HomeMy WebLinkAbout20260205_PJA26-0095_Geotech MTC
Materials Testing & Consulting, Inc.
Geotechnical Engineering•Materials Testing•Special Inspection•Environmental Consulting
c
ah'rials Testing&Cons"160 M
September 7, 2018
Paul Woodmansee, owner
BYK Construction
PO Box 619
Sedro Woolley, WA 98284
Subject: Report of Geotechnical Investigation and Engineering
Proposed Site Development—Arlington Mixed-Use
16612 51 st Avenue NE, Arlington, WA
MTC Project No.: 18BO54-04
Dear Mr. Woodmansee:
This letter transmits our Geotechnical Investigation and Engineering Report for the above-referenced
project. Materials Testing & Consulting, Inc. (MTC) performed this geotechnical study in accordance
with our Bid for Geotechnical Services, dated July 9, 2018.
We would be pleased to continue our role as your geotechnical engineering consultants during the
project 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 our geotechnical 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) 755-1990.
Respectfully Submitted,
MATERIALS TESTING&CONSULTING,INC.
Cass Dimitroff, G.I.T.
Senior Project Geologist
Attachment: Geotechnical Investigation and Engineering Report
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
Kitsap Region • 5451 N.W. Newberry Hill Road, Suite 101 • Silverdale, WA 98383 • Phone/Fax 360.698.6787
Visit our website: www.mtc-inc.net
GEOTECHNICAL
INVESTIGATION AND ENGINEERIG REPORT
PROPOSED DEVELOPMENT -ARLINGTON MIXED-USE
16612 51 ST AVENUE NE (PARCEL #31052800100900)
ARLINGTON, WASHINGTON
Prepared for:
Paul Woodmansee, owner
BYK Construction
PO Box 619
Sedro Woolley, WA 98284
Prepared by:
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Cass Dimitroff, G.I.T. Medhanie Tecle, P.E.
Senior Project Geologist Engineering Manager
MATERIALS TESTING & CONSULTING, INC. (MTC)
777 Chrysler Drive MTC
Burlington, Washington 98233
Phone: (360) 755-1990
x
Fax: (360) 755-1980
September 7, 2018als ttin��O`
MTC Project Number: 18BO54-04 Testing&consult,"
Copyright 2018 Materials Testing & Consulting, Inc.
All Rights Reserved
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Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
Table of Contents
1.0 INTRODUCTION...............................................................................................................1
1.1 GENERAL......................................................................................................................................................1
1.2 PROJECT DESCRIPTION.............................................................................................................................1
1.3 PURPOSE AND SCOPE OF SERVICES......................................................................................................1
2.0 SITE EXPLORATION AND LABORATORY TESTING................................................3
2.1 SITE EXPLORATION...................................................................................................................................3
2.2 LABORATORY TESTING............................................................................................................................4
3.0 EXISTING SITE CONDITIONS........................................................................................5
3.1 SURFACE DESCRIPTION............................................................................................................................5
3.2 AREA GEOLOGY.........................................................................................................................................7
3.3 SOIL CONDITIONS......................................................................................................................................7
3.4 SURFACE WATER AND GROUNDWATER CONDITIONS.....................................................................9
4.0 KEY GEOTECHNICAL CONSIDERATIONS................................................................10
4.1 GENERAL SITE SOIL CONDITIONS.......................................................................................................10
4.2 SCOPE OF SITE GRADING.......................................................................................................................10
4.3 TEMPORARY EXCAVATION CUT SLOPES,SHORING,AND DEWATERING.................................10
5.0 DESIGN RECOMMENDATIONS...................................................................................12
5.1 FOUNDATION FEASIBILITY...................................................................................................................12
5.2 FOUNDATION RECOMMENDATIONS...................................................................................................13
5.3 SLAB-ON-GRADE FLOOR CONSTRUCTION.........................................................................................15
5.4 SEISMIC DESIGN PARAMETERS AND LIQUEFACTION POTENTIAL.............................................17
5.5 INFILTRATION RATE DETERMINATION..............................................................................................17
6.0 CONSTRUCTION RECOMMENDATIONS...................................................................21
6.1 EARTHWORK.............................................................................................................................................21
6.1.1 Excavation...........................................................................................................................................21
6.1.2 Subgrade Evaluation and Preparation..................................................................................................21
6.1.3 Site Preparation,Erosion Control and Wet Weather Construction......................................................21
6.2 STRUCTURAL FILL MATERIALS AND COMPACTION......................................................................22
6.2.1 Materials..............................................................................................................................................22
6.2.2 Placement and Compaction.................................................................................................................23
6.3 TEMPORARY EXCAVATIONS AND SLOPES........................................................................................23
6.4 PERMANENT SLOPES...............................................................................................................................24
6.5 UTILITY TRENCHES AND EXCAVATIONS..........................................................................................24
7.0 ADDITIONAL RECOMMENDED SERVICES..............................................................25
8.0 LIMITATIONS..................................................................................................................26
Appendix A. SITE LOCATIONAND VICINITY......................................................................27
Appendix B. SITE MAP AND EXPLORATIONLOCATIONS.................................................28
AppendixC. EXPLORATIONLOGS.......................................................................................29
Appendix D. LABORATORY TEST RESULTS.........................................................................42
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Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
1.0 INTRODUCTION
1.1 GENERAL
This report presents the findings and recommendations of Materials Testing & Consulting, Inc.'s (MTC)
geotechnical investigation conducted for design and construction of the proposed mixed-use
development at the subject property. The project site is located at a single-parcel, 20-acre property,
currently used for agricultural and rural residential use at the address of 16612 51 st Avenue NE, in
Arlington, Washington, on the west side of the road. The location vicinity and an aerial photo site plan
of the project site are shown in Figures 1 and 2 of Appendix A.
1.2 PROJECT DESCRIPTION
We understand the project consists of a comprehensive development of the property to include multiple
2,000 SF to 10,000 SF commercial and retail buildings, several 4-story multi-family housing units, and
associated exterior improvements. Exterior improvements are proposed to consist of two new road
lanes, parking lots for all building locations, courtyard spaces, open-space parks, and numerous LID
stormwater facilities. Preliminary plans consider stormwater facilities within multiple open spaces
between proposed building locations and parking lots. Construction of multi-family units and
commercial/retail building are assumed to employ slab-on-grade or elevated floors and shallow spread
or perimeter foundations to support typical residential and commercial loads near present grade. MTC
understands that existing grade of the property is roughly equivalent to planned final grade. The project
is in the pre-design process by the owner, and we understand that all project layout and design details
are subject to change.
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 evaluated and/or expanded upon when final project plans and specifications
are determined.
1.3 PURPOSE AND SCOPE OF SERVICES
The purpose of our study was to explore surface and subsurface conditions at the site and provide
geotechnical recommendations for design and construction of the proposed site development.
Geotechnical aspects related to residential and commercial construction are addressed in general
accordance with applicable building codes and industry standard practices. MTC has performed the
concurrent infiltration feasibility assessment in accordance with site characterization guidelines
presented in the Washington Department of Ecology Stormwater Management Manual for Western
Washington, 2012 edition (SMMWW, 2012). A summary of MTC's findings, interpretations, and
recommendations are provided herein for the client's planning and design of on-site infiltration facilities
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Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
and general site development. Our scope of services was consistent with that presented in our BID for
Geotechnical Engineering Services, dated July 9, 2018.
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Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
2.0 SITE EXPLORATION AND LABORATORY TESTING
2.1 SITE EXPLORATION
Our site exploration activities were performed on July 16th, 17th, and 30th of 2018 and involved directing
and logging of eight (8) geotechnical test pits (TPs) excavated within the proposed buildings' footprints
and other development areas to a maximum depth of approximately 7.9 feet below present grade (BPG),
in general accordance with the project proposal. In addition, three (3) supplemental Wildcat Dynamic
Cone Penetrometer (DCP) tests were performed to help characterize site conditions and correlate soil
consistencies with test pit stratigraphic observations. Exploration locations were selected via
correspondence with the project team to provide optimal coverage of the project site in consideration for
development as access and surface conditions allowed. Test pits were excavated until abandoned due
strong groundwater flow near planned depths and/or maximum machine reach. DCP tests were
advanced until reaching practical refusal with hand-operated equipment. In addition, four (4)
groundwater monitoring wells were constructed in accordance with the project proposal, located near
select test pits throughout the property.
Test pit locations were arranged in a general grid pattern to gain optimum coverage of the site while
maintaining a feasibility level of testing due to uncertainties of building and facility locations in the
initial development planning stages. Test pits TP-1 and TP-2 were excavated within the eastern quarter
of the property and were spaced approximately 200 feet apart, N-S. Test pits TP-3 and TP-4 were
excavated near the east-central quarter of the project site, directly north of the existing residence, and
were spaced approximately 150 feet apart. TP-5 and TP-6 were excavated approximately 200 feet west
of TP-3 and TP-4, respectively, within the west-central quarter of the property. TP-7 and TP-8 were
excavated on the western quarter of the property, spaced approximately 200 feet apart and 150 feet east
of the western property boundary. Groundwater monitoring wells were installed during the same day
and following day of test pit excavations. DCP-1 was advanced near the central point between the four
eastern test pits, TP-I through TP-4. DCP-2 was similarly advanced near the center point of the four
central test pits, TP-3 through TP-6, near the center of the property. DCP-3 was advanced near the
center point of the four western test pits TP-5 through TP-8, in the western third of the property.
Monitoring wells MW-1, MW-2, MW-3, and MW-4 were constructed directly adjacent to test pit
locations TP-1, TP-3, TP-5, and TP-7, respectively. Monitoring wells were constructed by augering
holes near test pit locations with a 9-inch diameter auger to depths ranging from 5.0 to 6.0 feet, below
observed groundwater levels per project civil engineer's instruction. Well bodies were constructed of 2-
inch diameter PVC pipe with a 3-foot lower screen and screen cap at the base and a solid upper portion.
Following installation of well bodies, auger holes were backfilled with screen rock in the lower 3 feet of
the boring, then soil tailings up to within 1-foot of the surface, and finally capped with bentonite chips at
the surface. Monitoring wells were not developed during the time of construction and may be developed
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Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18B054-04
at the request of the client.
Exploration locations are shown on Figure 2 of Appendix B. Additional information on the site
exploration program is provided with our exploration logs in Appendix C of this report.
2.2 LABORATORY TESTING
Laboratory tests were performed on selected soil samples in accordance with ASTM standards to
determine index and engineering properties of the site soils. Tests included supplementary soil
classification and grain-size distribution analysis via sieve and hydrometer methods. Laboratory test
results are presented on test reports included in Appendix D.
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Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
3.0 EXISTING SITE CONDITIONS
3.1 SURFACE DESCRIPTION
The project site is located on a large 20-acre agricultural lot on the west side of 51s' Avenue NE at the
street address of 16612. Surrounding the site vicinity are similar scale agricultural lands as well as
commercial and residential properties. On the south side of the property is an agricultural lot comprised
of approximately 10 acres followed by the Emerald Springs RV Park farther to the south. North of the
property is the chicken farm and food product supplier of National Food Corporation. To the east of the
property, across 51"Avenue NE, is a large auto auction and auto parts salvage yard. On the west side of
the property is a similar-scale agricultural land used primarily for hay production. The site is generally
flat with no observable slopes but some small changes in surface grade. The majority of site surface is
covered by rough grass that is seasonally cut and harvested for hay. The property entrance is located
along the southern boundary of the property, with a gravel road leading from 51 st Avenue NE into the
south-center of the site.
The southern gravel access road leads to a single-family residence and associated barn structure and out-
buildings located near the south-central portion of the property. The barn is a fully enclosed, metal-side
and wood-framed structure while the out-buildings are typically small sheds and covered storage areas.
During the time of our visit, an abundance of agricultural machinery and supplies were stored within the
barn and out-building areas. Some trees and larger vegetation were observed near the south-central
portion of the site, surrounding the single-family residence and associated structures. However, the
majority of the project site interior was void of large vegetation and was dominated by harvested grass
fields. Within the site, the proposed building area is approximately level and presently covered by grass
and gravel surfaces. Grades remain approximately level in all cardinal directions within the project site
and extending outwards from the property. MTC understands the development will encompass the
predominant majority of the project site.
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Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
TP-6
r
r _
al 6 4 ivy f.
. ....aN
M1
r
TP-7
Photo A: Looking east from southwest part of lot. Test locations TP-6 (top) and TP-7 (bottom) are
shown.
TP-7
TP-6
I
TP-8
Photo B: Looking to south from the northwest corner of the lot. Test location TP-8 in progress with
locations of TP-6 and TP-7 in the background at the southern property boundary.
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Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
3.2 AREA GEOLOGY
The Geologic Map of the Arlington West 7.5-minute quadrangle, Snohomish County, Washington,
1:24,000 scale, (Minard, 1985) published by the U.S. Geologic Survey (USGS), maps the site and
vicinity as Unit QvrmMarysville Sand Member of Recessional Outwash of the Vashon Drift of the
Fraser Glaciation. The unit is described as well-drained, massive to stratified outwash sand, some
gravel, and occasional beds of silt and clay. Sediments were deposited from melt water flowing south
from the receding Vashon Glacier. Deposit thickness ranges from one meter to about 30 meters.
Glacial till borders this deposit on both the east and west sides and is thought to underlie much of the
deposit(Minard, 1985).
The USDA NRCS Web Soil Survey maps the majority project area as Custer Fine Sandy Loam and a
small portion of the southeast corner of the site as Norma Loam. The Custer Fine Sandy Loam (0 to 2
percent slopes) soil unit is formed on outwash plains from glacial outwash sediments. Typical profile
consists of fine sandy loam to 9 inches, followed by sand to 60 inches or more. The map unit is poorly
drained, has a moderately high capacity to transmit water, and the depth to the seasonal high-water table
is listed as shallow as 0 to 12 inches. It is interpreted as having seasonally wet soil conditions and is
classified as Hydrologic Soil Group C/D due to high seasonal groundwater. The Norma Loam (0 to 3
percent slopes) soil unit is formed in depressions and drainageways with a parent material of alluvium.
A typical soil profile for this unit consists of ashy loam to a depth of 10 inches followed by sandy loam
to 60 inches or greater. The Norma Loam is also poorly drained, has a moderately high to high capacity
to transmit water, and has the seasonally perched groundwater level at the ground surface. It is
interpreted as having seasonally wet soils and is classified as Hydrologic Soil Group B/D due to high
seasonal groundwater.
Native soil conditions encountered in the field consist primarily of well to poorly stratified sands to silty
sands and some gravels. Glacial Till (Qgt) deposits are expected to exist at depth below the Qvrm
deposits based on our interpretations of the area geology sources but were not encountered in this study
by maximum depth explored. Soils explored with the subject property generally correspond with
available geologic resources mapped for the vicinity.
3.3 SOIL CONDITIONS
A general characterization of on-site soil units encountered during our exploration is presented below.
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 to depth:
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Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
• Topsoil—Sandy Silt (OL-ML):
Topsoil deposits were encountered at all test pit locations to a depth of approximately 1 foot.
Topsoil consisted typically of dark brown silt with some sand and local trace gravel content and
high organic content, damp, and soft to medium stiff in consistency.
• Upper Fine-grained Deposits—Silty Sand to Sand with Silt(SM, SM-SP):
Native shallow fine-grained deposits were encountered test pit locations TP-1, TP-3, TP-4, and
TP-7. Upper soils directly underlying topsoil typically consisted of light to medium brown silty
sand to sand with silt, fine- to medium-grained with varying low levels of gravel and exhibiting
moderate orange mottling changing with depth as described below. Shallow soils were generally
damp and medium dense, as confirmed by adjacent DCP testing. At TP-1, silt-rich horizons
were observed within the upper soils. Trace organics (roots) were present roughly within the
upper 0.5 feet below the topsoil deposits.
