REVIEWED BLD BLD2021-0259+Geotechnical_Report+2.16.2021_5.15.29_PM+2050233RECEIVED
Apr 12 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
May 29, 2019
ES-6693
Real Property Funding Group, LLC
7500 Roosevelt Way Northeast
Seattle, Washington 98115
Attention: Mr. Ryker Young
Subject: Geotechnical Evaluation
Proposed Residential Short Plat
20114 — 83rd Avenue West
Edmonds, Washington
Tax Parcel No. 00431200000402
Reference: Donna Breske & Associates, LLC
Civil Plans, dated July 13, 2018
Dear Mr. Young:
%iEarth
l Solutions
NW«C
Earth Solutions NW I_I_c
Geotechnical Engineering, Construction
Observationjesting and Environmental Services
In accordance with your request and based on review comments provided by City of Edmonds
design review, Earth Solutions NW, LLC (ESNW) has prepared this letter summarizing our
geotechnical consulting services performed for the subject property. A representative of ESNW
visited the site on April 30, 2019 to conduct explorations at accessible locations of the parcel.
Project Description
Based on the conceptual plans provided to us, the existing residence and associated
improvements will be demolished and the property will be subdivided into a two -lot residential
short plat. Grading plans were not available at the time this letter was prepared; however, we
anticipate cuts and fills of about five feet or less will be required to establish the subgrade for
the new buildings.
We anticipate the proposed residential structures will be two to three stories in height and will
consist of relatively lightly -loaded wood framing supported on conventional foundations. We
also anticipated no basement levels will be included in the plans. Based on our experience with
similar developments, we estimate wall loads of roughly one to two kips per linear foot and slab -
on -grade loading of about 150 pounds per square foot (psf) will be incorporated into the
construction. ESNW should review the structural plans to confirm the estimates are consistent
with the design and to provide additional recommendations.
1805 - 136th Place N.E., Suite 201 0 Bellevue, WA 98005 0 (425) 449-4704 • FAX (425) 449-4711
Real Property Funding Group, LLC ES-6693
May 29, 2019 Page 2
We understand that infiltration is being investigated as part of the site designs. We understand
individual lot infiltration devices, such as drywells may be used for reach lot to infiltrate roof
runoff and bioretention facilities will be used.
Surface
The subject site is located at 20114 — 83rd Avenue West in Edmonds, Washington, just north of
Pine Ridge Park. The site consists of a single residential tax parcel (APN 00431200000402)
bordered to the north, south and west by existing residential parcels and to the east by 3rd
Avenue West. The property is currently occupied by a single-family residential structure and
associated improvements. In general, the site topography descends to the east with about 30
feet of total elevation change with average inclinations of about 20 to 23 percent. Vegetation
is comprised primarily of lawn grass and general landscape features.
Subsurface Conditions
A representative of ESNW observed, logged, and sampled three test pits excavated using a
mini-trackhoe and operator retained by our firm, at accessible locations of the site for the
purpose of assessing soil and groundwater conditions. The approximate locations of the test
pits are illustrated on the Test Pit Location Plan (Plate 1). Due to existing developed areas, we
were very limited to accessible locations for our test pits. Please refer to the provided test pit
logs for a more detailed description of subsurface conditions. Representative samples
collected at the test pit locations were analyzed in accordance with Unified Soil Classification
System (USCS) and United States Department of Agriculture (USDA) methods and procedures.
Topsoil and Fill
In general, topsoil was encountered to depths ranging up to approximately 18 inches at the test
pit locations. Topsoil was identified by the dark brown color and organic content.
Fill was encountered at test pit location TP-2 that consisted of about two feet of medium dense
silty sand with grave (Unified Soil Classification: SM) during our fieldwork.
Native Soils
Underlying topsoil and fill, native soils were encountered consisting primarily of medium dense
to dense silty sand with gravel (USCS: SM) and silty gravel with sand (GM). Soil relative
density generally increased with depth. In general, native soils were observed primarily in a
damp to moist condition.
Geologic Setting
Review of a readily available geologic map resource indicates the site is underlain primarily by
glacial till (Qvt) deposits. As described in WSS NRCS USDA soil mapping resource, Alderwood
soils (AgC) are present on the subject site. Alderwood material formed in plain -deposited tills.
