HomeMy WebLinkAbout12567-R-GEOT-Hart Crowser-2014-09-26
Geotechnical Recommendations Report
PACCAR Renton Parts
Distribution Center
Renton, Washington
Prepared for
PACCAR
September 26, 2014
17946-01
Contents
INTRODUCTION 1
SITE AND PROJECT DESCRIPTION 2
Site Description 2
Project Description 2
GENERALIZED SUBSURFACE CONDITIONS 2
Site Soils 3
Groundwater 3
SEISMIC DESIGN CONSIDERATIONS 3
Seismic Setting 3
Seismic Design Parameters 4
Geotechnical Hazards - Soil Liquefaction 4
GEOTECHNICAL CONCLUSIONS AND RECOMMENDATIONS 5
General Considerations 5
Site Preparation and Grading 6
Foundation Considerations 7
Settlement Analysis 8
Settlement Analysis Results 8
Final Preload Design and Construction Considerations 9
Settlement Monitoring Program 10
Foundations 11
Permanent Drainage Considerations 12
Perimeter Drains 12
Sub-Slab Drainage 12
Runoff Water 12
Grading and Capping 13
Pavement Subgrade Considerations 13
Structural Fill 13
Use of On-Site Soil as Structural Fill 14
Imported Structural Fill 15
CONSTRUCTION CONSIDERATIONS 15
Temporary Open Cuts 15
Temporary Excavation Dewatering 15
Utility Trenching and Installation Considerations 16
Pipe and Utility Vault Bedding 16
17946-01
September 26, 2014
ii | Contents
Pipe Zone Backfill 16
Utility Trench/Vault Backfill 16
Compaction Equipment 17
RECOMMENDED ADDITIONAL GEOTECHNICAL SERVICES 17
Post-Report Design Services 17
Construction Observation Services 17
FIGURES
1 Vicinity Map
2 Site and Exploration Plan
3 Generalized Subsurface Cross Section A-A’
4 Generalized Subsurface Cross Section B-B’
5 Settlement at end of 6-month preload period
6 Relative settlement at end of 6-month preload period
7 Relative settlement at end of 40-year building design life
8 Relative settlement over time along E-W settlement section line
9 Relative settlement over time along N-S settlement section line
APPENDIX A
Field Exploration Methods and Analysis
APPENDIX B
Laboratory Testing
APPENDIX C
Historical Explorations
ATTACHMENT 1
Cone Penetration Test Data
17946-01
September 26, 2014
Geotechnical Recommendations Report
PACCAR Renton Parts Distribution Center
Renton, Washington
INTRODUCTION
This report presents our geotechnical engineering conclusions and recommendations for the proposed
PACCAR Renton Parts Distribution Center (PDC) to be located on the PACCAR property located at
North Fourth Street and Houser Way North in Renton, Washington. The PDC will be a single-story
structure measuring about 400 feet by 400 feet. This introduction describes the purpose, scope, and
use of this report followed by:
Site and Project Description;
Generalized Subsurface Conditions;
Seismic Design Considerations;
Geotechnical Conclusions and Recommendations;
Construction Considerations; and
Recommended Additional Geotechnical Services.
The purpose of our geotechnical investigation was to assess the subsurface conditions at the site and
provide geotechnical recommendations for the design and construction of the proposed PDC structure
and associated site improvements.
Our scope of work for this study included:
Complete two soil borings ranging from 35 to 55.5 feet deep and nine cone penetrometer test
(CPT) probes near the proposed building location;
Collect soil samples and perform representative laboratory tests;
Prepare boring and CPT logs, including field test results;
Characterize general subsurface soil and groundwater conditions;
Develop seismic parameters for building foundation design, including liquefaction analysis;
17946-01
September 26, 2014
2 | PACCAR Renton Parts Distribution Center
Complete engineering analyses and provide recommendations for design of a preload, structural
and slab-on-grade floor options, pavement subgrade preparation, structural fill, and general
construction recommendations; and
Prepare this geotechnical engineering report.
We completed this work in general accordance with our proposal for geotechnical design services
dated May 7, 2014. This report has been prepared for the exclusive use of PACCAR, Inc., and their
design consultants for specific application to the subject project and site. This study has been
performed in accordance with generally accepted geotechnical engineering practices in the same or
similar localities, related to the nature of the work accomplished at the time the services were
performed. No other warranty, express or implied, is made.
SITE AND PROJECT DESCRIPTION
Site Description
The project site is located at North Fourth Street and Houser Way North in Renton, as shown on the
Vicinity Map (Figure 1). The site is currently unoccupied. The site grade generally ranges from
elevation about 35 to 39 feet, based on topographic information provided by Barghausen, the civil
engineer and surveyor. The building location and site layout are depicted on the Site and Exploration
Plan (Figure 2).
Project Description
Preliminary conceptual plans call for the construction of a single-story structure measuring about 400
by 400 feet, as shown on Figure 2. Preliminary conceptual foundation design plans indicate the
structure will be supported by shallow foundations. Given the susceptibility of the site to liquefaction,
the use of shallow foundations will likely reduce in resilience from a seismic event compared to a more
traditional deep foundation system.
GENERALIZED SUBSURFACE CONDITIONS
Soil conditions interpreted from explorations at the site, in conjunction with soil properties inferred
from field and laboratory tests, formed the basis for the conclusions and recommendations contained
within this report. The specific number, location, and depth of our explorations were selected in
relation to the proposed site features, under the constraints of surface access, underground utility
conflicts, and budget considerations. Appendix A of this report describes our field exploration
procedures, and Appendix B describes our laboratory soil testing procedures.
Our exploration program for this site consisted of advancing two borings and nine CPT probes to a
maximum depth of about 44 feet within the footprint of the proposed building. Figure 2 depicts the
approximate locations of these explorations relative to the existing site features and proposed
development. Figures 3 and 4 depict the interpreted subsurface layers as engineering soil units.
17946-01
September 26, 2014
PACCAR Renton Parts Distribution Center | 3
Several CPTs encountered shallow refusal and were relocated in an attempt to achieve the desired
exploration depth. These CPTs were CPT-102, -104, -105, -107, and -109. Shallow refusal is caused by
hitting an obstruction such as concrete rubble.
The explorations reveal subsurface conditions only at discrete locations across the project site, and
actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations
would not become evident until additional explorations are performed or until construction activities
begin. If significant variations are observed at that time, we may need to modify our conclusions and
recommendations in this report to reflect the actual site conditions.
Site Soils
Based on the site explorations, the upper soil conditions at the site consist of about 40 feet of loose to
medium dense fine silty Sand and soft to stiff sandy Silt with frequent organic material interlayered
with moderately to very highly compressible organic Silt and Peat. Dense to very dense Sand and
gravelly Sand was encountered in our explorations at about 43 feet deep. A more detailed depiction of
these generalized site soil conditions is provided on the boring and CPT probe logs in Appendix A.
Groundwater
The groundwater elevation contour map for the PACCAR site (2006) for the shallow wells indicates
that the groundwater ranges from elevation 35.5 feet (32 feet previous datum) at the northeast
corner of the site and elevation 29.5 feet (26 feet previous datum) at the southwest corner of the site.
The current vertical datum is NGVD 29, with elevations based on lidar topography. We recommend
that a groundwater elevation of 29.5 feet in the southwest corner of the building within the building
footprint, and 35.5 feet in the northeast corner of the property, be used for preliminary planning and
design purposes. A dissipation test completed in CPT-101 in sand measured a groundwater elevation
of about 28 feet.
Groundwater levels presented herein were observed at the times indicated on the boring logs.
Throughout the year, groundwater levels are expected to fluctuate about 2 to 3 feet in response to
changing precipitation patterns, off-site construction activities, changes in site use, or other factors.
SEISMIC DESIGN CONSIDERATIONS
The site is located in a seismically active area. We understand that the seismic design of the proposed
structure will be based on the 2012 International Building Code (IBC). In this section, we describe the
seismic setting for the project site, provide seismic design parameters, and discuss seismically induced
geotechnical hazards.