Total thickness of the upper outwash deposits was around 0.8 to 1.0 feet, extending to about 2.0
feet BPG on average. Contact with underlying deposits was, in most cases, gradational and non-
distinct.
• Lower Outwash Deposits—Sand to Sand with Silt(SP):
Lower soils correlated with regional glacial outwash sand deposits (Qvrm) were encountered at
all test pits from roughly 1.5 to 2.0 feet BPG to maximum depth explored. At all locations, the
deposits consisted of medium- to coarse-grained sand with some to minor fines and gravel.
From the upper contact to the maximum depth explored, the soil was variably medium dense to
dense, as confirmed by DCP testing. Some variation in content and grain size was noted; most
notably, soils at TP-6 were slightly more silt-rich versus other test pit locations. These variations
are attributed to the complex fluvial depositional environment of glacial outwash sediments.
Deposits were typically medium grey and wet to saturated with depth. Heavy seepage was
observed at all excavations between 4.0 to 5.0 feet BPG, corresponding roughly with present
seasonally elevated groundwater level. Test pits were terminated within this unit due to pit
sidewall collapse and groundwater seepage inundation.
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Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04i
Tops
T;
Upper fine-
grained deposits M1,. O
k� t n�.q•'{F'f pp
utwash �'
ems- or�y d sits
M. C
Photo C: Soil stratigraphy as observed at test pit TP-1. Note upper mottling in fine-grained deposits
decreasing in intensity with depth, and groundwater seepage within lower outwash unit.
3.4 SURFACE WATER AND GROUNDWATER CONDITIONS
No natural surface water features are present within the close project vicinity. The closest major surface
water features are the Gissberg Twin Lakes, approximately 1.1 miles to the southwest of the project site.
The groundwater table at the time of the field investigation was measured between 4.0 and 5.0 feet BPG
at all test pit excavations after allowing water levels to stabilize in the open pits for a timeframe of
approximately 1 to 2 hours. Moderate mottling and staining was commonly present within the upper
outwash soils from about 2.5 to 3.0 feet BPG. Shallow scattered mottling observed in upper fine-
grained soils are likely due to downward infiltration of surface water. The predominantly gray soil color
below an average of 3.5 feet BPG suggests these soils are inundated by groundwater for a majority of
the year. Given the timeframe of the explorations in mid-summer, dry season, conditions are assumed to
be typical for the dry season, and observed levels at the date of field work do not portray actual peak
levels.
During MTC's site visit groundwater monitoring wells were constructed according to our proposed
services. Our current scope of work did not include the development and observation of monitoring
wells. At the request of the client, MTC can perform additional services for monitoring of groundwater
elevations during wet season months to verify actual seasonal groundwater conditions.
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Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
4.0 KEY GEOTECHNICAL CONSIDERATIONS
This section discusses significant geotechnical issues that must be addressed in project planning and
design and forms the basis for the geotechnical engineering design recommendations presented in
Section 5.0 and construction recommendations presented in Section 6.0.
4.1 GENERAL SITE SOIL CONDITIONS
The results of MTC's investigation indicate shallow soil conditions at the proposed building area
beneath native topsoils consist of cover soils derived from Pleistocene-age Glacial Outwash (Qvrm),
composed typically of medium dense silty sand and localized sand with silt or sandy silt extending to
roughly 1.5 to 2.0 feet BPG in half of the test pit locations (TP-1, TP-3, TP-4, and TP-7) with no
obvious control on local occurrences. Coarse-grained soils consisting of predominantly medium dense
to dense sands with variable gravel content and some to minor fines were encountered at all locations
below the local upper finer soils or directly beneath topsoils in other test pit locations to maximum
depths explored, correlating closely with regionally mapped outwash deposits. Cover soils were
typically soft to stiff, organic-rich topsoils. Depth to typically medium dense sandy soil layers was
approximately 1.0 feet BPG at test locations. Soils remained variably medium dense to dense
throughout the maximum depths explored of 12.5 to 13.0 feet BPG.
The relatively shallow depth of topsoils on the site, lack of thick uncontrolled fills, and general absence
of unsuitably loose or soft soils at anticipated subgrade levels indicates that traditional shallow
preparation and construction methods are generally feasible for the proposed project and site conditions.
On-site infiltration also appears suitable, with no obvious restrictive conditions encountered and sandy
soils available at likely facility depths. Although, the shallow depth to estimated winter groundwater
levels poses a particular challenge for stormwater design and will impact earthwork construction
practices if undertaken in the wet season.
4.2 SCOPE OF SITE GRADING
A grading plan was not available to MTC at the time of this report. However, based on our discussions
with the client, this study assumes finished site grade will approximate current grade. Therefore, depths
referred to in this report are considered roughly equivalent to final depths.
4.3 TEMPORARY EXCAVATION CUT SLOPES, SHORING,AND DEWATERING
Plans for excavation including temporary cut slopes and proposed shoring methods were not available to
MTC at the time of report production. Based on the client's project descriptions, general excavations for
buildings and exterior constructions are anticipated to be shallow. If deeper excavations are left open
and require worker entry, repealed cut slopes and/or shoring and dewatering will likely be needed due to
the non-cohesive and saturated nature of site soils. Section 6.3 of this report provides general
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Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
recommendations for treatment of temporary excavations. MTC can provide further consultation,
design, and evaluation services for cut slopes if desired prior to and during construction. If shoring is
required beyond typical OSHA standards, MTC can provide geotechnical engineering services for
shoring design upon request.
Extensive dewatering efforts will be necessary for deeper confined excavations throughout the year if
required. If earthwork occurs in the winter or spring season, major dewatering efforts may also be
required for shallow groundwork (foundation preparations, shallow utilities, etc.). Groundwater was
observed during our site investigation completed during the dry summer months at all test pit locations
at depths as shallow as 4.0 feet BPG, and peak levels may be within 2.0 to 3.0 feet of the surface based
on mottling patterns. General recommendations for site preparation and wet weather construction are
addressed in section 6.1.3 of this report. However, it should be noted that this study did not include a
hydrogeologic evaluation necessary for accurate appraisal of site flow conditions or volume estimates
and is only generally suitable for planning and design of dewatering methods. If groundwork is
expected to encounter the water table as based on the results of this investigation and the proposed final
design, we recommend a dewatering plan be devised prior to construction and additional investigation
and/or engineering be conducted in support of a comprehensive dewatering plan.
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Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
5.0 DESIGN RECOMMENDATIONS
5.1 FOUNDATION FEASIBILITY
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 or deep soils, or
a combination of both.
Considering the medium dense to dense glacial outwash deposits encountered to termination depth via
DCP testing as well as the scale of proposed improvements, the site does not appear susceptible to
potential deep settlement from loose or soft soils or liquefaction-induced settlement after development.
Therefore, MTC has not recommended further scope of exploration work and analysis towards deep
settlement potential or liquefaction hazard at this time.
Soil conditions at the site consist of organic-rich topsoil cover with underlying glacial outwash silty
sands to sands to the maximum extents explored. Native soils appear generally suitable for bearing
support of shallow foundation elements, utilizing the design criteria cited in Section 5.2 below. We
recommend avoiding placing footing elements within or over existing topsoil (present to about 1.0 feet
BPG on average), or above uncontrolled fills or disturbed native soils if encountered locally, due to the
potential for subgrade variability and risk of shallow settlement. All organic-rich topsoil and unsuitably
loose or soft upper soils should be removed down to prescribed native subgrade prior to placement of
foundation elements.
Foundation design specifications were not available at the time of this report. MTC assumes that the
buildings will employ continuous perimeter and/or spread footings and a slab-on-grade floor. Finished
grade is assumed to be similar to existing grade; therefore, shallow conditions of the existing site soil are
relevant to slab-on-grade construction. Soils at likely footings subgrade level generally consist of
medium dense silty sand to sand appearing suitable as bearing soils. Locally loose or soft silty soils may
be present at specific foundation locations and depths, based on the variations observed; therefore, some
site preparation efforts toward recompaction or overexcavation and replacement of unsuitable subgrade
with structural fill should be anticipated.
It is the opinion of MTC that a shallow foundation is suitable for use assuming the recommendations
provided below are followed for foundation design, site preparations, and construction methods. 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.
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Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
5.2 FOUNDATION RECOMMENDATIONS
MTC recommends foundations be placed on suitably medium dense undisturbed native sandy soils, or
on imported structural fill installed over suitable native soils where raising grade is required. Since the
native soils may be locally loose at shallow depths or disturbed during excavations and grading, MTC
recommends compacting the existing subgrade at structural locations after preparation to proposed
subgrade level but prior to fill placement or proceeding with footings and slab-on-grade construction.
Assuming site preparation is completed as described above,we recommend the following:
Allowable Soil Bearing Capacity:
2,000 pounds per square foot (psf) for footings placed directly on a suitably medium dense
shallow subgrade of native silty sand to sand, or on compacted structural fill placed over these
soils per the recommendations presented herein for Structural Fill Materials and Compaction.
Soils must be verified as suitably firm and free of organic material at subgrade level.
If a higher bearing capacity is required for building foundation design, an allowable bearing
capacity of 2,500 psf can be used for foundations placed over a minimum of 18" of compacted
structural fill over the conditions stated above.
Note: If structural fill is placed below foundations,fill should extend a minimum distance past
each edge of the footing equal to the depth of structural fill placed below the footing. For
example, for a 2-foot wide perimeter footing, fill placed to 1.0 feet below footing grade will
require a total fill width of 4.0 feet (1 feet each side plus 2-foot width offooting).
The allowable bearing capacity may be increased by 1/3 for transient loading due to wind and
seismic events.
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 no
footing should be founded in or above organic or loose soils or non-verified fills.
Minimum Footing Width:
Footings should be proportioned to meet the stated bearing capacity and/or the IBC 2012 (or
current) minimum requirements, whichever is greater. 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.
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• 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
primarily when the load is applied during construction.
• Lateral Load Resistance:
Lateral loads can be resisted by passive pressure against buried portions of the 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 and includes a factor of safety of two.
Alternatively, for foundations placed directly against intact native sand soils, an allowable lateral
pressure of 150 pcf is recommended. 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 the native coarse-grained subgrade and concrete foundation base
should be evaluated using an allowable coefficient of friction of 0.25. This value assumes
concrete placed directly on the subgrade and includes a factor of safety of 1.5. Alternatively,
where structural fill is planned to be placed beneath footings, an allowable coefficient of friction
of 0.35 may be applied.
• Footing Drains:
Due to the potential for shallow seasonal water conditions near assumed footing grades, MTC
recommends exterior foundations employ footing drains to help maintain an unsaturated
subgrade. MTC recommends footing drains employ 4-inch minimum perforated pipe. Footing
drains shall be backfilled with free-draining material (as specified below for wall drainage)
wrapped in filter fabric. Footing drains should be tightlined separately from roof drains to a
catch basin system or to a suitable permanent discharge point at least 10 feet from the structure.
A schematic illustration of a typical footing drain is shown below.
Foundation Backfill:
Interior Floor Slab Impervious Upper 1 foot
Final grading per project specifications
x
Stem Wall
r r•r•r•r•r•r
. . . .�. ..' Filter Fabric Wrap
r•r r r•r•r•r•
titititititi.rtiti
r•r•r•r•r• •r
r•r•r•r•r•r•r•
�..f"•�'U Free-draining Rock
r,r,r,r•r•r•r
.ti•ti.ti.
�•�r�r 4-inch Diameter Perforated Pipe
ti.
Footing r• r.• (graded to drain by gravity)
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5.3 SLAB-ON-GRADE FLOOR CONSTRUCTION
MTC understands a slab-on-grade floor will be constructed for the building interior. No details on slab
loading conditions were provided at the time of this study. We assume the floor will be subject to light
loading from foot traffic as well as light commercial or warehouse use. Some areas may be subject to
differential loading or concentrated loads from material storage, vehicles, and machinery/equipment.
Therefore, design and construction of the slab to support the anticipated use and counteract the potential
for cracking due to differential settlement is of concern.
We recommend 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. For the purpose of this report, 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 confirm or provide
revised or alternative recommendations based on a greater extent of site preparations.
The below activities and parameters are recommended for slab-on-grade floor construction:
• Slab Subgrade Preparations:
Any existing uncontrolled fills as well as unsuitably soft, organic, or disturbed soils should be
removed from beneath floor slab areas if encountered. Existing silty sand to sand soils of firm
quality are suitable to remain below slab-on-grade interiors and exterior flatworks, assuming
soils are verified as firm and unyielding during construction. Local areas of excessively soft or
loose subgrade will require additional overexcavation and replacement with structural fill where
encountered during slab preparations. After stripping and prior to commencing slab
construction, the native soil should be recompacted to establish a stable and even sandy
subgrade.
• Base Pad:
A 12-inch minimum section of structural fill base is recommended to be installed beneath the
floor slab to ensure a stable pad and adequate slab support over varying shallow conditions.
Base pad material may consist of gravel borrow, as recommended herein for general structural
fill application, or approved equivalent. As noted below, capillary break material can account
for a portion of the section if composed of compacted angular material approved as structural fill.
• Subgrade Modulus:
A Subgrade Modulus (k) of 150 pci is recommended for use in design of interior slab-on-grade
floors constructed over the prescribed base pad atop medium dense silty sand subgrade. This is
assuming the slab will be placed over an angular rock capillary break as recommended below
installed and compacted over verified suitable subgrade conditions.
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• Proof Roll:
Prior to placement of capillary break material and slab construction, the proposed slab subgrade
shall be proof-rolled to confirm no soft or deflecting areas are present. This is to ensure the
existing base is evenly prepared and adequate for support of the slab. MTC recommends that we
be contacted for observation of the proof roll and final visual confirmation of prepared base
suitability. Areas of excessive rutting, pumping, or yielding shall be excavated and backfilled
with new structural fill as described herein.
• Capillary Break:
A capillary break is recommended to help maintain a dry slab floor and reduce the potential for
floor damage resulting from shallow 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 6.2.2 below.
• Vapor Barrier:
A vapor retarding membrane such as 10 mil polyethylene film should be placed beneath all floor
slabs to prevent transmission of moisture through the slab where floor coverings may be
affected. Care should be taken during construction not to puncture or damage the vapor
retarding 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:
For areas subject to heavy storage, large industrialized equipment, or large vehicle
parking/access, we recommend these slabs be designed for increased rigidity and self-support in
order to help counteract the increased potential for differential settlement under loading. MTC
suggests at least a minimum concrete structural section of 6.0 inches be employed, or as
specified by the project structural engineer or architect. It is generally recommended that floor
slabs and annular exterior concrete paving subject to large loads or vehicular loading be designed
to incorporate reinforcing to help span localized areas of variable soils and eliminate potential
cracking. In addition, these areas may call for additional structural fill base to be placed for
greater support.
We understand design and specifications of slabs and consideration of their loading requirements
will be assessed by the project engineer. MTC recommends that we be contacted to review
specifications for heavy load or traffic areas if present, and to provide additional
recommendations appropriate to the type and magnitude of loading.
