The published design ground motion values, based on the
USGS Seismic Design Maps (Reference 3), corresponding to a risk-targeted 2 percent probability of
exceedance in 50 years at the project site. Seismic design values for the project site are provided in Table
1 below.
Firestone Retail Store Professional Service Industries, Inc.
17808 108th Ave SE, Renton, Washington Engineering ● Consulting ● Testing
PSI Project No 07121375 June 1, 2016
Page 2 of 7
Table 1: Ground Motion Values*
Period
(sec)
Mapped MCE
Spectral
Response
Acceleration
(g)
Site
Coefficients
Adjusted MCE
Spectral
Response
Acceleration
(g)
Design
Spectral
Response
Acceleration
(g)
0.2 Ss 1.395 Fa 1.000 SMs 1.392 SDs 0.928
1.0 S1 0.519 Fv 1.300 SM1 0.674 SD1 0.450
*Risk Targeted 2% Probability of Exceedance in 50 years for Latitude 47.44309 and Longitude -122.19636
2.5. Subsurface conditions
Subsurface materials and conditions were investigated with nine hollow-stem auger borings performed on
May 16th, 2016. The nine borings were drilled to a depth of approximately 11 to 21 feet below the ground
surface. The approximate locations of the soil borings are shown on Figure 2. In general, the soils under
the proposed building areas generally consist of loose to medium dense silty sands fill soils over medium
dense to very dense glacial till soils. A description of our field investigation, and our boring logs, are
available in Appendix A. A description of the laboratory testing program along with sample test results are
available in Appendix B. The terms used to describe material encountered in the boring are defined in the
General Notes. A description of the soils as they were encountered from the ground surface is provided
below.
1. FILL: The fill generally consisted of silty sands. The fill was observed in all borings. N-Values in
the silty sand fill soils ranged from 3 to 25 blows per foot to indicate relative densities of loose to medium
dense. Moisture contents of the fill soils range from 15 percent to 20 percent.
2. WEATHERED TILL: The weathered till deposits consisted of light brown to dark brown with orange
mottling, silty sand and silt with sand soils. Weathered till was observed in all borings. N-Values ranged
from 22 to 72 blows per foot in the silty sand soils to indicate relative densities of medium dense to very
dense. Moisture contents in the silty sand soils range from 13 percent to 18 percent.
3. TILL: The till deposits consisted of gray silty sand soils and were observed in all borings except
B-1 and B-2. N-Values ranged from 50 blows for 2 inches to 50 blows for 6 inches to indicate a relative
density of very dense. Moisture contents of the till range from 9 percent to 20 percent.
2.6. Groundwater
Static groundwater was not encountered at the boring locations at the time of our field investigation; however,
PSI believes that small amounts of perched water was observed in borings B-3 and B-4. This perched water
was observed within sand lenses within the till soils and may be present in other portions of the site seasonally
or after significant precipitation events.
3. CONCLUSIONS AND RECOMMENDATIONS
3.1. General
Subsurface explorations for this investigation indicate the presence of as much as 3½ to 5½ feet of fill overlying
glacially consolidated soils across the entire site. It is PSI’s opinion that the onsite soils are suitable to support
conventional spread footings provided the recommendations stated below are followed.
Firestone Retail Store Professional Service Industries, Inc.
17808 108th Ave SE, Renton, Washington Engineering ● Consulting ● Testing
PSI Project No 07121375 June 1, 2016
Page 3 of 7
3.2. Site Preparation
We anticipate that the removal of existing structures, foundations and utilities will likely disturb the upper 3½ to
5½ feet of soils in the northern portion of the site. Any large debris encountered below proposed new buildings
should be removed.
3.3. Structural Fill
All fill placed beneath foundation elements, sidewalk, and pavement areas should be placed as compacted
structural fill. We recommend that structural fill extends at least 2 feet beyond building and pavement limits
where nearby structures do not restrict fill placement. On-site soils, in lieu of organic matters or other
deleterious materials can be reused for backfill purposes, provided the material can obtain moisture
contents that will allow it to meet compaction requirements. Imported material, if required, should be
approved by the geotechnical engineer. Compacted fill should be placed in 12-inch-thick lifts (loose) by
heavy compactors such as large vibratory rollers and hoe-packs and in 6 inch loose lists for smaller
compactors such as small plate compactors and jumping jacks. These soil should be moisture-conditioned
to within 2 percent of the optimum moisture content, and compacted to a density of 95% of the maximum
dry density as determined by ASTM D 1557.
The condition of the subgrade should be evaluated by a PSI representative before fill placement or
construction begins. Fill compaction should be evaluated by in-place density tests performed during fill
placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. When
fill material is inconsistent or when more than 30% of the fill material is retained on a ¾ inch sieve, fill
placement should be observed and compaction evaluated by observation of a proof-roll using a loaded
tandem axle dump truck.
If Imported fill materials area required PSI recommends they consist of granular material such as pit-run
or quarry-run rock, crushed rock, crushed gravel, or sand. They should be fairly well-graded between
coarse and fine material with a maximum particle size of 2 inches and should have less than 5 percent by
weight passing the U.S. Standard No. 200 Sieve.
3.4. Utility Trench Excavations and Backfill
Excavations should be made in accordance with applicable Federal and State Occupational Safety and
Health Administration regulations. Utility trenches in the near surface sand soils at the site will need to be
sloped, or shored from the ground surface due to the potential for caving. Actual inclinations will ultimately
depend on the soil conditions encountered during earthwork. While we may provide certain approaches
for trench excavations, the contractor should be responsible for selecting the excavation technique,
monitoring the trench excavations for safety, and providing shoring, as required, to protect personnel and
adjacent improvements. The information provided below is for use by the owner and engineer and should
not be interpreted to mean that PSI is assuming responsibility for the contractor’s actions or site safety.
The fill and soft silty soils PSI encountered onsite should be considered Type C soils. Dense or hard native
soils can be classified as Type B soil according to the most recent OSHA regulations. In our opinion,
excavations should be safely sloped or shored. The contractor should be aware that excavation and
shoring should conform to the requirements specified in the applicable local, state, and federal safety
regulations, such as OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926, or successor
regulations. We understand that such regulations are being strictly enforced, and if not followed, the
contractor may be liable for substantial penalties.
Firestone Retail Store Professional Service Industries, Inc.
17808 108th Ave SE, Renton, Washington Engineering ● Consulting ● Testing
PSI Project No 07121375 June 1, 2016
Page 4 of 7
Excavation and construction operations may expose the on-site soils to inclement weather conditions. The
stability of exposed soils may deteriorate due to a change in moisture content or the action of heavy or
repeated construction traffic. Accordingly, foundation and pavement area excavations should be protected
from the elements and from the action of repetitive or heavy construction loadings.
Utilities trenches within the building, pavement, and sidewalk areas should be backfilled with structural fill
and compacted in accordance with the recommendation in section 3.3 of this report with the exception of
fill soils placed immediately around and above the first foot vertically around utility lines which should be
compacted to at least 90% of the maximum dry density as determined by ASTM D 1557. Compaction by
jetting or flooding should not be permitted.
