REVIEWED BLD2023-1355+Geotechnical_Report+10.25.2023_1.27.43_PM+3861031September 29, 2023
ES-9396
Signature Homes by Village Life, LLC
19020 — 33rd Avenue West, Suite 450
Lynnwood, Washington 98036
Attention: Lucas Kragt, P.E.
Subject: Geotechnical Evaluation
Fulkerson Property
8427 and 8503 — 200t" Street Southwest
Edmonds, Washington
Greetings, Lucas:
Earth
Solutionsl
N W «C
BLD2023-1355
Earth Solutions NW LLC
Geotechnical Engineering, Construction
Observation/Testing and Environmental Services
....,.,...
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT;
As requested, Earth Solutions NW, LLC (ESNW) has prepared this geotechnical evaluation for
the proposed short plat residential development. To complete the geotechnical scope of services,
ESNW completed a subsurface exploration, laboratory and engineering analyses, review of the
referenced documents, and this letter summarizing our findings and recommendations for the
proposed project.
Project Description
Based on ESNW's understanding of the proposed development, the existing structures will be
demolished and the site will be redeveloped with three residential lots, an access road, and
associated improvements. Grading plans were not available for review. Given the relatively level
nature of the site, we anticipate minimal grading will be required to achieve design elevations.
At the time this report was prepared, specific building load values were not available. However,
we anticipate the proposed residential structures will consist of relatively lightly loaded wood
framing supported on conventional foundations. Based on our experience with similar
developments, we estimate wall loads on the order of 1 to 2 kips per linear foot, column loads of
up to about 20 kips, and slab -on -grade loading of 150 pounds per square foot (psf).
If the above design assumptions are incorrect or change, ESNW should be contacted to review
the recommendations in this report. ESNW has reviewed the referenced plans as part of this
report preparation.
15365 N.E. 90th Street, Suite 100 • Redmond, WA 98052 0 (425) 449-4704 • FAX (425) 449-4711
Signature Homes by Village Life, LLC
September 29, 2023
Surface Conditions
ES-9396
Page 2
The subject site is located at 8427 and 8503 — 200th Street Southwest in Edmonds, Washington,
as illustrated on the attached Vicinity Map (Plate 1). The site consists of two tax parcels
(Snohomish County parcel numbers 27041900202900 and 27041900211400) totaling about 0.60
acres. The site is bordered to the north, east, and west by single-family residences, and to the
south by 200th Street Southwest. The site is currently developed with two single-family
residences, outbuildings, and associated improvements; the remainder of the site consists of
grass -covered yard areas with mature trees. Site topography is relatively level with less than five
feet of elevation change.
Subsurface Conditions
An ESNW representative observed, logged, and sampled the excavation of three test pits on
August 14, 2023. The test pits were excavated using a trackhoe and operator retained by our
firm. The test pits were excavated for purposes of assessing soil conditions, classifying site soils,
and characterizing groundwater conditions within the proposed development area. The
approximate locations of the test pits are depicted on the attached Test Pit Location Plan (Plate
2). Representative soil samples collected at the explorations locations were analyzed in general
accordance with Unified Soil Classification System (USCS) and United States Department of
Agriculture (USDA) methods and procedures.
Topsoil
Where encountered, topsoil was generally observed extending about four inches below the
ground surface (bgs). Deeper pockets of topsoil may be encountered locally across the site. The
topsoil was characterized by its dark brown color, presence of fine organic material, and small
root intrusions.
Fill
Fill was observed at one of the test pit locations (TP-3) located within the western portion of the
subject site. The fill was observed to extend to a depth of roughly two and one-half feet bgs. The
fill was characterized primarily as loose and moist silty sand (USCS: SM), and contained bricks,
concrete, and wood debris. Fill may also be present within proximity to existing structural
improvements. Where encountered, fill soils intended for reuse as structural fill should be free of
organics and other deleterious materials, and should be evaluated by ESNW for suitability at the
time of construction.
Native Soil
Underlying existing topsoil and fill, native soil was encountered primarily as silty sand (Unified Soil
Classification System: SM), consistent with the typical makeup of glacial till. The near -surface,
loose to medium dense deposits may be characterized as "weathered", and the underlying, dense
to very dense and cemented deposits may be characterized as "unweathered". The upper, loose
to medium dense weathered glacial till deposits were observed generally extending to depths of
about two to three feet bgs, transitioning to a dense to very dense, cemented, and unweathered
condition at depth. Overall soil relative density generally increased with depth.
