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1
MTC
Materials Testing & Consulting, Inc.
Geotechnical Engineering•Materials Testing•Special Inspection•Environmental Consulting
January 29, 2020
REVIEWED FOR
Holland Investments, LLC CODE COMPLIANCE
Attn.: Jim Holland MASON COUNTY
P.O. Box 581 BUILDING DEPARTMENT
Wauna, WA 98395 `Q
s�s JUG 3 12020
Subject: Report of Geotechnical Investigation and Engineering q/
Holland Mini Storage air StreE?f
3160 E Johns Prairie Rd., Shelton, WA 98584
(Parcel#320044390025, #320044390026, #320044390027)
MTC Project No.: 19S346 B U I L
Dear Mr. Holland:
This letter transmits our Geotechnical Investigation and Engineering Report for the above-referenced
project. Materials Testing & Consulting, Inc. (MTC) performed this geotechnical engineering study in
accordance with our Proposal for Geotechnical Services, dated November 19, 2019.
We would be pleased to continue our role as your geotechnical engineering consultants during the
project phases of planning and construction. We also have a keen interest in providing materials testing
and special inspection during construction of this project. We will be pleased to meet with you at your
convenience to discuss these services.
We appreciate the opportunity to provide geotechnical engineering services to you for this project. If
you have any questions regarding this report, or if we can provide assistance with other aspects of the
project, please contact me at (360) 534-9777.
Respectfully Submitted,
MATERIALS TESTING&CONSULTING,INC.
Luke Preston McCann, L.G. Medhanie G ecle, P.E.
Senior Licensed Geologist Engineering Manager
Attachment: Report of Geotechnical Investigation and Engineering
Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.755.1980
SW Region • 2118 Black Lake Blvd. S.W.• Olympia, WA 98512 • Phone 360.534.9777 . Fax 360.534.9779
NW Region • 805 Dupont, Suite #5 • Bellingham, WA 98225 • Phone 360.647.6061 • Fax 360.647.8111
Kitsop Region • 5451 N.W. Newberry Hill Road, Suite 101 • Silverdale, WA 98383 • Phone/Fax 360.698.6787
Visit our website: www.mtc-inc.net
REPORT OF GEOTECHNICAL
INVESTIGATION AND ENGINEERING
HOLLAND MINI STORAGE
3160 E JOHNS PRAIRIE RD
PARCEL # 320044390025, # 320044390026, # 320044390027
SHELTON, WA 98584
Prepared for:
Holland Investments,LLC
Attn.: Jim Holland
P.O. Box 581
Wauna, WA 98395
Prepared by:
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1.UILE PRE. N CANid 01-29-2020 s`�ONAI. 01-29-2020
Luke Preston McCann, L.G. Medhanie G. Tecle, P.E.
Senior Licensed Geologist Engineering Manager
MATERIALS TESTING & CONSULTING,INC. (MTC)
2118 Black Lake Boulevard SW
Olympia, Washington 98512 MTC
Phone: (360) 534-9777
Fax: (360) 534-9779
January 29, 2020
MTC Project No.: 19S346 �nalS Testing&conaulhrg'
Copyright 2020 Materials Testing &Consulting, Inc.
All Rights Reserved
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Holland Mini Storage—Geotechnical Report Materials Testing&Consulting,Inc.
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Table of Contents
EXECUTIVESUMMARY............................................................................................................iv
1.0 INTRODUCTION...............................................................................................................5
1.1 GENERAL......................................................................................................................................................5
1.2 PROJECT DESCRIPTION.............................................................................................................................5
2.0 SITE EXPLORATION........................................................................................................6
2.1 SITE EXPLORATION...................................................................................................................................6
3.0 EXISTING SOIL CONDITIONS........................................................................................7
3.1 SITE SURFACE CONDITIONS....................................................................................................................7
3.2 AREA GEOLOGY.........................................................................................................................................7
3.3 SOIL CONDITIONS......................................................................................................................................7
3.4 SURFACE AND GROUNDWATER CONDITIONS....................................................................................8
4.0 GEOTECHNICAL DESIGN RECOMMENDATIONS.....................................................9
4.1 SEISMIC DESIGN PARAMETERS..............................................................................................................9
4.2 STRIPPING&GRADING.............................................................................................................................9
4.3 FOUNDATIONS..........................................................................................................................................10
4.4 SLAB-ON-GRADE CONSTRUCTION.......................................................................................................12
4.5 INFILTRATION RATE DETERMINATION..............................................................................................13
4.5.1 Gradation Analysis Method&Results................................................................................................13
4.5.2 Treatment Potential .............................................................................................................................15
4.5.1 Pervious/Permeable Pavement..........................................................................................................15
4.5.2 Impervious Pavement..........................................................................................................................16
4.5.3 Rigid Pavements and Flatworks..........................................................................................................17
5.0 CONSTRUCTION RECOMMENDATIONS...................................................................18
5.1 EARTHWORK.............................................................................................................................................18
5.1.1 SCOPE OF SITE GRADING..............................................................................................................18
5.1.2 EXCAVATION...................................................................................................................................18
5.1.3 SUBGRADE EVALUATION AND PREPARATION.......................................................................18
5.1.4 SITE PREPARATION,EROSION CONTROL AND WET WEATHER CONSTRUCTION.......... 18
5.2 STRUCTURAL FILL MATERIALS AND COMPACTION......................................................................19
5.2.1 MATERIAL SPECIFICATIONS........................................................................................................19
5.2.2 UTILITY TRENCHES AND EXCAVATIONS.................................................................................19
5.2.3 FILL PLACEMENT AND COMPACTION Testing..........................................................................20
5.3 TEMPORARY EXCAVATIONS AND SLOPES........................................................................................20
5.4 PERMANENT SLOPES...............................................................................................................................21
6.0 ADDITIONAL RECOMMENDED SERVICES..............................................................22
7.0 LIMITATIONS..................................................................................................................23
Appendix A. SITE LOCATIONAND VICINITY......................................................................24
Appendix B. SITE PLAN WITH EXPLORATION LOCATIONS.............................................25
Appendix C. EXPLORATION LOGS.......................................................................................26
Appendix D. LABORATORY TEST RESULTS.........................................................................36
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EXECUTIVE SUMMARY
• We recommend in-ground infiltration galleries have a maximum design rate of up to 10
inches/hour. Due to the variable composition of shallow soils, features such as pervious pavements
and shallow infiltration basins are recommended to have a maximum design rate of 3.0 inches/hour.
• If the buried organic fill soils are encountered at proposed bottom subgrade excavations, care should
be taken to completely overexcavate this material down to the underlying glacial outwash gravels.
Where overexcavation is performed below a structure, the overexcavation area should extend
beyond the outside of the footing a distance equal to the depth of the overexcavation below the
footing. The overexcavated areas should be backfilled with properly compacted structural fill.
• Foundations may impart up to 1,500 PSF on clean native soils, or on structural fill over them.
• New pavement may bear on existing suitable soils. The following tables, included in Section 4 of
this report, summarize the proposed new minimum pavement sections.
• Table 3: Preliminary Pervious Pavement Design Recommendations
Pavement Drainage Non-woven
Scenario Pavement Thickness Course Fabric?
Type in in Y/N
Car Access/Parking (flexible) PAC* 4.0 10.0 Yes
Car Access/Parking (rigid) PCC** 7.0 12.0 Yes
• *Pervious asphaltic concrete pavement
• **Pervious cementitious concrete pavement
• Table 4: Preliminary Pavement Design Recommendations for Roadway
Pavement Layer Minimum WSDOT
Type Thickness, inches Specifications
Hot-Mix Asphalt 4 Section 5.4.4
Base Course (Dense 6 Section 5.4.4
Graded)
• No ground water or signs of a perched water table (excepting TP-3) were encountered in our
explorations up to 13.5 feet below present grade (BPG).
• No signs of geohazards were observed, or found during out cursory map review.
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1.0 INTRODUCTION
1.1 GENERAL
This report presents the findings and recommendations of Materials Testing & Consulting, Inc.'s (MTC)
geotechnical investigation and engineering conducted in support of the design and construction of new
structures on a currently undeveloped lot. The site is currently cleared. A regional vicinity and existing
aerial photo site plan of the project site are shown in Figures 1 and 2 of Appendices A and B,
respectively.
1.2 PROJECT DESCRIPTION
The client proposes to develop the approximately 4.09 acres site with a self-storage and U-Haul rental
facility. The project involves the construction of new foundations, flat works, pervious pavement, and
other possible infiltration methods. MTC has been contracted to perform a geotechnical investigation of
the proposed site to provide foundation and site development recommendations. A conceptual site map
of the proposed project was provided and is shown as Figure 2 of Appendix B.
MTC understands that buildings are anticipated to employ shallow foundation elements and possible
slab-on-grade floor construction if site conditions are suitable. It is anticipated that loads will be typical
for the type and materials of construction and that no unusually large, industrial, or vibratory loads are
expected. MTC should be allowed to review the final plans and specifications for the project to ensure
that the recommendations presented herein are appropriate. Recommendations and conclusions
presented by this report will need to be re-evaluated in the event that significant changes to the proposed
construction are made.
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2.0 SITE EXPLORATION
2.1 SITE EXPLORATION
w Site exploration activities were performed on December 17, 2019. Activities involved observing
excavation of six (6) excavator-dug test pits spread throughout project site to optimize coverage and
encompass major project features including the proposed buildings' footprints, access improvements,
and stormwater facilities. In addition, two (2) supplemental Dynamic Cone Penetrometer (DCP) tests
were performed near the center of the site to determine in-situ soil strength conditions and variations
across the site. Wildcat DCP tests were advanced until reaching practical refusal on dense/hard
conditions. Subsurface exploration locations were selected by an MTC Project Geologist while on-site
to provide representative coverage of the area proposed for development, focusing primarily on the
structure development area for foundation considerations and ancillary areas for stormwater design
characterization. Excavations of the test pits, DCP tests were terminated upon reaching practical refusal
or equipment extent.
We sampled soil conditions as encountered in accordance with the Unified Soil Classification System
(USCS). Representative soil samples were collected from each unit encountered, identified according to
boring location and depth, placed in plastic bags to protect against moisture loss, and were transported to
an MTC laboratory for supplemental classification and other testing.
All test pit, and DCP locations are shown on the site map in Appendix B, Figure 2. Locations for
explorations were based on pace-and-compass mapping, as well as direct measurements of existing site
features, and are approximate. Complete subsurface exploration logs are provided in Appendix C of this
report.
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3.0 EXISTING SOIL CONDITIONS
3.1 SITE SURFACE CONDITIONS
The project site is currently vacant and cleared, a gravel road runs north-south at the approximate center
of the site. The site is generally flat and free of vegetation. The property is bounded on the north side
by E. Johns Prairie Rd., a self-storage business to the west, and other commercial properties to the south
and east.