Earth Solutions Nw, LLC
Real Property Funding Group, LLC ES-6693
May 29, 2019 Page 3
We interpret the native soil conditions encountered at the test pit locations to represent a glacial
till deposits.
Groundwater
No groundwater seepage was encountered in the test pit locations during the date of
exploration (April 30, 2019), which were advanced to a maximum depth of 10 feet. However,
groundwater seepage rates and elevations fluctuate depending on many factors, including
precipitation duration and intensity, the time of year, and soil conditions. Groundwater seepage
flow rates are typically higher during the winter, spring and early summer months. Therefore,
perched groundwater seepage should be expected in deeper site excavations, particularly if
excavations are made in winter, spring and early summer months.
Geologic Hazard Areas
Based on our review of the Critical Areas Checklist (P-20) and Chapter 23.40 — Environmentally
Critical Areas of the Edmonds Community Development Code ECDC, the subject property is
located within a mapped erosion hazard area.
The erosion hazard designation largely relates to grading activities and reducing the potential
for off site migration of sediment and potential impacts to neighboring properties. Based on
review of the Critical Areas Checklist, the majority of the site is mapped as a general Erosion
Hazard (15 to 40 percent slopes). On this site, grading will be fairly limited in scope and
standard erosion and sediment control (ESC) measures will provide an adequate level of
protection for adjacent properties and off site migration of sediment. ESC measures must be
actively maintained during grading to ensure proper function. Provided the ESC measures
perform as intended, in our opinion, no adverse impacts to neighboring properties will occur
during grading. Permanent ESC measures on this project will be related to vegetation and
landscape elements.
Foundations
Based on the conditions encountered at the test pit locations, construction of a single-family
residences and associated improvements at the subject site is feasible from a geotechnical
standpoint. We anticipate competent native soil suitable for foundation support will be
encountered at depths of about two to three feet below existing grades. Where loose or
unsuitable conditions are encountered at foundation subgrade elevations, compaction of the
soils to the specifications of structural fill, or overexcavation and replacement with structural fill
may be necessary and should be observed by ESNW prior to placing concrete formwork.
For design the following parameters may be used for the foundation design:
■ Allowable soil bearing capacity 2,500 psf
■ Passive earth pressure
• Coefficient of friction
300 pcf
MR
Earth Solutions NW, LLC
Real Property Funding Group, LLC ES-6693
May 29, 2019 Page 4
The passive earth pressure value provided above assumes the foundations will be backfilled
with structural fill. A factor -of -safety of 1.5 has been applied to the passive earth pressure and
friction values provided in this section. For short-term wind and seismic loading, a one-third
increase in the allowable soil bearing capacity may be assumed. With structural loading as
expected, total settlement in the range of one inch, as well as differential settlement of
approximately one-half inch, is anticipated. The majority of the settlements should occur during
construction, as dead loads are applied.
Subgrade Preparation
Following site stripping and removal of the existing structural improvements, minor cuts and fills
will likely be completed to establish the proposed subgrade levels throughout the site. ESNW
should observe the subgrade during the initial site preparation activities to confirm soil
conditions and to provide supplemental recommendations for subgrade preparation. The
process of removing the existing building structure may produce voids where the old
foundations are removed, and where basement or crawl space areas may have been present.
Thorough restoration of voids from old foundation and/or basement areas must be completed
as part of the overall subgrade and building pad preparation activities. The following guidelines
for preparing the building subgrade areas should be incorporated into the final design:
• Where voids and related demolition disturbance extend below the planned subgrade
level, restoration of these areas should be completed. Structural fill should be used to
restore voids or unstable areas resulting from the removal of existing structures.
• Re -compact or overexcavate and replace areas of existing fill (if present) exposed at
building subgrade elevations. ESNW should confirm subgrade conditions and the
required level of re -compaction, or overexcavation and replacement during the site
preparation activities. Overexcavations should extend to competent (medium dense)
native soils and be replaced with structural fill.
■ ESNW should confirm overall suitability of the prepared subgrade areas following the site
work activities.