3.5. Foundations
PSI has provided two options for the potential foundation subgrade preparation which are listed below.
Option 1:
Footing subgrades should be over-excavated a minimum of two feet and have the soil in the base of the
trenches compacted to a firm and unyielding state as determined by the geotechnical engineer, then the
removed soil should either be recompacted as structural fill back into the over-excavated area or should
replaced with imported structural fill, place in accordance with the recommendations in Section 3.3 of this
report. The over-excavation and backfill areas should extend at least 2 feet beyond the edge of the footings
or a distance equivalent to the depth of the over-excavation, whichever is greater. Provided these foundation
subgrades are prepared in this way the building may be supported by shallow spread footings with an
allowable bearing pressure of up to 3,000 pounds per square foot (psf). This value applies to the total of dead
load and/or frequently applied live load and can be increased by one-third for the total of all loads; dead, live
and wind or seismic.
Option 2:
Footing may be excavated extending to dense native glacial till soils that were observed from 3½ to 5½ feet
below existing site grades. Footings extending down to these dense native soils may be designed with an
allowable bearing capacity of 5,000 psf. This value applies to the total of dead load and/or frequently applied
live load and can be increased by one-third for the total of all loads; dead, live and wind or seismic.
Regardless of the option selected All footings should have a minimum 18 inches of embedment below the
lowest adjacent final grade for frost protection and all footing subgrades should be prepared in the same
manner across the site. Perimeter and spread footing should be at least 18 inches and 24 inches wide
respectively.
Horizontal forces can be resisted partially or completely by frictional forces developed between the base of the
spread footings. The total shearing resistance between the foundation footprint and the soil should be taken
as the normal force, i.e., the sum of all vertical forces (dead load plus real live load) times the coefficient of
friction between the soil and the base of the footing. We recommend assuming an ultimate coefficient of friction
value of 0.30 for design. If additional lateral resistance is required, passive earth pressures against embedded
footings or walls can be computed using a pressure based on an equivalent fluid with a unit weight of 250
pounds per cubic foot. This value assumes that backfill around footings will be placed as granular structural
fill.
Firestone Retail Store Professional Service Industries, Inc.
17808 108th Ave SE, Renton, Washington Engineering ● Consulting ● Testing
PSI Project No 07121375 June 1, 2016
Page 5 of 7
3.6. Settlement
The building foundation loads, and floor live loads will all cause settlement due to consolidation, or compression,
of the underlying soils. The subsurface information and laboratory test data developed for this study was used
to estimate settlement beneath these loads. We have assumed that the maximum wall and column loads will
be 3 kips per foot and 30 kips for the purpose of this analyses on both foundation options.
We estimate that the settlement of a typically loaded, isolated column footing designed in accordance with our
previously recommended allowable bearing pressure of 5,000 psf on dense native soil will be less than 1 inch,
additionally we estimate that settlement for 3,000 psf footings, founded on 2 feet of structural fill, will be less
than 1 inch. These estimates assume that the load on the footings are real dead load and sustained or long-
term live load. Lesser actual bearing pressures will produce less settlement. Some differential settlement
between footings should be expected due to differences in their size and loading conditions and the variability
in subsurface conditions across the building footprint. Differential settlements are difficult to quantify; however,
we anticipate they will likely be limited to less than about one half of the total settlement or less than ½ inch for
both foundation options along a 40-foot span. Settlement of the footings is also expected to occur rapidly,
essentially as the new structural loads are placed and shortly thereafter. Footing settlements will be in addition
to areal settlements due to floor live, or storage loads. For this reason, we recommend that floors, walls and
columns be designed to move independently of each other.
3.7. Floor Support
PSI recommends that soil subgrades below the slab be compacted to a firm and unyielding state.
Compaction of in these areas should be confirmed with a proof rolled with a loaded tandem axel dump
truck, or be observed by the geotechnical engineer or their representative to be firm and unyielding. We
further recommend the installation of a 6-inch thick granular base course beneath the floor slab to provide
uniform support and a capillary break between the slab and the subgrade soil. The base course should
consist of crushed rock with particles no larger than 1-inch size and having less than about 2% passing
the No. 200 sieve (washed analysis). Crushed rock ¾ to ¼ inch gradation is often used for this purpose.
The base course material should be installed in a single lift and compacted to at least 95% of the maximum
density as determined by ASTM D 1557 or to a firm and unyielding state. In our opinion, it is appropriate
to assume a coefficient of subgrade reaction, k, of 250 pound per cubic inch for the design of floor slabs
constructed as recommended above. It may also be appropriate to install a vapor-retarding membrane
beneath slabs that will receive floor coverings or will be used to store moisture-sensitive materials. The
membrane should be installed in accordance with manufacturer's recommendations.
3.8. Drainage
We recommend footing drains be placed around the exterior of the building foundation to reduce the potential
for lateral migration of moisture into the building envelope. We recommend that all roof drains be connected
to a tight-line pipe leading to storm drain facilities. Pavement surfaces and open space areas should be sloped
such that surface water runoff is collected and routed to suitable discharge points. We also recommend that
ground surfaces adjacent to buildings be sloped to facilitate positive drainage away from the buildings.
3.9. Pavement
For automobile parking areas founded on silty sand fill soil, we recommend a pavement section consisting
of 2½ inches of asphaltic concrete (AC) over 4 inches of crushed rock base (CRB) or 4 inches of Portland
Cement Concrete (PCC) over 4 inches of crushed rock base. If semi-trucks, or other heavy equipment is
Firestone Retail Store Professional Service Industries, Inc.
17808 108th Ave SE, Renton, Washington Engineering ● Consulting ● Testing
PSI Project No 07121375 June 1, 2016
Page 6 of 7
expected on paved areas, the pavement section should consist of 4 inches of AC over 6 inches of CRB or
5 inches of PCC over 6 inches of CRB.
These preliminary pavement sections are based on a pavement design using the site sand subgrade, a
desired pavement life of 20 years, and a terminal serviceability index of 2.0. These estimates should be
revised once design traffic information is developed.
These recommended pavement sections are also based on the assumption that the subgrade consists of
firm, undisturbed soil or structural fill and that the pavement will be constructed during the dry summer
months. Proofrolling should be used to evaluate pavement subgrade. Any soft areas disclosed by
proofrolling will likely require over-excavation and replacement with structural fill. Some contingency
should be provided for the repair of any soft areas.
Permanent, properly installed drainage is also an essential aspect of pavement design and construction.
All paved areas should have positive drainage to prevent ponding of surface water and saturation of the
base course. This is particularly important in cut sections or at low points within the paved areas, such as
in sunken loading dock areas or around stormwater catch basins. Effective means to prevent saturation
of the base course including installing subdrain systems below sunken loading docks and weep holes in
the sidewalls to catch basins.