Seismic Setting
The seismicity of western Washington is dominated by the Cascadia Subduction Zone, in which the
offshore Juan de Fuca plate is subducting beneath the continental North American plate. Three main
types of earthquakes are typically associated with subduction zone environments—crustal, intraplate,
17946-01
September 26, 2014
4 | PACCAR Renton Parts Distribution Center
and interplate earthquakes. The USGS earthquake database used to develop probability based seismic
design parameters include all three types of earthquakes.
Seismic records in the Puget Sound area clearly indicate a distinct shallow zone of crustal seismicity
(e.g., the Seattle Fault) that may have surficial expressions and can extend to depths of up to 25 to 30
km. A deeper zone is associated with the subducting Juan de Fuca plate and produces intraplate
earthquakes at depths of 40 to 70 km beneath the Puget Sound region (e.g., the 1949, 1965, and 2001
earthquakes) and interplate earthquakes at shallow depths near the Washington coast (e.g., the 1700
earthquake with an approximate magnitude of 9.0).
Seismic Design Parameters
The basis of design for the 2012 IBC is the seismic hazard associated with an earthquake with 2
percent probability of exceedance in a 50-year period, which corresponds to an average return period
of 2,475 years. The IBC specifies that design ground motions should be based on the 2008 USGS
Seismic Hazard Maps. Based on the probabilistic seismic hazard deaggregation available on the USGS
website (http://eqhazmaps.usgs.gov/), we recommend the following parameters be used as a basis for
a code-based seismic design for this site (for Site Class B, bedrock):
Maximum Considered Earthquake Spectral Response Acceleration at Short Periods, SS = 1.435 g;
Maximum Considered Earthquake Spectral Response Acceleration at 1-Second Period, S1 =
0.538 g; and
Site Class F.
These bedrock seismic design parameters should be adjusted for site-specific soil conditions using the
IBC Site Class adjustment factors. Based on the presence of liquefiable soils, the project site falls under
Site Class F. However, for structures having a fundamental period of 0.5 second or less, the code
allows the use of a site class as if no liquefaction were expected to occur for purposes of determining
the site-specific spectral response accelerations. Based on the soil conditions in our explorations, we
recommend using Site Class E when adjusting the mapped spectral accelerations provided above.
Geotechnical Hazards - Soil Liquefaction
When cyclic loading occurs during an earthquake, the shaking can increase the pore pressure in loose
to medium dense saturated sand, silt, and certain low-plasticity clay, which results in liquefaction and
temporary loss of soil strength. This can lead to surface settlement, lateral spreading, or slope
displacement, depending on the site-specific topographical conditions.
Given the presence of potentially liquefiable soil conditions in our site explorations, we performed a
site-specific soil liquefaction evaluation using the procedures outlined by Idriss and Boulanger (2008),
based on SPT and laboratory test data. We also evaluated the liquefaction potential using Cliq
software (GeoLogismiki, v. 1.5), based on the Idriss and Boulanger (2008) empirical CPT analysis
procedures. The CPT-based method provides a more layer-specific liquefaction evaluation than the
17946-01
September 26, 2014
PACCAR Renton Parts Distribution Center | 5
SPT-based method because it is based on a continuous subsurface profile rather than discrete SPT soil
samples collected at 2.5- and 5-foot-depth intervals. The advantage of using both methods is that the
soil samples collected in the borings can be tested for a more accurate estimate of the fines content of
the sandy soil layers, which is an important parameter in the analysis.
Based on the results of these analyses, we estimate that liquefaction will likely occur during a design
earthquake within various layers from the top of the groundwater table to between 40 and 70 feet
deep, below which the soil is believed to either be too plastic or too dense to liquefy. The anticipated
post-liquefaction surface settlement for this site is estimated to range from about 3 to 12 inches.
For the liquefaction analysis, we used a USGS-predicted earthquake magnitude (Mw) of 7.00, based on
a 2,475-year seismic event in accordance with the current International Building Code (2012 IBC).
According to the code, sites that are likely to undergo liquefaction during a design-level seismic event
should be identified as Site Class F, which generally requires a site-specific ground motion analysis.
Based on Site Class E soil conditions (soft soil profile), the estimated PGA for the purpose of
liquefaction analysis at this site is 0.55g.
Because there are zones of liquefiable material beneath the site, the building area will undergo some
level of subsidence as a result of liquefaction. Because the depth to groundwater is on the order of
10 feet, the upper soils will not liquefy and will retain their integrity. This means that liquefaction
should not result in a catastrophic collapse of the foundations for the building. The effects of
liquefaction will cause potentially substantial building settlement.
GEOTECHNICAL CONCLUSIONS AND RECOMMENDATIONS
This section of the report presents our conclusions and recommendations for the geotechnical aspects
of building design and site development. Our geotechnical investigation and engineering analysis have
been performed in accordance with generally accepted geotechnical practice. We have developed our
conclusions and recommendations based on our current understanding of the project. If the nature or
location of the project is different than we have assumed, Hart Crowser should be notified so we can
confirm or modify our recommendations.
General Considerations
Most of the areas around the perimeter of the site are expected to remain at roughly the same grades,
with finished floor elevation at 39.5 feet. With a maximum difference of about 3 feet between current
ground surface elevation and planned finished footing elevation, we anticipate up to 3 feet of fill will
be placed above the existing grade in some locations across the site.
In our opinion, based on the assumed building loads, shallow foundations and slabs-on-grade could be
used for support of the building provided that the site is treated to accommodate settlement. Pile
foundations could act to carry the building loads as well, but would be susceptible to differential
stiffness between the pile caps and floor slab, requiring structural connection. A pile foundation is
likely to increase costs significantly.
17946-01
September 26, 2014
6 | PACCAR Renton Parts Distribution Center
To help limit the settlement a shallow foundation system would be susceptible to, we recommend that
a preload and surcharge program be implemented to pre-compress the site soils. Preloading works by
temporarily placing weight on soil in the building area that is approximately equal to the weight of the
building such that the underlying site soils are pre-compressed under this temporary load. The
preload fill is allowed to stay in place long enough for the underlying soils to fully consolidate.
In addition to preloading to accommodate the building weight, we will also need to accommodate the
long-term, time-dependent settlement related to the organic and fine-grained soils at the site. Peat
soils and fine-grained soils will tend to continue to consolidate and settle over time. This time-
dependent portion of settlement can be reduced by placing additional preload weight on the building
area for some period of time. This additional weight is referred to as a “surcharge.”
Given the relatively high groundwater levels, groundwater seepage should be anticipated both as part
of design and during site excavation. We expect that any groundwater within the upper 5 feet below
ground surface (bgs) would be locally perched and the volume of water that will need to be collected
and discharged will be limited and manageable. However, site excavations deeper than about 5 feet
may need more extensive dewatering effort, as described in more detail in Section 6.0.
Site Preparation and Grading
Site preparation should provide a firm and non-yielding subgrade beneath footings, slabs-on-grade,
new structural fill, and pavement sections. Initial site preparation will involve stripping existing
pavement and vegetation, demolishing existing structures, removing existing foundation and floor
elements, and abandoning in place or removing any underground utilities within the new building
area.
Generally, we recommend intercepting and diverting any potential sources of surface or near-surface
water within the construction zones before stripping begins. Because the selection of an appropriate
drainage system will depend on the water quantity, season, weather conditions, construction
sequence, and contractor’s methods, final decisions about drainage systems are best made in the field
at the time of construction. Nonetheless, we anticipate that curbs, berms, or ditches placed along the
uphill side of the work areas will adequately intercept surface water runoff. After surface and
near-surface water sources have been controlled, the construction areas should be cleared and
stripped of all trees, bushes, sod, topsoil, debris, asphalt, and concrete.
The prepared structural or pavement subgrade areas should be observed and approved by the
geotechnical engineer. Generally, visible organic material (sod, humus, roots, and/or other decaying
plant material), debris, and other unsuitable materials should be removed from the subgrade areas.
Removal of these materials should be completed before placement of the preload fill. The prepared
subgrade should be inspected for soft areas, if necessary, by proof-rolling with a fully loaded tandem-
axle dump truck. Any identified soft areas should be overexcavated to firm subgrade under the
supervision of a qualified inspector and backfilled with properly compacted structural fill.