In -Situ and Imported Soil
From a geotechnical standpoint, native soils may not suitable in structural fill applications
unless the soil is placed at or slightly above optimum moisture content as determined from a
Modified Proctor (ASTM D-1557) test. If the native soils cannot achieve structural fill
specifications, imported soil will be required.
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
Real Property Funding Group, LLC
May 29, 2019
Structural Fill
ES-6693
Page 5
Structural fill is defined as compacted soil in foundation, slab -on -grade, and driveway areas.
Fills placed within utility trench backfill areas are also considered structural fill. Soils placed in
structural areas should be placed in maximum 12-inch loose lifts and be compacted to a relative
compaction of 95 percent, based on the laboratory maximum dry density as determined by the
Modified Proctor Method (ASTM D1557). Fill should be placed on a firm level surface. ESNW
should be consulted during early grading activities to provide additional recommendations.
Temporary Excavations and Permanent Slopes
The Federal Occupation Safety and Health Administration (OSHA) and the Washington
Industrial Safety and Health Act (WISHA) provide soil classification in terms of temporary slope
inclinations. The fill and weathered native soils and where groundwater is exposed are
classified as Type C by OSHA and WISHA. Temporary slopes over four feet in height in Type
C soils should be sloped no steeper than 1.5H:1V (Horizontal:Vertical). Steeper temporary
excavation slopes may be possible based on the exposed conditions, but must be observed by
ESNW at the time of excavation. ESNW should observe temporary and permanent slopes to
confirm the inclinations are appropriate for the exposed soils and to provide additional grading
recommendations as necessary. If temporary slopes cannot be constructed in accordance with
OSHA and WISHA guidelines, temporary shoring may be necessary. Permanent slopes should
maintain a gradient of 2HAV, or flatter, and should be planted with an appropriate species of
vegetation to enhance stability and to minimize erosion.
Slab -on -Grade Floors
Slab -on -grade floors should be supported on a suitable capillary break material underlain by
undisturbed, competent native soil or a compacted structural fill subgrade. Structural fill in slab -
on -grade areas should be compacted to a minimum relative compaction of 95 percent
throughout the upper one foot of subgrade. Unstable or yielding areas of the subgrade should
be recompacted, or overexcavated and replaced with suitable structural fill, prior to construction
of the slab.
Slab -on -grade areas should be provided with a minimum four -inch capillary break. Capillary
break soils should consist of a granular, free -draining sand and gravel soil that contains less
than 5 percent fines (percent passing the Number 200 sieve, based on the minus three -quarter -
inch fraction). In general, to help facilitate grading of the slab subgrade, the maximum
aggregate size of the capillary break material should generally be one -and -one -quarter inch. In
areas where slab moisture is undesirable, installation of a vapor barrier placed below the slab
should be considered. If a vapor barrier will be utilized, it should consist of a material
specifically designed for that use and should be installed in accordance with the specifications
of the manufacturer.
Earth Solutions NK LLC
Real Property Funding Group, LLC
May 29, 2019
Retaining Walls
ES-6693
Page 6
If retaining walls will be used on this project, they should be designed to resist earth pressures
and applicable surcharge loads. For design, the following parameters may be used:
Active earth pressure (yielding condition)
• At -rest earth pressure (restrained condition)
Traffic surcharge (passenger vehicles)
■ Passive earth pressure
• Coefficient of friction
• Seismic surcharge
35 pcf (equivalent fluid)
55 pcf
70 psf (rectangular distribution)
300 pcf (equivalent fluid)
0.40
6H (where H = retained height)
Additional surcharge loading from foundations, sloped backfill, or other loading should be
included in the retaining wall design. Drainage should be provided behind retaining walls such
that hydrostatic pressures do not develop. If drainage is not provided, hydrostatic pressures
should be included in the wall design. ESNW should review the retaining wall designs to verify
that recommended earth pressure values have been incorporated and to provide additional
recommendations as necessary.
Retaining walls should be backfilled with free -draining material that extends along the height of
the walls and a distance of at least 18 inches behind the wall. The upper one foot of wall
backfill can consist of a less permeable soil, if desired. A perforated drain pipe should be
placed along the base of retaining walls and tightlined to an approved discharge location.