3.10. Stormwater
Based on previous experience on glacial till sites PSI does not believe that infiltration of site stormwater
will be practical. Glacial till soil in this region typically provide infiltration rates of less than one inch per
hour and very often less than ¼ inch per hour.
4. DESIGN REVIEW AND CONSTRUCTION MONITORING
We welcome the opportunity to review and discuss construction plans and specifications as they are being
developed. We are of the opinion that to observe compliance with the design concepts, specifications,
and recommendations, construction operations dealing with earthwork and foundations should be
observed by a qualified geotechnical engineer. We would be pleased to provide these services to you.
5. REPORT LIMITATIONS
The recommendations submitted in this report are based on the subsurface information obtained by PSI
and design details furnished by representatives of the client, Bridgestone Retail Operations LLC., for the
proposed improvements at 17808 108th Avenue SE in Renton, Washington. If there are any revisions to
the plans for this project, or if deviations from the subsurface conditions noted in this report are encountered
during construction, PSI should be notified immediately to determine if changes in the foundation and/or
pavement recommendations are required. If PSI is not retained to review these changes, PSI will not be
responsible for the impact of those conditions on the project.
After the plans and specifications are more complete, PSI should be retained and provided the opportunity
to review the final design plans and specifications to verify that our engineering recommendations have
been properly incorporated into the design.
Firestone Retail Store Professional Service Industries, Inc.
17808 108th Ave SE, Renton, Washington Engineering ● Consulting ● Testing
PSI Project No 07121375 June 1, 2016
Page 7 of 7
REFERENCES
Reference 1: Washington Department of Natural Recourses Interactive Geologic Map,
http://www.dnr.wa.gov/researchscience/topics/geosciencesdata/pages/geology_portal.aspx
Reference 2: U.S. Geological Survey, 2010, Quaternary fault and fold database for the United States,
accessed November 10, 2010, from USGS web site: http://earthquake.usgs.gov/hazards/qfaults/.
Reference 3: USGS Seismic Design Maps. http://earthquake.usgs.gov/designmaps/us/application.php
Firestone Retail Store Professional Service Industries, Inc.
17808 108th Ave SE, Renton, Washington Engineering ● Consulting ● Testing
PSI Project No 07121375 June 1, 2016
FIGURES
VICINITY MAP
SITE EXPLORATION LOCATION MAP
Firestone Retail Store Professional Service Industries, Inc.
17808 108th Ave SE, Renton, Washington Engineering ● Consulting ● Testing
PSI Project No 07121375 June 1, 2016
APPENDIX A
FIELD EXPLORATION PROGRAM
GENERAL NOTES
SOIL CLASSIFICATION CHART
BORING LOGS
Firestone Retail Store Professional Service Industries, Inc.
17808 108th Ave SE, Renton, Washington Engineering ● Consulting ● Testing
PSI Project No 07121375 June 1, 2016
FIELD EXPLORATION PROGRAM
General
We explored the site by drilling nine soil borings (B-1 to B-9) to depths that ranged from
approximately 11 feet to 21 feet below existing ground surface on May 16, 2016, using a trailer-
mounted mobile drill rig. The locations of the borings are shown on Figure 2. A representative of
PSI’s geotechnical staff was present during the explorations to record soil and groundwater
conditions encountered in the exploration and to obtain soil and rock samples for laboratory
testing.
Sampling Procedures
Throughout the drilling operation, soil samples were obtained from the borings using a 2-inch OD Split
Spoon in general conformance with guidelines presented in ASTM D1586, Standard Test Method for
Penetration Test and Split Barrel Sampling of Soils. The samplers were driven into the soil a distance
of 18 inches or to refusal with a 140-pound hammer free falling a distance of 30 inches. The sum of
the blows required to drive the sampler in three 6-inch increments is provided in the boring logs. If
the sampler met refusal, the number of inches driven and the number of blows is recorded.
The borings were drilled to observe the stratigraphy, density, and variability of subsurface soil
conditions. Soil samples recovered from the explorations were sealed in airtight plastic bags to retain
moisture and carefully transported to PSI’s laboratory for additional examination and testing.
Field Classification
Soil samples were initially classified visually in the field. Consistency, color, relative moisture,
degree of plasticity, peculiar odors and other distinguishing characteristics of the soil samples
were noted. The terminology used in the soil and rock classifications and other modifiers are
defined in the General Notes in this appendix.
Exploration Logs
Summary boring logs follows in this appendix. The left-hand portion of the boring log gives our
interpretation of the soil encountered in the soil boring, sample locations and depths, and
groundwater information. The right-hand portion of the log shows the results of the sample water
contents, and other laboratory information.
The soil profile shown on the boring logs represent the conditions only at actual exploration
location. Variations may occur and should be expected. The stratifications represent the
approximate boundary between subsurface materials; the actual transition may be gradual.
Description
Angular:
Subangular:
Subrounded:
Rounded:
RELATIVE DENSITY OF COARSE-GRAINED SOILS ANGULARITY OF COARSE-GRAINED PARTICLES
SS:
ST:
BS:
PM:
CPT-U:
Component
Boulders:
Cobbles:
Coarse-Grained Gravel:
Fine-Grained Gravel:
Coarse-Grained Sand:
Medium-Grained Sand:
Fine-Grained Sand:
Silt:
Clay:
Size Range
Over 300 mm (>12 in.)
75 mm to 300 mm (3 in. to 12 in.)
19 mm to 75 mm (¾ in. to 3 in.)
4.75 mm to 19 mm (No.4 to ¾ in.)
2 mm to 4.75 mm (No.10 to No.4)
0.42 mm to 2 mm (No.40 to No.10)
0.075 mm to 0.42 mm (No. 200 to No.40)
0.005 mm to 0.075 mm
<0.005 mm
0 - 4
4 - 10
10 - 30
30 - 50
50 - 80
80+
Criteria
Particles with width/thickness ratio > 3
Particles with length/width ratio > 3
Particles meet criteria for both flat and
elongated
Relative Density
Description
Flat:
Elongated:
Flat & Elongated:
SFA:
HSA:
M.R.:
R.C.:
H.A.:
P.A.:
SOIL PROPERTY SYMBOLS
SAMPLE IDENTIFICATION
GENERAL NOTES
Descriptive Term
Trace:
With:
Modifier:
Standard "N" penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D.
Split-Spoon.
A "N" penetration value corrected to an equivalent 60% hammer energy transfer efficiency (ETR)
Unconfined compressive strength, TSF
Pocket penetrometer value, unconfined compressive strength, TSF
Moisture/water content, %
Liquid Limit, %
Plastic Limit, %
Plasticity Index = (LL-PL),%
Dry unit weight, pcf
Apparent groundwater level at time noted
GRAIN-SIZE TERMINOLOGY
Solid Flight Auger - typically 4" diameter flights,
except where noted.
Hollow Stem Auger - typically 3¼" or 4¼ I.D.
openings, except where noted.