17946-01
September 26, 2014
PACCAR Renton Parts Distribution Center | 7
Some of the subgrade soils revealed after stripping and cutting to subgrade elevation may consist of
fine-grained, moisture-sensitive soils; care should be taken to protect these areas from rain and runoff
water. Construction traffic should be avoided across moisture-sensitive subgrade soil areas during wet
weather. During wet weather, we recommend that site stripping and excavation be performed using a
straight-edged bucket mounted on an excavator that does not traverse the final subgrade. Partial
overexcavation may be required locally if unsuitable or disturbed native soil, or if organic-rich or
debris-laden fill material is encountered within new structural subgrade areas.
Generally, we recommend that any existing structures such as concrete foundations, slabs, or pile
foundation elements be removed from within 2 feet below the base of any new foundation, slab-on-
grade, or pavement section to avoid uneven or inconsistent hard spots or ridges, which could lead to
undesirable differential settlement beneath new structural elements.
It may be necessary to relocate or abandon some utilities. Abandoned underground utilities should be
removed or completely grouted. The ends of remaining abandoned utility lines should be sealed to
prevent piping of soil or water into the pipe. Soft or loose backfill materials should be removed and
backfilled according to the structural fill recommendations in this report. Coordination with the utility
owners is generally required.
Permanent cut and fill slopes should be adequately inclined and revegetated to minimize long-term
raveling, sloughing, and erosion. A hardy vegetative groundcover should be established as soon as
possible following grading to further protect slopes from water runoff erosion. We generally
recommend that permanent slopes not be steeper than 2H:1V, to minimize long-term erosion and to
facilitate revegetation. Final grading near the top of permanent slopes should be such that surface
water is directed away from the slope face.
Foundation Considerations
We understand that the building will be predominantly steel frame construction with perimeter
concrete stem walls about 10 feet tall. Therefore, wall loads are expected to be quite light. Interior
column loads have been established with footings sized to a 2 ksf allowable stress, which was used for
design of the site pretreatment (preload). Floor loads have been finalized, with an assumed 750 psf
across the floor. Wall loading is typically about 1.6 kips per foot. Column loads range from 48 kips to
629 kips. Of the 629 kips, 191.5 of those are classified as a dead load.
Given the potential for highly variable, liquefaction-induced settlement on the order of 3 to 12 inches
across the site, we recommend that the planned building floors be pile-supported if the risk of
potential floor settlement is unacceptable to PACCAR. Liquefaction mitigation approaches may be
used as well.
If PACCAR can accept the risk of potential floor settlement and cost of repairs, the floor may be
designed as a reinforced, “floating” concrete slab-on-grade, if the structural engineer can design a
reinforced concrete slab that provides adequate life and safety protection during settlement in
accordance with the building code. For this approach, the floor slab subgrade should be prepared as
17946-01
September 26, 2014
8 | PACCAR Renton Parts Distribution Center
described in the Structural Fill section of this report and should follow the geotechnical
recommendations provided below for slab-on-grade floors.
Settlement Analysis
Our three-dimensional, numeric modelling settlement evaluation was performed using Settle 3D
(RocScience, Inc.), a sophisticated program that is able to evaluate primary and secondary time-
dependent settlement based on a series of soil strength and behavior characteristics that can vary
across the three-dimensional space being analyzed. Additionally, the program allows for more
detailed modelling of specific foundation and floor loading conditions across the building footprint,
which in turn helps provide a more refined evaluation of potential differential settlement between
structural components of the building. The output from the program is a color-coded contour map of
settlement as it varies across the preload/building footprint area.
The three-dimensional modelling of soil layering across the building footprint was based on both
previous and current explorations, which included multiple Cone Penetrometer Test probes (CPTu)
measuring in situ soil properties and several borings to collect soil samples for visual observation and
laboratory testing. Several Constant Rate of Strain (CRS) consolidation tests were performed to
directly measure both primary (elastic, based on effective stress analysis) and secondary (long-term
organic) compression of selected soil samples. A range of soil property values were used in our
computer analysis to reflect the expected natural variations even within each soil layer.
For the foundation and floor loading criteria, we used the foundation layout schematic drawing
provided to us by Dibble Engineers (dated August 7, 2014), which included estimated column loads
and footing sizes based on 2 ksf allowable bearing pressure, along with an estimated concrete slab-on-
grade floor live load of 750 psf.
In addition to the total settlement contour maps, the modelling program also provides the ability to
view relative settlement along critical cross-section lines at various stages of the preloading and
building construction process (see attached). The cross sections allow a closer look at how different
structural elements of the building are expected to settle over a long period of time and, more
specifically, how much potential total and differential post-construction settlement can be expected.
Settlement Analysis Results
We used an iterative analysis approach to select an optimized design preload height that would reduce
anticipated post-construction building settlement to a tolerable level. Generally, we found that a
preload height of 11 feet will likely result in total long-term building settlement on the order of 1 or 2
inches across the building footprint. Footings will undergo more settlement than the majority of the
building, with much of the settlement occurring nearly as quickly as loads are applied. Differential
settlement between various column footing elements and relative to adjacent floor slab areas is
anticipated to be on the order of 1 inch or less with this preload scenario. This estimated settlement
includes the effects of long-term secondary consolidation within organic soil layers over a 40-year
building life.
17946-01
September 26, 2014
PACCAR Renton Parts Distribution Center | 9
The three-dimensional computer analysis also revealed that settlement will be higher under the
planned cluster of relatively heavily loaded footings in the northwest portion of the building, partly
due to weaker soils in this area. To reduce such potential additional settlement, we recommend that a
4-foot higher preload (15 feet total) be placed over this limited area, generally from grid lines D-13/15
to I-13/15. Our preliminary analysis indicates that settlement can be reduced further in this heavily
loaded building area by increasing the preload to 20 feet (i.e., 9 feet more than the 11-foot preload), if
required, for structural design reasons. We can evaluate this further, upon request.
To illustrate the preload design scenario and to provide more detailed settlement information for
structural design, we have attached the following figures of the three-dimensional analysis results for
various key preload/construction stages:
Figure 5 – Settlement at end of 6-month preload period;
Figure 6 – Relative settlement at end of 6-month preload period;
Figure 7 – Relative settlement at end of 40-year building design life;
Figure 8 – Relative settlement over time along E-W settlement section line; and
Figure 9 – Relative settlement over time along N-S settlement section line.
Figure 5 settlement is referenced from the current ground surface. Figures 6 through 9 show the
estimated total settlement across the preload/building footprint area relative to the rebounded
ground surface following removal of the preload. The settlement shown on these plots indicate how
the anticipated total and differential settlement is expected to vary across footing elements and floor
slab areas over time along the selected building section line within the critical settlement area (grid
line 15). The relative preload settlement shown on Figure 2 also indicates how much ground surface
rebound can be expected after the preload is removed. This variable settlement reflects not only the
different loading characteristics of the various footing sizes and spacing, but also local variations in soil
compressibility and layering across the site. The settlement contour maps may be used to obtain
similar relative building settlement estimates for other portions of the building footprint area.
In reviewing the attached settlement contour maps and relative settlement plots, it should be noted
that the building construction is modeled as two events. The footing loads are applied instantaneously,
and the floor slab load is applied instantaneously 1 month later. Because at least some of the building
loads will occur during construction and primary consolidation is expected to occur within a relatively
short period (less than 2 weeks), the actual post-construction settlement experienced by the finishing
elements of the building will likely be less than the upper end of our building settlement estimates.
Furthermore, since the anticipated design live floor load of 750 psf will not likely be felt evenly and at
the same time across the entire floor area as modeled, the actual slab total and differential settlement
may be different from that estimated.