Earth Solutions NW. LLC
Signature Homes by Village Life, LLC
September 29, 2023
Geologic Setting
ES-9396
Page 3
Geologic mapping indicates the site is underlain by glacial till deposits (Qvt). As reported on the
geologic map resource, the glacial till consists of a nonsorted mixture of silt, sand, pebbles,
cobbles, and boulders and commonly is referred to as "hardpan." The till was deposited directly
from the glacier as it advanced over bedrock and older Quaternary sediment. Additionally, the
Web Soil Survey (WSS) identifies Alderwood-Urban land complex (2 to 8 percent slopes) within
the proposed development area. The Alderwood series was formed in glacial till plains.
Based on our field observations, on -site native soils are generally consistent with glacial till
deposits and Alderwood series soil.
Groundwater
Groundwater seepage was not observed at the test pit locations during the fieldwork (August
2023). However, seepage should be expected in deeper excavations at this site, particularly
during the winter, spring, and early summer months. Groundwater seepage rates and elevations
fluctuate depending on many factors, including precipitation duration and intensity, the time of
year, and soil conditions.
Geologically Hazardous Areas Assessment
As part of this geotechnical engineering study, the referenced chapter of the Edmonds City Code
(ECC) was reviewed. Based on our investigation and review, there are no geologically hazardous
areas present on or adjacent to the site.
Geotechnical Considerations
Based on our evaluation, the proposed project is feasible from a geotechnical standpoint. The
information presented in the following sections is intended to aid site designs and construction.
In -situ and Imported Soils
On -site soil exposed during site mass grading will likely consist of glacial till. The glacial till is
moisture sensitive and may not be suitable for use as structural fill unless the soil is at (or slightly
above) the optimum moisture content at the time of placement and compaction. If the on -site
soils cannot be successfully compacted, cement treatment and/or the use of an imported soil
may be necessary. In our opinion, a contingency should be provided in the project budget for
export of soil that cannot be successfully compacted as structural fill if grading activities take
place during periods of rainfall activity. We recommend avoiding construction -equipment tracking
across the on -site soil and generally active site work during periods of heavy rainfall, as such
disturbance has the potential to degrade the on -site soil beyond a workable state.
Imported soil intended for use as structural fill should consist of a well -graded, granular soil with
a moisture content that is at (or slightly above) the optimum level. During wet weather conditions,
imported soil intended for use as structural fill should consist of a well -graded, granular soil with
a fines content of 5 percent or less (where the fines content is defined as the percent passing the
Number 200 sieve, based on the minus three -quarter -inch fraction).
Earth Solutions NW. LLC
Signature Homes by Village Life, LLC
September 29, 2023
Wet Season Grading
ES-9396
Page 4
If grading takes place during periods of wet weather, a contingency in the project budget should
be included to allow for treatment of the on -site soils or export of on -site soils and import of
structural fill as described below. Additional surface control and drainage measures will be
necessary to control and detain runoff. Stormwater collection tanks may be necessary to detain
stormwater.
Structural Fill
Structural fill is defined as compacted soil placed in foundation, slab -on -grade, roadway,
permanent slope, retaining wall, and utility trench backfill areas. The following recommendations
are provided for soils intended for use as structural fill:
• Structural fill material
• Moisture content
• Relative compaction (minimum)
• Loose lift thickness (maximum)
Granular soil*
At or slightly above optimum
95 percent (per ASTM D1557)
12 inches
Existing site soil may only be considered suitable for use as structural fill if a suitable moisture
content is achieved at the time of placement and compaction. If the on -site soil cannot achieve
the above specifications, the use of imported structural fill material will likely be necessary.
Concerning underground utility installations and backfill, local jurisdictions will likely dictate soil
type(s) and compaction requirements.
Excavations and Slopes
Excavation activities across the site are likely to expose loose to medium dense native soil within
the upper approximately two to three feet bgs, transitioning into dense glacial till ("hardpan") with
depth. Based on the soil conditions observed at the subsurface locations, the following allowable
temporary slope inclinations, as a function of horizontal to vertical (H:V) inclination, may be used.