Mud Rotary - Uses a rotary head with Bentonite
or Polymer Slurry
Diamond Bit Core Sampler
Hand Auger
Power Auger - Handheld motorized auger
, ,
N:
N60:
Qu:
Qp:
w%:
LL:
PL:
PI:
DD:
N - Blows/foot Criteria
Particles have sharp edges and relatively plane
sides with unpolished surfaces
Particles are similar to angular description, but have
rounded edges
Particles have nearly plane sides, but have
well-rounded corners and edges
Particles have smoothly curved sides and no edges
PARTICLE SHAPE
The Unified Soil Classification System (USCS), AASHTO 1988 and ASTM designations D2487 and D-2488 are
used to identify the encountered materials unless otherwise noted. Coarse-grained soils are defined as having
more than 50% of their dry weight retained on a #200 sieve (0.075mm); they are described as: boulders,
cobbles, gravel or sand. Fine-grained soils have less than 50% of their dry weight retained on a #200 sieve;
they are defined as silts or clay depending on their Atterberg Limit attributes. Major constituents may be added
as modifiers and minor constituents may be added according to the relative proportions based on grain size.
Page 1 of 2
% Dry Weight
< 5%
5% to 12%
>12%
RELATIVE PROPORTIONS OF FINES
DRILLING AND SAMPLING SYMBOLS
Split-Spoon - 1 3/8" I.D., 2" O.D., except where
noted.
Shelby Tube - 3" O.D., except where noted.
Bulk Sample
Pressuremeter
Cone Penetrometer Testing with Pore-Pressure
Readings
Very Loose
Loose
Medium Dense
Dense
Very Dense
Extremely Dense
RELATIVE PROPORTIONS OF SAND AND GRAVEL
STRUCTURE DESCRIPTION
Description
Stratified:
Laminated:
Fissured:
Slickensided:
Description
Blocky:
Lensed:
Layer:
Seam:
Parting:
CONSISTENCY OF FINE-GRAINED SOILS
Page 2 of 2
MOISTURE CONDITION DESCRIPTION
0 - 0.25
0.25 - 0.50
0.50 - 1.00
1.00 - 2.00
2.00 - 4.00
4.00 - 8.00
8.00+
Extremely Soft
Very Soft
Soft
Medium Hard
Moderately Hard
Hard
Very Hard
% Dry Weight
< 15%
15% to 30%
>30%
SCALE OF RELATIVE ROCK HARDNESS
Criteria
Absence of moisture, dusty, dry to the touch
Damp but no visible water
Visible free water, usually soil is below water table
0 - 2
2 - 4
4 - 8
8 - 15
15 - 30
30 - 50
50+
Very Soft
Soft
Medium Stiff
Stiff
Very Stiff
Hard
Very Hard
ConsistencyN - Blows/footQU - TSF
GENERAL NOTES
Descriptive Term
Trace:
With:
Modifier:
GRAIN-SIZED TERMINOLOGY
(Typically Sedimentary Rock)
Slightly Weathered:
Weathered:
Highly Weathered:
DEGREE OF WEATHERING
Rock Mass Description
Excellent
Good
Fair
Poor
Very Poor
Rock generally fresh, joints stained and discoloration
extends into rock up to 25 mm (1 in), open joints may
contain clay, core rings under hammer impact.
Rock mass is decomposed 50% or less, significant
portions of the rock show discoloration and
weathering effects, cores cannot be broken by hand
or scraped by knife.
Rock mass is more than 50% decomposed, complete
discoloration of rock fabric, core may be extremely
broken and gives clunk sound when struck by
hammer, may be shaved with a knife.
Size Range
>4.76 mm
2.0 mm - 4.76 mm
0.42 mm - 2.0 mm
0.075 mm - 0.42 mm
<0.075 mm
RQD Value
90 -100
75 - 90
50 - 75
25 -50
Less than 25
ROCK QUALITY DESCRIPTION
Void Diameter
<6 mm (<0.25 in)
6 mm to 50 mm (0.25 in to 2 in)
50 mm to 600 mm (2 in to 24 in)
>600 mm (>24 in)
QU - TSF
ROCK VOIDS
Criteria
Cohesive soil that can be broken down into small
angular lumps which resist further breakdown
Inclusion of small pockets of different soils
Inclusion greater than 3 inches thick (75 mm)
Inclusion 1/8-inch to 3 inches (3 to 75 mm) thick
extending through the sample
Inclusion less than 1/8-inch (3 mm) thick
Component
Very Coarse Grained
Coarse Grained
Medium Grained
Fine Grained
Very Fine Grained
(Continued)
2.5 - 10
10 - 50
50 - 250
250 - 525
525 - 1,050
1,050 - 2,600
>2,600
Description
Very Thick Bedded
Thick Bedded
Medium Bedded
Thin Bedded
Very Thin Bedded
Thickly Laminated
Thinly Laminated
Description
Dry:
Moist:
Wet:
Criteria
Greater than 3-foot (>1.0 m)
1-foot to 3-foot (0.3 m to 1.0 m)
4-inch to 1-foot (0.1 m to 0.3 m)
1¼-inch to 4-inch (30 mm to 100 mm)
½-inch to 1¼-inch (10 mm to 30 mm)
1/8-inch to ½-inch (3 mm to 10 mm)
1/8-inch or less "paper thin" (<3 mm)
Criteria
Alternating layers of varying material or color with
layers at least ¼-inch (6 mm) thick
Alternating layers of varying material or color with
layers less than ¼-inch (6 mm) thick
Breaks along definite planes of fracture with little
resistance to fracturing
Fracture planes appear polished or glossy,
sometimes striated
Consistency
ROCK BEDDING THICKNESSES
Voids
Pit
Vug
Cavity
Cave
SYMBOLS
SW
TYPICAL
DESCRIPTIONS
WELL-GRADED GRAVELS, GRAVEL -
SAND MIXTURES, LITTLE OR NOFINES
POORLY-GRADED GRAVELS,GRAVEL - SAND MIXTURES, LITTLEOR NO FINES
SILTY GRAVELS, GRAVEL - SAND -SILT MIXTURES
GRAPH
SM
MAJOR DIVISIONS
SOIL CLASSIFICATION CHART
PT
GC
GM
GP
GW
LETTER
COARSEGRAINED
SOILS
SP
OH
CH
MH
OL
CL
ML
SC
(APPRECIABLEAMOUNT OF FINES)
ORGANIC CLAYS OF MEDIUM TOHIGH PLASTICITY, ORGANIC SILTS
PEAT, HUMUS, SWAMP SOILS WITHHIGH ORGANIC CONTENTS
CLEAN
GRAVELS