Final Preload Design and Construction Considerations
The preload heights discussed above include the surcharge required to reduce long-term secondary
consolidation. However, a 1 foot overbuild should be added to the preload heights to account for
anticipated ground settlement during preloading. Therefore, the preload design plans should indicate
17946-01
September 26, 2014
10 | PACCAR Renton Parts Distribution Center
an overall preload height of 12 feet above planned finished floor level of 39.5 feet, with an additional 4
feet (16 feet total) within the locally higher preload area near the north end of the building. The
existing ground surface in the building footprint area is generally around elevation 38.0 feet, with a
locally lower portion near the northeast corner of the building. To provide a suitable subgrade to
support the planned concrete floor section (6-inch concrete slab over 6-inch capillary break) following
preload settlement and removal, we recommend that the lower 2 feet of the preload fill and all soils
within 2 feet of the bottom of the slab be placed and compacted as structural fill compacted to 95
percent of the modified Proctor maximum dry density (ASTM D1557).
To reduce potential differential settlement, we also recommend that all isolated column footing
subgrade areas be overexcavated by 3 feet and replaced with structural fill compacted to 90 percent
of the modified Proctor maximum dry density.
We generally recommend that the full-height preload prism extend at least 10 feet beyond the
building perimeter walls, with side slopes beyond that on the order of 1H:1V (Horizontal:Vertical), or
flatter. To account for the possible future building expansion to the west, as well as potential shifting
of the building location to the north, we further recommend that the full preload height be extended
another 20 feet (total of 30 feet from building walls) on the north and west sides. This was considered
in the presentation of the settlement results, as well as a previous design decision that included an
extra 20 feet of preload south of the building as well. The extra preload extension to the south
resulted in an increased influence area south of the building, but does not significantly alter the
settlement analysis results within the building footprint.
As the final building and preload layout is planned, it will be important to consider the effects of
potential ground settlement beyond the edges of the preload prism on adjacent utilities and structures
due to the lateral extent of the preload influence zone. The results of our computer modeling indicate
that ground settlement at a distance of about 60 feet past the edge of the full-height preload prism
may be on the order of 1 inch.
Settlement Monitoring Program
To assess the performance of the preload/surcharge fill, a settlement monitoring program will be
necessary. Without settlement monitoring, the surcharges must be left in place the full time planned,
and predicted post-construction building settlement would still be regarded as approximate at best.
With proper instrumentation, the settlement progress can be more closely monitored, future
settlement predicted with more confidence, and the basis of the design verified. Through analysis of
the monitoring data, we can implement design revisions, if necessary, or remove the surcharge early, if
possible. An early removal or design revision decision would be based on the settlement rate, the
construction benefits, and the residual settlement predicted for the building.
For the settlement monitoring program, we recommend the following steps:
Install settlement plates at strategic locations throughout the building footprint.
Install vibrating wire piezometers and magnetic settlement sensors at strategic locations.
17946-01
September 26, 2014
PACCAR Renton Parts Distribution Center | 11
Survey initial settlement plate elevations immediately after placing the plates and prior to placing
any fill. Obtain readings by standard differential leveling to the nearest 0.01 foot.
Extend settlement plate rods during fill placement by coupling pipes together. A survey reading
should be made immediately before and after the pipe extension is installed.
Survey and establish a series of benchmarks outside the area of settlement influence; we estimate
that a minimum distance of 300 feet is sufficiently far away from the preload site to obtain reliable
survey readings.
Include settlement-sensitive utilities within 25 feet of the toe of the preload fill in the monitoring
program. Depending on survey readings, preload/surcharge may need to be removed upon the
recommendation from the geotechnical engineer.
Obtain readings three times per week during the first two weeks. After the first two weeks, the
frequency may be reduced to twice per week. After four weeks, the frequency may be reduced
further, to once per week, but only upon the recommendation of the geotechnical engineer
reviewing the survey data.
Retain Hart Crowser to review the settlement plate data on a regular basis. This will allow us to
make recommendations regarding placement of additional fill and preload duration.
Foundations
Once preloading has been completed, the building can be founded on shallow footings and slabs-on-
grade. We recommend the following design parameters:
Footings can be designed for an allowable soil bearing pressure equal to 2,000 psf, with allowance
for a one-third increase for transient loads.
Lateral loading may be resisted with an ultimate equivalent fluid unit weight of 175 pcf acting as
passive resistance against vertical facing of footings, neglecting the upper 2 feet of soil. We
recommend a static factor of safety against translation equal to 1.5.
Lateral loading may be resisted by sliding friction between the slab and subgrade using an ultimate
coefficient of friction of 0.30 when placed on well-compacted granular fill. We recommend a static
factor of safety against translation equal to 1.5.
All footings should have a minimum width equal to 24 inches and the bottoms of the footings
should be at least 18 inches below the lowest adjacent grade.
The upper soils at the site are loose and may be unsuitable for direct support of the footings. We
recommend providing an allowance for overexcavation below the footings and replacement with
densely compacted fill. Two feet of overexcavation and backfill should be allowed for in all areas
17946-01
September 26, 2014
12 | PACCAR Renton Parts Distribution Center
for all footings. The actual required depth will depend on conditions encountered and, therefore,
the need for overexcavation should be assessed in the field on a footing-by-footing basis.
Slabs-on-grade can be used for support of the floor slab provided the upper 24 inches of subgrade
have been recompacted to 95 percent of the maximum modified Proctor dry density. This may
require some overexcavation and some moisture conditioning and recompacting of the site soils.
This earthwork will be greatly simplified by conducting these operations during extended periods
of dry weather.
Slabs can be designed using a modulus of subgrade reaction equal to 250 pci (based on a 1- by
1-foot plate).
Slabs should be underlain by at least 6 inches of free-draining sand to act as a capillary break.
Permanent Drainage Considerations
Given the presence of near-surface groundwater at the site, we recommend that the proposed
building have a permanent drainage system to minimize the risk of moisture problems. We offer the
following recommendations and comments for drainage design and construction.
Perimeter Drains
We recommend that the building be encircled with a perimeter drain system to collect seepage. The
drain should consist of a minimum 4-inch-diameter perforated PVC pipe, enveloped by 6 inches of
drainage material on all sides. The drainage material should consist of a free draining, well-graded
sand and gravel (as specified in the Pipe and Utility Vault Bedding section). All drainage pipes should
be installed near the footing base level and should be sloped to gravity drain away from the footings
and should be hydraulically connected to a suitable discharge outlet point. Clean-outs should also be
installed for maintenance purposes.
Sub-Slab Drainage
Based on the static groundwater level in our site explorations (about 10 feet deep), we do not at this
time anticipate the need for a sub-slab drainage system, provided that perimeter drains are installed
as described above to collect locally perched groundwater seepage. However, if groundwater
conditions are different from those described in this report are encountered during construction, Hart
Crowser should be notified so we can reevaluate sub-slab drainage requirements. Slabs should be
underlain by at least 6 inches of free-draining sand to act as a capillary break
Runoff Water
Roof runoff and surface water runoff should not discharge into the perimeter drain system. Rather,
these sources should discharge into separate tight-line pipes and be routed away from the building to
a storm drain or other appropriate location.
17946-01
September 26, 2014
PACCAR Renton Parts Distribution Center | 13
Grading and Capping
Final site grades should slope downward away from the building so that runoff water will flow to
suitable collection points, rather than ponding near the building. Ideally, the area surrounding the
building would be capped with concrete, asphalt, or low-permeability (silty) soils to reduce surface
water infiltration.
Pavement Subgrade Considerations
Site pavement is expected to consist of either Asphaltic Concrete (AC) or Portland Cement Concrete
(PCC) for light to moderate traffic loading. Based on the site explorations, the upper fill soils generally
consist of loose to dense Sand, and silty Sand. These near-surface site soils are generally considered
suitable for pavement subgrade support, given proper subgrade preparation during construction (see
the Structural Fill section).
Within pavement areas, the near-surface soil exposed by the removal of surficial organics should be
compacted to a minimum density of 95 percent of the maximum dry density using the modified
Proctor method (ASTM D-1557). Then the subgrade should be proof-rolled with a loaded dump truck
or heavy compactor to verify a firm and yielding subgrade condition. Any localized zones of yielding
subgrade should be overexcavated to a maximum depth of 12 inches and replaced with a suitable
structural fill material (granular subbase course). Alternately, a suitable geofabric may be used to
stabilize the soft subgrade and minimize silt migration into the pavement section, based on a field
evaluation of subgrade conditions. Localized soft areas may require more extensive preparation.