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5.4 SEISMIC DESIGN PARAMETERS AND LIQUEFACTION POTENTIAL
According to the Liquefaction Susceptibility Map of Snohomish County, Washington and the
accompanying Seismic Site Class Map (Palmer et al., 2004), the site vicinity is identified as having a low
to moderate 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. The accompanying
Seismic Site Class Map (Palmer et al., 2004) classifies the project area as Site Class D to E, representing
a relatively moderate to high potential for increased amplitude of ground shaking during a seismic event.
Based on the results of site explorations, MTC interprets the site to have a relatively low to moderate
risk of liquefaction due to the prevalence of medium dense sand deposits. This determination is based
on the encountered subsurface conditions to maximum depths explored as reported herein, which
concurs with map designations.
The USGS Seismic Design Map Tool was used to determine site-specific seismic design coefficients and
spectral response accelerations for the project site assuming design Site Class D, representing a
subsurface profile (upper 100 feet) of generally dense or stiff soil conditions. Parameters in Table 1
were calculated using 2008 USGS hazard data and 2012/2015 International Building Code standards:
Table 1. Seismic Design Parameters—Site Class D
Mapped Acceleration Parameters (MCE horizontal) Ss 1.081
S 1 0.421
Site Coefficient Values Fa 1.
Fv 1.579579
Calculated Peak SRA SMs 1.154
SMi 0.665
Design Peak SRA (2/3 of peak) SDs 0.770
SD1 0.444
Seismic Design Category— Short Period(0.2 Second)Acceleration D
Seismic Design Category— 1-Second Period Acceleration D
5.5 INFILTRATION RATE DETERMINATION
Gradation Analysis Method&Results
During test pit excavations, MTC collected representative samples of soil horizons among potential
infiltration strata at likely infiltration facility areas and depths. No potential target depths were
prescribed prior to field work, but depths of interest were assumed to range from about 1 to 4 feet BPG,
with refinement of the design locations and depths to follow the results of this study. Laboratory
gradation analyses were completed including sieve and hydrometer tests for stormwater design
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characterization and rate determination to supplement field observations. Results of laboratory testing in
terms of rate calculation are summarized below.
Laboratory results were interpreted to recommended hydraulic conductivity (Ksat) values in accordance
with methods of the Washington State Department of Ecology Stormwater Management Manual for
Western Washington (SMMWW), 2012. Standard correction factors were applied as noted in the
reference documents. Data and Ksat values are summarized in Table 1.
Gradation results were applied to the Massmann (2003) equation (1) to calculate Ksat representing the
initial saturated hydraulic conductivity, as described in the 2012 DOE SMMWW Volume III 3.3.6.3.
(1) 1og10(Ksat) _ -1.57 + 1.90*D10 +0.015*D60 - 0.013*D90 - 2.08*ff
Table 1 reports for each sample the input laboratory values and calculated Ksat. Corrected Ksat values
presented below are a product of the initial Ksat and correction factor CFT. For a generalized design
situation, we have applied a conservative site variability factor of CFv = 0.33 along with typical values
of CFt=0.4 (for the Grain Size Method) and CFm= 0.9 (assuming standard influent control).
(2) CFT= CFvxCFtx CFm=0.33 x 0.4 x 0.9 = 0.11
Table 1. Results of Massmann Analysis
TP # Depth USCS D10 D60 D90 Ff(%) Ksat Corrected Ksat
(BPG) (inches/hour) (inches/hour)
1 1.3 SM 0.022 0.305 1.1611 28.5 10.47 1.15
1 2.2 SP 0.154 0.411 1.673 6.5 52.88 5.82
2 2.0 SP 0.09 0.389 1.774 8.3 36.53 4.02
4 1.8 SM 0.02 0.158 0.407 50.0 3.77 0.41
4 4.0 SP 0.147 0.38 1.883 3.8 57.94 6.37
5 2.0 SP 0.165 1.147 6.845 3.9 55.22 6.07
6 3.1 SP 0.138 0.348 1.327 2.4 60.49 6.65
8 j 4.0 SP 0.086 1.094 7.814 9.4 29.12 3.20
Facility Design Discussion and Rates
MTC understands the locations and proposed design of infiltration systems are undergoing planning at
this time, and the intent of this report is to provide general soil design parameters and depth to seasonal
high groundwater. Based on conceptual plans and discussion with the civil engineer, and subsurface
conditions found during this study, the system is anticipated to consist of smaller facilities placed
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throughout the property at relatively shallow depths. Due to shallow groundwater restrictions, we
understand that shallow bio Swale or other LID stormwater features are most likely to be employed. No
other design information was available at the time of this report.
Grain Size analysis methods based on the SMMWW 2012 standard calculation criteria and using a
conservative site variability factor yielded Corrected Ksat values ranging from about 3.2 to 6.7 inches
per hour corresponding to typical native sandy soils typically found beneath topsoil or thin fine-grained
units and beginning at approximately 1.0 to 2.0 feet BPG extending to the maximum depths explored.
Locally, a relatively lower permeability lens was present at TP-1, TP-3, TP-4, and TP-7 directly below
topsoils, which yielded a value of 0.41 to 1.15 inches per hour. These fine-grained soils were locally
observed with no obvious control of location but were relatively thin where observed. Based on direct
soil observations and lab results, fines content generally decreases and infiltration potential general
increases with depth. For a general design application of potential shallow infiltration facilities with
final locations and depths to be determined, we recommend a maximum design Ksat value of 5.0
inches/hour. This value represents calculated Ksat values within sandy native deposits found
throughout the site either below topsoils or thin fine-grained lenses. However as noted above, shallow
seasonal groundwater presence will limit the depth of infiltration facilities. With this limitation, fine-
grained lenses, if found in facility locations will likely need to be removed as deepening facilities is not
an option.
The derived rate is meant to provide a general characterization of subsurface transmission potential for
the designer's consideration, but is not necessarily intended to be applied as a final infiltration rate for
facilities of an undetermined location and depth or for facilities of larger size/volume. We recommend
that further investigation be performed in the location of final facility design either prior to or during
construction to confirm adequate soil parameters of facility design. MTC recommends the facility
designer review the assumed correction factors 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. Use or adjustment of this rate for design should
take into account limiting site factors, namely the potential for shallow seasonal groundwater. It may be
needed to reduce the application rate to limit groundwater mounding below the facility. Final design
approval may require assessment of mounding potential.
The project may be eligible for an increase in design rate if Pilot Infiltration Testing (PIT) methods are
conducted, which is considered generally more reliable as a confirmation of actual field conditions and
therefore can be applied less conservatively. It is our opinion that grain size analysis methods should be
suitable for general design use at this site, in accordance with DoE SMMWW 2012 requirements, given
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that native soils are not considered to be compacted by prior development or consolidated by glacial ice,
and were observed to be relatively uniform with no significant cementation or local variations.
Treatment Suitability
To confirm treatment quality of native soils at potential infiltration areas and depths, MTC
subcontracted Cation Exchange Coefficient (CEC) testing for two representative samples of the native
outwash soils and an additional two samples of the upper fine-grained deposits. CEC tests were
conducted on sandy outwash samples from test pits TP-4 (5.2 feet BPG) and TP-8 (4.0 feet BPG). CEC
tests were conducted on upper fine-grained samples from test pits TP-1 (1.3 feet BPG) and TP-4 (1.8
feet BPG). Results are appended at the end of this report. Testing yielded CEC values ranging from 3.4
to 10.3 milliequivalents per 100 grams of soil (meq/100g). Lower end results of 3.4 and 3.9 were gained
from the sand dominant outwash soils from samples at TP-4 and TP-8, respectively. Conversely, higher
yielding samples with values of 10.3 were collected from the fine-grained upper deposits with fine
content up to 50%, from samples of TP-1 and TP-4.
The Department of Ecology 2012/2014 SMMWW addresses minimum requirements for treatment soils.
According to Site Suitability Criteria (SSC)-6, soils meeting a minimum CEC level of 5 meq/100g may
be accounted as treatment media without modification. The minimum thickness for infiltration
treatment soils is 18 inches or greater, which also applies to the subject site given our test pit
observations. Finally, treatment soils are expected to contain 1.0 percent organic content. The results of
the two samples from the outwash deposits indicate that CEC values do not meet the SSC-6 standards
and require amendment to be conductive to treatment or apply bio-filtration media prior to infiltrating.
Finally, organic content values were found to be greater than 1% in all samples and in exceedance of the
minimum target levels.
Additionally, organic rich topsoils were collected and tested for CEC and organic content to address to
ability for use as soil amendment. Topsoil samples from test pits TP- 1 and TP-7 yielded CEC values of
13.1 and 17.9 meq/100g,respectively. Organic content from samples ranged from 8.8 to 9.8.
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6.0 CONSTRUCTION RECOMMENDATIONS
6.1 EARTHWORK
6.1.1 Excavation
Excavations can generally be performed with conventional earthmoving equipment such as bulldozers,
scrapers, and excavators.
Where possible, excavations made within about one foot of finished subgrade level should be performed
with smooth edged buckets to minimize subgrade disturbance and the potential for softening to the
greatest extent practical.
6.1.2 Subgrade Evaluation and Preparation
After excavations have been completed to the planned subgrade elevations, but before placing fill or
structural elements, the exposed subgrade soils 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 at least to 95 percent of the
modified Proctor maximum dry density per ASTM D1557. Any areas that are identified as being soft or
yielding during subgrade evaluation should be over-excavated to a firm and unyielding condition or to
the depth determined by the geotechnical engineer. Where over-excavation is performed below a
structure, the over-excavation area should extend beyond the outside of the footing a distance equal to
the depth of the over-excavation below the footing. The over-excavated areas should be backfilled with
properly compacted structural fill.
6.1.3 Site Preparation, Erosion Control and Wet Weather Construction
The native silty sand to sand subgrade may be moisture sensitive due to fines content and could become
loose or soft and difficult to compact or traverse with construction equipment when over optimal
moisture percentages. During wet weather, the contractor should take measures to protect the exposed
building pad and subgrades and limit construction traffic during earthwork activities.
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.
Since soils may be difficult to work with during periods of wet weather due to elevated soil moisture
content, and frozen soil is not suitable for use as structural fill, we recommend that earthwork activities
generally take place in late spring, summer or early fall.
Dewatering efforts may be required locally throughout the year depending on total excavation depth and
weather conditions during earthwork. MTC recommends major earthwork activities take place during
the dry season if possible to minimize the likely potential for encountering groundwater or seepage near
proposed shallow excavation depths. Major dewatering efforts should be anticipated if excavations are
required to surpass approximately 4 to 5 feet BPG at any time of the year, or if site preparations are
conducted in the winter or spring season when water levels may be within about 2 to 3 feet of the
existing surface. If either of these situations are expected, we recommend a dewatering plan be devised
prior to construction and additional investigation and/or engineering be conducted in support of a
comprehensive dewatering plan.
6.2 STRUCTURAL FILL MATERIALS AND COMPACTION
6.2.1 Materials
All material placed below structures or pavement areas should be considered structural fill. Structural
fill material shall be free of deleterious material, have a maximum particle size of 6 inches, and be
compactable to the required compaction level.
Excavated native soils consisting primarily of silty sand to sand may be potentially suitable for limited
re-use, such as for utility trench backfill outside of roadways and general non-structural site grading,
depending on moisture conditions, season of use, and project specifications. Excavated native soils
considered for re-use should be carefully removed and stockpiled to prevent sediment cross-
contamination, visually confirmed prior to placement, properly moisture-conditioned and placed in
accordance with the recommendations provided below for Placement and Compaction. During warm,
dry weather, it will likely be necessary to add water to these soils after residing in stockpiles. The
condition and suitability of stockpiled on-site materials should be verified prior to reuse as controlled
fill. Material properties of re-used native soils shall meet project specifications for the intended use.
Imported material can be used as structural fill. We recommend imported structural fill material should
conform to Section 9-03.14(l), 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).
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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.
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.
6.2.2 Placement and Compaction
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 12 inches in thickness;
thinner lifts will be required for walk-behind or hand operated equipment.
All structural fill shall be compacted to a dense 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
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 shall 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.
6.3 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
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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.
Temporary excavation slopes in the native sandy soils should be inclined no steeper than 2H:IV,
although locally steeper grades may be approvable depending on actual conditions encountered, season
of construction, and the depth of excavation. Heavy construction equipment, building materials,
excavated soil, and vehicular traffic should not be allowed near the top of any excavation. Where the
stability of adjoining walls or other structures is endangered by excavation operations, support systems
such as shoring, bracing, or underpinning may be required to provide structural stability and to protect
personnel working within the excavation. Earth retention, bracing, or underpinning required for the
project(if any) should be designed by a professional engineer registered in the State of Washington.
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.
6.4 PERMANENT SLOPES
MTC recommends that new areas of permanent slopes including fill embankments 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.
6.5 UTILITY TRENCHES AND EXCAVATIONS
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.
Pipe bedding material should conform to the manufacturer's recommendations and be worked around
the pipe to provide uniform support. Cobbles or boulders, if encountered, exposed in the bottom of
utility excavations should be covered with pipe bedding or removed to avoid inducing concentrated
stresses on the pipe.
Trench backfill should be placed and compacted as structural fill as recommended in Section 6.2.
Particular care should be taken to insure bedding or fill material is properly compacted to provide
adequate support to the pipe. Jetting or flooding is not a substitute for mechanical compaction and
should not be allowed.
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7.0 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
• Geotechnical 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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8.0 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 that a review may be made, and
supplemental recommendations provided. If the scope of the proposed construction, including the
proposed loads or structural locations, changes from that described in this report, our recommendations
should also be reviewed.
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, express 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. Other standards or documents referenced in
any given standard cited in this report, or otherwise relied upon by the author of this report, are only
mentioned in the given standard; they are not incorporated into it or "included by referenced", as that
latter term is used relative to contracts or other matters of law.
This report may be used only by Mr. Paul Woodmansee and his 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. 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. The recommendations of this report are based on the
assumption that the Geotechnical Engineer of Record has reviewed and agrees with the findings,
conclusion and recommendations of this report.
Land or facility use, on- and off-site conditions, regulations, or other factors may change over time, and
additional work may be required with the passage of time. 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 Mr. Woodmansee or anyone else will release MTC from
any liability resulting from the use of this report by any unauthorized party and Mr. Woodmansee agrees
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.
26
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
Appendix A. SITE LOCATION AND VICINITY
N V Regional Vicinity
tanwood
(51,
Silvana Arlington
Arlington Heights
530
Warm Beach
531
'4
C� Lake Go win
s
J
UXrNorthMarysville
O
° Site Vicinity
Arlington
Municipal
Airport
O
TOTEM PARK
usNO 17]dSNE O O Project Location
1
� m
:Gissberg
Twin Lakes $
KEY POINT o L
Klem Relds Q
Source: Google 15P d&NE Strawberry
Maps,2018
Materials Testing & Consulting, Inc. Regional and Site Vicinities FIGURE
777 Chrysler Drive Arlington Mixed Use Geotech
Burlington, WA 98233 16612 51st Ave NE 1
Arlington, WA
27
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
Appendix B. SITE MAP AND EXPLORATION LOCATIONS
01
AAALLL��� _ 101
7 �
-------------------
---------------------
W PP
TP-8 TP-6 TP-3
TP-2
MW-4 MW-2
Copart
TP-4
---------------------------
MW-1
TP- TP-1
0 150
MTC Test Pit Location(Typical)
Monitoring Well Location(Typical) SCALE (FEET)
... - 1"=100'Approximate
Materials Testing & Consulting, Inc. Aerial Photo & Exploration Locations Base Map: Aerial Photograph FIGURE
777 Chrysler Drive Arlington Mixed Use Geotech Source:Google Imagery,2018
Burlington, WA 98233 16612 51St Ave NE Modified by MTC: 7/25/18 2
NOT INTENDED FOR CONSTRUCTION
Arlington, WA NOT TO SCALE—Shown is Approximate
28
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
Appendix C. EXPLORATION LOGS
Grab soil samples were collected from each exploration location by our field geologist during test pit
excavation. Soil samples collected during the field exploration were classified in accordance with
ASTM D2487. All samples were placed in plastic bags to limit moisture loss, labeled, and returned to
our laboratory for further examination and testing.