3.2 AREA GEOLOGY
The Geologic map of the Shelton 7.5-minute Quadrangle, Mason and Thurston County, Washington
(Schasse et al., 2003) published by the Washington State Department of Natural Resources indicates that
surface geology of the project site and its local vicinity is comprised completely of Vashon Outwash
(Qgo). This unit is described as poorly to moderately sorted containing moderately to well-rounded
gravel, fine-to medium-grained sand with minor and localized fines.
Shallow soils are mapped by the NRCS Web Soil Survey as Carstairs gravelly loam, with 0 to 5 percent
slopes. Carstairs gravelly loam was formed as terraces from glacial outwash with volcanic ash. Typical
soil profile is outlined as gravelly medial loam to 15 inches, very gravelly sandy loam from 15 to 25
inches, and extremely gravelly sand from 25 to 60 inches. The soil is described as excessively drained
with a high to very high capacity to transmit water, Ksat values between 5.95 and 19.98 in/hr. Depth to
water table is expected to be more than 80 inches.
3.3 SOIL CONDITIONS
The exploration logs in Appendix C present details of soils encountered at each exploration location.
The on-site soils are generally characterized as follows in stratigraphic order of depth:
• Grade Fill, Topsoil, Buried Topsoil—Silty Gravel with Sand (GM)
Grade fill was encountered across most the site. These soils consisted of silty gravel with sand, and
regularly contained organic silts, and thin roots. This unit was found to be lightly moist, and in medium
dense condition. Soils were dark brown to black. This soil unit was encountered at depths of 0 feet to
3.8 feet below present grade (BPG) and had a typical thickness of 0.5 to 1.5 feet. Some areas of buried
topsoil were encountered to the south, but this appeared to be moderately deep, and remained
dominantly gravel in composition.
• Glacial Outwash—Gravel with Sand (GP):
Soils underlying topsoil were interpreted as glacial outwash at all subsurface exploration locations.
These free-draining soils consisted of gravel with sand and minor cobbles up to 1 foot in diameter,
and were relatively free of organics. Unit was found to be damp and in dense to very dense
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conditions. Soils were generally tan to grey in color. Outwash soils were encountered below the
topsoil unit at depths ranging from 0.0 feet at the north east corner of the site to 5.5 feet BPG near
the south west corner of the site. This unit extended past the maximum depths explored.
3.4 SURFACE AND GROUNDWATER CONDITIONS
Natural surface water features were not present within the project area at the time of this study. The
most proximal surface water, Johns Creek, is located approximately 2,000 feet to the north.
No seepage or groundwater was observed on the site.
The closest available Department of Ecology well logs (active water wells located within site) indicate a
groundwater table at approximately 70 feet BPG or deeper, and is interpreted to be outside the realm of
concern for the proposed development.
MTC's scope of work did not include determination or monitoring of seasonal groundwater elevation
variations, formal documentation of wet season site conditions, or conclusive measurement of
groundwater elevations at depths past the extent feasible for explorations at the time of the field
explorations.
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4.0 GEOTECHNICAL DESIGN RECOMMENDATIONS
4.1 SEISMIC DESIGN PARAMETERS
The Washington State Department of Natural Resources Geologic Portal indicates the closest mapped
fault is a class B fault structure (Olympia structure) located approximately 2.5 miles southwest of the
project site that runs in the NW-SE direction. The exact age, location, and slip rate of this fault are
unknown due to thick glacial sediment deposits and lack of research.
According to the Mason County Seismic Soils and Liquefaction Risk Map (Mason, 2017), the site
vicinity has soils classification of C to D that indicated stiff soils that have a very low liquefaction
susceptibility. Liquefaction is a phenomenon associated with a subsurface profile of relatively loose,
cohesionless soils saturated by groundwater. Under seismic shaking, the pore pressure can exceed the
soil's shear resistance and the soil `liquefies', which may result in excessive settlements that are
damaging to structures and disruptive to exterior improvements. Based on our observations including
the relatively shallow presence of very dense, coarse grained, soil conditions, and lack of a persistent
shallow groundwater table, MTC interprets the site to have a low risk of liquefaction and does not
recommend any further deep exploration be performed at this time.
The OSHPD Seismic Design Maps were used to determine site-specific seismic design coefficients and
spectral response accelerations for the project site assuming design Site Class D (typical for the region),
representing a subsurface profile (upper 100 feet) of generally stiff soil conditions. Parameters in Table
1 were calculated using 2015 International Building Code standards:
Table 1. Seismic Design Parameters
Mapped Acceleration Parameters (MCE horizontal) Ss 1.416
S 1 0.590
Site Coefficient Values Fa 1.000
F,, 1.500
Calculated Peak SRA SMs 1.416
SMi 0.884
Design Peak SRA (213 ofpeak) SDs 0.944
SDI 0.590
Seismic Design Category—Short Period (0.2 Second) Acceleration D
Seismic Design Category— 1-Second Period Acceleration D
4.2 STRIPPING & GRADING
All topsoil, suspected uncontrolled fill, and relict organic-rich soil deposits exposed by grading or
excavations within proposed building, paving, and infiltration areas will need to be removed prior to the
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placement of structural and stormwater control elements. In addition, any area accepting grade fill will
require stripping of any topsoils before placement of new fill. If the buried relict topsoils are
encountered at proposed bottom subgrade excavations, care should be taken to completely overexcavate
this material down to the underlying glacial outwash gravels. Where overexcavation is performed below
a structure, the overexcavation area should extend beyond the outside of the footing a distance equal to
the depth of the overexcavation below the footing. The overexcavated areas should be backfilled with
properly compacted structural fill.
Stripping depths will be variable due to the differing depths to suitable native soils encountered in
explorations. MTC recommends that the final exposed subgrade be inspected by a representative of the
geotechnical engineer to verify that all soft and saturated soils, deleterious materials and any unsuitable
fills have been removed.
4.3 FOUNDATIONS
Two requirements must be fulfilled in the design of foundations. First, the load must be less than the
ultimate bearing capacity of the foundation soils to maintain stability; and secondly, the differential
settlement must not exceed an amount that will produce adverse behavior of the structure. The
allowable settlement is usually exceeded before bearing capacity considerations become important; thus,
the allowable bearing pressure is normally controlled by settlement considerations including differential
settlement. Excess settlement due to adverse soil conditions may be a result of shallow soils noted to be
in a soft or loose state and fine-grained components having a slightly plastic consistency.
MTC assumes the project design will employ relatively shallow perimeter and spread footings as
needed, as well as slab-on-grade floors and exterior flatworks. A shallow foundation and slab-on-grade
floor system appears feasible for use assuming the recommendations provided below are followed for
foundation design, site preparations, and construction. MTC recommends that we be contacted to
review plans relating to foundation design and site preparations, to ensure they are consistent with the
content and intent of recommendations provided herein.
Allowable Soil Bearing Capacity:
1,500 pounds per square foot (psf) for footings placed directly on compacted and approved
organic-free native gravelly soil, or on compacted structural fill installed over compacted native
soils.
The allowable bearing capacity may be increased by 1/3 for transient loading due to wind and
seismic events.
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Structural Fill Preparation:
For lateral and bearing support, structural fill placement below footings shall extend at minimum
a distance past each edge of the base of the footing equal to the depth of structural fill placed
below the footing [e.g., for a 2.0-foot wide footing, fills placed to approximately 1.5 feet below
footing grade will require a minimum backfill width of 5.0 feet (1.5 feet each side plus 2.0-foot
width of footing)].
• Minimum Footing Depth:
For a shallow perimeter and spread footing system, all exterior footings shall be embedded a
minimum of 18 inches and all interior footings shall be embedded a minimum of 12 inches
below the lowest adjacent finished grade, but not less than the depth required by design.
However, all footings must penetrate to the prescribed bearing stratum cited above and be
supported by the recommended base section, and no footings should be founded above organic
soils, soft or loose soils, or uncontrolled fills.
• Minimum Footing Width:
Footings should be proportioned to meet the stated bearing capacity and/or the IBC 2015 (or
current) minimum requirements. For a shallow perimeter and spread footing system, continuous
strip footings should be a minimum of 16 inches wide and interior or isolated column footings
should be a minimum of 24 inches wide.
• Estimated Settlements:
We estimate that the maximum settlements will be on the order of 1 inch, or less, with a
differential settlement of'/2 inch, or less, over 50 linear feet. Settlement is anticipated to occur
when the load is applied during construction.
• Lateral Load Resistance:
Lateral loads can be resisted by passive pressure against buried portions of foundation elements
and sliding resistance along its base. We recommend an allowable lateral pressure equal to that
generated by a fluid with an equivalent unit weight of 200 pcf EFW. This value assumes
foundations are backfilled with structural fill to a minimum horizontal thickness of 18 inches and
includes a factor of safety of two. The upper 18 inches of soil should be ignored unless the area
is paved or covered with concrete, due to soil softening associated with freeze/thaw.
Sliding resistance between footings and the foundation base pad may be factored in terms of
contribution to lateral resistance. Assuming imported structural fill is placed beneath footings,
an allowable coefficient of friction of 0.35 may be applied. This value assumes concrete placed
directly on the structural fill and includes a factor of safety of 1.5.
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4.4 SLAB-ON-GRADE CONSTRUCTION
Slab-on-grade floors may be considered for building interior areas. Interior floors and ancillary
walkways/loading areas are assumed to be subject to light live loading from foot traffic and typical dead
_ loads. Slab subgrades should be verified as firm and unyielding during construction, and any disturbed
soils should be recompacted prior to applying slab base fills. MTC recommends the following activities
and parameters for slab-on-grade design and construction intended to provide reinforcement against
shallow soil variations and potential adverse effects of differential settlement under typical light loading
conditions.
Based on typical construction practices, we assume finished slab grade will be similar to or marginally
above present grade for the below recommendations. If floor grades are planned to be substantially
raised or lowered from existing grade, MTC should be contacted to provide revised or alternative
recommendations.
MTC recommends the below activities and parameters for slab-on-grade design and construction.
• Subgrade Modulus:
A Subgrade Modulus (k) of 250 pci is recommended for use in design of slab-on-grade floors or
building exterior slabs constructed over native subgrade of suitably stiff quality (including 6-inch
minimum recommended capillary break), and for slabs supported with thin leveling fills.
• Proof Roll:
Prior to the placement of capillary break material and slab construction, as well as structural fills
if called for, the exposed subgrade shall be proof-rolled with a fully loaded dump truck to
confirm no soft or deflecting areas are present. This is to ensure the subgrade is evenly prepared
and adequate for support of the slab. MTC recommends that we be contacted for observation of
the proof roll and visual confirmation of prepared base suitability. Areas of excessive yielding
should be excavated to suitably firm conditions and backfilled with structural fill.
• Base Pad:
A 6-inch minimum section of structural fill is recommended to be installed beneath all floor
slabs. As noted below, capillary break material may account for a portion of the base fill section
if composed of compacted angular material approved as structural fill.