Any structural fill within the upper 2 feet of the subgrade level should be compacted to at least 95
percent of the modified Proctor maximum dry density (ASTM D-1557); fill material below this 2-foot
depth should be compacted to at least 90 percent. We recommend that a Hart Crowser
representative be retained to verify the condition of the subgrade, granular subbase, and crushed rock
base course before each successive layer is placed. Placement of this subgrade should occur as part of
the preload fill placement.
Structural Fill
Structural fill is recommended beneath footings, slabs-on-grade, and pavement sections. The
suitability of soil used for structural fill depends primarily on its grain size distribution and moisture
content when it is placed. As the fines content (that soil fraction passing the U.S. No. 200 Sieve)
increases, soil becomes more sensitive to small changes in moisture content. Soil containing more
than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding
condition when the moisture content is more than 2 percentage points above or below optimum.
Structural fill must also be free of organic matter and other debris.
For fill placement during wet-weather site work, we recommend using clean fill, which refers to soil
that has a fines content of 5 percent or less (by weight) based on the minus 3/4-inch fraction. We
make the following general recommendations about structural fill.
17946-01
September 26, 2014
14 | PACCAR Renton Parts Distribution Center
Place and compact all structural fill in lifts with a loose thickness no greater than 8 to 10 inches. If
small, hand-operated compaction equipment is used to compact structural fill, fill lifts should not
exceed 4 to 6 inches in loose thickness, depending on the equipment used.
The maximum particle size within the fill should be limited to two-thirds of the loose lift thickness.
Compact structural fill to a minimum of 90 percent of the modified Proctor maximum dry density,
as determined by ASTM D 1557 test procedure. Within 2 feet below pavement subgrades and
within full depth below footings and slabs-on-grade, structural fill should be compacted to a
minimum of 95 percent.
Control the moisture content of the fill to within 2 percent of the optimum moisture content
based on laboratory Proctor tests. The optimum moisture content corresponds to the maximum
attainable Proctor dry density.
In wet subgrade areas, clean material with a gravel content (material coarser than a U.S. No. 4
sieve) of at least 30 to 35 percent may be necessary to bridge the weaker subsoils.
A representative number of in-place density tests should be performed on structural fill in the field
to verify adequate compaction.
Use of On-Site Soil as Structural Fill
We provide the following recommendations for reuse of on-site soil as structural fill material.
Sand, and silty Sand. We anticipate that most of the granular shallow soil may be reused as
general structural fill, provided that all organic material and other unsuitable debris is removed. It
should be noted, however, that some of the existing fill soil is silty and, therefore, moisture
sensitive and difficult to compact during wet site conditions. Moisture conditioning (i.e., drying) of
the site soil may be necessary to achieve adequate compaction.
Silt, clayey Silt, and Peat. Some of the shallow material may consist of fine-grained material such
as Organic Silt or Peat. These fine-grained soils do not appear to be suitable for reuse as structural
fill at their present moisture content. This soil may only become suitable for reuse during a period
of dry weather if it can be aerated to reduce moisture content. Note that this fine-grained soil is
extremely moisture-sensitive and is not likely to be suitable for use as structural fill during wet
conditions. However, the silt may be suitable in non-structural fill areas, where a lower
compaction may be feasible. Peat may not be used as structural fill.
We recommend that any excavated soil intended for reuse be stockpiled separately and reviewed by
the on-site geotechnical engineer or geologist for suitability. Such stockpiles should be protected with
plastic sheeting to prevent them from becoming overly wet during rainy weather. The existing soil is
not suitable for use as free-draining material.
17946-01
September 26, 2014
PACCAR Renton Parts Distribution Center | 15
Imported Structural Fill
Imported structural fill should be a well-graded sand with a low fines content, and free of organic and
unsuitable materials. Generally, the requirements of the imported structural fill for most applications
should consist of well graded sand and gravel with less than five percent fines based on the minus
3/4-inch fraction and with at least 30 percent coarser than a US No. 4 sieve.
CONSTRUCTION CONSIDERATIONS
The following sections provide our recommendations for site-specific construction considerations.
Temporary Open Cuts
All temporary soil cuts for excavations greater than 4 feet deep should be adequately sloped back to
prevent sloughing and collapse, in accordance with Occupational Safety and Health Administration
(OSHA) guidelines. If temporary sloping is not feasible based on site spatial constraints, the excavation
sides should be supported by internally braced shoring systems (trench box, etc.).
Appropriate temporary slope inclinations will ultimately depend on the actual soil and groundwater
seepage conditions exposed in the cuts at the time of construction. It is the responsibility of the
contractor to ensure that the excavation is properly sloped or braced for worker protection, in
accordance with OSHA guidelines. Generally, according to these guidelines, loose granular soil and soft
cohesive soil (Type C soils) require a maximum cut slope inclination of 1.5H:1V, while a maximum
slope inclination of 1H:1V is typically allowed for dense granular or medium stiff to stiff cohesive soils
(Type B soils). If groundwater seepage is encountered within the excavation slopes, the cut slope
inclination may have to be flatter than 1.5H:1V. We make the following additional recommendations
for temporary excavation slopes.
Protect the slope from erosion with plastic sheeting for the duration of the excavation to minimize
surface erosion and raveling.
Limit the maximum duration of the open excavation to the shortest time period possible.
Place no surcharge loads (equipment, materials, etc.) within 10 feet of the top of the slope.
Temporary Excavation Dewatering
The groundwater level was observed at a depth of about 8 to 12 feet at the time of our site
explorations. For relatively shallow site excavations, which may encounter perched seepage, we
anticipate that an internal system of ditches, sump holes, and pumps will be adequate to temporarily
dewater the excavations. However, site excavations deeper than about 8 feet may encounter the
static groundwater table, for which more significant dewatering efforts may be needed. Dewatering
site excavations should be the responsibility of the contractor. The contractor should consider the
effects that dewatering may have on the surrounding ground conditions and subsequent settlement
and lateral ground movement.
17946-01
September 26, 2014
16 | PACCAR Renton Parts Distribution Center
For most construction applications, the contractor will likely want the groundwater table to be at least
1 foot below the bottom of the excavation to avoid soil disturbance from seepage forces and protect
the native subgrade at the base of the excavation. Depending on the soil conditions, ditching and
sumping may be an effective method of controlling the groundwater if the bottom of the excavation is
at or near the groundwater table. However, in cases where the bottom of the excavation is more than
about 2 to 3 feet below the groundwater table, it will likely be more effective to use a wellpoint
system as a means of controlling the groundwater. If this is the case, the contractor should be
required to develop, and submit for review, a site-specific dewatering plan for deeper excavations.
Utility Trenching and Installation Considerations
General utility installation recommendations are provided in this section of the report. It should be
noted that these may be superseded by local municipal utility installation requirements.
Pipe and Utility Vault Bedding
Generally, imported structural fill is required for bedding. The bedding layer thickness should be at
least 6 inches. In the case that unsuitable subgrade soils (such as very soft or organic soil) are
encountered at the base of excavation, the thickness of the bedding materials should be increased by
at least 1 foot. Close to or below the groundwater level, a layer of quarry spalls or clean crushed rock
may be required within overexcavated areas to stabilize the trench base prior to placement of the
bedding material. The bedding materials should meet the WSDOT 9-03.12(3) requirements except
that the amount passing the No. 200 sieve should be less than 5 percent (based on the minus 3/4-inch
fraction). The bedding materials should be compacted to 90 percent of the modified Proctor
maximum dry density.
Pipe Zone Backfill
The pipe zone extends from the top of bedding to 6 inches above the top of the pipe. Structural fill
within this zone should meet the specific gradation requirements associated with the utility being
installed and should be placed in lifts and compacted to 90 percent of the modified Proctor maximum
dry density.