Exploration logs are shown in full in Appendix C. 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 test pits were backfilled with existing soils 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.
Penetrometer results from Wildcat DCP testing are shown in Appendix C. During penetrometer
advancement, blow counts were recorded in 10-centimeter 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, as displayed on the logs.
29
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
Unified Soil Classification S sten Chart
5amnler 5.mbolDescrDtion
afaj '
ar Divisiorss Graph usm Typical Deseaptian
Comm °C Get' Wen er.dedGrawli Grawi Sartda[i- =tdPctor Te;t; :
Grained SOUS C:nrd a .O•° lures
C)?;�:Gr wks 51tt�•Tube
afore Than GP Poorly-Graded Craw lL Crw l-Smd
50`oof a[iztves
.� ® GrataBu6
Coarse Frao- '
timRetited ° '° Gal SilnGrap-Lor wbSitd 5ihmiztires
Mare Than V. Onlro-4 p p' B Calfarr�;30'OD)
RetinedOn Sew Grat=-lsWit.Fims a so
No 200Se�= ° GC CtGr:nvGrwl S rtGCitiafix- , alatdrdCatiiarrE;25 OD)
6 des.
• S•`L� Q en•a'sl, a'&.GL-Lnn�'S;sra
c and - StraderanLi Contact
C���artds Distinct Sm tirr-¢r Contct
:or=_Tan SP Poort,-C,radedsaitda Grave ncSank
eof Batcws Sail Shale
=�>:Fr:- Gradttl Cta r�Between Sd
am Sams artt55.safe's iltaiiztwes tat
4 Cp.,e Appratinsa bcatbnd
rdswithFines ��•��• st t p!ycdm
3C Chwysand5.Claymilares
Fine Grained J%L lhlorpni Sifts.rockFbut CtayeySiks i Gralodwawctleredattmecf
Solis With Lac Mali:ity ezpiortor.
S M&Clac s L c::i�L=it Less CL Imrpni:Clays of Low To afedittm � inpkMea atio-well r pi zaDleve ir.
- I?ar � PEsticty ezpior--tor_iwllorpiezataeer
More Tian 50°e � Per aef dmf% dat time
Passim.-The OL Orgsr silt and Otganic of expkratbr.
No 2wSew LacPtasttitV
\IH Impni:Silt ofafodetzrePEsticin
\It>dtfiers
De
Stlb&Cla�•s LcuidLisit CH ImrgsnbC)<ysofMgt.Plastiitc s`nft'c-
Gtaaer Tlan50
i OH Organic Clays AndSitsofafedium to _cnt
HighP�tic iry -
?T Pe--t Rmus.Soil,r.•ia P:ex�rar t
H�I>l,:i i ram s=�d� Orr-.r:i�.•m�x
soil C o ns is to nc v G rain Size
GramilarSoils Fin-grained Sills MCF.] na; SIEVE CF-AN SIZE ?PPPDXL\fATES1ZE
SIZE
Densiry SPT COMrerun• SFT
ffioncowe Eiarcou. Bout rs = IT* >L'-' IzEeftS•arahi�k2t>; ll
Vet}Loose C� Very Soft = Cottles =-1:' :-1: Fist toba42tbalI
Loose 4-1r, Soft 2-4 _1_r :4-;' 34 Thumb IDfsst
Grave:
Medium lir30 Film 4-S =e =1-3+4" 019-0.75" Pea of ttmb
Dense
Dense 3450 Stiff 5-1=
:arse =10-* 0.079-019- Rock salt b pea
r:Dense >50 Very stiff 1:-:: `Sand \twin =0-=10 0.017-O-OV, Supwo rock alt
Ind >_, F- =X-=40 00029-00177 Flourtosugar
Fires pg <00029- Fbu artd 3m :-
Materials Testing & Consulting, Inc. Exploration Log Key FIGURE
777 Chrysler Drive Arlington Mixed Use Geotech
Burlington, WA 98233 16612 51st Ave NE 3
Arlington, WA
30
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
Matertials Testing &Consulting Logof Test Pit TP-1
Burlington,WA
Geotechnical and Environmental Engineering
Arlington Mixed Use Geotech Date Started :7/1 612 0 1 8
16612 51 st Ave NE Date Completed :7/16/2018
Arlington,Washington Sampling Method :Grab Samples
Location SE corner of site(see map).
MTC Job#18BO54-04 Logged By :CD
0
V a
r Monitoring Wei:
0- DESCRIPTION i 0
o 0 (n o 0
0 TOPSOIL:SILT WITH SAND,soft,dry to damp,fine-grained sand, 0
OL-ML strong organics(roots,grass surfacing).Dark BROWN
SILTY SAND to SANDY SILT,minor gravel up to 3/4",medium 1
SM-ML dense or stiff,damp,fine-grained sand,some organics(thin roots,
charcoal).Light BROWN,moderate orange mottling 28.5 8.1
SAND,minor silt and gravel up to 1.5",trace cobbles up to 6",
medium dense to dense with depth,damp to wet with depth,
2 medium-to coarse-grained sand.Medium BROWN to GRAY,with
some mottling in upper 1.0' 6.5 9.0
2.
4 Increase in gravel
o SP
Becoming wet,medium GRAY
d
a
0
a.
w Moderate seepage observed at 5.5'BPG 5.
ro
6
`o
a
5
y To:7.0'BPG
Excavation terminated due to hole flood.
m Groundwater stabilized at 4.9'BPG after 2 hr..
d 8
U)
U
N
O
N
C7
N
O
m 10
IJ
C
N
r
0
m
0
31
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
Matertials Testing &Consulting Logof Test Pit TP-2
Burlington,WA
Geotechnical and Environmental Engineering
Arlington Mixed Use Geotech Date Started :7/1 612 0 1 8
16612 51 st Ave NE Date Completed :7/16/2018
Arlington,Washington Sampling Method :Grab Samples
Location :NE comer of site(see map).
MTC Job#18BO54-04 Logged By :CD
C.
1u
ii > y d
= J N n
N o DESCRIPTION w
CD
0 TOPSOIL:SILT,some sand,soft,damp,fine-grained sand,strong organics(roots,
grass surfacing).Dark BROWN
OL-ML
SAND,some gravel up to 1.5",some to minor silt with depth,medium dense to dense
with depth,damp to wet with depth,medium-to coarse-grained sand.Medium
BROWN to GRAY,with some scattered mottling in upper 2.0'
2
8.3 9.7
Becoming wet,dominantly gray at 3.2'BPG
4
SP
`o
cV
d
o Increase in gravel at 5.0'BPG
a.
w Moderate Seepage observed at 5.2'BPG
w
ro
d
0 6
D
`o
rn
3
0
TD:7.2'BPG
Excavation terminated due to hole flood.
Groundwater stabilized at 4.6'BPG after 2.5 hr.
z 8 d
U
N
O
N
C7
N
O
m' 10
fJ
C
N
r
0
m
0
32
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
Matertials Testing &Consulting Logof Test Pit TP-3
Burlington,WA
Geotechnical and Environmental Engineering
Arlington Mixed Use Geotech Date Started :7/1 612 0 1 8
16612 51 st Ave NE Date Completed :7/16/2018
Arlington,Washington Sampling Method :Grab Samples
Location NE Central of site(see map).
MTC Job#18BO54-04 Logged By :CD
0
V 6 L j Monitoring Wei:
0- DESCRIPTION i
o O ( o 0
0 TOPSOIL:SILT WITH SAND,trace greavel up to 3/4",soft,dry to 0
damp,fine-grained sand,strong organics(roots,grass surfacing).
OL-ML Dark BROWN
SILTY SAND,some gravel up to 1",medium dense,damp, •1
SM fine-grained sand,some organics(thin roots,charcoal).Medium
BROWN,moderate orange mottling
SAND,minor silt and gravel up to 1.5",medium dense to dense
2 with depth,damp to wet with depth,medium-to coarse-grained
sand.Medium BROWN to GRAY,with some mottling in upper 2.0'
6
a
d
0
a
W4 Increase in gravel,dominantly gray 4.1
m
Q SP
Moderate seepage observed at 4.8'BPG
i;
5
0
N
m' 6
d
z
ca
0
i;
d
To:7.5'BPG
oExcavation terminated due to hole flood.
8 Groundwater stabilized at 4.0'BPG after 2 hr..
0
o
m'
d
IL
U
H
co
ro
T
10
0
N
N
r
0
33
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
Matertials Testing &Consulting Logof Test Pit TP-4
Burlington,WA
Geotechnical and Environmental Engineering
Arlington Mixed Use Geotech Date Started :7/1 612 0 1 8
16612 51 st Ave NE Date Completed :7/16/2018
Arlington,Washington Sampling Method :Grab Samples
Location E Central part of site(see map).
MTC Job#18BO54-04 Logged By :CD
0
a)
ii > v
o DESCRIPTION E LL
o 7) o
0 TOPSOIL:SILT,some sand,soft,damp,fine-grained sand,strong organics(roots,
grass surfacing).Dark BROWN
OL-ML
SILTY SAND,minor to trace gravel up to 3/4",medium dense,damp,minor organics
(thin roots),fine-grained sand.Light BROWN to GRAY,some scattered orange
SM mottling
2 50.0 31.3
SAND,some gravel up to 1",minor silt,medium dense to dense with depth,damp to
wet with depth,medium-to coarse-grained sand.Medium BROWN to GRAY,with
some scattered mottling in upper 1.0'
Dominantly gray below 3.5'BPG
4 3.8 18.8
`o
~ SP
o Increase in gravel at 5.0'BPG
a. Moderate Seepage observed at 5.0'BPG
a
w
ro
d
0 6
`o
a
5
To:7.2'BPG
m Excavation terminated due to hole flood.
"g Groundwater stabilized at 4.2'BPG after 2.0 hr.
d 8
U
N
O
N
C7
N
O
m 10
IJ
C
N
r
0
m
0
34
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
Matertials Testing &Consulting Logof Test Pit TP-5
Burlington,WA
Geotechnical and Environmental Engineering
Arlington Mixed Use Geotech Date Started :7/1 612 0 1 8
16612 51 st Ave NE Date Completed :7/16/2018
Arlington,Washington Sampling Method :Grab Samples
Location SW Central of site(see map).
MTC Job#18BO54-04 Logged By :CD
0
V a
r a) Monitoring Wei:
o- DESCRIPTION i 0
o O (2 o 0
0 TOPSOIL:SILT WITH SAND,trace gravel up to 3/4",soft,dry to 0
damp,fine-grained sand,strong organics(roots,grass surfacing).
OL-ML Dark BROWN
1
SAND,some gravel up to 1.5",minor silt,medium dense to dense
with depth,damp to wet with depth,medium-to coarse-grained
sand.Medium BROWN to GRAY,with some scattered mottling in
2 upper 1.8' X 3.9 5.6
2.
4 Becoming wet,dominantly gray at 4.0'BPG
0
SP
d
~ Increase in gravel at 4.8'BPG
m
0
a. Moderate Seepage observed at 5.2'BPG
a
w 5.
ro
d
6
`o
a
5
m'
8 TD:7.8'BPG
N_ Excavation terminated due to hole flood.
8 Groundwater stabilized at 4.8'BPG after 1.75 hr..
U
N
O
N
C7
N
O
m 10
IJ
C
N
r
0
m
0
35
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
Matertials Testing &Consulting Logof Test Pit TP-6
Burlington,WA
Geotechnical and Environmental Engineering
Arlington Mixed Use Geotech Date Started :7/1 612 0 1 8
16612 51 st Ave NE Date Completed :7/16/2018
Arlington,Washington Sampling Method :Grab Samples
Location SW comer of site(see map).
MTC Job#18BO54-04 Logged By :CD
0
a)
ii > v
o DESCRIPTION E LL
o 7) O o
0 TOPSOIL:SILT,some sand,soft,damp,fine-grained sand,strong organics(roots,
grass surfacing).Dark BROWN
OL-ML
SAND WITH SILT decreasing with depth,minor gravel up to 3/4",medium dense to
dense with depth,damp to wet with depth,medium-to coarse-grained sand.Medium
BROWN to GRAY,with some scattered mottling in upper 2.0'
2
Becoming wet,dominantly gray at 3.2'BPG 2.4 14.6
Increase in gravel,decrease in fines
4 SP
`o
ro
d
a
0
a. Moderate Seepage observed at 5.2'BPG
a
w
ro
d
6
`o
a
5
TD:6.9'BPG
Excavation terminated due to hole flood.
m Groundwater stabilized at 4.7'BPG after 1.5 hr.
d 8
U)
U
N
O
N
C7
N
O
m 10
IJ
C
N
r
0
m
0
36
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
Matertials Testing &Consulting Logof Test Pit TP-7
Burlington,WA
Geotechnical and Environmental Engineering
Arlington Mixed Use Geotech Date Started :7/1 612 0 1 8
16612 51 st Ave NE Date Completed :7/16/2018
Arlington,Washington Sampling Method :Grab Samples
Location :NW corner of site(see map).
MTC Job#18BO54-04 Logged By :CD
0
CD V > r E Monitoring Wel:
c a
N o DESCRIPTION i
o 0 o 0
0 0 TOPSOIL:SILT WITH SAND,trace gravel up to 3/4",soft,dry to
damp,fine-grained sand,strong organics(roots,grass surfacing).
OL-ML Dark BROWN
1
SILTY SAND to SAND WITH SILT,trace gravel up to 1/2",
medium dense,damp,trace organics(thin roots),medium-to
SM-SP coarse-grained sand.Medium BROWN,some scattered orange
mottling
2
SAND,some gravel up to 1.5",minor silt,medium dense to dense 2.15
with depth,damp to wet with depth,medium-to coarse-grained
sand.Medium BROWN to GRAY,with some scattered mottling in
upper 1.0'
4
`o
SIP Increase in gravel.Becoming wet,dominantly gray at 4.7'BPG
o0
a1---5.15
a Moderate Seepage observed at 5.3'BPG
w
ro
d
6
D
`o
rn
3
0
To:7.1'BPG
m Excavation terminated due to hole flood.
Groundwater stabilized at 4.6'BPG after 1.5 hr..
z 8 d
U
N
O
N
C7
N
O
m' 10
fJ
C
N
r
0
m
0
37
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
Matertials Testing &Consulting Logof Test Pit TP-8
Burlington,WA
Geotechnical and Environmental Engineering
Arlington Mixed Use Geotech Date Started :7/1 612 0 1 8
16612 51 st Ave NE Date Completed :7/16/2018
Arlington,Washington Sampling Method :Grab Samples
Location :NW central part of site(see map).
MTC Job#18BO54-04 Logged By :CD
C.
1u
ii > y d
= J N n
N o DESCRIPTION w
CD
0 TOPSOIL:SILT,some sand,soft,damp,fine-grained sand,strong organics(roots,
grass surfacing).Dark BROWN
OL-ML
SAND WITH SILT,minor gravel up to 2",medium dense to dense with depth,damp to
wet with depth,medium-to coarse-grained sand.Medium BROWN to GRAY,with
some scattered mottling in upper 2.0'
2
Dominantly gray at 3.0'BPG
Increase in gravel,decrease in fines at 3.8'BPG
4 Becoming wet
9.4 10.2
`o
T SP
d
o0
a.