The minimum base pad thickness assumes construction will occur in the dry season during good
weather conditions. If work occurs in the spring or fall or during prolonged wet weather, the pad
thickness may need to be increased for constructability over shallow moisture-sensitive
subgrades, and ground stabilization fabric may be needed. Because of these concerns, we
recommend slab construction not be conducted in the summer months if possible.
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Capillary Break:
A capillary break will be helpful to maintain a dry slab floor and reduce the potential for floor
damage resulting from shallow perched water inundation. To provide a capillary moisture break,
a 6-inch thick, properly compacted granular mat consisting of open-graded, free-draining angular
aggregate is recommended below floor slabs. To provide additional slab structural support, or to
substitute for a structural fill base pad where specified, MTC recommends the capillary break
should consist of crushed rock all passing the 1-inch sieve and no more than 3 percent (by
weight) passing the U.S. No. #4 sieve, compacted in accordance with Section 5.2.2 of this
report.
Vapor Barrier:
A vapor retarding membrane such as 10 mil polyethylene film should be placed beneath all floor
slabs to prevent transmission of moisture where floor coverings may be affected. Care should be
taken during construction not to puncture or damage the membrane. To protect the membrane, a
layer of sand no more than 2 inches thick may be placed over the membrane if desired.
• Structural Design Considerations:
MTC assumes design and specifications of slabs will be assessed by the project design engineer.
We suggest a minimum unreinforced concrete structural section of 4.0 inches be considered to
help protect against cracking and localized settlement, and 6.0 inches where larger equipment or
localized loads are anticipated. It is generally recommended that any floor slabs and annular
exterior concrete paving subject to vehicular loading be designed to incorporate reinforcing.
4.5 INFILTRATION RATE DETERMINATION
MTC understands design of on-site stormwater controls are pending the results of this study to confirm
design parameters and interpreted depths to perched seasonal groundwater and restrictive soil features.
4.S.1 Gradation Analysis Method& Results
During test pit excavations for general site investigation, MTC additionally collected representative
samples of native soil deposits among potential infiltration strata and depths. We understand the project
will be subject to infiltration design based on the Washington Department of Ecology Stormwater
Management Manual for Western Washington (DoE SMMWW), and local Shelton Stormwater Manual.
For initial site infiltration characterization within the scope of this study, laboratory gradation analyses
were completed including sieve and hydrometer tests for stormwater design characterization and rate
determination to supplement field observations. Results of laboratory testing in terms of rate calculation
are summarized below.
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Laboratory results were interpreted to recommended design inputs in accordance with methods of the
2012 DoE SMMWW. Gradation results were applied to the Massmann (2003) equation (1) to calculate
Ksat representing the initial saturated hydraulic conductivity.
(1) log10(Ksat)_-1.57 + 1.90*D10+0.015*1360 -0.013*1390 -2.08*ff
Corrected Ksat values presented below are a product of the initial Ksat and correction factor CFT. For a
generalized site-wide design situation, we have applied a site variability factor of CFv = 1.0 along with
typical values of CFt = 0.4 (for the Grain Size Method) and CFm = 0.9 (assuming standard influent
control).
(2) CFT=CFvxCFtxCFm = 1.Ox0.4x0.9 =0.35
Results were cross-referenced with test pit logs to determine the validity and suitability of unique
materials as an infiltration receptor.
Table 2. Usable Results of Massmann Analysis
TP Sample Unit Fines Ksat Corrected Cation Exchange Organic
Depth Extent Soil Type D10 D60 D90 (/o)o Ksat Capacity Content
# BPG t (in/hr) in/hr me /100 %
1 1.5 1 to—3.5 SP 0.435 5.889 15.734 3.7 163.98 20(max) 4.8 4.2
1 7.0 —3.5 o GW 0.611 11.246 25.699 1.6 1288.7 20(max) 2.8 2.5
13+
Beneath sod and cover soils, the lower existing gravelly soils were observed to generally exhibit
minimal fines content and minimal oxidation patterns. The soils were calculated to have a very high
infiltration rates, however, conventional designs are traditionally capped at 20 inches per hour.
Additionally, much of the site is underlain with buried organic rich soils that may likely effect
infiltration capacity. Test pit logs may help estimate their approximate local depths where present, and
facilities should consider penetrating beneath these relict fills to adequately infiltrate. For a stormwater
gallery infiltrating at a depth below relict fills, we recommend a maximum design rate of up to 20
inches/hour be considered for undisturbed soils.
Possible alternatives to traditional in ground infiltration include the use of rain gardens, bio-swales, or
pervious pavement, which can be considered at the discretion of the designer and client depending on
final development needs and constraints. Due to the presence of buried topsoils with elevated fines
content in the southern half of the site, it is recommended that pervious pavements only be considered
for the northern half of the site. Pervious pavements in the southern half may likely experience
premature failure due to the shallow confining unit. For shallow infiltration features utilized on the
northern half of the site we recommend a maximum design rate of up to 3.0 inches/hour be considered,
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which is typically suitable for most shallow infiltration features, and considers potential reductions from
compaction during construction.
MTC recommends the facility designer review these results and stated assumptions per reference
literature to ensure applicability with the proposed development, level of anticipated controls, and long-
term maintenance plan. The designer may make reasonable adjustments to correction factors and the
resulting design values based on these criteria to ensure design and operational intent is met. We
recommend that we be contacted if substantial changes to rate determination are considered.
4.5.2 Treatment Potential
Depending on stormwater and runoff sources, some stormwater features, such as rain gardens or
pervious pavements may require treatment. Stormwater facilities utilizing native soils as treatment
media typically require Cation Exchange Capacities (CEC) of greater than 5 milliequivalents per
100grams (meq/100g) and organic contents greater than 1% (this may vary depending on local code).
Soils at likely treatment depths were found to have a Cation Exchange Capacity of 2.8 & 4.8 meq/100g
and an organic content of 2.5 to 4.2%.
4.5.1 Pervious/Permeable Pavement
MTC understands the project is anticipated to incorporate pervious paving elements to satisfy local
stormwater code. Based on our infiltration and laboratory analysis, both rigid and flexible pervious
pavement sections appear feasible.
Unless otherwise noted by the project designer, municipal code requirements, or material
manufacturer/supplier, we recommend the following specifications:
Table 3: Preliminary Pervious Pavement Design Recommendations
Pavement Drainage Non-woven
Scenario Pavement Thickness Course Fabric?
Type in in Y/N
Car Access/Parking (flexible) PAC* 4.0 10.0 Yes
Car Access/Parking (rigid) PCC** 7.0 12.0 Yes
*Pervious asphaltic concrete pavement
**Pervious cementitious concrete pavement
Construction traffic over subgrades (aside from initial compactive efforts) intended for pervious
pavements should be limited as much as possible to prevent over-compaction and degradation of
infiltration characteristics within these areas. Prior to placement of pavement sections, native subgrade
should be adequately compacted to prevent settlement, but not so excessively that infiltration becomes
infeasible.
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Pervious pavement sections should consist of an unreinforced layer of pervious asphaltic concrete
(PAC) or pervious cementitious concrete (PCC) overlaying a basal drainage course separated from in
place native subgrade treatment soils by a non-woven geotextile fabric. The drainage course shall be
gently compacted to allow for the maximum settlement of grains within the section. Excessive
compaction of the pavement during placement should be avoided. Material type and thickness should
correspond to related location and anticipated use as detailed in Table 3.
Geotextile fabric shall meet section 9-33.2(1), tables 1 and 2: Geotextile for Underground Drainage,
from the WSDOT Standard Specifications. Aggregate within the drainage course shall be crushed,
angular, relatively clean, and conform to the most recent WSDOS standard specification for Permeable
Ballast (WSDOT section 9-03.9(2)), or an approved free draining alternative. Pervious pavement
materials shall conform to those specified by the project civil designer and the supplying manufacturer,
and yield a minimum infiltration rate of 100 inches-per-hour when tested at any location per the
procedures outlined in ASTM C 1701-09, Infiltration Rate of In-Place Pervious Concrete.
MTC recommends the project civil designer review these recommendations to ensure applicability with
the proposed development, level of anticipated controls, code requirements, and long-term maintenance
plan. The designer may make reasonable adjustments to our recommendations based on these criteria to
ensure design and operational intent is met. We recommend that the placement of material be monitored
by a representative of MTC to ensure proper placement and thickness.
4.5.2 Impervious Pavement
Washington Department of Transportation (WSDOT) Pavement Policy (2015) was used to provide the
pavement section recommendations for the proposed roadway developments. Based on the overall size
of the planned roadway, we assumed typically low traffic. Table 4 includes preliminary
recommendations for impervious hot-mix asphalt (HMA) pavement and base course thickness for the
new roadway. This recommendation assumes that the subgrade will be prepared following the
recommendations provided in this report and the traffic assumptions are valid.
Table 4: Preliminary Pavement Design Recommendations for Roadway
Pavement Layer Minimum WSDOT
Type Thickness, inches Specifications
Hot-Mix Asphalt 4 Section 5.4.4
Base Course (Dense 6 Section 5.4.4
Graded)
The main entrance/exit drive will likely experience different traffic volumes than the far end of the
pavement areas. As a result, consideration could be given to increasing the pavement section in the
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main entrance/exit drive. Pavement sections presented in the above table should not be used for areas
which experience repeated truck traffic/parking, equipment or truck parking areas, entrances and exit
aprons, or contain trash dumpster loading zones. In these areas, a Portland Cement Concrete (PCC)
pavement should be used.
One of the important considerations in designing a high quality and durable pavement is providing
adequate drainage. Design of drainage for the proposed pavement section is outside of MTC's scope of
work at this time. It is important that bird baths (leeching basins) and surface waves are not created
during construction of the HMA layer. A proper slope should also be allowed and drainage should be
provided along the edges of pavements and around catch basins to prevent accumulation of free water
within the base course, which otherwise may result in subgrade softening and pavement deterioration
under exposure and repeated traffic conditions.
4.5.3 Rigid Pavements and Flatworks
Rigid pavement components are commonly utilized for portions of accesses and ancillary exterior
improvements. The project civil designer may re-evaluate the below general recommendations for
pavement thicknesses and base sections if necessary to ensure proper application to a given structure and
use. MTC recommends that we be contacted for further consultation if the below sections are proposed
to be reduced.
Concrete driveway aprons and curb alignments, if utilized, should consist of a minimum 6-inch
thickness of unreinforced concrete pavement over structural base fill. Base thickness should correspond
to related location and anticipated traffic loading. For light traffic areas, a 6-inch minimum base
thickness (total 12-inch section) can be applied. For heavy traffic zones, we recommend allotting a 12-
inch minimum base section beneath the pavement, or the incorporation of reinforcing steel in the
concrete.
Concrete sidewalks, walkways and patios if present may consist of a minimum 4-inch section of plain
concrete (unreinforced) installed over a 6-inch minimum compacted base of crushed rock. At locations
where grade has been raised with structural fill, a 4-inch minimum crushed rock section may be used.
Flatworks should employ frequent joint controls to limit cracking potential.