The applicable Federal Occupation Safety and Health Administration and Washington Industrial
Safety and Health Act soil classifications are also provided:
• Areas exposing groundwater seepage 1.5H:1V (Type C)
• Loose soil 1.5H:1 V (Type C)
• Medium dense soil 1H:1V (Type B)
• Dense to very dense "hardpan" native soil 0.75H:1V (Type A)
Earth Solutions NW. LLC
Signature Homes by Village Life, LLC ES-9396
September 29, 2023 Page 5
Permanent slopes should be planted with vegetation to enhance stability and to minimize erosion,
and should maintain a gradient of 2H:1V or flatter. The presence of perched groundwater may
cause localized sloughing of temporary slopes. An ESNW representative should observe
temporary and permanent slopes to confirm the slope inclinations are suitable for the exposed
soil conditions and to provide additional excavation and slope recommendations, as necessary.
If the recommended temporary slope inclinations cannot be achieved, temporary shoring may be
necessary to support excavations.
Foundations
The proposed residential structures can be supported on conventional spread and continuous
footings bearing on undisturbed, competent native soil, recompacted native soil, or new structural
fill. Provided site earthwork activities are completed in accordance with our recommendations,
suitable soil conditions should be exposed in building pad structural subgrade areas. Due to the
high moisture sensitivity of the site soils, foundation subgrade areas should be protected from
wet weather or areas of remediation should be anticipated; a layer of crushed rock can be
considered to protect foundation subgrade areas. If structural building pads are disturbed during
wet weather, remediation measures such as cement treatment or overexcavation and
replacement with rock may be necessary in some areas.
Provided the structures will be supported as described above, the following parameters can be
used for design of the new foundations:
• Allowable soil bearing capacity 2,500 psf
• Passive earth pressure
• Coefficient of friction
300 pcf (equivalent fluid)
M1
The passive earth pressure and coefficient of friction values include a safety factor of 1.5. A one-
third increase in the allowable soil bearing capacity can be assumed for short-term wind and
seismic loading conditions.
With structural loading as expected, total settlement in the range of one inch is anticipated, with
differential settlement of about one-half inch. The majority of the settlements should occur during
construction, as dead loads are applied.
Seismic Design
The 2018 International Building Code (2018 IBC) recognizes the most recent edition of the
Minimum Design Loads for Buildings and Other Structures manual (ASCE 7-16) for seismic
design, specifically with respect to earthquake loads. Based on the soil conditions encountered
at the test pit locations, Site Class D should be used for seismic design.
Earth Solutions NW. LLC
Signature Homes by Village Life, LLC
September 29, 2023
Liquefaction
ES-9396
Page 6
Liquefaction is a phenomenon where saturated, loose, and cohesionless fine sand or silt soil
suddenly loses internal strength and behaves as a fluid. This behavior is in response to increased
pore water pressures resulting from an earthquake or another intense ground shaking. In our
opinion, site susceptibility to liquefaction may be considered negligible. The composition and
relatively dense characteristics of the native soil were the primary bases for this opinion.
Slab -on -Grade Floors
Slab -on -grade floors should be supported on a firm and unyielding subgrade consisting of
competent native soil or at least 12 inches of new structural fill. Unstable or yielding areas of the
subgrade should be recompacted or overexcavated and replaced with suitable structural fill prior
to construction of the slab. A capillary break consisting of a minimum of four inches of free -
draining crushed rock or gravel should be placed below the slab. The free -draining material
should have a fines content of 5 percent or less defined as the percent passing the number 200
sieve, based on the minus three-quarters inch fraction. In areas where slab moisture is
undesirable, installation of a vapor barrier below the slab should be considered. If used, the
vapor barrier should consist of a material specifically designed to function as a vapor barrier and
should be installed in accordance with the manufacturer's specifications.
Retaining Walls
Retaining walls must be designed to resist earth pressures and applicable surcharge loads. The
following parameters may be used for design:
• Active earth pressure (unrestrained condition)
• At -rest earth pressure (restrained condition)
• Traffic surcharge* (passenger vehicles)
• Passive earth pressure
• Coefficient of friction
• Seismic surcharge
* Where applicable.
t Where H equals the retained height (in feet).