Seismic Design
The 2015 International Building Code specifies several soil profiles that are used as a basis for
seismic design of structures. Based on the soil conditions observed at the test sites, Site Class
D should be used for design. In our opinion, the site is not susceptible to liquefaction based on
the absence of a uniformly established groundwater table and the relative density and gradation
of the site soils observed at the test pit locations.
Drainage
Groundwater seepage was not observed at the time of our fieldwork. However, localized
perched zones of groundwater seepage could be encountered in the excavations, particularly
during the winter, spring and early summer months. Temporary measures to control surface
water runoff during construction would likely involve interceptor trenches and sumps. Based on
the soil and groundwater conditions observed at the test sites, active dewatering (such as well
points) will likely not be necessary; however, ESNW should observe conditions relating to
drainage during construction to provide recommendations.
Earth Solutions NW, LLC
Real Property Funding Group, LLC ES-6693
May 29, 2019 Page 7
In our opinion, footing drains should be installed around the perimeter of the new building below
the invert of the building footings. Exterior grades should be sloped away from buildings at a
gradient of at least 2 percent for at least ten feet or to the maximum extent afforded by property
line setbacks.
Utility Support and Trench Backfill
In our opinion, the soils observed at the test sites are generally suitable for support of utilities.
Excessively loose, organic, or otherwise unsuitable soils encountered in the trench excavations
should not be used for supporting utilities. In general, the on -site soils observed at the test sites
may not be suitable for use as structural backfill in the utility trench excavations, unless the soil
is at or near the optimum moisture content at the time of placement and compaction. Moisture
conditioning 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 specifications of the City of Edmonds, or applicable jurisdiction
or agency.
Limitations
The recommendations and conclusions provided in this report 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. A warranty is not expressed or
implied. Variations in the soil and groundwater conditions observed at the test sites may exist
and may not become evident until construction. ESNW should reevaluate the conclusions in
this report if variations are encountered.
Additional Services
ESNW should have an opportunity to review the final design with respect to the geotechnical
recommendations provided in this report. ESNW should also be retained to provide testing and
consultation services during the earthwork phase of construction.
Earth Solutions NW, LLC
Real Property Funding Group, LLC
May 29, 2019
We trust this letter meets your current needs
information is required, please call.
Sincerely,
EARTH SOLUTIONS NW, LLC
Si
, L.�. E.G.
S for' ct Mana�
Attachments: Plate 1 — Vicinity Map
Plate 2 — Test Pit Location Plan
Test Pit Logs
Laboratory Data
ES-6693
Page 8
Should you have questions, or if additional
o
Kyle R. Campbell, P.E.
Principal Engineer
Earth Solutions NW, LLC
Reference: NORTH
Snohomish County, Washington NW LLC Geotechnical Engineering, Construction
[Wap454 Observation/Testing and Environmental Services
ByThe Thomas Guide
Rand McNally Vicinity Map
32ndEdition Edmonds SP
Edmonds, Washington
NOTE: This plate may contain areas ofcolor. ESNYVcannot bo
responsible for any subsequent misinterpretation ofthe information
resulting from black & white reproductions ofthis plate.
i I
I �
I
-410 400 390
Proposed
1;I-2II / p
rod sed Drivew y / I ,---,��/
TP-1
Lot 1 /
380
/rP_3
c
410 400 390 3'0
I
LEGEND
TP-1 Approximate Location of
— ■ — ESNW Test Pit, Proj. No.
ES-6693, April 2019
Subject Site
Proposed 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.
NOTE: This plate may contain areas of color. ESNW cannot be
responsible for any subsequent misinterpretation of the information
resulting from black & white reproductions of this plate.
E
0 20 40 80
1 "=40'
Scale in Feet
Drwn. CAM Date 05/15/2019 Proj. No. 6693
Checked SES Date May 2019 Plate 2
Earth Solutions NWLLC
SOIL CLASSIFICATION CHART
MAJOR DIVISIONS
SYMBOLS
TYPICAL
DESCRIPTIONS
GRAPH
LETTER
GRAVEL
AND
CLEAN
GRAVELS
' �' ' `�
• *
.0 ■�
GW
WELL -GRADED GRAVELS, GRAVEL -
SAND MIXTURES, LITTLE OR NO
FINES
■C o d
o paQ
Q Q np
GP
POORLY-GRADED GRAVELS,
GRAVEL- SAND MIXTURES, LITTLE
OR NO FINES
GRAVELLY
SOILS
(LITTLE OR NO FINES)
COARSE
GRAINED
SOILS
MORE THAN 50%
OF COARSE
GRAVELS WITH
FINES
'
Q
°
�° °
D
a
GM
SILTY GRAVELS, GRAVEL -SAND -
SILT MIXTURES
FRACTION
GC
CLAYEY GRAVELS, GRAVEL - SAND -
CLAY MIXTURES
RETAINED ON NO.