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5.0 CONSTRUCTION RECOMMENDATIONS
5.1 EARTHWORK
5.1.1 SCOPE OF SITE GRADING
A grading plan was not available to MTC at the time of this report. MTC assumes it is likely that
finished grade will approximate existing grade. Therefore, depths referred to in this report may be
considered near equivalent to final depths. MTC should be contacted if questions arise regarding depths
to suitable soils for subgrade or infiltration purposes.
5.1.2 EXCAVATION
Excavations can generally be performed with conventional earthmoving equipment such as bulldozers,
scrapers, and excavators.
5.1.3 SUBGRADE EVAL UATIONAND PREPARATION
After excavations have been completed to the planned subgrade elevations, but before placing fill or
structural elements, the exposed subgrade should be evaluated under the full-time observation and
guidance of an MTC representative. Where appropriate, the subgrade should be proof-rolled with a
minimum of two passes with a fully loaded dump truck, water truck or scraper. In circumstances where
this seems unfeasible, an MTC representative may use alternative methods for subgrade evaluation.
Any loose soil should be compacted to a firm and unyielding condition and approved by the
geotechnical engineer or special inspection agency. Any areas that are identified as being organic rich,
soft, or yielding, during subgrade evaluation should be overexcavated to inorganic soils in a firm and
unyielding condition or to the depth determined by the geotechnical engineer.
5.1.4 SITE PREPARATION,EROSION CONTROL AND WET WEATHER CONSTRUCTION
Any silty or organic rich native soils may be moisture-sensitive and become soft and difficult to traverse
with construction equipment when wet. During wet weather, the contractor should take measures to
protect any exposed soil subgrades, limit construction traffic during earthwork activities, and limit
machine use only to areas undergoing active preparation.
Once the geotechnical engineer has approved a subgrade, further measures should be implemented to
prevent degradation or disturbance of the subgrade. These measures could include, but are not limited
to, placing a layer of crushed rock or lean concrete on the exposed subgrade, or covering the exposed
subgrade with a plastic tarp and keeping construction traffic off the subgrade. Once subgrade has been
approved, any disturbance because the subgrade was not protected should be repaired by the contractor
at no cost to the owner.
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During wet weather, earthen berms or other methods should be used to prevent runoff from draining into
excavations. All runoff should be collected and disposed of properly. Measures may also be required to
reduce the moisture content of on-site soils in the event of wet weather. These measures can include,
but are not limited to, air drying and soil amendment, etc.
MTC recommends earthwork activities take place during the summer dry season.
5.2 STRUCTURAL FILL MATERIALS AND COMPACTION
5.2.1 MATERIAL SPECIFICATIONS
Soils with fines content near or greater than 10% increased fines content may likely be moisture
sensitive and become difficult to use during wet weather. Care should be taken by the earthwork
contractor during grading to avoid contaminating stockpiled soils that are planned for reuse as structural
fill with native organic materials.
All material placed below structures or pavement areas should be considered structural fill. Structural
fill material shall be free of deleterious materials, have a maximum particle size of 4 inches, and be
compactable to the required compaction percentage. Native soils with minimal fines content (less than
10%) and free of organic material may be considered suitable for limited re-use as grade fill beneath
pavement and in trenches on a case-by-case basis, determined by adequate follow-up laboratory testing
of soils subject to reuse. Imported structural fill material should conform to Section 9-03.14(1), Gravel
Borrow of the most recent edition (at the time of construction) of the State of Washington Department of
Transportation Standard Specifications for Road, Bridge, and Municipal Construction (WSDOT
Standard Specifications). Controlled-density fill (CDF) or lean mix concrete can be used as an
alternative to structural fill materials, except in areas where free-draining materials are required or
specified. Frozen soil is not suitable for use as structural fill. Fill material may not be placed on frozen
soil. Materials utilize as grade fill beneath roads shall conform to WSDOT Section 9-03.10, Gravel
Base.
The contractor should submit samples of each of the required earthwork materials to the geotechnical
engineer for evaluation and approval prior to delivery to the site. The samples should be submitted at
least 5 days prior to their delivery and sufficiently in advance of the work to allow the contractor to
identify alternative sources if the material proves unsatisfactory.
5.2.2 UTILITY TRENCHES AND EXCA VA TIONS
Materials utilized for trench back fill shall conform to WSDOT Section 9-03.19, Trench Bac>jill. Pipe
bedding material should conform to the manufacturer's recommendations and be worked around the
pipe to provide uniform support. Cobbles exposed in the bottom of utility excavations should be
covered with pipe bedding or removed to avoid inducing concentrated stresses on the pipe.
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5.2.3 FILL PLACEMENT AND COMPACTION Testing
Prior to placement and compaction, structural fill should be moisture conditioned to within 3 percent of
its optimum moisture content. Loose lifts of structural fill shall not exceed 8 inches in thickness. All
structural fill shall be compacted to a firm and unyielding condition and to a minimum percent
compaction based on its modified Proctor maximum dry density as determined per ASTM D1557.
Structural fill placed beneath each of the following shall be compacted to the indicated percent
compaction:
Foundation and Floor Slab Subgrades: 95 Percent
Pavement Subgrades (upper 2 feet): 95 Percent
Pavement Subgrades(below 2 feet): 90 Percent
Utility Trenches (upper 4 feet): 95 Percent
Utility Trenches (below 4 feet): 90 Percent
Jetting or flooding is not a substitute for mechanical compaction and should not be allowed.
We recommend that fill placed on slopes steeper than 3:1 (H:V) be `benched' in accordance with
hillside terraces entry of section 2-03.3(14) of the WSDOT Standard Specifications.
We recommend structural fill placement and compaction be observed on a full-time basis by an MTC
representative. A sufficient number of tests should be performed to verify compaction of each lift. The
number of tests required will vary depending on the fill material, its moisture condition and the
equipment being used. Initially, more frequent tests will be required while the contractor establishes the
means and methods required to achieve proper compaction.
5.3 TEMPORARY EXCAVATIONS AND SLOPES
All excavations and slopes must comply with applicable local, state, and federal safety regulations.
Construction site safety is the sole responsibility of the Contractor, who shall also be solely responsible
for the means, methods, and sequencing of construction operations. We are providing soil type
information solely as a service to our client for planning purposes. Under no circumstances should the
information be interpreted to mean that MTC is assuming responsibility for construction site safety or
the Contractor's activities; such responsibility is not being implied and should not be inferred. The
contractor shall be responsible for the safety of personnel working in utility trenches. Given that steep
excavations in native soils may be prone to caving, we recommend all utility trenches, but particularly
those greater than 4 feet in depth, be supported in accordance with state and federal safety regulations.
Temporary excavations in the existing upper weathered native soils should be inclined no steeper than
2H:IV, although applying lesser grades may be necessary depending on actual conditions encountered
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and the potential presence of water seepage. Heavy construction equipment, building materials,
excavated soil, and vehicular traffic should not be allowed near the top of any excavation.
Temporary excavations and slopes should be protected from the elements by covering with plastic
sheeting or some other similar impermeable material. Sheeting sections should overlap by at least 12
inches and be tightly secured with sandbags, tires, staking, or other means to prevent wind from
exposing the soils under the sheeting.
5.4 PERMANENT SLOPES
MTC recommends that new areas of permanent slopes be inclined no greater than 3H:IV. Permanent
slopes should be planted with a deep-rooted, rapid-growth vegetative cover as soon as possible after
completion of slope construction. Alternatively, the slope should be covered with plastic, straw, etc.
until it can be landscaped.
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6.0 ADDITIONAL RECOMMENDED SERVICES
The recommendations made in this report are based on the assumption that an adequate program of tests
and observations will be made during construction to verify compliance with these recommendations.
Testing and observations performed during construction should include, but not necessarily be limited
to, the following:
• Geotechnical plan review and engineering consultation as needed prior to construction phase,
• Observations and testing during site preparation, earthwork, structural fill, and pavement section
placement,
• Consultation on temporary excavation cutslopes and shoring if needed,
• Testing and inspection of any concrete or masonry included in the final construction plans, and
• Consultation as may be required during construction.
We strongly recommend that MTC be retained for the construction of this project to provide these and
other services. Our knowledge of the project site and the design recommendations contained herein will
be of benefit in the event that difficulties arise and either modifications or additional geotechnical
engineering recommendations are required or desired. We can also, in a timely fashion observe the
actual soil conditions encountered during construction, evaluate the applicability of the
recommendations presented in this report to the soil conditions encountered, and recommend
appropriate changes in design or construction procedures if conditions differ from those described
herein.
We further recommend that project plans and specifications be reviewed by us to verify compatibility
with our conclusions and recommendations.
Also, MTC retains fully accredited, WABO-certified laboratory and inspection personnel, and is
available for this project's testing, observation and inspection needs. Information concerning the scope
and cost for these services can be obtained from our office.
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7.0 LIMITATIONS
Recommendations contained in this report are based on our understanding of the proposed development
and construction activities, our field observations and exploration and our laboratory test results. It is
possible that soil and groundwater conditions could vary and differ between or beyond the points
explored. If soil or groundwater conditions are encountered during construction that vary or differ from
those described herein, we should be notified immediately in order to review and provide supplemental
recommendations. If the scope of the proposed construction, including the proposed loads or structural
locations, changes from that described in this report, we should be notified to review and provide
supplemental recommendations.
We have prepared this report in substantial accordance with the generally accepted geotechnical
engineering practice as it exists in the site area at the time of our study. No warranty, expressed or
implied, is made. The recommendations provided in this report are based on the assumption that an
adequate program of tests and observations will be conducted by MTC during the construction phase in
order to evaluate compliance with our recommendations.
This report may be used only by the Client and their design consultants and only for the purposes stated
within a reasonable time from its issuance, but in no event later than 18 months from the date of the
report. It is the Client's responsibility to ensure that the Designer, Contractor, Subcontractors, etc. are
made aware of this report in its entirety. Note that if another firm assumes Geotechnical Engineer of
Record responsibilities they need to review this report and either concur with the findings, conclusions,
and recommendations or provide alternate findings, conclusions and recommendation under the
guidance of a professional engineer registered in the State of Washington.
Land or facility use, on- and off-site conditions, regulations, or other factors may change over time, and
additional work may be required. Based on the intended use of the report, MTC may recommend that
additional work be performed and that an updated report be issued. Non-compliance with any of these
requirements by the Client or anyone else will release MTC from any liability resulting from the use of
this report. The Client, the design consultants, and any unauthorized party agree to defend, indemnify,
and hold harmless MTC from any claim or liability associated with such unauthorized use or non-
compliance. We recommend that MTC be given the opportunity to review the final project plans and
specifications to evaluate if our recommendations have been properly interpreted. We assume no
responsibility for misinterpretation of our recommendations.
The scope of work for this subsurface exploration and geotechnical report did not include environmental
assessments or evaluations regarding the presence or absence of wetlands or hazardous substances in the
soil, surface water, or groundwater at this site.