Utility Trench/Vault Backfill
The recommendations for the utility trench backfill above the pipe backfill zone depend on the
location and depth of the backfill. In structural areas, the upper 2 feet of backfill below the pavement
section should consist of clean on-site or import structural fill, placed in lifts not exceeding 8 inches in
loose thickness and compacted to a minimum of 95 percent. Below the upper 2 feet, on-site soil can
be used for backfill and should be compacted to a minimum 90 percent. In non-settlement-sensitive
areas, on-site soil can be used with minor compaction effort.
Note that many municipal standards for construction work within right-of-way areas require
95 percent density, based on the standard Proctor test (ASTM D-698). This requirement is generally
equivalent to about 90 percent compaction using the more stringent modified Proctor criteria (ASTM
D-1557).
17946-01
September 26, 2014
PACCAR Renton Parts Distribution Center | 17
Compaction Equipment
Generally we recommend that hand-operated compaction equipment be used within 12 inches of any
pipe, catch basin, or similar structure to reduce risk of damage. More than 12 inches from pipe and
structures, it is common to use a vibratory plate compactor attached to a backhoe (i.e., hoepack), or
even a self-propelled roller. The contractor should be responsible for selecting appropriate
compaction equipment and adjusting the lift thickness and moisture content of the backfill as needed
to assure adequate compaction and avoid damage to the pipe. In general, heavy mechanical
compaction equipment should not be allowed over the pipeline until the backfill is at least 2 feet
above the top of the pipe. For hand-operated compaction equipment, the loose lift thickness should
not exceed 4 to 6 inches.
RECOMMENDED ADDITIONAL GEOTECHNICAL SERVICES
Recommendations discussed in this report should be reviewed and modified as needed during the
final design stages of the project. We also recommend that geotechnical construction observation be
incorporated into the construction plans. The following sections present our recommended post-
report geotechnical engineering services specific to this project.
Post-Report Design Services
We recommend that Hart Crowser be afforded the opportunity to review geotechnical aspects of the
final design plans and specifications to confirm that our recommendations were properly understood
and implemented in the design. We will be available to discuss these issues with the design team as
the design develops and as needed. Specifically, we recommend the following additional design
services:
Provide geotechnical engineering support to the civil/structural engineer during preparation of
project plans and specifications; and
Prepare geotechnical review letters in response to geotechnical plan review comments by the
building department as part of the permitting process.
Construction Observation Services
Because the future performance and integrity of the structural elements of the project will depend
largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring
and testing by experienced geotechnical personnel should be considered an integral part of the
construction process.
The purpose of our observations is to verify compliance with design concepts and recommendations,
and to allow design changes or evaluation of appropriate construction methods in the event that
subsurface conditions differ from those anticipated prior to the start of construction. Consequently,
we recommend that Hart Crowser be retained to provide the following construction support services:
17946-01
September 26, 2014
18 | PACCAR Renton Parts Distribution Center
Review geotechnical-related construction submittals from the contractor to verify compliance with
the construction plans and the recommendations of this report.
Attend a pre-construction conference with the contractor to discuss important geotechnical-
related construction issues.
Observe all exposed footing, pavement, and slab-on-grade subgrades after completion of stripping
and overexcavation to confirm that suitable soil conditions have been reached and to determine
appropriate subgrade compaction methods.
Observe the construction of the preload to confirm its conformance with the geotechnical design
recommendations and the construction plans.
Observe the installation of all perimeter drains, wall drains, and capillary break layers to verify
their conformance with the construction plans.
Monitor the placement of all structural fill and test the compaction of structural fill soil to verify
confirm conformance with the construction specifications.
Monitor and test utility backfill.
Provide assistance with any other geotechnical considerations that may arise during the course of
construction.
L:\Jobs\1794601\Final Report\PACCAR Geotechnical Final Report.docx
17946-01
September 26, 2014
N
0 2000 4000
Scale in Feet Figure1794601-003.dwg09/19/14EAL17946-01 9/14
Renton, Washington
PACCAR Parts Distribution Center
1
Vicinity Map
Source: Base map prepared from ArcGIS Online, 2014.
Project Site
CPT-103CPT-107CPT-104CPT-108CPT-109CPT-106OSP-8DCPT-101CPT-102CPT-105LW-14SB-102HC-2B-101GT-7OW-4DLW-13DGPR-7MW-3IGPR-8CPT-2CPT-1CW-3DAA'B
B'N0100200Scale in FeetFigure1794601-004.dwg09/22/14EAL
17946-019/14Renton, WashingtonPACCAR Parts Distribution Center2Site and Exploration PlanGarden Avenue NN 4th StreetHouser Way NCPT-101B-101Boring (Hart Crowser)Cone Penetrometer Test (Hart Crowser)Historical ExplorationExploration Location and NumberCW-3DSource: Aerial photograph from ArcGIS Online, 2014.Proposed BuildingAA'Approximate Cross SectionLocation and Designation
02550Elevation in Feet AWest-25-50-7502550A'East-25-50-75HC-2(37')GT-7(21')CPT-107(128')CPT-109(91')CPT-108(22')-100-100CPT-106(17')(Shifted 26.5' Efor visual clarity)01002003000024681020304050400010020030000246810400500010020030040002468010203040010020030000246810400500(qt)(SBT)(qt)(SBT)(qt)(SBT)(qt)(SBT)?????????????????????????????????Very dense, trace to slightly silty,gravelly SAND and sandy GRAVELMedium stiff tohard CLAY tosilty CLAY????Dense to very dense SAND,GRAVEL, and silty SANDIntermixed soft to stiff silty SAND toloose, to medium dense SAND withorganic materialIntermixed soft to stiff silty SAND toloose, to medium dense SAND withorganic materialIntermixed soft to stiffsilty SAND to loose, tomedium dense SANDwith organic materialIntermixed soft to stiff silty SAND toloose, to medium dense SAND withorganic materialIntermixed soft to stiff siltySAND to loose, tomedium dense SANDwith organic materialIntermixed very highlycompressible SILTand PEATDense to very dense SAND,GRAVEL, and silty SAND050100Scale in FeetFigure1794601-005.dwg09/25/14EAL
17946-019/14Renton, WashingtonPACCAR Parts Distribution Center3Generalized Subsurface Profile A-A'Exploration Number(Offset Distance)Exploration LocationWater LevelStandard Penetration Resistance inBlows per FootHC-2(37')9123456789101112Sensitive fine grainedOrganic soilClayClay & silty clayClay & silty claySandy silt & clayey siltSilty sand & sandy siltSand & silty sandSandSandVery dense/stiff soilVery dense/stiff soil010020030000246810400500CPT-109(91')(qt)(SBT)Soil Behavior Type (SBT)Note:Contacts between soil units are based upon interpolationbetween borings and represent our interpretation ofsubsurface conditions based on currently available data.
02550Elevation in Feet BSouthwest-25-5002550B'Northeast-25-50-75-75CPT-103(5')HC-2(70')CPT-107(93')(Shifted 9' SEfor visual clarity)CPT-106(104')(Shifted 46' NEfor visual clarity)GT-7(32')CPT-105(119')CPT-109(24')(Shifted 52' NEfor visual clarity)B-101(10')CPT-101(3')(Shifted 28.5' NEfor visual clarity)-100-10001002003004000102030405002468010020030040002468010203040010020030001020300246801002003000024681020304050010020030000246810400500010020030000246810400500(qt)(SBT)(qt)(SBT)(qt)(SBT)(qt)(SBT)(qt)(SBT)(qt)(SBT)Cluster Cone 2Very dense, trace to slightly silty,gravelly SAND and sandy GRAVELMedium stiff tohard CLAY tosilty CLAYDense to very dense SAND,GRAVEL, and silty SANDIntermixed soft to stiff silty SAND toloose, to medium dense SAND withorganic material??????????????????????????????????????????????????????????????????Intermixed soft to stiffsilty SAND to loose, tomedium dense SANDwith organic materialDense to very dense SAND,GRAVEL, and silty SANDVery highlycompressibleorganic SILTIntermixed soft to stiffsilty SAND to loose, tomedium dense SANDwith organic materialIntermixed soft to stiff silty SANDto loose, to medium denseSAND with organic materialDense to very dense SAND,GRAVEL, and silty SANDIntermixed soft tostiff silty SAND toloose, to mediumdense SAND withorganic materialIntermixed very highly compressibleSILT and PEATVery highly compressibleorganic SILTIntermixed soft to stiff silty SAND toloose, to medium dense SAND withorganic material050100Scale in FeetFigure1794601-005.dwg09/25/14EAL
17946-019/14Renton, WashingtonPACCAR Parts Distribution Center4Generalized Subsurface Profile B-B'Exploration Number(Offset Distance)Exploration LocationWater LevelStandard Penetration Resistance inBlows per FootHC-2(37')9123456789101112Sensitive fine grainedOrganic soilClayClay & silty clayClay & silty claySandy silt & clayey siltSilty sand & sandy siltSand & silty sandSandSandVery dense/stiff soilVery dense/stiff soil010020030000246810400500CPT-109(91')(qt)(SBT)Soil Behavior Type (SBT)Note:Contacts between soil units are based upon interpolationbetween borings and represent our interpretation ofsubsurface conditions based on currently available data.