35 pcf (equivalent fluid)
55 pcf
70 psf (rectangular distribution)
300 pcf (equivalent fluid)
ME
8H psft
The passive earth pressure and coefficient of friction values include a safety factor of 1.5. The
above design parameters are based on a level backfill condition and level grade at the wall toe.
Revised design values will be necessary if sloping grades are to be used above or below retaining
walls. Additional surcharge loading from adjacent foundations, sloped backfill, or other relevant
loads should be included in the retaining wall design.
Earth Solutions NW. LLC
Signature Homes by Village Life, LLC ES-9396
September 29, 2023 Page 7
Retaining walls should be backfilled with free -draining material that extends along the height of
the wall and a distance of at least 18 inches behind the wall. The upper 12 inches of the wall
backfill may consist of a less permeable soil, if desired. A perforated drainpipe should be placed
along the base of the wall and connected to an approved discharge location. A typical retaining
wall drainage detail is provided on Plate 3. If drainage is not provided, hydrostatic pressures
should be included in the wall design.
Drainage
The presence of groundwater seepage should be expected in excavations. Where zones of
groundwater seepage are encountered, temporary measures to control groundwater seepage
may be needed. Temporary measures to control groundwater seepage and surface water runoff
during construction will likely involve passive elements such as interceptor trenches and sumps,
as necessary. Surface water should not be directed to the top or toe of slopes, modular block
walls, or rockeries; wall and rockery drainage should not be used to temporarily control surface
water during construction.
Surface grades must be designed to direct water away from structures and slopes. The grade
adjacent to structures and slopes should be sloped away at a gradient of at least 2 percent for a
horizontal distance of at least 10 feet or as setbacks allow. In our opinion, perimeter footing
drains should be installed at or below the invert of the building footings. A typical footing drain
detail is provided on Plate 4 of this report.
Infiltration Evaluation
In -situ testing was completed in accordance with the Small-scale Pilot Infiltration Test (PIT)
procedure, as outlined in Volume III, Chapter 3, Page 526 of the 2014 Stormwater Management
Manual for Western Washington (2014 SMMWW). The testing was completed at a depth of
approximately four feet at TP-1. The infiltration test was located within undisturbed unweathered
glacial till deposits. The measured PIT rate was negligible, with no measurable drop over the
course of the test. The very low hydraulic capacity is attributed to both the presence of relatively
high in -situ fines content of the native soil and underlying hardpan glacial till which is relatively
impermeable. In this respect, infiltration should be considered infeasible for the project.
On -site Stormwater Management
Pursuant to City of Edmonds stormwater management requirements, implementation of on -site
stormwater BMPs are required for proposed developments in accordance with specified
thresholds, standards, and lists. The intent of BMP implementation is to infiltrate, disperse, and
retain stormwater runoff on site to the extent feasible. The table below summarizes our
evaluation of low impact development methods, as outlined in the referenced stormwater manual,
from a geotechnical standpoint. It is instructed in the referenced stormwater manual that BMPs
are to be considered in the order listed (from top to bottom) for each surface type, and the first
BMP that is determined to be viable should be used. For completeness, however, we have
evaluated each listed BMP for the proposed surface types.
Earth Solutions NW. LLC
Signature Homes by Village Life, LLC
September 29, 2023
ES-9396
Page 8
BMP
Viable?
Limitations or Infeasibility Criteria
Lawns and Landscaped Areas
T5.13: Post -construction soil quality
Yes
None.
and depth (Volume V, Chapter 5)
Roofs
T5.30: Full dispersion (Volume V,
Maybe*
Adequate vegetative flow paths will likely not be available.
Chapter 5)
T5.10A: Downspout full infiltration
Infeasible due to shallow depth to low permeability hardpan
systems (Volume III, Chapter 3)
No
soil.
Roofs
T5.10A: Bioretention (Volume V,
NO
Infeasible due to shallow depth to low permeability hardpan
Chapter 7)
soil.
T5.10B: Downspout dispersion
systems (Volume III, Chapter 3)
Maybe*
Adequate vegetative flow paths are likely not available.
Based on proposed grades, the bottom of the perforated stub-
T5.10C: Perforated stub -out
Maybe*
out connection trenches would likely be within the underlying
connections (Volume III, Chapter 3)
unweathered till, which will likely have perched groundwater
during the wet season.