Q
w Moderate Seepage observed at 5.5'BPG
ro
0
0 6
D
`o
rn
3
0
m
8 To:7.9'BPG
Excavation terminated due to hole flood.
Groundwater stabilized at 5.0'BPG after 1.5 hr.
U
N
O
N
C7
N
O
m' 10
N
C
N
r
0
m
0
38
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
WILDCAT DYNAMIC CONE LOG Page 1 of 2
Materials Testing and Consulting
805 Dupont,Suite 5 PROJECTNUMBER: 18B054-04
Bellingham,WA 98225 DATE STARTED: 08-29-2018
DATE COMPLETED: 08-29-2018
HOLE#: DCP-1
CREW: CD/KQ SURFACE ELEVATION: -
PROJECT: Arlington Mixed-Use Geotech WATER ON COMPLETION: -4.5'
ADDRESS: 16612 51 st Ave NE,Arlington,WA HAMMER WEIGHT: 35 lbs.
LOCATION: East-Central CONE AREA: 10 sq.cm
BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY
DEPTH PER 10 cm K cmz 0 50 100 150 N' SAND&SILT CLAY
10 44.4 ......•••••• 12 MEDIUM DENSE STIFF
7 31.1 ......••• 8 LOOSE MEDIUM STIFF
1 ft 10 44.4 ......•••••• 12 MEDIUM DENSE STIFF
17 75.5 ..................••• 21 MEDIUM DENSE VERY STIFF
19 84.4 ..................•••••• 24 MEDIUM DENSE VERY STIFF
2 ft 12 53.3 ............••• 15 MEDIUM DENSE STIFF
10 44.4 ......•••••• 12 MEDIUM DENSE STIFF
8 35.5 ......•••• 10 LOOSE STIFF
3 ft 10 44.4 ......•••••• 12 MEDIUM DENSE STIFF
- 1 m 10 44.4 .....o•••••• 12 MEDIUM DENSE STIFF
- 17 65.6 ..................• 18 MEDIUM DENSE VERY STIFF
- 4 ft 24 92.6 ........................•• - MEDIUM DENSE VERY STIFF
- 25 96.5 ........................••• - MEDIUM DENSE VERY STIFF
- 22 84.9 ..................•••••• 24 MEDIUM DENSE VERY STIFF
- 5 ft 20 77.2 ..................•••• 22 MEDIUM DENSE VERY STIFF
- 22 84.9 •••••••••••••••••••••••• 24 MEDIUM DENSE VERY STIFF
- 27 104.2 ........................•••••• - MEDIUM DENSE VERY STIFF
- 6 ft 20 77.2 ..................•••• 22 MEDIUM DENSE VERY STIFF
- 22 84.9 ..................•••••• 24 MEDIUM DENSE VERY STIFF
- 2 m 50 193.0 ....................................... - VERYDENSE HARD
- 7 ft 26 88.9 ........................• 25 MEDIUM DENSE VERY STIFF
- 32 109.4 •••••....-.... ••••••••••••• - DENSE HARD
- 20 68.4 ..................• 19 MEDIUM DENSE VERY STIFF
- 8 ft 18 61.6 ................. 17 MEDIUM DENSE VERY STIFF
- 18 61.6 ................. 17 MEDIUM DENSE VERY STIFF
- 20 68.4 ..................• 19 MEDIUM DENSE VERY STIFF
- 9 ft 25 85.5 ..................•••••• 24 MEDIUM DENSE VERY STIFF
- 27 92.3 .... •••••••••••••••••••• - MEDIUM DENSE VERY STIFF
- 20 68.4 ..................• 19 MEDIUM DENSE VERY STIFF
- 3 m ]Oft 20 68.4 ..................• 19 MEDIUM DENSE VERY STIFF
- 18 55.1 ............... 15 MEDIUM DENSE STIFF
- 28 85.7 ..................•••••• 24 MEDIUM DENSE VERY STIFF
- 39 119.3 ........................... - DENSE HARD
- 11 ft 30 91.8 ••••••••••••••••••.-.... - MEDIUM DENSE VERY STIFF
- 19 58.1 ............•••• 16 MEDIUM DENSE VERY STIFF
- 32 97.9 ........................•••• - MEDIUM DENSE VERY STIFF
- 12 ft 32 97.9 ........................•••• - MEDIUM DENSE VERY STIFF
- 36 110.2 ..............................• - DENSE HARD
- 39 119.3 •••••••••••••••••••••••••••••••••• - DENSE HARD
- 4 m 13 ft 50 153.0 ••••••••••••••••••••••••••••••••••••••• - DENSE HARD
WILDCATALS
39
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
WILDCAT DYNAMIC CONE LOG Page 1 of 2
Materials Testing and Consulting
805 Dupont,Suite 5 PROJECTNUMBER: 18B054-04
Bellingham,WA 98225 DATE STARTED: 08-29-2018
DATE COMPLETED: 08-29-2018
HOLE#: DCP-2
CREW: CD/KQ SURFACE ELEVATION: -
PROJECT: Arlington Mixed-Use Geotech WATER ON COMPLETION: —5.0'
ADDRESS: 16612 51 st Ave NE,Arlington,WA HAMMER WEIGHT: 35 lbs.
LOCATION: Center of site CONE AREA: 10 sq.cm
BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY
DEPTH PER 10 cm K cmz 0 50 100 150 N' SAND&SILT CLAY
5 22.2 ••••• 6 LOOSE MEDIUM STIFF
10 44.4 ......•••••• 12 MEDIUM DENSE STIFF
1 ft 16 71.0 ..................•• 20 MEDIUM DENSE VERY STIFF
13 57.7 ................ 16 MEDIUM DENSE VERY STIFF
19 84.4 ..................•••••• 24 MEDIUM DENSE VERY STIFF
2 ft 25 111.0 ................................ - DENSE HARD
37 164.3 ....................................... - DENSE HARD
35 155.4 ....................................... - DENSE HARD
3 ft 42 186.5 ....................................... - VERY DENSE HARD
1 m 24 106.6 ........................•••••• - MEDIUM DENSE VERY STIFF
45 173.7 ....................................... - DENSE HARD
4 ft 50 193.0 ....................................... - VERY DENSE HARD
30 115.8 ................................. - DENSE HARD
30 115.8 ................................. - DENSE HARD
5 ft 25 96.5 ........................••• - MEDIUM DENSE VERY STIFF
25 96.5 ........................••• - MEDIUM DENSE VERY STIFF
20 77.2 ..................•••• 22 MEDIUM DENSE VERY STIFF
6 ft 21 81.1 ..................••••• 23 MEDIUM DENSE VERY STIFF
20 77.2 ..................•••• 22 MEDIUM DENSE VERY STIFF
2 m 23 88.8 ........................• 25 MEDIUM DENSE VERY STIFF
7 ft 28 95.8 ........................••• - MEDIUM DENSE VERY STIFF
- 34 116.3 ••••••••••••••••••••••••.—....• - DENSE HARD
- 35 119.7 .................................. - DENSE HARD
8 ft 30 102.6 ........................••••• - MEDIUM DENSE VERY STIFF
19 65.0 ............•••••• 18 MEDIUM DENSE VERY STIFF
24 82.1 ..................••••• 23 MEDIUM DENSE VERY STIFF
9 ft 31 106.0 ........................•••••• - MEDIUM DENSE VERY STIFF
- 27 92.3 .... ••••••••••••.—.... - MEDIUM DENSE VERY STIFF
- 25 85.5 ..................•••••• 24 MEDIUM DENSE VERY STIFF
- 3 m 1011 33 112.9 ................................ - DENSE HARD
- 26 79.6 ..................••••• 22 MEDIUM DENSE VERY STIFF
- 24 73.4 ..................••• 20 MEDIUM DENSE VERY STIFF
- 27 82.6 •••••••••••••••.....— 23 MEDIUM DENSE VERY STIFF
11 ft 28 85.7 ..................•••••• 24 MEDIUM DENSE VERY STIFF
27 82.6 ..................••••• 23 MEDIUM DENSE VERY STIFF
- 25 76.5 ..................•••• 21 MEDIUM DENSE VERY STIFF
- 12 ft 30 91.8 ........................•• - MEDIUM DENSE VERY STIFF
- 43 131.6 ...................................... - DENSE HARD
- 35 107.1 ••..... - MEDIUM DENSE VERY STIFF
- 4 m 13 ft 50 153.0 ••••••••••••••••••••••••••••••••••••••• - DENSE HARD
WILDCATALS
40
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
WILDCAT DYNAMIC CONE LOG Page 1 of 1
Materials Testing and Consulting
805 Dupont,Suite 5 PROJECTNUMBER: 18B054-04
Bellingham,WA 98225 DATE STARTED: 08-29-2018
DATE COMPLETED: 08-29-2018
HOLE#: DCP-3
CREW: CD/KQ SURFACE ELEVATION: -
PROJECT: Arlington Mixed-Use Geotech WATER ON COMPLETION: NA
ADDRESS: 16612 51 st Ave NE,Arlington,WA HAMMER WEIGHT: 35 lbs.
LOCATION: West-Central CONE AREA: 10 sq.cm
BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY
DEPTH PER 10 cm K cmz 0 50 100 150 N' SAND&SILT CLAY
8 35.5 ......•••• 10 LOOSE STIFF
- 10 44.4 ......•••••• 12 MEDIUM DENSE STIFF
- 1 ft 14 62.2 .................. 17 MEDIUM DENSE VERY STIFF
- 16 71.0 ..................•• 20 MEDIUM DENSE VERY STIFF
- 23 102.1 ............................. - MEDIUM DENSE VERY STIFF
- 2 ft 31 137.6 ....................................••• - DENSE HARD
- 33 146.5 ....................................... _ DENSE HARD
- 21 93.2 ........................••• - MEDIUM DENSE VERY STIFF
- 3 ft 30 133.2 ....................................•• - DENSE HARD
- 1 m 29 128.8 ....................................• - DENSE HARD
- 35 135.1 ....................................••• - DENSE HARD
- 4 ft 33 127.4 ..............................•••••• - DENSE HARD
- 29 111.9 ..............................•• - DENSE HARD
- 27 104.2 ........................•••••• - MEDIUM DENSE VERY STIFF
- 5 ft 32 123.5 ..............................••••• - DENSE HARD
- 45 173.7 ....................................••• - DENSE HARD
- 50 193.0 ....................................••• - VERY DENSE HARD
- 6 ft 40 154.4 ....................................••• - DENSE HARD
- 35 135.1 ....................................... _ DENSE HARD
- 2 m 23 88.8 ........................• 25 MEDIUM DENSE VERY STIFF
- 7 ft 22 75.2 ..................••• 21 MEDIUM DENSE VERY STIFF
- 24 82.1 ..................••••• 23 MEDIUM DENSE VERY STIFF
- 16 54.7 ............••• 15 MEDIUM DENSE STIFF
- 8 ft 20 68.4 ..................• 19 MEDIUM DENSE VERY STIFF
- 25 85.5 ..................•••••• 24 MEDIUM DENSE VERY STIFF
- 24 82.1 ..................••••• 23 MEDIUM DENSE VERY STIFF
- 9 ft 21 71.8 ..................•• 20 MEDIUM DENSE VERY STIFF
- 25 85.5 ......o....0000.....•••• 24 MEDIUM DENSE VERY STIFF
- 20 68.4 ..................• 19 MEDIUM DENSE VERY STIFF
- 3 m 10 ft 20 68.4 ..................• 19 MEDIUM DENSE VERY STIFF
- 21 64.3 ............•••••• 18 MEDIUM DENSE VERY STIFF
- 31 94.9 ........................••• - MEDIUM DENSE VERY STIFF
- 25 76.5 ..................•••• 21 MEDIUM DENSE VERY STIFF
- 11 ft 27 82.6 o.....—....—..••••• 23 MEDIUM DENSE VERY STIFF
- 23 70.4 ..................•• 20 MEDIUM DENSE VERY STIFF
- 24 73.4 ..................••• 20 MEDIUM DENSE VERY STIFF
- 12 ft 28 85.7 ..................•••••• 24 MEDIUM DENSE VERY STIFF
- 38 116.3 ..............................••• - DENSE HARD
- 50 153.0 ....................................... _ DENSE HARD
- 4 m 13 ft
WILDCATALS
41
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
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. 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, infiltration potential and so forth. The results are presented in this Appendix.
42
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
2017
S011test
farm consultants, inc.
2017 IM OrVgo Dr..Aluww Lake.Vlt Wpr •—koauesdab mn i000''eio:�
Oulu:7M 7iSA621 fn:7p 70SOIt4 1�1764t 6ii
MATERIALS TESTING Date Received: 8/10/2018
777 CHRYSLER DR Grower: 18B054-04-ARLINGTON MIX
Sampled Bv:
Burlington, WA 98233 Field: B18-0688 TP-10.5FT
Laboratory#: 518-13257 Customer Account#:
Soil Test Results Customer Sample ID:
Cation Exchange CEC meq/100g 13.1 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): 8.8 W
Materials Testing & Consulting,Inc. Lab Sample: TP-1 @ 0.5' FIGURE
777 Chrysler Drive Arlington Mixed Use Geotech
Burlington, WA 98233 16612 51"Ave NE 4
Arlington,WA
43
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
Sieve Report
Project:Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D-2487 Unified Soils Classification System
Project#: 18BO54-04 Sampled By: C.Dimitroff SM,Silty Sand
Client:BYK Construction Date Tested: 13-Aug-18 Sample Color: ACCREOITEDI
Source: TP-1 @ 1.3' Tested By:A.Eifrig brown c.kancseoo,.,easo:
Sam le#: B18-0689
ASTM D-2216,ASTM D-2419 ASTM D-4318 ASTM D-5821
Do)=0.013 mm %Gravel=2.00/6 Coeff.of Curvature,Cc=0.92
Specifications Dog)-0.026 mm %Sand=69.5% Coeff.of Uniformity,Cu=11.58
No Specs D(1s)=0.040 nun %Silt&Clay=28.5% Fineness Modulus=1.46
Sample Meets Specs?N/A D(,g)=0.086 mm Liquid Link=n/a Plastic Lgnit=n/a
D(sg)=0.232 mm Plasticity Index=n/a Moisture%,as sampled=8.1%
D(6,)=0.305 turn Sand Equivalent=n/a Req'd Sand Equivalent=
D(yg)=1.611 turn Fracture%,1 Face=n/a Req'd Fracture%,1 Face=
Dust Ratio- 19/51 Fracture%,2+Faces=n/a Re'd Fracture%,2+Faces=
ASTM C-136 ASTM D-6913
Actual Interpolated
GremB.Distr3utrov
Cumulative Cumulative
Sieve Size Percent Percent Specs Specs
•s�- e
:a
US Metric Passma Passina I Max Min
12.00" 300.00 1000/0 100.00/0 0.0% -i •�,�'!jib�' ""10.00" 250.00 1000/1 100.00/1 0.0% 111 i i N Hill'ill i i
8.00" 200.00 100°/ 100.0% 0.0% 90% -r •• •- -^i i;i i
6.00" 150.00 100% 100.00/ 0.0%
-- '
4.00" 100.00 100% 100.000 0.0% _ !
.N.; ------- -- -- ------ o�.ii
3.00" 75.00
1000/ 100.0% 0.0% Hi: i
.