GRAVELS WITHFINES
CLEAN SANDS
(LITTLE OR NO FINES)
SANDS WITH
FINES
LIQUID LIMITLESS THAN 50
LIQUID LIMIT
GREATER THAN 50
HIGHLY ORGANIC SOILS
(APPRECIABLE
AMOUNT OF FINES)
ORGANIC SILTS AND ORGANICSILTY CLAYS OF LOW PLASTICITY
(LITTLE OR NO FINES)
FINE
GRAINED
SOILS
SAND
AND
SANDYSOILS
SILTS
AND
CLAYS
SILTS
AND
CLAYS
MORE THAN 50%OF MATERIAL ISLARGER THAN
NO. 200 SIEVESIZE
MORE THAN 50%
OF MATERIAL ISSMALLER THANNO. 200 SIEVE
SIZE
MORE THAN 50%OF COARSE
FRACTIONPASSING ON NO.4 SIEVE
MORE THAN 50%OF COARSE
FRACTIONRETAINED ON NO.4 SIEVE
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS
GRAVEL
ANDGRAVELLY
SOILS
INORGANIC CLAYS OF HIGH
PLASTICITY
INORGANIC SILTS, MICACEOUS ORDIATOMACEOUS FINE SAND ORSILTY SOILS
CLAYEY GRAVELS, GRAVEL - SAND -CLAY MIXTURES
WELL-GRADED SANDS, GRAVELLYSANDS, LITTLE OR NO FINES
POORLY-GRADED SANDS,
GRAVELLY SAND, LITTLE OR NOFINES
SILTY SANDS, SAND - SILT
MIXTURES
CLAYEY SANDS, SAND - CLAY
MIXTURES
INORGANIC SILTS AND VERY FINE
SANDS, ROCK FLOUR, SILTY ORCLAYEY FINE SANDS OR CLAYEYSILTS WITH SLIGHT PLASTICITY
INORGANIC CLAYS OF LOW TO
MEDIUM PLASTICITY, GRAVELLYCLAYS, SANDY CLAYS, SILTY CLAYS,
LEAN CLAYS
1
2
3
4
12
3
18
18
2-2-4N=6
6-20-21
N=41
4-12-14N=26
11-11-11N=22
ASPHALT
Silty SAND with Gravel Dark Brown,nonplastic, moist, loose, fine to medium sandwith concrete fragment & gravel. FILL
Silty SAND with Gravel Light to Dark Brown,low placticity to nonplastic, moist, mediumdense to dense, fine to medium sand with
gravel with some mottling. WEATHEREDGLACIAL TILL
Bottom of boring at approximately 11 feet 6inches. No ground water observed
SM
SM
13
14
PROJECT NO.:07121375
PROJECT:Bridgestone RentonDepth, (feet)STRENGTH, tsf
Additional
Remarks
USCS Classification0
QpSample Type2.0
0
Moisture, %MoistureMATERIAL DESCRIPTION
STANDARD PENETRATION
TEST DATA
N in blows/ft
QuSample No.Graphic Log50
PL
Elevation (feet)LL
4.0
25
Recovery (inches)LATITUDE:47.44312°
LONGITUDE:-122.19671°
LOCATION:17808 108th Ave SEWaterREMARKS:
DRILLER:
Professional Service Industries, Inc.
20508 56th Avenue W, Suite A
Lynnwood, WA 98036Telephone: (425) 409-2504 Renton, WASPT Blows per 6-inch (SS)SAMPLING METHOD: SS
DATE STARTED:5/16/16
BENCHMARK:N/A
The stratification lines represent approximate boundaries. The transition may be gradual.Sheet 1 of 1
DRILL COMPANY:Geologic Drill
STATION:N/A OFFSET:N/A
LOGGED BY:S.Malolo
COMPLETION DEPTH 11.5 ft DRILL RIG:Trailer Mounted
DRILLING METHOD:Hollow Stem Auger
ELEVATION:N/A
REVIEWED BY:MSP
EFFICIENCY N/A
HAMMER TYPE:Manual Pulley BORING LOCATION:
0
5
10
DATE COMPLETED:5/16/16 BORING B-1
1
2
3
4
18
5
18
18
2-2-1N=3
3-7-14
N=21
18-21-31N=52
18-21-16N=37
ASPHALT
Silty SAND: dark brown, moist, lowplasticity, very loose. FILL
Silty SAND: brownish gray to brown, moist,low plasticity, medium dense to very dense,fine to medium sand with gravel & trace
mottling. WEATHERED GLACIAL TILL
Bottom of boring at approximately 11 feet 6inches. No ground water observed.
SM
SM
22
16
13
15
PROJECT NO.:07121375
PROJECT:Bridgestone RentonDepth, (feet)STRENGTH, tsf
Additional
Remarks
USCS Classification0
QpSample Type2.0
0
Moisture, %MoistureMATERIAL DESCRIPTION
STANDARD PENETRATION
TEST DATA
N in blows/ft
QuSample No.Graphic Log50
PL
Elevation (feet)LL
4.0
25
Recovery (inches)LATITUDE:47.44324°
LONGITUDE:-122.19663°
LOCATION:17808 108th Ave SEWaterREMARKS:
DRILLER:
Professional Service Industries, Inc.
20508 56th Avenue W, Suite A
Lynnwood, WA 98036Telephone: (425) 409-2504 Renton, WASPT Blows per 6-inch (SS)SAMPLING METHOD: SS
DATE STARTED:5/16/16
BENCHMARK:N/A
The stratification lines represent approximate boundaries. The transition may be gradual.Sheet 1 of 1
DRILL COMPANY:Geologic Drill
STATION:N/A OFFSET:N/A
LOGGED BY:S.Malolo
COMPLETION DEPTH 11.5 ft DRILL RIG:Trailer Mounted
DRILLING METHOD:Hollow Stem Auger
ELEVATION:N/A
REVIEWED BY:MSP
EFFICIENCY N/A
HAMMER TYPE:Manual Pulley BORING LOCATION:
0
5
10
DATE COMPLETED:5/16/16 BORING B-2
>>
1
2
3
4
5
6
18
18
18
12
5
5
3-5-9N=14
7-10-16
N=26
6-11-11N=22
31-50/6"
50/5"
50/5"
ASPHALT
Silty SAND: brown, moist, nonplastic,medium dense. FILL
Silty SAND: brown, wet to moist (possibleperched water within sand lens), mediumdense, predominantly fine sand with trace of
subround gravel. WEATHERED GLACIALTILL
Silty SAND: brown to gray, moist, low
plasticity, very dense, predominantly finesand and silt, 8 inch band of poorly graded
SAND with silt observed from approximatley15 feet . GLACIAL TILL
Bottom of boring at approximately 20 feet 5inches. Possible Perach groundwater at 6feet, but no static groundwater observed.
SM
SM
SM
17
18
18
12
20
13
14
PROJECT NO.:07121375
PROJECT:Bridgestone RentonDepth, (feet)STRENGTH, tsf
Additional
Remarks
USCS Classification0
QpSample Type2.0
0
Moisture, %MoistureMATERIAL DESCRIPTION
STANDARD PENETRATION
TEST DATA
N in blows/ft
QuSample No.Graphic Log50
PL
Elevation (feet)LL
4.0
25
Recovery (inches)LATITUDE:47.44299°
LONGITUDE:-122.19643°
LOCATION:17808 108th Ave SEWaterREMARKS:
DRILLER:
Professional Service Industries, Inc.