Note:
17946-01 09/14
Figure
PACCAR Parts Distribution Center
Renton, Washington
Settlement at end of 6-month preload period
5
(1) Illustrated Settlement is for the proposed building location as of September 24, 2014 only.
(2) Settlement contours are the anticipated deformation values at the current ground surface following 6 months of the spedified preloading.BJE 09/25/14 L:\Projects\Jobs\1794601\Final Report\Figures/Figures.xlsx
Note:
17946-01 09/14
Figure
PACCAR Parts Distribution Center
Renton, Washington
Relative settlement at end of 6-month preload
period
6
(1) Illustrated Settlement is for the proposed building location as of September 24, 2014 only.
(2) Reformation contours showthe anticipated settlement at the ground surface following the removal of the preload.
(3) The contours represent the calculated rebound from preload removal.BJE 09/25/14 L:\Projects\Jobs\1794601\Final Report\Figures/Figures.xlsx
Note:
17946-01 09/14
Figure
PACCAR Parts Distribution Center
Renton, Washington
Relative settlement at end of 40-year building
design life
7
(1) Illustrated Settlement is for the proposed building location as of September 24, 2014 only.
(2) Reformation contours showthe anticipated settlement at the ground surface following the removal of the preload.
(3) Calculated deformations are based on fully loaded 2 ksf footings.BJE 09/25/14 L:\Projects\Jobs\1794601\Final Report\Figures/Figures.xlsx
Note:
17946-01 09/14
Figure
PACCAR Parts Distribution Center
Renton, Washington
Relative settlement over time along E-W
settlement section line
8
(1) Illustrated Settlement is for the proposed building location as of September 24, 2014 only.
(2) Reformation contours showthe anticipated settlement at the ground surface following the removal of the preload.
(3) Calculated deformations are based on fully loaded 2 ksf footings.BJE 09/25/14 L:\Projects\Jobs\1794601\Final Report\Figures/Figures.xlsx0
0.5
1
1.5
2
2.5
3
0 50 100 150 200 250 300 350 400
Total Settlement (in)Distance (ft)
Distance vs. Total Settlement
Removal of Preload (Month 6)Add Footings (Month 7)Footing Settlement (Month 7.5)
Add Floor Slab (Month 7.5)1 Month After Construction 40 Years After Construction
Note:
17946-01 09/14
Figure
PACCAR Parts Distribution Center
Renton, Washington
Relative settlement over time along N-S
settlement section line
9
(1) Illustrated Settlement is for the proposed building location as of September 24, 2014 only.
(2) Reformation contours showthe anticipated settlement at the ground surface following the removal of the preload.
(3) Calculated deformations are based on fully loaded 2 ksf footings.BJE 09/25/14 L:\Projects\Jobs\1794601\Final Report\Figures/Figures.xlsx0
0.5
1
1.5
2
2.5
3
0 50 100 150 200 250 300 350 400
Total Settlement (in)Distance (ft)
Distance vs. Total Settlement
Removal of Preload (Month 6)Add Footings (Month 7)Footing Settlement (Month 7.5)Add Floor Slab (Month 7.5)1 Month After Construction 40 Years After Construction
APPENDIX A
Field Exploration Methods and Analysis
17946-01
September 26, 2014
APPENDIX A
FIELD EXPLORATION METHODS AND ANALYSIS
This appendix documents the processes Hart Crowser used in determining the nature and quality of
the soil and groundwater underlying the project site addressed by this report. The discussion includes
information on the following subjects:
Explorations and Their Location;
Mud Rotary Borings;
Standard Penetration Test (SPT) Procedures;
Shelby Tubes; and
Cone Penetrometer Probes.
Explorations and Their Location
Subsurface explorations for this project include mud rotary borings and cone penetration tests. The
exploration logs within this appendix show our interpretation of the drilling (probing/excavation),
sampling, and testing data. The logs indicate the depth where the soils change. Note that the change
may be gradual. In the field, we classified the samples taken from the explorations according to the
methods presented on Figure A-1 - Key to Exploration Logs. This figure also provides a legend
explaining the symbols and abbreviations used in the logs.
Location of Explorations. Figure 2 shows the location of explorations, located by GPS with a horizontal
datum of WA Sate Plane North. The ground surface elevations at these locations were interpreted
from elevations shown on the site plans by Barghausen, dated May 5, 2014 The measurement
method used determines the accuracy of the location and elevation of the explorations.
Mud Rotary Borings
With depths ranging from 35 to 55.5 feet below the ground surface, two mud rotary borings,
designated B-101 and B-102, were drilled from June 16, 2014, to June 17, 2014. The borings used an
approximately 5-7/8-inch-diameter tri-cone bit and were advanced with a truck-mounted drill rig
subcontracted by Hart Crowser. The drilling was continuously observed by an engineering geologist
from Hart Crowser. Detailed field logs were prepared of each boring. Using the Standard Penetration
Test (SPT), we obtained samples at 2-1/2- to 5-foot-depth intervals of interest and collect undisturbed
samples with a modified shelby tube.
The boring logs are presented on Figures A-2 through A-3 at the end of this appendix.
Standard Penetration Test Procedures
This test is an approximate measure of soil density and consistency. To be useful, the results must be
used with engineering judgment in conjunction with other tests. The SPT (as described in ASTM
D-1586) was used to obtain disturbed samples. This test employs a standard 2-inch outside diameter
split-spoon sampler. Using a 140-pound autohammer, free-falling 30 inches, the sampler is driven into
17946-01
September 26, 2014
A-2 | PACCAR Renton Parts Distribution Center
the soil for 18 inches. The number of blows required to drive the sampler the last 12 inches only is the
Standard Penetration Resistance. This resistance, or blow count, measures the relative density of
granular soils and the consistency of cohesive soils. The blow counts are plotted on the boring logs at
their respective sample depths.
Soil samples are recovered from the split-barrel sampler, field classified, and placed into water-tight
jars. They are then taken to Hart Crowser's laboratory for further testing.
In the Event of Hard Driving
Occasionally very dense materials preclude driving the total 18-inch sample. When this happens, the
penetration resistance is entered on logs as follows:
Penetration less than 6 inches. The log indicates the total number of blows over the number of inches
of penetration.
Penetration greater than 6 inches. The blow count noted on the log is the sum of the total number of
blows completed after the first 6 inches of penetration. This sum is expressed over the number of
inches driven that exceed the first 6 inches. The number of blows needed to drive the first 6 inches
are not reported. For example, a blow count series of 12 blows for 6 inches, 30 blows for 6 inches, and
50 (the maximum number of blows counted within a 6-inch increment for SPT) for 3 inches would be
recorded as 80/9.
Shelby Tubes
To obtain a relatively undisturbed sample for classification and testing in fine-grained soils, a 3-inch-
diameter thin-walled steel (Shelby) tube sampler was pushed hydraulically below the auger (as
described in ASTM D 1587) using a piston type sampling method. The tubes were sealed in the field
and taken to our laboratory for extrusion and classification.