2.50" 63.00 100% 100.00/ 0.0
2.00" 50.00 100% 100.0% 0.0% 70% - i- =w;:-1 ------- - -- ---- -------- or.
1.75" 45.00 100% 100.00/ 0.0% i'li• 'I liiii i i i
I lunll I ;
1.50" 37.50 100% 100.0% 0.0%
1.25" 31.50 100% 100.0% 0.0% cox -+- ;; ;.;.;_._*_ - ,..�.��__i_ ..._`*` --?------ --- ----- o},
ii
1.00" 25.00 t00% 1oo.oei 0.0%
3/4" 19.00 100% 100.0% 0.0% _ ! i• i i -- ,o.o�.
5/8" 16.00 100% 100.0% 0.0% ;
1/2" 12.50 100% 100% 100.0% 0.0%
3/8 9.50 99/ 99/ 100.0°/ 0.0/ � <oM -•-----..,- -----ary-�-*- -¢
.-, -!---- I,+i+r-:-�--+J�,'�.°--!-----:.!J-;-�-'-'----
Mi
1/4" 6.30 98% 100.00/ 0.0%
44 4.75 98% 98% 100.00/ 0.0%
48 2.36 95% 100.00/ 0.0% ,ox -t-----.isil- i,--'--- ';-----;i3�--' •••-i- ' ;o.o�
#10 2.00 940/6 94% 100.0°/ 0.0% Tlk I I iiii;;
#16 1.18 85% 100.00/ 0.0%
#20 0.850 81% 100.01% 0.0%
#30 0.600 78% 100.01% 0.0%
t •• f ! ! i i }ii-Fi-1-t_ _____H}i-}-l_1___1____ ro.o9:#40 0.425 76% 76% 100.00/0 0.0%
#50 0.300 59% 100.01/0 0.0
#60 0.250 52% 100.0% 0.0% j
AM
os oo ,,,, �o.000,,, �.000,•, o.r.,,•„ oo�o•,,,
#80 0.180 43% 100.0% 0.0%
r .000 00
#100 0.150 39% 100.0% 0.0%
#140 0.106 33% 100.0% 0.0%
#170 0.090 31% 100.00/ 0.0%
#200 0.075 28.5% 28.5% 100.00/ 0.0% �"_�__ -M=•r==• -�+ " -•-�_��"_
Copyright j8peare Engineenng&Technical Services PS,1996-98
All results apply onlyto actual locations and materials tested.As a mutual protection[o clients,the public antl ourselves,all reports are submittetl as[he confidential property of clients,and authorization for publication of statements,conclusions....tracts from or regarding our
reports is reserved pending our wrltlen approval.
Comments:
Reviewed by:
Megban Blodgett-Carrillo
Materials Testing & Consulting, Inc. Lab Sample: TP-1 @ 1.3' FIGURE
777 Chrysler Drive Arlington Mixed Use Geotech c
Burlington, WA 98233 16612 5 Pt Ave NE J
Arlington, WA
44
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
Hydrometer Report
Project: Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D 2487 Soils Classification
Project#: 18B054-04 Sampled By: C.Dimitroff SM,Silty Sand
Client: BYK Construction Date Tested: 13-Aug-18 Sample Color
Source: TP-1 @ 1.3' Tested By: M.Carrillo brown
Sample#: B18-0689
ASTM D-422,HYDROMETER ANALYSIS ASTM C-136
Assumed Sp Gr: 2.70 Sieve Analysis
Sample Weight: 100.22 grams Grain Size Distribution
Hydroscopic Moist.: 1.75% Sieve Percent Soils Particle
Adj.Sample Wgt: 98.50 grams size Passing Diameter
ACCREDITEDI 3.0" l00% 75.000 mm
Hydrometer CeNiratii 13 .01.IM.02 2.0" 100% 50.000 mm
Reading Corrected Percent Soils Particle 1.5" 100% 37.500 mm
Minutes Reading Passing Diameter 1.25" 100% 31.500 nun
2 14.5 13.8% 0.0356 mm 1.0" 100% 25.000 nun
5 11 10.4% 0.0229 mm 3/4" 100% 19.000 mm
15 8 7.6% 0.0134 mm 5/8" 100% 16.000 mm
30 6.5 6.2% 0.0096 mm 1/2" 100% 12.500 mm
60 5 4.7% 0.0068 mm 3/8" 99% 9.500 mm
250 2 1.9% 0.0034 mm 1/4" 98% 6.300 mm
1440 1 0.9% 0.0014 mm #4 98% 4.750 mm
#10 94% 2.000 mm
%Grave1: 2.0% Liquid Limit:n/a #20 81% 0.850 mm
%Sand: 69.5% Plastic Limit:n/a #40 76% 0.425 mm
%Silt: 25.3% Plasticity Index:n/a #100 39e/ 0.150 mm
%Clay: 3.2% #200 28.5% 0.075 mm
Silts 28.1% 0.074 mm
19.2% 0.050 min
9.6% 0.020 mm
Clays 3.2% 0.005 mm
1.2% 0.002 nun
Colloids 0.7% 0.001 mm
USDA Soil Textural Classification
Particle Size
%Sand: 2.0-0.05 mm
%Silt: 0.05-0.002 mm
%Clay: <0.002 mm
USDA Soil Textural Classification
r #NAME?
All results apply only to actual locations and materials tested.Asa mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of
statements,conclusions or extracts from or regarding our reports is reserved pending our written approval.
Comments:
�0 y A/w
Reviewed by:
Meghan Blodgett-Carrillo
Materials Testing & Consulting, Inc. Lab Sample: TP-1 @ 1.3' FIGURE
777 Chrysler Drive Arlington Mixed Use Geotech
Burlington, WA 98233 16612 51st Ave NE
Arlington, WA
45
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18B054-04
PAPdloaeditdJi ' °p1••••�°••
JIS011test 2017
farm consultants, inc. 4k
2017 xeriDrppsDr..Yos.suAs.MaNt�t •rww.swuse.b.com PanKvat"e
any.:tsa ia.iw -r..:sa iascn -�roo�ia-aa Le°°`° •
MATERIALS TESTING Date Received: 8/10/2018
777 CHRYSLER DR Grower: 18B054-04-ARLINGTON MIX
Sampled BV:
Burlington, WA 98233 Field: B18-0689 TP-1 1.3FT
Laboratory#: 518-13258 Customer Account#:
Soil Test Results Customer Sample ID:
Cation Exchange CEC meq/100g 10.3 pH 1A
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): 5.5 %:
Materials Testing & Consulting, Inc. Lab Sample: TP-1 @ 1.3' FIGURE
777 Chrysler Drive Arlington Mixed Use Geotech
Burlington, WA 98233 16612 51"Ave NE 7
Arlington, WA
46
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
Sieve Report
Project:Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D-2487 Unified Soils Classification System
Project#: 18B054-04 Sampled By: C.Dimitroff SP-SM,Poorly graded Sand with Silt
Client: BYK Construction Date Tested: 13-Aug-18 Sample Color: "ACCREDITED
Source: TP-1 @ 2.2' Tested By:A.Eifrig brown c.�a�1sao1 txnor
Sam le#: B18-0690
ASTM D-2216,ASTM D-2419,ASTM D-4318,ASTM D-5821
D(,)=0.058 mm %Gravel=2.6% Coeff.of Curvature,Cc=1.04
Specifications D(,g)=0.154 nan %Sand=90.9% Coeff.of Uniformity,Cc=2.67
No Specs D(,$)=0.180 mm %Silt&Clay=6.5% Fineness Modulus=2.16
Sample Meets Specs?N/A D(,g)=0.257 mm Liquid Lint=n/a Plastic Lrtnit=n/a
1),,n=0.359 mm Plasticity Index=n/a Moisture%,as sampled=9.0%
D(6,)=0.411 mm Sand Equivalent=n/a Req'd Sand Equivalent=
D(,g)=1.673 tmn Fracture%,1 Face=n/a Req'd Fracture%,1 Face=
Dust Ratio= 3/29 Fracture%,2+Faces=n/a Re'd Fracture%,2+Faces=
ASTM C-136 ASTM D-6913
Actual Interpolated
Cumulative Cumulative ca s�n�twmaa o,
Sieve Size Percent Percent Specs Specs
US Metric Passing Passing Max Min _- 'ur-T_•_,___t____ , 11
12.00" 300.00 100% 100.0% 0.0% iiiiii i I----Iliiii
10.00" 250.00 100% 100.0% 0.0%
8.00" 200.00 1001/6 100.00/ 0.0% '°_ --+------rl- nl imrirl-t--t--- �R�+i---i---•,:ill ;
6.00" 150.00 100/ 100.01/0 0.0%
4.00" 100.00 100/ 100.00/0 0.0%
3.00" 75.00 1000/0 100.00/0 0.0% j - -
2.50" 63.00 100% 100.00/0 0.0%
________ . u 2.00" 50.00 100% 100.0% 0.0% var 0.,1.75" 45.00 100% 100.00/ 0.0
1.50" 37.50 100% 100.00/ 0.0% i
M::
1.25" 31.50 100% 100.01% 0.0% .it c x
1.00" 25.00 100% 100% 100.00/ 0.0%
3/4" 19.00 98% 98% 100.00/ 0.0%
iii i-r-i-
i till_tt___'___ __s__'''+4+i L4H_I_L_i-{___- SO.On X
5/8" 16.00 98% 100.0% 0.0% sot: - -___'. ! , ' _yiL- a_ _+__-. . ;
1/2" 12.50 98% 98% 100.011/ 0.0% Mill i
3/8" 9.50 98% 98% 100.01% 0.0% ---- - -- ------ --- ----- oe
1/4" 6.30 97% 100.0% 0.0% - T::
#4 4.75 97% 97% 100.0% 0.0% ;!! ;� ! Hri
., ..- .
#8 2.36 97% 100.0% 0.0% - - --- �'- "� --�---- 0'°
#10 2.00 97% 97% 100.01/0 0.0% i
#16 1.18 79% 100.01% 0.0%
a0x - -' ---- -------- -------- 0r°
#20 0.850 72% 100.0°/ 0.0%
#30 0.600 67% 100.000 0.0%
t
t t
#0 0.300 63% 38% 100.00/ 0.0% --� r'
0 rrr+--+-0 1 1�-----
#60 0.250 29% 100.0% 0.0%
100111I oio 1 o III
#80 0.180 15% 100.0% 0.0% °M 1000 *-too
�
#100 0.150 90/ 90/ 100.0% 0.0% ,oa
#140 0.106 80/1 100.00/0 0.0%
#170 0.090 7% 100.00/0 0.0%
#200 0.075 6.5% 6.5% 100.00/0 0.00/0 . �•=yea -Mox On==s -mh sevos �,,...,a.,.....
Copyright Spears Engineering&Technical Services PS,1996-98
All results apply only to acW,l location,antl materials test,d As a mutual protection to 0-ts,the public and ourselves,all reports arc subrld,d as the confid-tial properly of clients,and authorization for publication of statements,conclusions or extracts from o,regarding our
reports is re-d p,,ding our wriaen approval.
Comments:
Reviewed by:
Meghan Blodgett-Carrillo
Materials Testing & Consulting, Inc. Lab Sample: TP-1 @ 2.2' FIGURE
777 Chrysler Drive Arlington Mixed Use Geotech Q
Burlington, WA 98233 16612 51st Ave NE U
Arlington, WA
47
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
Sieve Report
Project:Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D-2487 Unified Soils Classification System
Project#: 18BO54-04 Sampled By: C.Dimitroff SP-SM,Poorly graded Sand with Silt
Client:BYK Construction Date Tested: 13-Aug-18 Sample Color: ACCREDITED
Source: TP-2 @ 2.0' Tested By:A.Eifrig reddish-brown c. O uual MV
Sam le#: B18-0691
ASTM D-2216,ASTM D-2419,ASTM D-4318,ASTM D-5821
D(5)=0.045 mm %Gravel=2.9% Coeff.of Curvature,Cc=1.42
Specifications D(,g)=0.090 mm %Sand=88.81% Coeff.of Uniformity,Cu=4.33
No Specs D(,$)=0.133 mm %Silt&Clay=8.3% Fineness Modulus=2.00
Sample Meets Specs?N/A D(,g)=0.223 mm Liquid Lrtnit=n/a Plastic Limit=n/a
D(s,)=0.334 mm Plasticity Index=n/a Moisture%,as sampled=9.7%
Debg)=0.389 mm Sand Equivalent=n/a Req'd Sand Equivalent=
D(yg)=1.774 mm Fracture%,1 Face=n/a Req'd Fracture%,1 Face=
Dust Ratio= 1/8 Fracture%,2+Faces=n/a Re'd Fracture%,2+Faces=
ASTM C-136 ASTM D-6913
Actual Interpolated
Gn m Six Distnbutro n
Cumulative Cumulative
Sieve Size Percent Percent Specs Specs r e =me
US Metric Passing Passing Max Min 'I• i It l*f-� *�;'
"Aft ITT'T•I-TI--•I-
, ---t---- ��.
----� -t-)
12.00" 300.00 100/ ]00.0°/ 0.0% I I NI I
10.00 250.00 100°/ 100.00/ 0.0/ , ' i ii i Il l I
Nil , I
8.00" 200.00 1001% 100.01% 0.0% '°°° -- .-.-,- - Mi 7--1- '-rT7--i---- -------- -------- °.e
6.00" 150.00 100/ 100.01% 0.0%
4.00" 100.00 1000/0 100.01% 0.0%
1 11 1 1 1 111
3.00" 75.00 1000/0 100.00/0 0.0%
2.50" 63.00 100% 100.00/0 0.0% ilj!i!
2.00" 50.00 100% 100.01% 0.0% ._.__.____ y{}r_t_______
1.75" 45.00 100% 100.0% 0.0% 70%
1.50" 37.50 100% 100.00/ 0.0%
1.25" 31.50 100% 100.01% 0.0% - _ '----,-"t'.
I 6°•
1.00" 25.00 100% 100% 100.00/ 0.0%
3/4" 19.00 100% 100% 100.00/ 0.0%
5/8" 16.00 99% 100.01% 0.0%
1/2" 12.50 99% 99% 100.00/ 0.0%
3/8" 9.50 99% 99% 100.00/1 0.0% a°v -4�-----i14!- i------ii: l-i-------Tm!^!- -1------:Jla'-+-T--i----- --- ------ 0%.
1/4" 6.30 98% 100.0% 0.0% !i
ii
#4 4.75 97% 97% 100.0% 0.0%
#8 2.36 94% 100.01/0 0.0% 30w -i- ;;rrir int i-H-------'�Ia I-
I----- - -- ----- --- ----
#10 2.00 94% 94% 100.0% 0.0%
#16 1.18 80% 100.0% 0.0% ! !!!! ! ! _ ;; !1_i_i•
- y�;-;- �;•,'- ��--�I'�,'�,'�, •i••i-i -- z 0%
#20 0.850 74% 100.00/ 0.0% j
#30 0.600 70% 100.00/ 0.0% ! ;I-I - -)
u
e i' \'iiii
66 , i ���
#0 0.300 % 44% 100.00/1 0.0% f°x ------{iti-i-1,- 'r ;-
#60 0.250 35% 100.00/1 0.0%
#80 0.180 22% 100.01% 0.0% °M 100.!01011 111 1 �0dL0iin
i 1 1 '0010
#100 0.150 17% 17% 100.00/ 0.0% 111I I I 1 IIII I I I I III I I I I I
°
#140 0.106 12% 100.0% 0.0%
#170 0.090 10% 100.00/0 0.0%
#200 0.075 8.3% 8.3% 100.00/0 0.0%
Cop ri ht Spears En in.ring 8 T.chniwl Services PS,1996-98
All results apply only to actual locations and materials test,d,As a mutual protection to clients,the public antl ourselves,all reports are suMl,d as the confid,,tlal property of clients,antl authorization for publication of statements,conclusions or extracts from or regarding our
reports is reserved pending our wntten approval.