20508 56th Avenue W, Suite A
Lynnwood, WA 98036Telephone: (425) 409-2504 Renton, WASPT Blows per 6-inch (SS)SAMPLING METHOD: SS
DATE STARTED:5/16/16
BENCHMARK:N/A
The stratification lines represent approximate boundaries. The transition may be gradual.Sheet 1 of 1
DRILL COMPANY:Geologic Drill
STATION:N/A OFFSET:N/A
LOGGED BY:S.Malolo
COMPLETION DEPTH 20.4 ft DRILL RIG:Trailer Mounted
DRILLING METHOD:Hollow Stem Auger
ELEVATION:N/A
REVIEWED BY:MSP
EFFICIENCY N/A
HAMMER TYPE:Manual Pulley BORING LOCATION:
0
5
10
15
20
DATE COMPLETED:5/16/16 BORING B-3
>>
>>
>>
1
2
3
4
5
6
18
18
18
18
5
2
2-3-7N=10
11-15-17
N=32
8-15-17N=32
18-19-38N=57
50/5"
50/2"
ASPHALT
Silty SAND, brown, moist, nonplastic, mediumdense. FILL
Silty SAND, brown with orange mottling, wetto moist (possible perched water within sand
lenses), dense to very dense, predominantlyfine sand and silt with trace subround gravel.WEATHERED GLACIAL TILL
Silty SAND, brown to gray, moist, low plastic
to nonplastic, very dense, predominantly finesand with silt. GLACIAL TILL
Bottom of boring at approximatley 20 feet 2
inches. Possible Perach groundwater at 6feet, but no static groundwater observed.
SM
SM
SM
18
16
16
16
11
PROJECT NO.:07121375
PROJECT:Bridgestone RentonDepth, (feet)STRENGTH, tsf
Additional
Remarks
USCS Classification0
QpSample Type2.0
0
Moisture, %MoistureMATERIAL DESCRIPTION
STANDARD PENETRATION
TEST DATA
N in blows/ft
QuSample No.Graphic Log50
PL
Elevation (feet)LL
4.0
25
Recovery (inches)LATITUDE:47.44309°
LONGITUDE:-122.19642°
LOCATION:17808 108th Ave SEWaterREMARKS:
DRILLER:
Professional Service Industries, Inc.
20508 56th Avenue W, Suite A
Lynnwood, WA 98036Telephone: (425) 409-2504 Renton, WASPT Blows per 6-inch (SS)SAMPLING METHOD: SS
DATE STARTED:5/16/16
BENCHMARK:N/A
The stratification lines represent approximate boundaries. The transition may be gradual.Sheet 1 of 1
DRILL COMPANY:Geologic Drill
STATION:N/A OFFSET:N/A
LOGGED BY:S.Malolo
COMPLETION DEPTH 20.2 ft DRILL RIG:Trailer Mounted
DRILLING METHOD:Hollow Stem Auger
ELEVATION:N/A
REVIEWED BY:MSP
EFFICIENCY N/A
HAMMER TYPE:Manual Pulley BORING LOCATION:
0
5
10
15
20
DATE COMPLETED:5/16/16 BORING B-4
>>
>>
>>
1
2
3
4
18
18
12
10
3-5-11N=16
13-15-21
N=36
15-50/6"
36-50/5"
ASPHALT
Silty SAND: brown, moist, nonplastic,medium dense. FILL
Silty SAND: brown with orange mottling,moist, dense, predominantly fine sand withtrace of subround gravel. WEATHERED
GLACIAL TILL
Silty SAND: brown to gray, moist, lowplasticity, very dense, predominantly fine
sand and silt. GLACIAL TILL
Bottom of boring at approximately 10 feet 11
inches. No ground water observed.
SM
SM
SM
15
14
12
10
PROJECT NO.:07121375
PROJECT:Bridgestone RentonDepth, (feet)STRENGTH, tsf
Additional
Remarks
USCS Classification0
QpSample Type2.0
0
Moisture, %MoistureMATERIAL DESCRIPTION
STANDARD PENETRATION
TEST DATA
N in blows/ft
QuSample No.Graphic Log50
PL
Elevation (feet)LL
4.0
25
Recovery (inches)LATITUDE:47.44325°
LONGITUDE:-122.19633°
LOCATION:17808 108th Ave SEWaterREMARKS:
DRILLER:
Professional Service Industries, Inc.
20508 56th Avenue W, Suite A
Lynnwood, WA 98036Telephone: (425) 409-2504 Renton, WASPT Blows per 6-inch (SS)SAMPLING METHOD: SS
DATE STARTED:5/16/16
BENCHMARK:N/A
The stratification lines represent approximate boundaries. The transition may be gradual.Sheet 1 of 1
DRILL COMPANY:Geologic Drill
STATION:N/A OFFSET:N/A
LOGGED BY:S.Malolo
COMPLETION DEPTH 10.9 ft DRILL RIG:Trailer Mounted
DRILLING METHOD:Hollow Stem Auger
ELEVATION:N/A
REVIEWED BY:MSP
EFFICIENCY N/A
HAMMER TYPE:Manual Pulley BORING LOCATION:
0
5
10
DATE COMPLETED:5/16/16 BORING B-5
>>
>>
1
2
3
4
5
6
18
18
18
12
9
11
6-11-15N=26
12-25-30
N=55
17-31-41N=72
29-50/6"
26-50/4"
35-50/5"
ASPHALT
Silty SAND: brown, moist, nonplastic,medium dense. FILL
Silty SAND: brown with orange mottlingmoist, very dense, predominantly fine sand
and silt with trace of subround gravel.WEATHERED GLACIAL TILL
Silty SAND: brown to gray, moist,nonplastic, very dense, predominantly fine
sand with silt, trace of gravel. GLACIAL TILL
Bottom of boring at approximately 20 feet 11inches. No ground water observed.
SM
SM
SM
15
13
16
12
9
10
PROJECT NO.:07121375
PROJECT:Bridgestone RentonDepth, (feet)STRENGTH, tsf
Additional
Remarks
USCS Classification0
QpSample Type2.0
0
Moisture, %MoistureMATERIAL DESCRIPTION
STANDARD PENETRATION
TEST DATA
N in blows/ft
QuSample No.Graphic Log50
PL
Elevation (feet)LL
4.0
25
Recovery (inches)LATITUDE:47.44308°
LONGITUDE:-122.19615°
LOCATION:17808 108th Ave SEWaterREMARKS:
DRILLER:
Professional Service Industries, Inc.