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January 29,2020 Project No.: 19S346
Appendix A. SITE LOCATION AND VICINITY
Site Vicinity
AP
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Site Location s ''"
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' Maps Source:
2020 Google Imagery
Materials Testing& Consulting,Inc. Site Location &Vicinity Maps FIGURE
2118 Black Lake Blvd SW Holland Mini Storage
Olympia, WA Shelton, Washington
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January 29,2020
Appendix B. SITE PLAN WITH EXPLORATION
LOCATIONS
" C.�A+w1A�LAy��3,
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SCALE
65 FEET PER INCH TP-I
SCALE AND LOCATIONS ARE
APPROXIMATE
*Not for Construction * Base Map Source:
Google Imagery,2020
Materials Testing & Consulting,Inc. Site Plan with Exploration Locations FIGURE
2118 Black Lake Boulevard Holland Mini Storage
Olympia, WA 98501 Shelton, Washington
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Appendix C. EXPLORATION LOGS
Exploration logs are shown in full in this appendix. The explorations were monitored by MTC
personnel who examined and classified the materials encountered in accordance with the Unified Soil
Classification System (USCS), obtained representative soil samples, and recorded pertinent information
including soil sample depths, stratigraphy, soil engineering characteristics, and groundwater occurrence.
Upon completion boreholes were backfilled with native soil and bentonite chips, and test pits were
backfilled with native soil tailings.
The stratification lines shown on the individual logs represent the approximate boundaries between soil
types; actual transitions may be either more gradual or more severe. The conditions depicted are for the
date and location indicated only, and it should not necessarily be expected that they are representative of
conditions at other locations and times.
Dynamic Cone Penetrometer(DCP)tests were conducted at representative locations within the proposed
development. DCP test locations were correlated with adjacent or nearby soil explorations to most
accurately assess results in terms of observed stratigraphy per location. During DCP advancement, blow
counts were recorded in 10-centimeter (4-inch) increments as a thirty-five-pound weight was dropped a
distance of 15 inches. Blow counts were then converted to resistance (kg/cm2), standard penetration
blow counts (N-values) and corresponding soil consistency.
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USCS - UNIFIED SOIL CLASSIFICATION SYSTEM (per ASTM D2487)
- MAJOR DIVISIONS USCS SYMBOL TYPICAL DESCRIPTIONS LOG SYMBOLS
CLEAN WELL-GRADED GRAVEL SAMPLES
GRAVEL GRAVEL with �'W <5%fines LJ SPT Standard Penetration Test
i'
less than 5% o o POORLY-GRADED GRAVEL ® Grab or bulk
Gravel>Sand fines '. GP <5%Ines ® California or D&M(3.0"OD)
COARSE-
GRAINED p
GRED More than half SILTY GRAVEL Shelby Tube
SOILS of coarse GRAVEL GM >12%fines(Silt>Clay)
fraction is with over WATER TABLE
More than half of larger than#4 12%fines GC CLAYEY GRAVEL 1 Groundwater Level
material is larger sieve >12%fines(Clay>Silt) _ (where first encountered)
than the#200 Q Groundwater Level
sieve CLEAN SAND }? SW WELL-GRADED SAND = (measured after completion)
SAND <5%fines
with less than '. Perched Groundwater Level
Silt and t or Gay Sand>Gravel 5%fines POORLY-GRADED SAND (during exploration)
content as SP <5%fines
specified in log More than halt STRATIGRAPHIC CONTACT
of coarse SAND SILTY SAND
SM 112°/a fines (Field identified)
fraction is with over
smaller than Distinct
12%fines SC CLAYEY SAND cco tact betweentp
soil
#4 sieve >12%fines strata
INORGANIC SILT 1 Gradual change between
SILT AND CLAY ML soil strata
lean,low-plasticity Silt
FINE-GRAINED Approximate location of
SOILS INORGANIC CLAY stratigraphic change
Lean:low to medium plasticity CL lean,low-plasticity Clay
(Liquid limit less than 50) _
More than half of — ORGANIC SILT OR CLAY,lean, DENSITY OF
material is fines OL low-plasticity,retains high moisture COARSE-GRAINED SOIL
(smallerthan the APPARENT SPT
0200 sieve) INORGANIC SILT, high-plasticity, DENSITY Blows/foot
SILT AND IPT
MH fat silt,may be micaceous
Sand and J or Very Loose <4
Gravel content Fat:medium to hINORGANIC CLAY, high-plasticity, Loose 4-10
as specified CH fat Clay Medium Dense 11-30
in log (Liquid limit grea
OH ORGANIC SILT OR CLAY,fat, Dense 31-50
Very Dense >50
high-plasticity,retains high moisture
HIGHLY ORGANIC SOILS PEAT,humus,swamp soils, CONSISTENCY OF
predominantly organics FINE-GRAINED SOIL
ESTIMATED SPT
DEFINfrIONS OF SOIL SIZES CONSISTENCY Blows/foot
SOIL COMPONENT GRAIN SIZE(inch) GRAIN SIZE(mm) Very Soft <2
Boulder >12 in. >305 Soft 2-4
Cobbles 3 in.to 12 in. 75 to 305 Medium Stiff 4-8
Gravel _ 3 in.to#4 75 to 4.75 Stiff 8-15
Coarse Gravel min.to34 m- —75 to 19 Very Stiff 15-30
Fine Gravel 3/4 in.to#4 19 to 4.75 Hard >30
Sand #4 to#200 _ 4 J5 to 0.075 _ NOTES
Coarse Sand #4 to#110 4.75 to 2.00 ° USCS evaluated by field observations and by laboratory analyses if
Medium Sand #10 to#40 2.00 to 0 425 conducted.
Fine Sand #40 to#200 0.425 to 0.075 ° Poorly-Graded(GP or SP)indicate inequal content of grain size within
Fines(Sift or Clay) <#200 <0.075 subgroup(e.g.coarse,medium,fine sand).Calculated using 10%,30%,
MODIFIERS(see USCS and Notes) and 60%grain size.
DESCRIPTION % ° Combination names(e.g.SP-SM Poorly-Graded SAND with silt)
Trace <5% represent fines content between 5%and 12%.Fines content is
With Clay,With Silt 5-12%Fines dominantly either clay(C)or sift(M).
Clayey,Silt >12%Fines ° CL-ML represents Silty Clay upon similar percent of each per Atterberg
Some ingeneral) 5-15% Copyright 2019 test
With Sand,With Gravel 15-30%Coarse MTC Inc. A soil description of"with Sand"or"with Gravel"represents greater than
Sandy,Gravelly >30%Coarse 3/15/2019 15%coarse material,and dominant coarse soil is the one specified.
Materials Testing & Consulting,Inc. Exploration Log Key FIGURE
2118 Black Lake Blvd SW Holland Mini Storage
Olympia, WA Shelton, Washington 3
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January 29,2020 Project No.: 195346
Materials Testing and Consulting
2118 Black Lake Blvd SW PROJECTNUMBER: 195346
Olympia,WA 98512 DATE STARTED: 12-17-2019
DATE COMPLETED: 12-17-2019
HOLE#: DCP-1
CREW: ND SURFACE ELEVATION: Existing Grade
PROJECT: Holland Mini Storage WATER ON COMPLETION: None Encountered
ADDRESS: 3160 EJohns Prairie Rd. HAMMER WEIGHT: 35 lbs.
LOCATION: See Map CONEAREA: 10 sq.cm
BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY
DEPTH PER 10 cm K /crr# 0 50 100 150 N SAND&SILT CLAY
- 14 62.2 ............•••••• 17 MEDIUM DENSE VERY STIFF
- 17 75.5 ..................••• 21 MEDIUM DENSE VERY STIFF
- 1 ft 26 115.4 ••-...........................• - DENSE HARD
- 34 151.0 ........................................... - DENSE HARD
- 48 213.1 .....••••••—...........................••• - VERYDENSE HARD
- 2 ft 50 222.0 o............................o••»............ - VERY DENSE HARD
- 3ft
- Im
4ft
5ft
6ft
- 2m
7ft
8ft
9ft
- 3m loft
- 11ft
12 ft
4m 1311
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Materials Testing and Consulting
2118 Black Lake Blvd SW PROJECT NUMBER 195346
Olympia,WA 98512 DATESTARTED: 12-17-2019
DATE COMPLETED: 12-17-2019
HOIE#:DCP-2
CREW:ND SURFACE ELEVATION: bdsting Grade
PROJECT:Holland Mini Storage WATER ON COMPLETION: None Encountered
ADDRESS: 3160 EJohns Prairie Rd. HAMMER WEIGHT: 35 lbs.
LOCATION: See Map CONEAREA: 10sq.cm
BLOWS RESISTANCE OR1 PH OF CONE RESISTANCE TESTED CONSISTENCY
DEPTH PER 10 cm Kg/cm' 0 50 100 150 N' SAND&SELT CLAY
4 17.8 ••• 5 LOOSE MEDIUM STIFF
- 12 53.3 ............••• 15 MEDIUM DENSE STIFF
- 1 ft 18 79.9 ..................••••• 22 MEDIUM DEMISE VERYSTIFF
- 22 97.7 ............................ - MEDIUM DENSE VERYSTIFF
- 14 62.2 ............•••••• 17 MEDIUM DENSE VERYSTIFF
- 2 ft 22 97.7 ........................•••• - MEDIUM DENSE VERYSTIFF
- 45 199.8 .............................................. VERYDINSE HARD
35 155.4 ............................................. DENSE HARD
tl 29 128.8 ....................................• DENSE HARD
- 1 m 22 97.7 ........................•••• MEDIUM DENSE VERYSTIFF
- 21 81.1 ..................••••• 23 MEDIUM DENSE VERYSTIFF
- 4 ft 25 96.5 .....................•.•.•• - MEDIUM DENSE VERYSTIFF
- 30 115.8 ................................• - DENSE HARD
- 43 166.0 ............................................. - DENSE HARD
- 5 ft 50 193.0 .............................................. VERYDENSE HARD
6 It
- 2m
711
8 t1
9ft
- 3m IOft
11 fl
12ft
4m 13ft
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• January 29,2020 Project No.: 19S346
Materials Testing and Consulting
Olympia,WA Logof Test Pit TP-1
Holland Mini Storage Date Started 12/17/19
3160 E Johns Prairie Rd. Date Completed :12/17/19
Shelton,WA Sampling Method :Grab Samples
Location :See Map
MTC Job#19S346 Logged By ND
0
U_ > ccu S )
C W N s 2 to o_ DESCRIPTION r? a o
n U E iL
U m
0
POORLY GRADED GRAVEL with SAND,dark brown to black in color,lighty moist,
gravel up to 2"subrounded.
Approximately:70%gravel,20%sand, 10%fines
1
GM FILL
2
3 TS SILTY GRAVEL,brown in color,moist,organics(thin roots)
Approximately 55%gravel, 10%sand,35%fines
* BURIED TOPSOIL
4 ' POORLY GRADED GRAVEL with SAND,grey to tan in color,moist,gravel up to 12"
subrounded,medium to course-grained sand.