Comments:
Reviewed bv:
Meghan Blodgett-Carrillo
Materials Testing & Consulting, Inc. Lab Sample: TP-2 @ 2.0' FIGURE
777 Chrysler Drive Arlington Mixed Use Geotech
Burlington, WA 98233 16612 51St Ave NE
Arlington, WA
48
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
Sieve Report
Project:Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D-2487 Unified Soils Classification System
Project#: 18B054-04 Sampled By: C.Dimitroff SM,Silty Sand
Client:BYK Construction Date Tested: 13-Aug-18 Sample Color: ACCREDITED
Source: TP-4 @ 1.8' Tested By:A.Eifrig brown calso.•1x�a1 two:
Sam le#: B18-0692
ASTM D-2216,ASTM D-2419,ASTM D-4318,ASTM D-5821
D(s)=0.008 mm %Gravel=2.00/ Co,ff.of Curvature,Cc=0.85
Specifications Dpg1=0.015 tutu %Sand=48.0% Coeff.of Uniformity,Cc=10.54
No Specs Dp51=0.023 tutu %Silt&Clay=50.0% Fineness Modulus=0.83
Sample Meets Specs?N/A Dtsg1=0.045 turn Liquid Lnnit=n/a Plastic Limit=n/a
Dt501=0.075 mm Plasticity Index=n/a Moisture%,as sampled=31.3%
Dt6g1=0.158 mm Sand Equivalent=n/a Req'd Sand Equivalent=
D1gg1=0.407 tmn Fracture%,1 Face=n/a Req'd Fracture%,1 Face=
Dust Ratio= 45/83 Fracture%,2+Faces=n/a Re'd Fracture%,2+Faces=
ASTM C-136 ASTM D-6913
Actual Interpolated
Cumulative Cumulative cams �titwmmn
Sieve Size Percent Percent Specs Specs
US Metric passingPassingMax Min "
N • !ii!iii
12.00" 300.00 100% 100.0% 0.0%
^r !T.y 4..'a...a,
goo°�suF.a-�4rrya a .+-
10.00" 250.00 100% ]00.0% 0.0% '�"f+i:,
8.00" 200.00 1001/6 100.01/6 0.0% '° --+-----iImmix--------- --------- --------- 0.e
6.00" 150.00 1000/0 100.00/1 0.0%
4.00" 100.00 1000/0 100.00/0 0.0%
i_
3.00" 75.00 1000/0 100.00/0 0.0%
2.50" 63.00 100% 100.00/0 0.0%
2.00" 50.00 100% 100.01% 0.0% !. !.i.i�'•;--- -------- --- ----- ow
1.75" 45.00 100% 100.00/ 0.0% ! ! t
1.50" 37.50 100% 100.00/ 0.0%
1.25" 31.50 100% 100.01% 0.0%
1.001, 25.00 100% 100.0% 0.0%
!iiiiii ! -- -- `',
3/4" 19.00 100% 100.0% 0.0% M 50% 1----!iHt!t'--!-----�,1i ! i i i•:I lullll
- .,, ,, , 0
5/8" 16.00 100% 100.0°/ 0.0% lla l l l ; I •1:11-�+-! '� I
1/2" 12.50 100% 100% 100.0% 0.0%
3/8" 9.50 99% 99% 100.0% 0.0% i i ----- -- ----- --- ----- 0%
sow II - -rrr-T---
1/4" 6.30 98% 100.0% 0.0% tH
#4 4.75 98% 98% 100.01% 0.0%
#8 2.36 97% 100.01% 0.0% ----- --- -----
#10 2.00 96% 96% 100.01% 0.0%
#16 1.18 94% 100.00/1 0.0%
#20 0.850 93% 100.00/ 0.0%
930 0.600 93% 100.00/ 0.0%
#40 0.425 92% 92% 100.00/ 0.0% low -4------i44k-i-4----44i4+4__ LIL4ai-'-------4ii-'ri-i-+-- ---li4144 t s ri--r--
#50 0.300 77% 100.000 0.0%
#60 0.250 71% 100.00/ 0.0%
#80 0.180 63% 100.00/ 0.0% ow loo.000 lo.000 l.000 o.loo o.olo o.00l
#100 0.150 59% 100.01% 0.0%
#140 0.106 54% 100.00/0 0.0%
#170 0.090 52% 100.01/0 0.00/0
#200 0.075 50.01/o 50.01/o 100.00/0 0.00/0 . sK..se=a --M•x x==s -n7h so=== as"�e Iwo•
Copyri ht Spears Engineedn &Technical Services PS,1995-98
All results apply only to actual locations and materials tested.As a mutual protection to clients,the public and ourselves,all reports are submided as the confidential property of clients,and authodzation for publication of statements,contusions or ezbacts from or regarding our
reports m reserved pending our wdaen approval.
Comments:
Reviewed by:
Meghan Blodgett-Carrillo
Materials Testing & Consulting, Inc. Lab Sample: TP-4 @ 1.8' FIGURE
777 Chrysler Drive Arlington Mixed Use Geotech
Burlington, WA 98233 16612 51St Ave NE 1
Arlington, WA
49
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
Hydrometer Report
Project: Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D 2487 Soils Classification
Project#: 18B054-04 Sampled By: C.Dimitroff SM,Silty Sand
Client: BYK Construction Date Tested: 13-Aug-18 Sample Color
Source: TP-4 @ 1.8' Tested By: M.Carrillo brown
Sam le#: B18-0692
ASTM D-422,HYDROMETER ANALYSIS ASTM C-136
Assumed Sp Gr: 2.70 Sieve Analysis
Sample Weight: 100.82 grams Grain Size Distribution
Hydroscopic Moist.: 1.76% Sieve Percent Soils Particle
Adj.Sample Wgt: 99.08 grams Size Passing Diameter
ACCREDITED 3.0" 100% 75.000 mm
Hydrometer C;iirfitc1ei136601,136602 2.0" 100% 50.000 mm
Reading Corrected Percent Soils Particle 1.5" 100% 37.500 mm
Minutes Reading Passing Diameter 1.25" 100% 31.500 mm
2 22.5 21.7% 0.0339 turn 1.0" 100% 25.000 mm
5 13.5 13.0% 0.0226 mm 3/4" 100% 19.000 mm
15 8 7.7% 0.0134 mm 5/8" 100% 16.000 tutu
30 6 5.8% 0.0096 turn 1/2" 100% 12.500 mm
60 4.5 4.3% 0.0069 mm 3/8" 990/ 9.500 mm
250 1 1.0% 0.0034 tutu 1/4" 98% 6.300 tutu
1440 1 1.0% 0.0014 tutu #4 98% 4.750 tutu
#10 96% 2.000 mm
%Gravel: 2.01/6 Liquid Limit:n/a #20 93% 0.850 tutu
%Sand: 48.0% Plastic Limit:n/a #40 92% 0.425 >nm
%Silt: 47.4% Plasticity Index:n/a #100 59"/ 0.150 tutu
%Clay: 2.5% #200 50.0% 0.075 from
Silts 49.3% 0.074 from
32.8% 0.050 mm
11.5% 0.020 mm
Clays 2.5% 0.005 mm
1.00/ 0.002 mm
Colloids 0.7% 0.001 mm
USDA Soil Textural Classification
Particle Size
%Sand: 2.0-0.05 mm
%Silt: 0.05-0.002 nun
%Clay: <0.002 mm
USDA Soil Textural Classification
#NAME?
All results apply only to actual locations and materials tested.As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of
statements,conclusions or extracts from or regarding our reports is reserved pending our written approval.
Comments:
Reviewed by:
Meghan Blodgett-Carrillo
Materials Testing & Consulting, Inc. Lab Sample: TP-4 @ 1.8' FIGURE
777 Chrysler Drive Arlington Mixed Use Geotech
Burlington, WA 98233 16612 5 1"Ave NE 11
Arlington, WA
50
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18B054-04
PAPAuareditd — ' er.rrn weor.
S011test 20/7
farm consultants, inc.
2017 z.n orgy.o-..uo...u...w.war rrw..ae..mo,cam ?noro°�o:re
om.:iw.ranur r...so.town. wo re4ia:
MATERIALS TESTING Date Received: 8/10/2018
777 CHRYSLER DR Grower: 18BO54-04-ARLINGTON MIX
Sampled By:
Burlington, WA 98233 Field: B18-0692 TP-4 1.8FT
Laboratory#: 518-13259 Customer Account#:
Soil Test Results Customer Sample ID:
Cation Exchange CEC meq/100g 10.3 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): 5.2 %:
Materials Testing & Consulting, Inc. Lab Sample: TP-4 @ 1.8' FIGURE
777 Chrysler Drive Arlington Mixed Use Geotech
Burlington, WA 98233 16612 5 1"Ave NE 12
Arlington, WA
51
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
Sieve Report
Project:Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D-2487 Unified Soils Classification System
Project#: 18BO54-04 Sampled By: C.Dimitroff SP,Poorly graded Sand
Client: BYK Construction Date Tested: 13-Aug-18 Sample Color: ACCREDITED
Source: TP-4@4.0' Tested By:A.Eifrig grayish-brown c.K..cseoo,.,easo:
Sam le#: B18-0693
ASTM D-2216 ASTM D-2419 ASTM D-4318 ASTM D-5821
D1,,=0.089 min %Gravel=6.0% Coeff.of Curvature,Cc=1.04
Specifications Dtlp,=0.147 min %Sand=90.2% Coeff.of Uniformity,CG=2.59
No Specs D(,,)=0.172 nun %Silt&Clay=3.8% Fineness Modulus=2.11
Sample Meets Specs?N/A D(,g)=0.241 min Liquid Limit=n/a Plastic Lnnit=n/a
Dlyg1=0.334 min Plasticity Index=n/a Moisture%,as sampled=18.8%
Dien)=0.380 min Sand Equivalent=n/a Req'd Sand Equivalent=
Dlyo1=1.883 min Fracture%,1 Face=n/a Req'd Fracture%,1 Face=
Dust Ratio- 2/37 Fracture%,2+Faces-n/a Req'd Fracture%,2+Faces-
ASTM C-136 ASTM D-6913
Actual Interpolated
Greco Bea Distr3utron
Cumulative Cumulative
e
Sieve Size Percent Percent Specs Specs _ _ _- e$e e8g
US Metric Passin Passin Max Min o m ,77.'• -,-.-,
'��N m „•,
12.00" 300.00 100% ]00.0% 0.0% ♦t♦ � I"'�. ,•• ,,
10.00" 250.00 1000/1 100.00/1 0.0%
I
__-- -----
0 !! 'i
8.00" 200.00 100% 100.0% 0.0%
6.00" 150.00 100°/ ]00.0°/ 0.0% i !ii i
4.00" 100.00 1000/ 100.00/ 0.0% _-- i i
e"x --i- -i--'--^(:i: ------ -- ----- -- ------ ox
3.00" 75.00 100% 100.0% 0.0%
2.50" 63.00 100% 100.00/ 0.0% I,
2.00" 50.00 100% 100.00/ 0.0% -_ --- o..
I.. . ---
iiii i•iii •
1.75" 45.00 100% 100.00/ 0.0
1.50" 37.50 100% 100.01% 0.0
1.25" 31.50 100% 100.01% 0.0% sax -+, ;; ,, , ;,;,;,,,*_�- !,i.i•`------ - -- ------- --- ---- o�.
1.00" 25.00 100% 100% 100.0% 0.0
3/4" 19.00 100% 100% 100.0% 0.0%
sox _4______}4i+i-}_4 1 f fii}_4._'_.___•
1
5/8" 16.00 99% 100.0% 0.0%
1/2" 12.50 99% 99% 100.00/1 0.0%
3/8" 9.50 97% 97% 100.00/ 0.0% 4. -i- - --MI-1-1 ------ - -- ---- --------- o�.-
1/4" 6.30 95% 100.0°/ 0.0% TM
!
'iiiiiiii
#4 4.75 94% 94% 100.0°/ 0.0% I, I,
#8 2.36 92% 100.00/ 0.0% ,ox -i- ;r•- ';:�:�;..i:_ ..._.;_._-_:_ _.».-!- 1 o�
#10 2.00 92% 92% 100.00/ 0.0% i
#16 1.18 80% 100.01% 0.0% _
#20 0.850 76% 100.01% 0.0% ! ----+""- ! ! jl i! !; !
0 '}H_ ___ .. • IkH_+_}_l.__1____ .•2
#0 0.00 4 3 100.0
70% % % 0.0% 'i!!!-tt-f-1--'-- ++
Fi-}------!,
5 3 ' +--+---- ioa
#80 0.180 17% 100.0% 0.0% o� ,00.oao ,o.aoo ,.000 .-0 o(n .
#100 0.150 100/ 100/ 100.0% 0.0%
#140 0.106 61% 100.0% 0.0%
#170 0.090 5% 100.00/ 0.0%
#200 0.075 3.81/. 3.8% 100.0% 0.0% �"_�__ -M=•r==• -�+�sP= -•-�_��"_
Copyright iSpeans Engineedng&Technical Services PS,1996-98
All results apply only to actual locations and materials tested.As.....protection[o Gients,the public antl ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements,conclusions or extracts from or regarding our
reports Is reserved pending our wriaen approval.
Comments:
Reviewed by:
Meghan Blodgett-Carrillo
Materials Testing & Consulting, Inc. Lab Sample: TP-4 @ 4.0' FIGURE
777 Chrysler Drive Arlington Mixed Use Geotech
Burlington, WA 98233 16612 5 Pt Ave NE 13
Arlington, WA
52
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
Sieve Report
Project:Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D-2487 Unified Soils Classification System
Project#: 18B054-04 Sampled By: C.Dimitroff SP,Poorly graded Sand
Client:BYK Construction Date Tested: 13-Aug-18 Sample Color: ACCDIED
Source: TP-5 @ 2.0' Tested By:A.Eifrig brown FA-CC-RE D-1 T E_
Sam le#: B18-0694
jillff ASTM D-2216,ASTM D-2419,ASTM D-4318,ASTM D-5821
D(,)=0.095 mm %Gravel=12.20/, Coeff.of Curvature,Cc=0.56
Specifications Dpg1=0.165 mm %Sand=83.9% Coeff.of Uniformity,Cc=6.93
No Specs Dt151=0.206 mm %Silt&Clay=3.9% Fineness Modulus=2.99
Sample Meets Specs?N/A Dt311=0.327 mm Liquid Lnnit=n/a Plastic Limit=n/a
Dtsg1=0.744 mm Plasticity Index=n/a Moisture%,as sampled=5.6%
Dt6g1=1.147 mm Sand Equivalent=n/a Req'd Sand Equivalent=
D1gg1=6.845 tmn Fracture%,1 Face=n/a Req'd Fracture%,1 Face=
Dust Ratio= 5/54 Fracture%,2+Faces=n/a Re'd Fracture%,2+Faces=
ASTM C-136 ASTM D-6913
Actual Interpolated
Cumulative Cumulative cams �titwmmn
Sieve Size Percent Percent Specs Specs
US Metric passing Passing Max Min ,re•n�u� "'""1 f '
12.00" 300.00 100% 100.0% 0.0% � ;•i
10.00" 250.00 100% ]00.0% 0.0% i ",;;; I I 'lii '-�-r ���ii i
8.00" 200.00 100% 100.0% 0.0% '°°` - "-�-I- s�r--i--T-- -- --------- --------- °.°
6.00" 150.00 100% ]00.0% 0.0% i I �'
4.00" 100.00 100% 100.0% 0.0% -- -- i�.