4 SIEVE
(APPRECIABLE
AMOUNT OF FINES)
SAND
AND
CLEAN SANDS
SW
WELL -GRADED SANDS, GRAVELLY
SANDS, LITTLE OR NO FINES
MORE THAN 50%
OF MATERIAL IS
SP
POORLY -GRADED SANDS,
GRAVELLY SAND, LITTLE OR NO
FINES
LARGER THAN
NO. 200 SIEVE
SIZE
SANDY
SOILS
(LITTLE OR NO FINES)
SANDS WITH
FINES
SM
SILTY SANDS, SAND - SILT
MIXTURES
MORE THAN 50%
OF COARSE
FRACTION
S`+
CLAYEY SANDS, SAND - CLAY
MIXTURES
PASSING ON NO.
4 SIEVE
(APPRECIABLE
AMOUNT OF FINES)
INORGANIC SILTS AND VERY FINE
ML
SANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
FINE
GRAINED
SOILS
SILTS
LIQUID LIMIT
AND LESS THAN 50
CLAYS
CL
INORGANIC CLAYS OF LOW TO
MEDIUM PLASTICITY, GRAVELLY
CLAYS, SANDY CLAYS, SILTY
CLAYS, LEAN CLAYS
-u
OL
ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW PLASTICITY
MORE THAN 50%
OF MATERIAL IS
MH
INORGANIC SILTS, MICACEOUS OR
DIATOMACEOUS FINE SAND OR
SMALLER THAN
NO.200 SIEVE
SILTY SOILS
SIZE
SILTS
LIQUID LIMIT
AND
CLAYS GREATER THAN 50
CH
INORGANIC CLAYS OF HIGH
PLASTICITY
OH
ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY. ORGANIC SILTS
HIGHLY ORGANIC SOILS
T' ' ' ' ' '
PT
PEAT, HUMUS, SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
DUAL SYMBOLS are used to indicate borderline soil classifications.
The discussion in the text of this report is necessary for a proper understanding of the nature
of the material presented in the attached logs.
Earth Solutions NW
1805 - 136th Place N.E., Suite 201
NNWBellevue, Washington 98005
Telephone: 425-449-4704
Fax: 425-449-4711
PROJECT NUMBER ES-6693
DATE STARTED 4/30/19
COMPLETED 4/30/19
EXCAVATION CONTRACTOR
NW Excavating,
EXCAVATION METHOD
LOGGED BY SES
CHECKED BY SSR
NOTES Depth of Topsoil & Sod 18": grass
w
}of
U
_
wg
I— w
TESTS
=
O
z
c�
SM
MC = 6.20%
MC = 6.50%
TEST PIT NUMBER TP-1
PAGE 1 OF 1
_ . PROJECT NAME Edmonds SP
GROUND ELEVATION 408 ft TEST PIT SIZE
GROUND WATER LEVELS:
AT TIME OF EXCAVATION AT END END OF EXCAVATION ---
AFTER EXCAVATION --
MATERIAL DESCRIPTION
Brown silty SAND with gravel, medium dense, damp
-becomes dense
-becomes very dense
MC = 8.30% 1116.0 [USDA Classification: gravelly sandy LOAM]
Fines = 24.30% Test pit terminated at 6.0 feet below existing grade. No groundwater encountered during
excavation. No caving observed.
Bottom of test pit at 6.0 feet.