* Approximately 70% ravel,30%sand,<5%fines
* PP Y g
5 * GLACIAL OUTWASH
i
i
6
i
7
i
i
6 GP T
i
i
i
9
i
i
i
10
i
11
i
i
i
12 i
Total Depth 12.5'BPG
13 Terminated at contracted depth.
No seepage observed.
No regional groundwater observed.
14
30
Holland Mini Storage—Geotechnical Report Materials Testing&Consulting,Inc.
January 29,2020 Project No.: 19S346
Materials Testing and Consulting
Olympia,WA LogOf Test Pit TP-2
Holland Mini Storage Date Started :12/17/19
3160 E Johns Prairie Rd. Date Completed :12/17/19
Shelton,WA Sampling Method Grab Samples
Location See Map
MTC Job#19S346 Logged By ND
0
u
c
LL U > r
c = D
o DESCRIPTION m` i`
o 0
0
TS SILTY GRAVEL,brown in color,moist,organics(thin roots)
Approximately 55%gravel, 10%sand,35%fines
i
1 TOPSOIL
POORLY GRADED GRAVEL with SAND,grey to tan in color,moist,
gravel up to 12"subrounded,medium to course-grained sand.
! Approximately 70%gravel,30%sand,<5%fines
2 •
GLACIAL OUTWASH
i
i
3 !
!
!
•
i
4 i
G P •
i
i
5-
6-
7
• Total Depth 7.5'BPG
B Terminated at contracted depth.
No seepage observed.
No regional groundwater observed.
9
10
11
12
13
14
31
Holland Mini Storage—Geotechnical Report Materials Testing&Consulting,Inc.
January 29,2020 Project No.: 19S346
Materials Testing
WA Log Olympia,
Log of Test Pit TP-3
Holland Mini Storage Date Started :12/17/19
3160 E Johns Prairie Rd. Date Completed :12/17/19
Shelton,WA Sampling Method Grab Samples
Location See Map
MTC Job#19S346 Logged By ND
0
04
v
U > t
Cf)
a 0 DESCRIPTION ;, i`
a
d rn m
cn o 0
0
POORLY GRADED GRAVEL with SAND,grey to tan in color,moist,gravel up to 12"
+ subrounded,medium to course-grained sand.
T Approximately 70%gravel,30%sand,<5%fines
1 f
T
i
2-
3-
4-
5-
6— -p Increasing moisture
GP GLACIAL OUTWASH
7
s
r
6 +
9
i
i
10
i
11
r
i
12 i
i
i
i
13
Total Depth 13.2'BPG
Terminated at contracted depth.
14 No seepage observed.
No regional groundwater observed
32
Holland Mini Storage—Geotechnical Report Materials Testing&Consulting,Inc.
January 29,2020 Project No.: 19S346
Materials Testing and Consulting
Olympia,WA Logof Test Pit TP-4
Holland Mini Storage Date Started :12/17/19
3160 E Johns Prairie Rd. Date Completed :12/17/19
Shelton,WA Sampling Method Grab Samples
Location :See Map
MTC Job#19S346 Logged By ND
0
cli
LL U Y
C = D
N y a
L DESCRIPTION d m ii 0
CL U
0
TS SILTY GRAVEL,brown in color,moist,organics(thin roots)
Approximately 55%gravel, 10%sand,35%fines
1 : TOPSOIL
GP ! POORLY GRADED GRAVEL,Tan in color,loose,lightly moist
Approximately 90%gravel,5%sand,5%fines
2 GLACIAL OUTWASH
POORLY GRADED GRAVEL with SAND, re to tan in color,moist, ravel u to 12"
! grey 9 P
• subrounded,medium to course-grained sand.
3 : Approximately 70%gravel,30%sand,<5%fines
GLACIAL OUTWASH
4
G P
5-
6-
7
•
• Total Depth 7.5 BPG
6 Terminated at contracted depth.
No seepage observed.
No regional groundwater observed.
9
10
11
12
13
14
33
Holland Mini Storage—Geotechnical Report Materials Testing&Consulting,Inc.
January 29,2020 Project No.: 19S346
Materials Testing and Consulting
Olympia,WA Logof Test Pit TP-5
Holland Mini Storage Date Started :12/17/19
3160 E Johns Prairie Rd. Date Completed :12/17/19
Shelton,WA Sampling Method Grab Samples
Location :See Map
MTC Job#19S346 Logged By ND
0
u
M y
2 w
r o DESCRIPTION d a d H
U 8 c o
d to E E
in o 0
0 SILTY GRAVEL,brown in color,moist,organics(thin roots)
TS Approximately 55%gravel, 10%sand,35%fines
1 + TOPSOIL
+ POORLY GRADED GRAVEL,Tan in color,loose,lightly moist
Approximately 90%gravel,5%sand,5%fines
i
2 ! GLACIAL OUTWASH
GP
3-
4
i POORLY GRADED GRAVEL with SAND,grey to tan in color,moist,gravel up to 12"
i subrounded,medium to course-grained sand.
Approximately 70%gravel,30%sand,<5%fines
5
GLACIAL OUTWASH
i
6
7
i
8 +
i
GP
9
i
10 +
i
11
i
i
12 +
s
13
Total Depth 13.1'BPG
Terminated at contracted depth.
No seepage observed.
14 No regional groundwater observed.
34
Holland Mini Storage—Geotechnical Report Materials Testing&Consulting,Inc.
January 29,2020 Project No.: 19S346
Materials Testing and Consulting Olympia,WA Logof Test Pit TP-6
+ Holland Mini Storage Date Started :12/17/19
3160 E Johns Prairie Rd. Date Completed :12/17/19
Shelton,WA Sampling Method :Grab Samples
Location :See Map
MTC Job#19S346 Logged By ND
0
m U > M
LL
r rn o DESCRIPTION d E i`
o U
d rn m
U r o 0
0
POORLY GRADED GRAVEL with SAND,dark brown to black in color,lighty moist,
gravel up to 2"subrounded.
Approximately.,70%gravel,20%sand, 10%fines
1
FILL
2 GM
3
4 SILTY GRAVEL,brown in color,moist,organics(thin roots)
Approximately 55%gravel, 10%sand,35%fines
TS BURIED TOPSOIL
5
+ POORLY GRADED GRAVEL with SAND,grey to tan in color,moist,gravel up to 12"
6 * subrounded,medium to course-grained sand.
Approximately 70%gravel,30%sand,<5%fines
GLACIAL OUTWASH
7-
8-
9— GP
i
i
10
i
11
•
12
Total Depth 12.5'BPG
13 Terminated at contracted depth.
No seepage observed.
No regional groundwater observed.
14
35
Holland Mini Storage—Geotechnical Investigation Materials Testing&Consulting,Inc.
January 29,2020 Project No.: 19S346
Appendix D. LABORATORY TEST RESULTS
Laboratory tests were conducted on several representative soil samples to better identify the soil
classification of the units encountered and to evaluate the material's general physical properties and
engineering characteristics. A brief description of the tests performed for this study is provided below.
The results of laboratory tests performed on specific samples are provided at the appropriate sample
depths on the individual boring logs. However, it is important to note that these test results may not
accurately represent in situ soil conditions. All of our recommendations are based on our interpretation
of these test results and their use in guiding our engineering judgment. MTC cannot be responsible for
the interpretation of these data by others.
Soil samples for this project will be retained for a period of 3 months following completion of this
report, unless we are otherwise directed in writing.
SOIL CLASSIFICATION
Soil samples were visually examined in the field by our representative at the time they were obtained.
They were subsequently packaged and returned to our laboratory where they were reexamined and the
original description checked and verified or modified. With the help of information obtained from the
other classification tests, described below, the samples were described in general accordance with
ASTM Standard D2487. The resulting descriptions are provided at the appropriate locations on the
individual exploration logs, located in Appendix C, and are qualitative only.
GRAIN-SIZE DISTRIBUTION
Grain-size distribution analyses were conducted in general accordance with ASTM Standard D422 on
representative soil samples to determine the grain-size distribution of the on-site soil. In addition, soil
liquid and plastic limits and plasticity index were determined with ASTM Standard D4318 on
representative fine-grained samples. The information gained from these analyses allows us to provide a
description and classification of the in-place materials. In turn, this information helps us to understand
engineering properties of the soil and thus how the in-place materials will react to conditions such as
heavy seepage, traffic action, loading, potential liquefaction, and so forth. The results are presented in
this Appendix.
36
Holland Mini Storage-Geotechnical Investigation Materials Testing&Consulting,Inc.
January 29,2020 Project No.: 19S346
Sand
"ACCRED
D...0.516 nun %Gravel=61.4% Coeff.of Curvature,C,=2.I I
DIIR,=0.984 nun %Sand=37.3% Coeff.of Unifortnity,Cu=8.37
No Specs DII,I=1.866 tnm %Silt&Clay=1.4% Fineness Modulus=5.53
mm liquid Limit=n/a Plastic limit=n/a
Dpa,=6.157 mm Plasticity Index=n/a Moisture%,as sampled=5.1%
D,.,=7.394 mm Sand Equivalent=n/a Req'd Sand Equivalent=F
Dt,p,=17.901 mm Fracture%,1 Face=n/a Req'd Fracture%,I Face="
Dust Ratio= 7/19 Fracture%,2+Faces=n/a R 'd Fracture%,2+Faces=�
Gran Sim DistnWtion
I�Il1M�<w. Fi
:illi??
12.00" 300.00 100% 100.0% O.a/o
Iliij, ! :Ij t!I t j i :III j
10.00" 250.00 100% 100.0% O.a/o
8.00" 200.00 100% IOO.a/o O.a/o
6.00" 150.00 100% 100.0/ O.a/o
4.00" 100.00 100% 100.0% 0.0
3.00" 75.00 100% 100.0% 0.a/o
! ji i UM I j
2.30" 63.00 loa/o lo0.a% 0.0 ;,,!,j j
2.00" 50.00 100°/R 100.0/ 0.a/
1.75" 45.00 100% 100.0/ 0.0/o
33 t !
1.50" 37.50 100% 100.0% 0.0/oii� jj Ii I j a!jij!
1.25" 31.30 100% 100.0% 0.a/o -s-T---�?
1.00" 25.00 10(r/R 100% 100.0% 0.0/o P j it
3/4" 19.00 91% 91% 100.0% 0.a/o
5/9" 16.00 88% 100.0% 0.01/6 Ottt Iit
1/2" 12.50 85% 85% 100.0% O.a/o I �ti ijl i; i i iil! !jii j j
3B" 9.50 77^i 77r 100.0% o.ai
1/4" 6.30 51% 100.a/o 0.a/°
#4 4.75 39% 391. 100.0% 0.a/° II I!I! j I ili;iil!"'IIt"#8 2.36 19% 100.0% 0.a/e
#10 2.00 161/6 16% 100.0% 0.0% I ji ittll
#16 1.18 12% 100.0% 0.0/e �
#20 0.850 1a/o la/ 1oo.a/° o.a/o
#30 0.600 6% 100.a/° 0.a/o
lt40 0.425 4/ 4% IOO.a/o O.a/o lar
#50 0.300 2% 100.0% 0.a/°
#60 0.250 2% 2% 100.a/o 0.0/o I
#80 0.180 2% 1000/° 0.0% °s m. I Lmo o.•, awo o.m
#100 0.150 1% 1% 100.a/° 0.a/o
#140 0.106 1% 100.a/° 0.0%
#170 0.090 1% 100.0% 0.0%
#200 0.075 1.4% 1.4% 100.01/6 0.0% f s-,
Copydght S"-Erp-.Wq a T.,Wk Sw .PS,I N848
37
Holland Mini Storage—Geotechnical Investigation Materials Testing&Consulting,Inc.