20508 56th Avenue W, Suite A
Lynnwood, WA 98036Telephone: (425) 409-2504 Renton, WASPT Blows per 6-inch (SS)SAMPLING METHOD: SS
DATE STARTED:5/16/16
BENCHMARK:N/A
The stratification lines represent approximate boundaries. The transition may be gradual.Sheet 1 of 1
DRILL COMPANY:Geologic Drill
STATION:N/A OFFSET:N/A
LOGGED BY:S.Malolo
COMPLETION DEPTH 20.9 ft DRILL RIG:Trailer Mounted
DRILLING METHOD:Hollow Stem Auger
ELEVATION:N/A
REVIEWED BY:MSP
EFFICIENCY N/A
HAMMER TYPE:Manual Pulley BORING LOCATION:
0
5
10
15
20
DATE COMPLETED:5/16/16 BORING B-6
>>
>>
>>
>>
>>
1
2
3
4
5
6
18
18
12
12
6
11
13-7-8N=15
8-8-11
N=19
27-50/6"
18-50/6"
50/6"
30-50/6"
ASPHALT
Silty SAND: brown, moist, nonplastic,medium dense. FILL
Silty SAND: brown with oranage mottling,moist, medium dense, predominantly finesand and silt with trace of subround gravel.
WEATHERED GLACIAL TILL
Silty SAND: brown to gray, moist,nonplastic, very dense, predominantly fine
sand and silt with trace gravel. GLACIALTILL
Bottom of boring at approximately 21 feet. Noground water observed.
SM
SM
SM
15
12
16
12
11
10
13
PROJECT NO.:07121375
PROJECT:Bridgestone RentonDepth, (feet)STRENGTH, tsf
Additional
Remarks
USCS Classification0
QpSample Type2.0
0
Moisture, %MoistureMATERIAL DESCRIPTION
STANDARD PENETRATION
TEST DATA
N in blows/ft
QuSample No.Graphic Log50
PL
Elevation (feet)LL
4.0
25
Recovery (inches)LATITUDE:47.44308°
LONGITUDE:-122.19596°
LOCATION:17808 108th Ave SEWaterREMARKS:
DRILLER:
Professional Service Industries, Inc.
20508 56th Avenue W, Suite A
Lynnwood, WA 98036Telephone: (425) 409-2504 Renton, WASPT Blows per 6-inch (SS)SAMPLING METHOD: SS
DATE STARTED:5/16/16
BENCHMARK:N/A
The stratification lines represent approximate boundaries. The transition may be gradual.Sheet 1 of 1
DRILL COMPANY:Geologic Drill
STATION:N/A OFFSET:N/A
LOGGED BY:S.Malolo
COMPLETION DEPTH 21.0 ft DRILL RIG:Trailer Mounted
DRILLING METHOD:Hollow Stem Auger
ELEVATION:N/A
REVIEWED BY:MSP
EFFICIENCY N/A
HAMMER TYPE:Manual Pulley BORING LOCATION:
0
5
10
15
20
DATE COMPLETED:5/16/16 BORING B-7
>>
>>
>>
>>
1
2
3
4
5
6
7
8
1
9
14
10
9
10
7-15-10
N=25
8-9-11N=20
15-26-32
N=58
18-28-47N=75
15-28-50/3"
N=78
41-50/3"
45/50/4"
ASPHALT
Poorly Graded GRAVEL with Silt and Sand:dark brown, moist, nonplastic, medium dense,predominantly subgrounded fine gravel with
silt and sand matrix. FILL
Silty SAND: brown, moist, nonplastic,
medium dense. FILL
Silty SAND: brown with orange mottling,moist, very dense, predominantly fine sand
and silt with trace subround gravel.WEATHERED GLACIAL TILL
Silty SAND: brown to gray, moist,nonplastic, very dense, predominantly fine
sand with silt, trace of gravel. GLACIAL TILL
Bottom of boring at approximately 20 feet 10
inches. No ground water observed.
GP-GM
SM
SM
SM
4
13
14
12
9
10
PROJECT NO.:07121375
PROJECT:Bridgestone RentonDepth, (feet)STRENGTH, tsf
Additional
Remarks
USCS Classification0
QpSample Type2.0
0
Moisture, %MoistureMATERIAL DESCRIPTION
STANDARD PENETRATION
TEST DATA
N in blows/ft
QuSample No.Graphic Log50
PL
Elevation (feet)LL
4.0
25
Recovery (inches)LATITUDE:47.44316°
LONGITUDE:-122.19597°
LOCATION:17808 108th Ave SEWaterREMARKS:
DRILLER:
Professional Service Industries, Inc.
20508 56th Avenue W, Suite A
Lynnwood, WA 98036Telephone: (425) 409-2504 Renton, WASPT Blows per 6-inch (SS)SAMPLING METHOD: SS
DATE STARTED:5/16/16
BENCHMARK:N/A
The stratification lines represent approximate boundaries. The transition may be gradual.Sheet 1 of 1
DRILL COMPANY:Geologic Drill
STATION:N/A OFFSET:N/A
LOGGED BY:S.Malolo
COMPLETION DEPTH 20.8 ft DRILL RIG:Trailer Mounted
DRILLING METHOD:Hollow Stem Auger
ELEVATION:N/A
REVIEWED BY:MSP
EFFICIENCY N/A
HAMMER TYPE:Manual Pulley BORING LOCATION:
0
5
10
15
20
DATE COMPLETED:5/16/16 BORING B-8
>>
>>
>>
>>
>>
1
2
3
4
12
18
18
11
2-4-5N=9
6-12-14
N=26
12-21-38N=59
30-50/5"
ASPHALT
Silty SAND: brown, moist, nonplastic, loose.FILL
Silty SAND bluish gray to brown, moist,medium dense to very dense, predominantlyfine sand and silt with trace of subround
gravel. WEATHERED GLACIAL TILL
Silty SAND: brown, moist, nonplastic, verydense, predominantly fine sand and silt, trace
of gravel. GLACIAL TILL
Bottom of boring at approximately 10 feet 11
inches. No ground water observed.
SM
SM
SM
15
18
14
12
PROJECT NO.:07121375
PROJECT:Bridgestone RentonDepth, (feet)STRENGTH, tsf
Additional
Remarks
USCS Classification0
QpSample Type2.0
0
Moisture, %MoistureMATERIAL DESCRIPTION
STANDARD PENETRATION
TEST DATA
N in blows/ft
QuSample No.Graphic Log50
PL
Elevation (feet)LL
4.0
25
Recovery (inches)LATITUDE:47.44322°
LONGITUDE:-122.19599°
LOCATION:17808 108th Ave SEWaterREMARKS:
DRILLER:
Professional Service Industries, Inc.
20508 56th Avenue W, Suite A
Lynnwood, WA 98036Telephone: (425) 409-2504 Renton, WASPT Blows per 6-inch (SS)SAMPLING METHOD: SS
DATE STARTED:5/16/16
BENCHMARK:N/A
The stratification lines represent approximate boundaries. The transition may be gradual.Sheet 1 of 1
DRILL COMPANY:Geologic Drill
STATION:N/A OFFSET:N/A
LOGGED BY:S.Malolo
COMPLETION DEPTH 11.0 ft DRILL RIG:Trailer Mounted
DRILLING METHOD:Hollow Stem Auger
ELEVATION:N/A
REVIEWED BY:MSP
EFFICIENCY N/A
HAMMER TYPE:Manual Pulley BORING LOCATION:
0
5
10
DATE COMPLETED:5/16/16 BORING B-9
>>
>>
Firestone Retail Store Professional Service Industries, Inc.