Earth Solutions NW TEST PIT NUMBER TP-2
1805 - 136th Place N.E., Suite 201 PAGE 1 OF 1
Bellevue, Washington 98005
Telephone: 425-449-4704
Fax: 425-449-4711
PROJECT NUMBER ES-6693 PROJECT NAME Edmonds SP
DATE STARTED 4/30/19 COMPLETED 4/30/19 GROUND ELEVATION 400 ft TEST PIT SIZE
EXCAVATION CONTRACTOR NW Excavating GROUND WATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION --
LOGGED BY SES CHECKED BY SSR AT END OF EXCAVATION
NOTES Surface Conditions: soil fill AFTER EXCAVATION ---
w
�Q�(6U
ag
TESTS
O
MATERIAL DESCRIPTION
p
d=)
Z
(�
Q
c
o
Brown silty SAND with gravel, medium dense, damp (Fill)
MC = 9.40%
SM
(USDA Classification: very gravelly loamy SAND]
Fines = 17.20%
z o -topsoil/root horizon at 2' 398.0
Brown silty SAND with gravel, dense, damp
5
MC = 9.50%
SM
-becomes gray, very dense, moist, weakly cemented
MC = 12.20%
9.0 391.0
Test pit terminated at 9.0 feet below existing grade. No groundwater encountered during
excavation. No caving observed.
Bottom of test pit at 9.0 feet.
Earth Solutions NW TEST PIT NUMBER TP-3
1805 - 136th Place N.E., Suite 201
' ' I Bellevue, Washington 98005 PAGE 1 OF 1
Telephone: 425-449-4704
Fax: 425-449-4711
PROJECT NUMBER ES-6693 PROJECT NAME Edmonds SP
DATE STARTED 4/30/19 COMPLETED 4/30/19 GROUND ELEVATION 378 ft TEST PIT SIZE
EXCAVATION CONTRACTOR NW Excavating GROUND WATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION ---
LOGGED BY SES CHECKED BY SSR AT END OF EXCAVATION
NOTES Depth of Topsoil & Sod 3": grass AFTER EXCAVATION ---
w
U
Lu
ww
TESTS
2
O
MATERIAL DESCRIPTION
o_ z
Q Z
C9
Cn
0
°
Brown silty GRAVEL with sand, medium dense, damp
-root intrusions to 4'
MC = 6.70%
° a
Fines = 19.00%
b
[USDA Classification: very gravelly sandy LOAM]
-becomes gray, dense, weakly cemented
GM
°
5
-
b
MC = 10.70%
°
°
-becomes moist
MC = 14.70%
a.o s7o.o
Test pit terminated at 8.0 feet below existing grade. No groundwater encountered during
excavation. No caving observed.
Bottom of test pit at 8.0 feet.
Earth Solutions NW
1805 - 136th Place N.E., Suite 201
Bellevue, Washington 98005
Telephone: 425-449-4704
Fax: 425-449-4711
PROJECT NUMBER E5-6693
W
}
m
w
z
z
w
U
tY
Lu
a
U.S. SIETE OPENING IN INCHES I - �U.SSIEVE NUMBERS I HYDROMETER
J1111 lllomillillismillilliom
INS 11 il11111
11 INS NEIIIIIIINNIINIIINE
111i IN 111111 MENOMONEE
INN 111111 111111111 liiiiiinmiiiiii
INS iiiiiiinmi 0
lmiiiiiiimmiiii IN
ME Millillism 1 111
liiiiiism 111111 0
INN 11111
INS I INN 1111111111 iiiiiiism
I ismillillin
GRAIN SIZE IN MILLIMETERS
OB13LES GRAVEL �:E SAND SILT OR CLAY
S pecimen Identification Classification
TP-01 6.Oft. USDA: Gray Gravelly Sandy Loam. USCS: SM with Gravel.
1.5ft. USDA: Brown "e Gravelly Loamy Sand. USCS: SM with Gravel. Em
2.Oft. USDA: Brown Very Gravelly Sandy Loam. USCS: GM with Sand.
GRAIN SIZE DISTRIBUTION
W
o Specimen Identification
D100
I D90
D60
D30
D10
LL
PL
PI
%Silt
TP-01 6.Oft.
19
12.419
0.742
0.152
24.3
o m
n
TP-02 1.5ft.
19
14.007
1.948
0.218
17.2
L ♦
V
TP-03 2.Oft.
37.5
29.154
5.926
0.234
19.0