3.00" 75.00 100% ]00.0% 0.0% M:; " t
i I I
2.50" 63.00 100% 100.00/0 0.0% j
2.00" 50.00 100% 100.01% 0.0% - rr`'�-'----'r -'r'--'----��•i'•i!, -------- --- ----- os
1.75" 45.00 100% 100.0°/ 0.0%
1.50" 37.50 100% 100.0°/ 0.0
1.25" 31.50 100% 100.00/1 0.0% AHM,- . ii ! ! ! "it._:__:_ ....-r'--'--- ---_----- °s
1.00" 25.00 100% 100% 100.000/ 0.0% P.l i i
iiiiii
3/4" 19.00 96% 96/ 100.0°/ 0.0% a 50Y �'.„{-t-'__t____,��,,,, ' *,
ll:l,,, ' ;;Ill ,
♦ L4H_1_L_i-
5/8" 16.00 95% 100.0% 0.0% � 1,,,,,, ; 1.I I i-+--+--- i
1/2" 12.50 93% 93% 100.0°/ 0.0% Hi
:::: i :1
3/8" 9.50 93% 93% 100.0% 0.0% - - :::
' _ TUT7T-r-7-
- v
1/4" 6.30 89% 100.01% 0.0%
#4 4.75 88% 88% 100.01/6 0.0%
#8 2.36 82% 100.00/0 0.0% ........
#10 2.00 81% 81% 100.01/0 0.0% ''iiii i
#16 1.18 61% 100.01% 0.0%
#20 0.850 53% 100.0°/ 0.0%
#30 0.600 46% 100.01% 0.0% j
o
#60 0.2 ♦�•1:'
50 42% 20°/ 100.0% 0.0% I iu-ry'-i-1,--'---'iri-! i Fi{+--{----l I I!I
#80 0.180 12% 100.0 ,00.o9,,,,,, ,o.m°,,,
% 0.0% pp
#100 0.150 81/. 8% 100.0% 0.0%
#140 0.106 6a/o 100.00/0 0.0%
#170 0.090 5% 100.00/0 0.0%
#200 0.075 3.9% 3.91/o 100.00/0 0.00/0 . sK.e sees -M..space -mh sous as"�e sewn.
Copyright Spears Engineenn a Technical Services PS,1996-98
All results apply only to actual locations and materials tested.As a mutual protection to clients,the public and ourselves,all reports are submided as the confidential property of clients,and authorization for publication of statements,condusions or ezbacts from or regarding our
reports is reserved pending our wnaen approval.
Comments:
Reviewed by:
Meghan Blodgett-Carrillo
Materials Testing & Consulting, Inc. Lab Sample: TP-5 @ 2.0' FIGURE
777 Chrysler Drive Arlington Mixed Use Geotech
Burlington, WA 98233 16612 51St Ave NE 14
Arlington, WA
53
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18B054-04
PAP-Acwwred !Ni 201w„v..
soiltest �7
41 farm consultants, inc.
2017 ifte Dupe.p..Yow L.M..Wa N177 .rww.w.enWD.cam PrtkiPBinq
pmcc rwe 7es-ieu - r,.:ape ios-0eu -�roona-iea .eo,�«
MATERIALS TESTING Date Received: 8/10/2018
777 CHRYSLER DR Grower: 18B054-04-ARLINGTON MIX
Sampled BV:
Burlington, WA 98233 Field: B18-0694 TP-5 2.OFT
Laboratory#: 518-13260 Customer Account#:
Soil Test Results Customer Sample ID:
Cation Exchange CEC meq/100g 3.9 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): 2.5 %:
Materials Testing & Consulting, Inc. Lab Sample: TP-5 @ 2.0' FIGURE
777 Chrysler Drive Arlington Mixed Use Geotech
Burlington, WA 98233 16612 5 1"Ave NE 15
Arlington, WA
54
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
Sieve Report
Project:Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D-2487 Unified Soils Classification System
Project#: 18BO54-04 Sampled By: C.Dimitroff SP,Poorly graded Sand
Client: BYK Construction Date Tested: 13-Aug-18 Sample Color: ACCREDITED
Source: TP-6 @ 3.1' Tested By:A.Eifrig grayish-brown c.�.».1 agog
Sam le#: B18-0695
ir ASTM D-2216 ASTM D-2419 ASTM D-4318 ASTM D-5821
Dt,,=0.097 mm %Gravel=0.5% Coeff.of Curvature,Cc=1.06
Specifications D,,,,-0.138 mm %Sand=97.1% Coeff.of Uniformity,CG=2.52
No Specs D(1s)=0.165 nun %Si@&Clay=2.4% Fineness Modulus=1.73
Sample Meets Specs?N/A DOo1=0.226 nun Liquid Limit=n/a Plastic Lunit=n/a
Dlso>=0.307 mm Plasticity Index=n/a Moisture%,as sampled=14.6%
Dlco>=0.348 mm Sand Equivalent=n/a Req'd Sand Equivalent=
Dtyg1=1.327 mm Fracture%,1 Face=n/a Req'd Fracture%,1 Face=
Dust Ratio= 1/33 Fracture%,2+Faces=n/a Req'd Fracture%,2+Faces=
ASTM C-136 ASTM D-6913
Actual Interpolated
G.m Bea Distrmutrov
Cumulative Cumulative
Sieve Size Percent Percent Specs Specs
US Metric Passma Passma Max Min -__-_ o
12.00" 300.00 100% 100.0% 0.0% 100°r. 'i'1 :a � ,{a -1i(}?!!! ! !!',!
o tr ,.r.
8.00" 200.00 100% 100.00/ 0.0% sox I' _--;- U� r--
10.00" 250.00 100% ]00.0°/ 0.0% I
: I
6.00" 150.00 1000/ 100.0% 0.0% �1 ;
4.00" 100.00 1000/1 100.01% 0.0%
H.,3.00" 75.00 100% 100.0"/ 0.0%
2.50" 63.00 100% 100.00/ 0.0%
2.00" 50.00 100% 100.01% 0.0% vox
- , .� :-.:- ''-�- -; ;•-�-'-- �o.
1.75" 45.00 100% 100.00/ 0.0%
1.50" 37.50 100% 100.0% 0.0
i
1.25" 31.50 100% 100.01% 0.0% sax -+- -- *- - -"'- ---- - -- ------- --- --- or.
1.00" 25.00 100% 100.01% 0.0%
3/4" 19.00 100% 100.0% 0.00/0
sox _{______+41+I-f-+__+_____F4i4+++_{__+____+"}µl++ _{______' ! "
5/8" 16.00 100% 100.0% 0.0%
1/2" 12.50 100% 100% 100.00/1 0.0%
3/8" 9.50 100% 100% 100.00/ 0.0% 4. IF
-;------ii i!-!-'- ---�iii i�l-<-'---- ----- - -- ---- --------- o..
1/4" 6.30TT
100% 100.0% 0.0%
'liiiiii
44 4.75 99% 99% 100.01% 0.0% 'I i i�
,,,;;:
#8 2.36 98% 100.00/ 0.0% -:_ ,. . --�?;'� r?-;
-- -- o
r'----P�:!-i-'I -:I u:�I
#10 2.00 98% 98% 100.00/ 0.0% i
#16 1.18 88% 100.00/ 0.0%
#20 0.850 84% 100.01% 0.0%
#30 0.600 81% 100.01% 0.0% f
1
#0 0.300 79% 48% 100.01/ 0.0% 1 Hill-I ,, ,�
+
#60 0.250 36% 100.00/ 0.0% 111 I""!; ! •,}±!rl!!'--+----,!!I!!!!
;ul!!I :Ill 11
#80 0.180 19% 100.01/. 0.0% o� r00000 ro.000 r.000 o.roo o.oro o.00r
#100 0.150 11% 11% 100.00/1 0.0%
#140 0.106 6% 100.0% 0.0%
#170 0.090 40/ 100.0"/ 0.0%
#200 0.075 2.40/ 2.4% 100.0"/ 0.0% . �•_�__ -M••r==• -�+�sP= -•-�•_��"_
Copyright Spears Engineering&Technical Services PS,1996-98
All results apply only to actual locations and materials tested.As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements,conclusions or extracts from-
fir.. our
reports is r-ad p ending our written approval.
Comments:
Reviewed by:
Meghan Blodgett-Carrillo
Materials Testing & Consulting, Inc. Lab Sample: TP-6 @ 3.1' FIGURE
777 Chrysler Drive Arlington Mixed Use Geotech
Burlington, WA 98233 16612 5 Pt Ave NE 16
Arlington, WA
55
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
PAP-AaWWW
f
11soiltest 2017
farm consultants, inc.
2017 zan onyy.w..■o...�.A..va aaur ww.wasw.e,wm ��;�:�
onk.:Ewa ra•iat: r.,:ea resaau roo�re4iau
MATERIALS TESTING Date Received: 8/10/2018
777 CHRYSLER DR Grower: 18BO54-04-ARLINGTON MIX
Sampled BV:
Burlington, WA 98233 Field: B18-0696 TP-7 0.51FT
Laboratory#: 518-13261 Customer Account#:
Soil Test Results Customer Sample ID:
Cation Exchange CEC meq/100g 17.9 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): 9.8 %:
Materials Testing & Consulting, Inc. Lab Sample: TP-7 @ 0.5' FIGURE
777 Chrysler Drive Arlington Mixed Use Geotech r�
Burlington, WA 98233 16612 5 1"Ave NE 17
Arlington, WA
56
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18BO54-04
Sieve Report
Project:Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D-2487 Unified Soils Classification System
Project#: 18B054-04 Sampled By: C.Dimitroff SP-SM,Poorly graded Sand with Silt
Client: BYK Construction Date Tested: 13-Aug-18 Sample Color: pCCREDITED�
Source: TP-8@4.0' Tested By:A-Eifrig grayish-brown
Sam le#: B18-0697
ASTM D-2216,ASTM D-2419,ASTM D-4318,ASTM D-5821
Dt5)=0.040 mm %Gravel=14.5% Coeff,of Curvature,Cc=0.87
Specifications D(,g)=0.086 man %Sand=76.2% Coeff.of Uniformity,Cu=12.78
No Specs 1)(15)=0.160 mm %Silt&Clay=9.4% Fineness Modulus=2.85
Sample Meets Specs?N/A D(,g)=0.286 mm Liquid Link=n/a Plastic Limit=n/a
1),,W=0.598 mm Plasticity Index=n/a Moisture%,as sampled=10.2%
D(6g)=1.094 mm Sand Equivalent=n/a Req'd Sand Equivalent=
D(gg)=7.814 man Fracture%,1 Face=n/a Req'd Fracture%,1 Face=
Dust Ratio= 115 Fracture%,2+Faces=n/a Re'd Fracture%,2+Faces=
ASTM C-136 ASTM D-6913
Actual Interpolated
cao,sm ootwmaa
Cumulative Cumulative
Sieve Size Percent Percent Specs Specs US Metric Passing Passing Max Min �.1i1 TTM.771t _
__ °
12.00" 300.00 100°/ 100.00/ 0.0%
10.00" 0%250.00 10 100.0% 0.0% `''I
I,!l Hiii
1J1
8.00" 200.00 100°/. 100.0% 0.0% ____
6.00" 150.00 100/ 100.01% 0.0%
In
4.00" 100.00 100/ 100.000/0 0.0%
ttftt
i_
IIIIII
Ill
3.00" 75.00 1000/0 100.00/0 0.0%
2.50" 63.00 100% 100.00/0 0.0% j
2.00" 50.00 100% 100.0"/0 0.0%
70% -� ii'- .ir:i�'�{-------'�'l i l ,
:::J_.1__i_ ..L._:_"--'--- 7-1.•�-i----- . . -
1.75" 45.00 100% 100.0a/ 0.0%
1.50" 37.50 100% 100.0"/ 0.0% LU
! ;::
1.25" 31.50 100% 100.0% 0.0% 60•' --{- i..._'---- ,; ♦ ,;. .__1 LILL i -- ------ °i.
--
1.00" 25.00 100% 100.000/ 0.0%
--- ,
3/4" 19.00 100% 100% 100.0% 0.0% ! Hii
-, ii' 1f o{-{ �-':px III, I , '- ce-
5/8" 16.00 97% 100.01% 0.0% , , >noi,,`•
I.
1/2" 12.50 940/. 94% 100.0"/ 0.0% ��!! !!!!!!
3/8" 9.50 92% 92% 100.01% 0.0% !_--_,ii'_ !----'iiiiii ---- --------- --- ------ °•
a°v ---_..�._ ---
1/4" 6.30 88% 100.0% 0.0%
#4 4.75 86% 86% 100.0"/" 0.0%
#8 2.36 79% 100.0"/" 0.0% J0M - -ii � -i- �I -'--'---- - ----- - -- ----- --- ----- 3 D 0%
#10 2.00 78% 78% 100.0"/6 0.0%
#16 1.18 62% 100.01% 0.0% i _ _ _ !!
#20 0.850 55% 100.0e/ 0.0% i
#30 0.600 50°/ 100.00% 0.0%
#40 0.425 47% 47% 100.00% 0.0% tax --i----{irri+-1,-- iri-,t-{ Fµia}-r-{-----,,,
#50 0.300 32% 100.0"/ 0.0%
#60 0.250 260/, 100.0% 0.0%
#80 0.180 17% 100.0% 0.0% °M too.opo Oboto.poo 8i t.o°o Is o.t°o o.oto
#100 0.150 140/6 140% 100.011 0.0%
#140 0.106 11% 100.0% 0.0%
#170 0.090 10"/0 100.00/0 0.0%
#200 0.075 9.41/o 9.41/6 100.00/1 0.0%
Copyri ht Spears Engineenn &Technical Services PS,1996-98
All results apply only to actual location.end matarlals tested Asa mutual protection to etients,the public and ourselves,all reports arc slb-ttO as the confidential property of clients,and authorization for publication of statements,conclusions or extracts from or regarding our
reports is r -s!pentling our wnaen approval.
Comments:
A
Reviewed by:
Meghan Blodgett-Carrillo
Materials Testing & Consulting, Inc. Lab Sample: TP 8 @ 4.0' FIGURE
777 Chrysler Drive Arlington Mixed Use Geotech Burlington, WA 98233 16612 51s1 Ave NE 18
Arlington, WA
57
Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc.
September 7,2018 Project No.: 18B054-04
F VU'Acoredftd SS011test 2017
farm consultants, inc.
2017 nxe onW.a.ro.w�.k..ra wm •ww..awuW.cw Py
omc.:sa�ia-+eu ru:ea tasou -�eoolta-inu
MATERIALS TESTING Date Received: 8/10/2018
777 CHRYSLER DR Grower: 18B054-04-ARLINGTON MIX
Sampled BY:
Burlington, WA 98233 Field: B18-0697 TP-8 4.OFT
Laboratory#: 518-13262 Customer Account#:
Soil Test Results Customer Sample ID:
Cation Exchange CEC Imeq/100g 4 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): 2.1 %:
Materials Testing & Consulting, Inc. Lab Sample: TP-8 @ 4.0' FIGURE
777 Chrysler Drive Arlington Mixed Use Geotech
Burlington, WA 98233 16612 5 1"Ave NE 19
Arlington, WA
58