January 29,2020 Project No.: 19S346
lmmieLynth Sand
ACCREDITED 3.0" 100% 75.000 mm
2.0" 100% 50.000 mm
1.5" 100% 37.500 mm
1.25" 100% 31.500 mm
2 6 1.1% 0.0378 mm 1.0" 100% 25.000 mm
5 5.5 1.0% 0.0240 mm 3/4" 91% 19.000 mm
15 5.5 1.0% 0.0139 mm 5/8" 88% 16.000 mm
30 5 0.9% 0.0098 mm 1/2" 85% 12.500 mm
60 3.5 0.7% 0.0070 mm 3/8" 77% 9.500 mm
250 2.5 0.5% 0.0035 mm 1/4" 51% 6.300 mm
1440 1 0.2% 0.0014 mm #4 39% 4.750 mm
410 16% 2.000 mm
--'�� 10% 0.850 mm
4% 0.425 mm
=IUU 1% 0.150 mm
=0' 1.4% 0.075 mm
0.074 mm
1.2% 0.050 mm
1.0% 0.020 mm
0.3% 0.002 mm
mm
Holland Mini Storage-Geotechnical Investigation Materials Testing&Consulting,Inc.
January 29,2020 Project No.: 19S346
Gravel
ACCREDITED
DI»=0.220 men %Gravel=44.8% Coeff.of Curvature,Cc=0.54
Doe;=0.435 men %Sand=51.5% Coeff.of Uniforrnity,Cu=13.54
No Specs Dort=0.564 mm %Silt&Clay=3.71/1 Fineness Modulus=4.75
- men Liquid limit=n/a Plastic Limit=n/a
D(")=3.822 men Plasticity Index=n/a Moisture%,as sampled=8.6%
Dt.t=5.889 men Sand Equivalent=n/a Req'd Sand Equivalent=r
Dt,°t=15,734 men Fracture%,1 Face=n/a Req'd Fracture%,1 Face=P'
Dust Ratio= 33/86 Fracture%,2+Faces=n/a Req'd Fracture%,2+Faces=
crdn sired:tnwuon
Im1[rfeM.�M}iMl ' � � Im.05
12.00" 300.00 100% 100.0% 0.0% 1 1. I ( !!��`i 'I, ! !ii T� (�
10.00" 250.00 100% 100.0% 0.0% 13��i I Ii
8.00" 200.00 100% 100.0% 0.0%
it'iiE i t t i Itlti' t I
6.00" 150.00 100% 100.0% 0.01/o I !IIIt;I �� 7I.ii1 !!ill �I!IIIi t
a.00^ 100.00 loos 100.0r o.o1r
1i!i I 43.00" 75.00 --iw +
0/" ."�
2.50" 63.00 100% 100.0% 0.0% I I
-�t--
lltl E IEEEIE� !�it{!II i
2.00" 50.00 100% 100.0% 0.0% ra ii.;}:��_1__.:�'!t _ "T-It-`--'II"iT'1--t '•�I -- rn°a
1.75" 45.00 100% 100.0% 0.0% E it:; '33 f i III i III i '!I I I E I I i!I
1.50" 37.50 100% Ioo.01/I 1/0.0 I iiil i III II3 i i i I IIIi� I' ' IIIIII i i E
1.25" 31.50 1001/1 100.0% 0.0% ^°' it it'�y__-T _ ---�I^,!+
lit I iITIi i I I I I ! " I i F
1.00" 25.00 1001/1 100% IOO.o% 0.0% F I !
3/4^ 19.00 95% 95% 100.0% 0.01/ 8 til� ill!!I I ll IIIIIIII i "Illll I
x Sa tt�!ft1�,1 t___MTFTT i--itlM -T•t-- T -fik-Ft-
5/8" 16.00 90% Ioo.O% 0.0°/1 litttt!- ;III III t I;Ittr-t--- f, �•
In" 12.50 85% 95% 100.0% 0.0% I`j�13 I II!jII I I IIII II I IIIIII
;.ti IIIIII I! Iii;;;'
are^ 9s0 n% 75% 100.0% 0.01i
Itttttt; 'r'liT-'tt f�i ir??' °
1/4" 6.30 62% 100.0% 0.0%
#a 4.75 55% 55% 100.0% 0.01i }j
#6 2.36 42% 100.0% 0.01/1 3O4 I- I E t -1--- i--i---'II I
#lo 2.00 40% 40% 100.01/1 0.0°/1ltt;916 1.18 30% 100.0% 0.0% !ii!!!i! II I ___
#20 0.850 26% 26% 100.0% 0.0% ! i ,t I ,!!!, i,. N it
930 0.600 16% 1DO.01/1 0.01/1 'tii!I i i!EE i iiiiti
0,
'r'
#40 0.423 10% 10"/1 100.0% O.o°/1 i� _3__-IIIIII. __a VV++'3---4 11i
tt�, � I ,,It,
#so 0.300 7% 100.0% 0.0% ,itttf I II j i I I�iti
#60 0.250 s% s% Io0.0% o.o°i
#80 0.190 5% 100.0% 0.0% 1 Iltt p,�
I m.Om I000° Lm0 °.d0 °.ml
#100 0.150 4% 4% 100.01/1 0.0%
4140 0.106 4% 100.0% 0.0% P1mtb m.Immt
#170 0.090 4% 100.0% 0.0%
#200 0.075 3.7°/1 3.7% 100.0% 0.0°/1
copyright llip 1EtVY ST1tlWul Swk PS.19aSSa
39
Holland Mini Storage—Geotechnical Investigation Materials Testing&Consulting,Inc.
January 29,2020 Project No.: 19S346
th Gravel
ACCREDITED
�...�..:,...,., .:., 3.0" 100% 75.000 mm
2.0" 100% 50.000 mm
1.5" 100% 37.500 mm
1.25" 100% 31.500 mm
2 5.5 2.2% 0.0380 mm 1.0" 100% 25.000 mm
5 4.5 1.8% 0.0241 mm 3/4" 95% 19.000 mm
15 4 1.6% 0.0139 mm 5/8" 90% 16.000 mm
30 3.5 1.4% 0.0099 mm 1/2" 85% 12.500 mm
60 2.5 1.0% 0.0070 mm 3/8" 75% 9.500 mm
250 1 0.4% 0.0035 mm 1/4" 62% 6.300 mm
1440 1 0.4% 0.0014 mm #4 55% 4.750 mm
#10 40% 2.000 mm
26% 0.850 mm
10% 0.425 mm
#100 4% 0.150 mm
#200 3.7% 0.075 mm
0.074 mm
2.7% 0.050 mm
1.7% 0.020 mm
i
0.4% 0.002 mm
mm
40
Holland Mini Storage—Geotechnical Investigation Materials Testing&Consulting,Inc.
January 29,2020 Project No.: 19S346
,N�pw M�MIyw
soiltest
41 farm consultants, inc.
20f0 raa.WWW
OIIk�:
MATERIALS TESTING Date Received: 1/17/2020
77 CHRYSLER DR Grower: HOLLAND MINI STORAGE
Sampled Bv:
urlington, WA 98233 Field: B20-0044 TP-1 AT 7.0 FT
aboratory#: S20-00381 Customer Account#:
Soil Test Results Customer Sample ID:
(Cation Exchange :CEC ;meq/100g 2.8; PH 1:1
E.C.1:1 m.mhos/cm
Est Sat Paste E.C. m.mhos/cm
Effervescence
Lbs Acre
Ammonium-N mg/kg
Organic Matter W.B. % ENR:
Other Tests:
Organic Matter(LOI): 2.S %:
MMCpVieE e1�M11..yw
0eksoiltest
farm consultants, inc.
2010 iw Fyr w.w.w u.a wr■ur,w...an�«.
MATERIALS TESTING Date Received: 1/17/2020
77 CHRYSLER DR Grower: HOLLAND MINI STORAGE
Sampled Bv:
urlington, WA 98233 Field: B20-0043 TP-1 AT 1.5FT
aboratory#: S20-00380 Customer Account#:
Soil Test Results Customer Sample ID:
6Cation Exchange ;CEC meq/100gi 4.8; PH 1:1
E.C.1:1 m.mhos/cm
Est Sat Paste E.C. m.mhos/cm
Effervescence
Lbs Acre
Ammonium-N mg/kg
Organic Matter W.B. % ENR:
Other Tests:
Organic Matter(LOI): 4.2 %:
41
: USDA United States A product of the National Custom Soil Resource
Department of Cooperative Soil Survey,
Agriculture a joint effort of the United Report for
N
RCS
States Department of
Agriculture and other Mason County,Federal agencies, State
Natural agencies including the
Resources Agricultural Experiment Washington
Conservation Stations, and local
Service participants
3290 E. Johns Prairie Rd.
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March 17, 2020
Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/
portal/nres/main/soils/health/) and certain conservation and engineering
applications. For more detailed information. contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil
Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nres142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2
alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at(202)720-2600 (voice
and TDD).To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call (800) 795-3272 (voice)or(202)720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3
Contents
Preface....................................................................................................................2
SoilMap.................................................................................................................. 5
SoilMap................................................................................................................6
Legend..................................................................................................................7
MapUnit Legend..................................................................................................8
MapUnit Descriptions.......................................................................................... 8
Mason County, Washington............................................................................10
Ca—Carstairs gravelly loam, 0 to 5 percent slopes.................................... 10
4
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
5
Custom Soil Resource Report
Soil Map
Pf
P,
495M 495310 49M 495390 495430 41,A70 495510
47°14 52'N 47°14 52 N
s
y
_
x �
l �
.. xA6.
r �
ie
� H y
>
4
Soil Map Islay not be valid at this scare.
47"14 40"N - .' - 47°14 40'N
49M 495430 495470 496510
3
Map Scale:1:1,730 if pnnt�- c,;-. r ',3 E d,�L_ M
_ Meters
N 02525 50 100 150
--Feet
0 50 100 200 300
Map projection:Web Mercator Corner coordinates:WGS84 Edge da:U1M Zone IM WG%4
6
Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:31,700.
Stony Spot
Soils Very Stony Spot
Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale.
L_.f Wet Spot
, Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause
Other misunderstanding of the detail of mapping and accuracy of soil
� Soil Map Unit Points � 9 PP 9 Y
,. Special Line Features line placement.The maps do not show the small areas of
Special Point Features contrasting soils that could have been shown at a more detailed
W Blowout Water Features scale.