T5.30: Full dispersion (Volume V,
Maybe*
Adequate vegetative flow paths are likely not available.
Chapter 5)
T5.15: Permeable pavement
Infeasible due to shallow depth to low permeability hardpan soil
(Volume V, Chapter 5)
No
which would cause saturation and instability of soil directly
supporting the pavement.
T5.10A: Bioretention (Volume V,
NO
Infeasible due to shallow depth to low permeability hardpan
Chapter 7)
soil.
T5.12: Sheet flow dispersion
T5.11: Concentrated flow dispersion
Maybe*
No flooding or erosion impacts are anticipated. However,
(Volume V, Chapter 5)
adequate vegetative flow paths are likely not available.
* Viability stated from a geotechnical standpoint and should be determined by site storm designer with respect to
setbacks and flow paths.
Utility Support and Trench Backfill
The soils observed at the subsurface locations are generally suitable for support of utilities. In
general, the soils observed at the test locations will not be suitable for use as structural backfill
in the utility trench excavations unless the soil is at or slightly above the optimum moisture content
at the time of placement and compaction. If native soil is placed below optimum moisture levels,
settlement will likely occur once wet weather impacts the trenches. Native soil will be difficult or
impossible to use as utility trench backfill during wet weather conditions. Moisture conditioning
or treatment of the soils may be necessary at some locations prior to use as structural fill. Utility
trench backfill should be placed and compacted to the specifications of structural fill provided in
this report, or to the applicable requirements of presiding jurisdiction.
Earth Solutions NW. LLC
Signature Homes by Village Life, LLC
September 29, 2023
Limitations
ES-9396
Page 9
This letter has been prepared for the exclusive use of Signature Homes by Village Life, LLC and
their representatives. No warranty, express or implied, is made. The recommendations and
conclusions provided in this letter are professional opinions consistent with the level of care and
skill that is typical of other members in the profession currently practicing under similar conditions
in this area. If the design assumptions outlined in this letter either change or are incorrect, ESNW
should be contacted to review the recommendations provided in this letter. The information
provided in this letter does not cover unforeseen of changed conditions.
Additional Services
ESNW should review the final design to verify the geotechnical recommendations provided in this
letter have been incorporated into the plans. Additionally, ESNW should be retained to provide
observation and testing services during construction, where necessary.
Earth Solutions NW. LLC
Signature Homes by Village Life, LLC
September 29, 2023
ES-9396
Page 10
We trust this letter meets your current needs. Should you have questions, or if any additional
information is required, please call.
Sincerely,
EARTH SOLUTIONS NW, LLC
Adam Z. Shier, L.G.
Project Geologist
T. W
WA
a
it
53803 4,
O�F`SS��NA ST L
09/29/2023
Henry T. Wright, P.E.
Associate Principal Engineer
Attachments: Plate 1 — Vicinity Map
Plate 2 — Test Pit Location Plan
Plate 3 — Retaining Wall Drainage Detail
Plate 4 — Footing Drain Detail
Test Pit Logs
Grain Size Distribution
References:
• Soil Summary and Preliminary Geotechnical Recommendations, prepared by ESNW, ES-
9396, dated August 23, 2023
• Topographic Survey, provided by the client, dated August 9, 2023
• Geologic Map of the Edmonds East and part of the Edmonds West Quadrangles,
Washington, compiled by James P. Minard, dated 1983
• WSS, maintained by the Natural Resources Conservation Service under the USDA.
• 2014 SMMWW, prepared by Department of Ecology
• Chapter 23.80 (Geologically Hazard Areas), ECC
Earth Solutions NW. LLC
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Observation/Testing
Open Strell p. org40
Vicinity Map
Fulkerson Property
Edmonds, Washington
NOTE: This plate may contain areas of color. ESNW cannot be
Drawn CAM
Date 09/21 /2023
Proj. No. 939E
responsible for any subsequent misinterpretation of the information
resulting from black & white reproductions of this plate.
Checked AZS
Date Sept. 2023
Plate 1
416 '-I Shed
I �
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i
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TP-1
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Driveway
I
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Driveway
4161 �hed I
418
200TH STREET S.W.