17808 108th Ave SE, Renton, Washington Engineering ● Consulting ● Testing
PSI Project No 07121375 June 1, 2016
APPENDIX B
LABORATORY TESTING PROGRAM
LABORATORY TESTING RESULTS
Firestone Retail Store Professional Service Industries, Inc.
17808 108th Ave SE, Renton, Washington Engineering ● Consulting ● Testing
PSI Project No 07121375 June 1, 2016
Laboratory Testing Program and Procedures
General
Soil samples obtained during the field explorations were examined in our laboratory. The physical
characteristics of the samples were noted and the field classifications were modified where
necessary in accordance with terminology presented the General Notes included in this appendix.
Representative samples were selected during the course of the examination for further testing.
The testing procedures and results of the tests are summarized below. The phrase “In general
accordance with guidelines presented in…” means that certain local and common descriptive
practices and methodologies have been followed.
Visual-Manual Classification
The soil samples were classified in general accordance with guidelines presented in ASTM
D2488, Standard Practice for Description and Identification of Soils (Visual-Manual Procedure).
Certain terminology incorporating current local engineering practice, as provided in the Soil
Classification Chart included with or in lieu of ASTM terminology. The term which best described
the major portion of the sample was used in determining the soil type (that is, gravel, sand, silt or
clay).
Moisture Content
Natural moisture content determinations were made on all samples. The natural moisture content
is defined as the ratio of the weight of water to dry weight of soil, expressed as a percentage. The
results of the moisture content determinations are presented on the boring logs in this appendix.
Grain-Size Distribution
Select samples from the borings were analyzed for grain size in general conformance with ASTM
C 136 and ASTM C117. In general, samples were oven dried, weighed then washed over a #200
sieve to remove silt and clay sized particles and then dried again. The samples were separated
through a series of sieves of progressively smaller openings for determination of particle size
distribution. The material passing and/or retained on each sieve was recorded as a percent of the
total sample weight. The results of the sieve analysis are depicted in this appendix.
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.0100.1001.00010.000100.0001000.000PERCENT PASSING BY WEIGHTPARTICLE SIZE IN MILLIMETERS
PARTICLE SIZE ANALYSIS -ASTM C136/C117
36"12"6"3"1 1/2"3/4"3/8"#4 #10 #20 #40 #60 #100 #200
Coarse Medium Fine Silt ClayFineCoarse
COBBLES GRAVEL SAND FINE GRAINED
SIZE OF OPENING IN INCHES U.S. STANDARD SIEVE SIZE HYDROMETER
PROJECT NO:PROJECT NAME:
Bridgestone Renton07121375
Exploration Sample Depth(feet)Moisture Reviewed USCS Symbol
B-2 2.5 feet 21.9 MSP
2"1"
BOULDERS
33.0%
PL = -
LL = -
PI = -Silty SAND with Gravel
SM
Soil Classification
% Gravel % Sand % Fines
45.1%21.9%
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.0100.1001.00010.000100.0001000.000PERCENT PASSING BY WEIGHTPARTICLE SIZE IN MILLIMETERS
PARTICLE SIZE ANALYSIS -ASTM C136/C117
36"12"6"3"1 1/2"3/4"3/8"#4 #10 #20 #40 #60 #100 #200
Coarse Medium Fine Silt ClayFineCoarse
COBBLES GRAVEL SAND FINE GRAINED
SIZE OF OPENING IN INCHES U.S. STANDARD SIEVE SIZE HYDROMETER
PROJECT NO:PROJECT NAME:
Bridgestone Renton07121375
Exploration Sample Depth(feet)Moisture Reviewed USCS Symbol
B-3 15 feet 19.5 MSP
2"1"
BOULDERS
11.1%
PL = -
LL = -
PI = -Poorly Graded SAND with Silt
SP-SM
Soil Classification
% Gravel % Sand % Fines
87.6%1.3%
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.0100.1001.00010.000100.0001000.000PERCENT PASSING BY WEIGHTPARTICLE SIZE IN MILLIMETERS
PARTICLE SIZE ANALYSIS -ASTM C136/C117
36"12"6"3"1 1/2"3/4"3/8"#4 #10 #20 #40 #60 #100 #200
Coarse Medium Fine Silt ClayFineCoarse
COBBLES GRAVEL SAND FINE GRAINED
SIZE OF OPENING IN INCHES U.S. STANDARD SIEVE SIZE HYDROMETER
PROJECT NO:PROJECT NAME:
Bridgestone Renton07121375
Exploration Sample Depth(feet)Moisture Reviewed USCS Symbol
B-3 16 feet 12.6 MSP
2"1"
BOULDERS
46.5%
PL = -
LL = -
PI = -Silty SAND
SM
Soil Classification
% Gravel % Sand % Fines
51.5%2.0%
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.0100.1001.00010.000100.0001000.000PERCENT PASSING BY WEIGHTPARTICLE SIZE IN MILLIMETERS
PARTICLE SIZE ANALYSIS -ASTM C136/C117
36"12"6"3"1 1/2"3/4"3/8"#4 #10 #20 #40 #60 #100 #200
Coarse Medium Fine Silt ClayFineCoarse
COBBLES GRAVEL SAND FINE GRAINED
SIZE OF OPENING IN INCHES U.S. STANDARD SIEVE SIZE HYDROMETER
PROJECT NO:PROJECT NAME:
Bridgestone Renton07121375
Exploration Sample Depth(feet)Moisture Reviewed USCS Symbol
B-6 5 feet 13.0 MSP
2"1"
BOULDERS
39.1%
PL = -
LL = -
PI = -Silty SAND
SM
Soil Classification
% Gravel % Sand % Fines
54.6%6.3%
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.0100.1001.00010.000100.0001000.000PERCENT PASSING BY WEIGHTPARTICLE SIZE IN MILLIMETERS
PARTICLE SIZE ANALYSIS -ASTM C136/C117
36"12"6"3"1 1/2"3/4"3/8"#4 #10 #20 #40 #60 #100 #200
Coarse Medium Fine Silt ClayFineCoarse
COBBLES GRAVEL SAND FINE GRAINED
SIZE OF OPENING IN INCHES U.S. STANDARD SIEVE SIZE HYDROMETER
PROJECT NO:PROJECT NAME:
Bridgestone Renton07121375
Exploration Sample Depth(feet)Moisture Reviewed USCS Symbol
B-8 0 feet 4.3 MSP
2"1"
BOULDERS
7.5%
PL = -
LL = -
PI = -Poorly Graded GRAVEL with Silt and Sand
GP-GM
Soil Classification
% Gravel % Sand % Fines
39.7%52.8%