Streams and Canals
Borrow Pit
Transportation Please rely on the bar scale on each map sheet for map
Clay Spot e-r-a Rails measurements.
Closed Depression
.a/ Interstate Highways
Source of Map: Natural Resources Conservation Service
Gravel Pit
US Routes Web Soil Survey URL:
Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857)
Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator
fC,,y Lava Flow Background projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more
s Mine or Quarry accurate calculations of distance or area are required.
Miscellaneous Water This product is generated from the USDA-NRCS certified data as
C) Perennial Water of the version date(s)listed below.
V Rock Outcrop Soil Survey Area: Mason County,Washington
Saline Spot Survey Area Data: Version 15,Sep 16,2019
Sandy Spot Soil map units are labeled(as space allows)for map scales
Severely Eroded Spot 1:50,000 or larger.
Sinkhole Date(s)aerial images were photographed: Jun 15,2015—Sep
Slide or Slip 29,2016
o, Sodic Spot The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident.
7
Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
Ca Carstairs gravelly loam,0 to 5 4.8 100.0%
percent slopes
Totals for Area of Interest 4.8 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each.A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
8
Custom Soil Resource Report
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
9
Custom Soil Resource Report
Mason County, Washington
Ca—Carstairs gravelly loam, 0 to 5 percent slopes
Map Unit Setting
National map unit symbol: 2hjl
Elevation: 100 to 490 feet
Mean annual precipitation: 65 to 100 inches
Mean annual air temperature: 50 degrees F
Frost-free period: 200 to 240 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Carstairs and similar soils: 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Carstairs
Setting
Landform: Terraces
Parent material. Glacial outwash with volcanic ash
Typical profile
H1 -0 to 15 inches: gravelly medial loam
H2- 15 to 25 inches: extremely gravelly sandy loam, very gravelly sandy loam
H2- 15 to 25 inches: extremely gravelly sand
H3-25 to 60 inches:
Properties and qualities
Slope: 0 to 5 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Excessively drained
Capacity of the most limiting layer to transmit water(Ksat): High to very high (5.95
to 19.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low(about 4.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4s
Hydrologic Soil Group: A
Forage suitability group: Droughty Soils (G002XN402WA)
Hydric soil rating. No
10
USDA United States A product of the National Custom Soil Resource
Department of Cooperative Soil Survey,
Agriculture a joint effort of the United Report for
RCSn IStates Department of
Agriculture and other Mason County,Federal agencies, State
Natural agencies including the
Resources Agricultural Experiment Washington
Conservation Stations, and local
Service participants
3160 E. Johns Prairie Rd.
r
.. . _ .
y -
CA? c
i
0��200 ft °$
March 17, 2020
Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/
portal/nres/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil
Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nres142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2
alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at(202) 720-2600 (voice
and TDD).To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call (800) 795-3272 (voice)or(202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3
Contents
Preface....................................................................................................................2
SoilMap.................................................................................................................. 5
SoilMap................................................................................................................6
Legend..................................................................................................................7
MapUnit Legend..................................................................................................8
MapUnit Descriptions.......................................................................................... 8
Mason County, Washington............................................................................ 10
Ca—Carstairs gravelly loam, 0 to 5 percent slopes.................................... 10
4
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
5
Custom Soil Resource Report
a Soil Map
495140 495160 495180 495200 49= 495240 495260 496M
47°14'51"N 4T 14'51"N
d
E
o Sail P1al) n ay not !1e valid at this�scalc.- o
47"14 47 N - " 41 14 45"11
495140 _..x_ 495180 495200 49= 495240 495260 495280
3
Map Scale:1:922 e pnnted on A portrait(8.5"x 11")sheet
N 0 10 20 40 deters
Feet
0 40 80 160 240
Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 1ON WG584
6
Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(Aol) Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) Stony Spot 1:31,700.
Soils ?> Very Stony Spot
�l Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale.
Wet Spot
A,0 Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause
Other misunderstanding of the detail of mapping and accuracy of soil
0 Soil Map Unit Points 9 PP 9 Y
«- Special Line Features line placement.The maps do not show the small areas of
Special Point Features contrasting soils that could have been shown at a more detailed
(0,1 Blowout Water Features scale.
Streams and Canals
Borrow Pit
Transportation Please rely on the bar scale on each map sheet for map
Clay Spot i►E Rails measurements.
Closed Depression
Interstate Highways
Gravel Pit Source of Map: Natural Resources Conservation Service
US Routes Web Soil Survey URL:
Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857)
Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator
Lava Flow Background projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
Marsh or swamp " Aerial Photography Albers equal-area conic projection,should be used if more
a Mine or Quarry accurate calculations of distance or area are required.
o Miscellaneous Water This product is generated from the USDA-NRCS certified data as
0 Perennial Water of the version date(s)listed below.
I'll, Rock Outcrop Soil Survey Area: Mason County,Washington
Saline Spot Survey Area Data: Version 15,Sep 16,2019
Sandy Spot Soil map units are labeled(as space allows)for map scales
Severely Eroded Spot 1:50,000 or larger.
a Sinkhole Date(s)aerial images were photographed: Jun 15,2015—Sep
Slide or Slip 29,2016
,o Sodic Spot The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident.
7
Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
Ca Carstairs gravelly loam,0 to 5 4.2 100.0%
percent slopes
Totals for Area of Interest 4.2 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each.A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
8
• Custom Soil Resource Report
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them.Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
9
Custom Soil Resource Report
Mason County, Washington
Ca—Carstairs gravelly loam, 0 to 5 percent slopes
Map Unit Setting
National map unit symbol: 2hjl
Elevation: 100 to 490 feet
Mean annual precipitation: 65 to 100 inches
Mean annual air temperature: 50 degrees F
Frost-free period: 200 to 240 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Carstairs and similar soils: 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Carstairs
Setting
Landform: Terraces
Parent material: Glacial outwash with volcanic ash
Typical profile
H1 -0 to 15 inches: gravelly medial loam
H2- 15 to 25 inches: extremely gravelly sandy loam, very gravelly sandy loam
H2- 15 to 25 inches: extremely gravelly sand
H3-25 to 60 inches:
Properties and qualities
Slope: 0 to 5 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Excessively drained
Capacity of the most limiting layer to transmit water(Ksat): High to very high (5.95
to 19.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding. None
Frequency of ponding: None
Available water storage in profile: Low(about 4.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated). 4s
Hydrologic Soil Group: A
Forage suitability group: Droughty Soils (G002XN402WA)
Hydric soil rating: No
10
_USDA United States A product of the National Custom Soil Resource
�— Department of Cooperative Soil Survey,
_ Agriculture a joint effort of the United Report for
_ NRCS
States Department of
Agriculture and other Mason County,Federal agencies, State
Natural agencies including the
Resources Agricultural Experiment Washington
Conservation Stations, and local
Service participants
3160 E. Johns Prairie Rd.
197
4WE—
vla < ,w,
440,e
f ,
r
2
F
a
Ya ,
N��W
r*,
Ar-
0 ��za2
March 17, 2020
Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/
portal/nres/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https:Hoffices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil
Scientist(http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nres142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields.A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture(USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2
alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3
Contents
Preface....................................................................................................................2
SoilMap.................................................................................................................. 5
SoilMap................................................................................................................6
Legend..................................................................................................................7
MapUnit Legend..................................................................................................8
MapUnit Descriptions.......................................................................................... 8
Mason County, Washington............................................................................ 10
Ca—Carstairs gravelly loam, 0 to 5 percent slopes.................................... 10
4
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
5
a
Custom Soil Resource Report
3 Soil Map
495140 495160 495180 495200 491220 495240 495260 495280
4r 14 51"N a I
jw
� v3
i
_O
M1`
O
4r 14 45"N 41 14 45"N
495W 495160 495180 4952M 495220 495240 4952e0 495M
3 3
Map Scale:1:922 if printed on A portrait(8.5'x 11")sheet
Meters
N Q
0 10 20 40 W
Feet
0 40 80 160 240
Map projection:Web MercatDr Comer coordinates:WGS84 Edge tics:UTM Zone ION WGS84
6
Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(A01) 1p Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:31,700.
Stony Spot
Soils Very Stony Spot
Soil Map Unit Polygons Waming:Soil Map may not be valid at this scale.
Wet Spot
,.� Sal Map Unit Lines Enlargement of maps beyond the scale of mapping can cause
Other misunderstanding of the detail of mapping and accuracy of soil
® Soil Map Unit Points g pp g y
,. Special Line Features line placement.The maps do not show the small areas of
Special Point Features contrasting soils that could have been shown at a more detailed
V Blowout Water Features scale.
Streams and Canals
® Borrow Pit
Transportation Please rely on the bar scale on each map sheet for map
Clay Spot #44 Rails measurements.
Closed Depression N Interstate Highways
Source of Map: Natural Resources Conservation Service
Gravel Pit US Routes Web Soil Survey URL:
Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857)
O Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator
A Lava Flow Background projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
Marsh or swamp . Aerial Photography Albers equal-area conic projection,should be used if more
i Mine or Quarry accurate calculations of distance or area are required.
Miscellaneous Water This product is generated from the USDA-NRCS certified data as
® Perennial Water of the version date(s)listed below.
y Rock Outcrop Soil Survey Area: Mason County,Washington
+ Saline Spot Survey Area Data: Version 15,Sep 16,2019
Sandy Spot Soil map units are labeled(as space allows)for map scales
4W Severely Eroded Spot 1:50,000 or larger.
Sinkhole Date(s)aerial images were photographed: Jun 15,2015—Sep
Slide or Slip 29,2016
Sodic Spot The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
Ca Carstairs gravelly loam,0 to 5 4.2 100.0%
percent slopes
Totals for Area of Interest 4.2 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
8
t
Custom Soil Resource Report
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example,Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them.Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
9
r Custom Soil Resource Report
Mason County, Washington
Ca—Carstairs gravelly loam, 0 to 5 percent slopes
Map Unit Setting
National map unit symbol: 2hjl
Elevation: 100 to 490 feet
Mean annual precipitation: 65 to 100 inches
Mean annual air temperature: 50 degrees F
Frost-free period: 200 to 240 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Carstairs and similar soils: 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Carstairs
Setting
Landform: Terraces
Parent material: Glacial outwash with volcanic ash
Typical profile
H1 - 0 to 15 inches: gravelly medial loam
H2- 15 to 25 inches. extremely gravelly sandy loam, very gravelly sandy loam
H2- 15 to 25 inches. extremely gravelly sand
H3- 25 to 60 inches:
Properties and qualities
Slope: 0 to 5 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Excessively drained
Capacity of the most limiting layer to transmit water(Ksat): High to very high (5.95
to 19.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding. None
Available water storage in profile: Low(about 4.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated). 4s
Hydrologic Soil Group: A
Forage suitability group: Droughty Soils (G002XN402WA)
Hydric soil rating. No
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