LEGEND
TP-1 Approximate Location of
— ■ — ESNW Test Pit, Proj. No.
ES-9396, Aug. 2023
Subject Site
Existing Building
NOTE: The graphics shown on this plate are not intended for design
purposes or precise scale measurements, but only to illustrate the
approximate test locations relative to the approximate locations of
existing and / or proposed site features. The information illustrated
is largely based on data provided by the client at the time of our
study. ESNW cannot be responsible for subsequent design changes
or interpretation of the data by others.
NORTH
NOT - TO - SCALE
Test Pit Location Plan
Fulkerson Property
Edmonds, Washington
NOTE: This plate may contain areas of color. ESNW cannot be Drawn CAM Date 09/21 /2023 Proj. No. 9396
responsible for any subsequent misinterpretation of the information
resulting from black & white reproductions of this plate. Checked AZS Date Sept. 2023 Plate 2
18" Min.
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NOTES:
• Free -draining Backfill should consist
of soil having less than 5 percent fines.
Percent passing No. 4 sieve should be
25 to 75 percent.
• Sheet Drain may be feasible in lieu
of Free -draining Backfill, per ESNW
recommendations.
• Drain Pipe should consist of perforated,
rigid PVC Pipe surrounded with 1-inch
Drain Rock.
LEGEND:
Q 00o O
p o000 Free -draining Structural Backfill
-inch Drain Rock
%. of of of ti
Structural
Fill
Perforated Rigid Drain Pipe
(Surround in Drain Rock)
SCHEMATIC ONLY - NOT TO SCALE
NOT A CONSTRUCTION DRAWING
Retaining Wall Drainage Detail
Fulkerson Property
Edmonds, Washington
Drawn CAM Date 09/21/2023 Proj. No. 9396
Checked AZS Date Sept. 2023 Plate 3
Perforated Rigid Drain Pipe
(Surround in Drain Rock)
NOTES:
• Do NOT tie roof downspouts
to Footing Drain.
• Surface Seal to consist of
12" of less permeable, suitable
soil. Slope away from building.
LEGEND:
Surface Seal: native soil or
other low -permeability material.
B.* - _- - - _... " - "
1-inch Drain Rock
SCHEMATIC ONLY - NOT TO SCALE
NOT A CONSTRUCTION DRAWING
Drawn CAM Date 09/21 /2023 Proj. No. 9396
Checked AZS Date Sept. 2023 Plate 4
W
I
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Well -graded gravel with
Moisture Content
Symbols
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no fines
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Cement grout
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the touch
ATD = At time
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without sand
Terms Describing Relative Density and Consistency
_ 0
co Z
Coarse -Grained Soils: Test Symbols & Units
Well -graded sand with
u�
O
SW
or without gravel, little to
=
Density SPT blows/foot Fines Fines Content
( )
oo
N
o
c
IL
o°o°o°o°o°o
°°°°°°°°°°°
no fines
Very Loose < 4
O LO
U
._
U (n
o
MC =Moisture Content (%)
Loose 4 to 9
'::
ca
�
0
to
,
•:: •..:•.;: , .
Poorly graded sand with
DD = Dr Density cf
Medium Dense 10 to 29 Y Y (P )
a)o
v
Sp
or without gravel, little to
o Z
no fines
Dense 30 to 49 Str = Shear Strength (tsf)
0
a)Very
Dense _> 50
O U)
PID = Photoionization Detector (ppm)
co
a�
'.:'
.
SM
Silty sand with or without
o
Lo c
c
:;:
.::'•:.
;..
gravel
Fine -Grained Soils: OC = Organic Content (%)
e
.
•;.
Consistency SPT blows/foot CEC = Cation Exchange Capacity (meq/100 g)
:
Very Soft < 2
�
�
SC
Clayey sand with or
LL = Liquid Limit (%)
Soft 2 to 3
^
without gravel
Medium Stiff 4 to 7 PL = Plastic Limit (%)
(%)
Stiff 8 to 14 PI = Plasticity IndexLO
CD
Silt with or without sand
IVIL
or gravel; sandy or
Very Stiff 15 to 29
gravelly silt
Hard _> 30
0
0 0
U 0
F///
Clay of low to medium
Y
Component Definitions
>
a)—.1
plasticity; plasticity; lean clay with
cn
M t.
or without sand or gravel;
Descriptive Term Size Range and Sieve Number
00
cn E
sandy or gravelly lean clay
Boulders Larger than 12"
— —
_
�
rn .
— J
U .5
Cobbles 3" to 12"
�o
_
OL
Organic clay or silt of
Zo
—
low plasticity
Gravel 3" to No. 4 (4.75 mm)
-0 to
J
�_
—
Coarse Gravel 3" to 3/4"
Fine Gravel 3/4" to No. 4 (4.75 mm)
Elastic silt with or without
d
Sand No. 4 (4.75 mm) to No. 200 (0.075 mm)
0
0
o
MH
sand or gravel; sandy or
Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm)
c O
(n g
gravelly elastic silt
Medium Sand No. 10 (2.00 mm) to No. 40 (0.425 mm)
IL 2
>, -
Fine Sand No. 40 (0.425 mm) to No. 200 (0.075 mm)
0 °o U O
Clay of high plasticity;
Silt and Clay Smaller than No. 200 (0.075 mm)
o
-0 LO
CH
fat clay with or without
Modifier Definitions
o
E
sand or gravel; sandy or
J
gravelly fat clay
—_
Percentage by
fn
Weight (Approx.) Modifier
CY
OH
Organic clay or silt of
medium to high plasticity
< 5 Trace (sand, silt, clay, gravel)
5 to 14 Slightly (sandy, silty, clayey, gravelly)
o>
ca o
PT
Peat, muck, and other
15 to 29 Sandy, silty, clayey, gravelly
=
�U)
— =
highly organic soils
Q
_> 30 Very (sandy, silty, clayey, gravelly)
Classifications of soils in this geotechnical report and as shown on the exploration logs are based on visual
—
field and/or laboratory observations, which include density/consistency, moisture condition, grain size, and
ii
FILL
Made Ground
plasticity estimates, and should not be construed to imply field or laboratory testing unless presented herein.
Visual -manual and/or laboratory classification methods of ASTM D2487 and D2488 were used as an
identification guide for the Unified Soil Classification System.
Earth
Solutions
NW L�c
Earth Solutions NWLLC
Geotechnical Engineering, Construction
Observation/Testing and Environmental Services
EXPLORATION LOG KEY
Y Earth Solutions NW, LLC TEST PIT NUMBER TP-1
15365 N.E. 90th Street, Suite 100 PAGE 1 OF 1
Redmond, Washington 98052
Telephone: 425-449-4704
Fax: 425-449-4711
PROJECT NUMBER ES-9396 PROJECT NAME Fulkerson Property
DATE STARTED 8/14/23 COMPLETED 8/14/23 GROUND ELEVATION
EXCAVATION CONTRACTOR NW Excavating LATITUDE 47.81816 LONGITUDE-122.34815
LOGGED BY AZS CHECKED BY HTW GROUND WATER LEVEL:
NOTES SZ AT TIME OF EXCAVATION
SURFACE CONDITIONS Grass AFTER EXCAVATION
w
_
CL
~Lu
_
wJ
CO
TESTS
Q O
MATERIAL DESCRIPTION
p
d7
ry
Q Z
0
0.0
TPSL .`=: `. 0.3
Dark brown TOPSOIL
Brown silty SAND, loose to medium dense, moist
-probed 2"
SM
GB
MC=6.4 20
Gray silty SAND, dense, moist
2.5
-moderately cemented, light iron oxide staining
GB
MC = 8.6
infiltration test at 4'
Fines = 41.3
[USDA Classification: slightly gravelly sandy LOAM]
-probed 0-1"
5.0
SM
GB
MC = 8.2
7.5
GB
MC = 10.3 9.0
[USDA Classification: slightly gravelly sandy LOAM]
Fines = 39.4
Test pit terminated at 9.0 feet below existing grade. No groundwater encountered during
excavation. No caving observed.
LIMITATIONS: Ground elevation (if listed) is approximate; the test location was not surveyed.
Coordinates are approximate and based on the WGS84 datum. Do not rely on this test log as a
standalone document. Refer to the text of the geotechnical report for a complete understanding
of subsurface conditions.
J
J
W
d
F
2
0]
J
Q
Uj
W
Z
W
Y Earth Solutions NW, LLC
TEST PIT NUMBER TP-2
15365 N.E. 90th Street, Suite 100
Redmond, Washington 98052
PAGE 1 OF 1
Telephone: 425-449-4704
Fax: 425-449-4711
PROJECT NUMBER ES-9396
PROJECT NAME Fulkerson Property
DATE STARTED
8/14/23 COMPLETED
8/14/23 GROUND ELEVATION
EXCAVATION CONTRACTOR NW Excavating
LATITUDE 47.81792 LONGITUDE-122.34793
LOGGED BY
AZS CHECKED BY
HTW GROUND WATER LEVEL:
NOTES
SZ AT TIME OF EXCAVATION
SURFACE CONDITIONS Grass
AFTER EXCAVATION
W
_
CL
~W
_
wJ
CO
TESTS
Q O
MATERIAL DESCRIPTION
p
d7
ry
Q Z
0
0.0
TPSL
.`=:
`. 0.3
Dark brown TOPSOIL
Brown silty SAND, medium dense, moist
-probed 1"
SM
Z.
[USDA Classification: very gravelly sandy LOAM]
GB
MC = 5.3
2.5
Fines = 30.0
3.0
Gray silty SAND, dense, moist
-moderately cemented
GB
MC - 5.3
-probed 0"
5.0
SM
GB
MC = 9.9
75
9.0
GB
MC=6.6
Test pit terminated at 9.0 feet below existing grade. No groundwater encountered during
excavation. No caving observed.
LIMITATIONS: Ground elevation (if listed) is approximate; the test location was not surveyed.
Coordinates are approximate and based on the WGS84 datum. Do not rely on this test log as a
standalone document. Refer to the text of the geotechnical report for a complete understanding
of subsurface conditions.
Y Earth Solutions NW, LLC TEST PIT NUMBER TP-3
15365 N.E. 90th Street, Suite 100 PAGE 1 OF 1
Redmond, Washington 98052
Telephone: 425-449-4704
Fax: 425-449-4711
PROJECT NUMBER ES-9396 PROJECT NAME Fulkerson Property
DATE STARTED 8/14/23 COMPLETED 8/14/23 GROUND ELEVATION
EXCAVATION CONTRACTOR NW Excavating LATITUDE 47.81810 LONGITUDE-122.34839
LOGGED BY AZS CHECKED BY HTW GROUND WATER LEVEL:
NOTES SZ AT TIME OF EXCAVATION
SURFACE CONDITIONS Grass AFTER EXCAVATION
w
_
~W
_
wJ
CO
TESTS
Q O
MATERIAL DESCRIPTION
p
CL
ry
Q Z
0
0.0
Brown silty SAND with gravel, loose, moist (Fill)
-probed 2-3", bricks, concrete, wood
SM
12.5
roots
2.5
SM
Brown silty SAND, medium dense, moist
3.0
GB MC - 8.7
Gray silty SAND, dense, moist
-probed 0-1"
-moderately cemented, light iron oxide staining
5.0
GB MC = 9.0
SM
7.5
GB 9.0
MC = 9.6
Test pit terminated at 9.0 feet below existing grade. No groundwater encountered during
excavation. No caving observed.
LIMITATIONS: Ground elevation (if listed) is approximate; the test location was not surveyed.
Coordinates are approximate and based on the WGS84 datum. Do not rely on this test log as a
standalone document. Refer to the text of the geotechnical report for a complete understanding
of subsurface conditions.
Earth Solutions NW, LLC GRAIN SIZE DISTRIBUTION
b..!Rml15365 N.E. 90th Street, Suite 100
Redmond, Washington 98052
Telephone: 425-449-4704
Fax: 425-449-4711
PROJECT NUMBER ES-9396 PROJECT NAME Fulkerson Property
U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS I HYDROMETER
6 4 3 2 1 5 1 1/2W 3 4 6 810 1416 20 30 40 50 60 100140 200
100
95
90
85
80
75
70
65
H
x
60
w
� 55
m
w 50
z
LL
45
z
w
40
w
a
35
30
25
20
15
10
5
0-11
100 10 1 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
k___
COBBLES
GRAVEL
SAND
SILT OR CLAY
fine
coarse medium fine