Cone Penetrometer Probes
We used a cone penetrometer to probe the subgrade soils for this study. Completed by Insitu
Engineering, the probes, designated CPT-101 through CPT-109, were advanced to depths ranging from
2 to 43.64 feet below the ground surface from June 16, 2014, to June 18, 2014. This figure also shows
the classification method used to develop the soil behavior index represented on the individual logs for
classification purposes. The piezocone is arranged to measure the following parameters, which are
used for the soil classification:
Tip resistance, Qc in tsf (resistance to soil penetration developed at the cone tip);
Friction resistance, Fs in tsf (resistance to soil penetration developed along the friction sleeve); and
Pore water pressure behind the cone tip, Ubt in psi.
The system is mounted on a tracked truck which provides the necessary reaction for the applied loads.
17946-01
September 26, 2014
PACCAR Renton Parts Distribution Center | A-3
The electric piezocone penetrometer test procedure involves hydraulically pushing a series of
cylindrical rods into the soil at a constant rate of 2 centimeters per second and subsequently
monitoring soil and pore fluid response near the conical tip. The cylindrical rod at the bottom of the
drill string houses the pressure transducer and load cells which, during probing, measure the
parameters indicated above. To be useful, the results must be used with engineering judgment in
conjunction with other tests, preferably the SPT procedure, which allows soil sample collection for
direct comparison purposes. Tests were performed in general accordance with procedures outlined in
ASTM D 3441, Standard Method for Deep, Quasi-Static, Cone and Friction-Cone Penetration Tests of
Soil.
The cone system is mounted on a truck or bulldozer to provide the necessary reaction for the applied
loads. The cone tip has a surface area of about 10 square centimeters (cm2) and an angle of 30
degrees from the axis. The friction sleeve has a surface area of about 150 cm2. Prior to testing, a
plastic filter element, which has been saturated under vacuum in glycerin, is placed behind the cone
tip. This filter element transmits pore pressures to the transducer. Load cells measure end resistance
on the tip and frictional resistance on the friction sleeve. As the cone penetrates the soil,
measurements are continuously recorded on a portable computer at depth increments of about 5
centimeters.
The classification method used to develop an interpreted soil profile is based on normalized
parameters provided by the piezocone, as there are no soil samples collected with a penetrometer
system of this type.
The relationship between the cone tip resistance and friction ratio, which has been normalized for soil
overburden stresses, can be established to predict soil behavior (Jeffries and Davies, 1991 and 1993).
This relationship has been applied to the soil classification chart developed by Robertson as reported
in Lunne et al., 1997 (refer to Figure A-1 [Sheet 2/2]) according to the following equation:
22)]log(3.15.1[)]}1(log[3{FBQlqc⋅++−⋅−=
Where:
Ic = Soil behavior index
Q = Normalized cone tip resistance
vo
vorqQ'σ
σ−=
qT = Corrected cone tip resistance
σVO = Total overburden stress
σ’VO = Effective overburdens stress
Bq = Normalized pore pressure
voT
q q
uBσ−
∆=
F = Normalized friction ratio
17946-01
September 26, 2014
A-4 | PACCAR Renton Parts Distribution Center
%100⋅−=
voT
sfq
fR σ
fS = Sleeve friction
The data provided by Insitu Engineering for these cones is included in Attachment 1.
17946-01
September 26, 2014
6/14
Figure A-1
17946-01
Key to Exploration Logs
Sample Description
Very soft
Soft
Medium stiff
Stiff
Very stiff
Hard
ApproximateShear Strengthin TSF
0.125
0.25
0.5
1.0
0.25
0.5
1.0
2.0
Laboratory Test Symbols
Density/Consistency
SAND or GRAVEL
Density
Very loose
Loose
Medium dense
Dense
Very dense
Soil descriptions consist of the following:
Density/consistency, moisture, color, minor constituents, MAJOR CONSTITUENT,
additional remarks.
StandardPenetrationResistance (N)in Blows/Foot
0
4
10
30
SILT or CLAY
Consistency
to
to
to
to
>50
Liquid LimitNaturalPlastic Limit
Classification of soils in this report is based on visual field and laboratoryobservations which include density/consistency, moisture condition, grain size, andplasticity estimates and should not be construed to imply field nor laboratory testing
unless presented herein. Visual-manual classification methods of ASTM D 2488were used as an identification guide.
GS
CN
UU
CU
CD
QU
DS
K
PP
TV
CBR
MD
AL
PID
CA
DT
OT
Groundwater Seepage(Test Pits)
Sampling Test Symbols
to
to
to
to
to
>30
<0.125
to
to
to
to
>2.0
Trace
Slightly (clayey, silty, etc.)
Clayey, silty, sandy, gravelly
Very (clayey, silty, etc.)
5
12
30
12
30
50
<5
-
-
-
Water Content in Percent
Little perceptible moisture
Some perceptible moisture, likely below optimum
Likely near optimum moisture content
Much perceptible moisture, likely above optimum
Soil density/consistency in borings is related primarily to the Standard
Penetration Resistance. Soil density/consistency in test pits and probes isestimated based on visual observation and is presented parenthetically on thelogs.
4
10
30
50
StandardPenetrationResistance (N)in Blows/Foot
2
4
8
15
30
0
2
4
8
15
Moisture
Dry
Damp
Moist
Wet
Estimated PercentageMinor Constituents
1.5" I.D. Split Spoon
Shelby Tube (Pushed)
Cuttings
Grab (Jar)
Bag
Core Run
3.0" I.D. Split Spoon
Grain Size Classification
Consolidation
Unconsolidated Undrained Triaxial
Consolidated Undrained Triaxial
Consolidated Drained Triaxial
Unconfined Compression
Direct Shear
Permeability
Pocket Penetrometer
Approximate Compressive Strength in TSF
Torvane
Approximate Shear Strength in TSF
California Bearing Ratio
Moisture Density Relationship
Atterberg Limits
Photoionization Detector Reading
Chemical Analysis
In Situ Density in PCF
Tests by Others
Groundwater Level on Date
or (ATD) At Time of Drilling
Groundwater Indicators
Sample Key
2350/3"S-1
SampleNumber Blows per6 inches
12
Sample RecoverySample Type
KEY SHEET 1794601-BL.GPJ HC_CORP.GDT 9/25/14LETTERGRAPH
SYMBOLSMAJOR DIVISIONS
SOIL CLASSIFICATION CHART
PT
OH
CH
MH
OL
CL
ML
SC
SM
SP
COARSEGRAINEDSOILS
SW
TYPICALDESCRIPTIONS
WELL-GRADED GRAVELS, GRAVEL -SAND MIXTURES, LITTLE OR NOFINES
POORLY-GRADED GRAVELS,GRAVEL - SAND MIXTURES, LITTLEOR NO FINES
SILTY GRAVELS, GRAVEL - SAND -SILT MIXTURES
GC
GM
GP
GW
CLAYEY GRAVELS, GRAVEL - SAND -CLAY MIXTURES
WELL-GRADED SANDS, GRAVELLYSANDS, LITTLE OR NO FINES
POORLY-GRADED SANDS,GRAVELLY SAND, LITTLE OR NOFINES
SILTY SANDS, SAND - SILTMIXTURES
CLAYEY SANDS, SAND - CLAYMIXTURES
INORGANIC SILTS AND VERY FINESANDS, ROCK FLOUR, SILTY ORCLAYEY FINE SANDS OR CLAYEYSILTS WITH SLIGHT PLASTICITY
INORGANIC CLAYS OF LOW TOMEDIUM PLASTICITY, GRAVELLYCLAYS, SANDY CLAYS, SILTY CLAYS,LEAN CLAYS
ORGANIC SILTS AND ORGANIC SILTYCLAYS OF LOW PLASTICITY
INORGANIC SILTS, MICACEOUS ORDIATOMACEOUS FINE SAND ORSILTY SOILS
INORGANIC CLAYS OF HIGHPLASTICITY
ORGANIC CLAYS OF MEDIUM TOHIGH PLASTICITY, ORGANIC SILTS
PEAT, HUMUS, SWAMP SOILS WITHHIGH ORGANIC CONTENTS
CLEANGRAVELS
GRAVELS WITHFINES
CLEAN SANDS
(LITTLE OR NO FINES)
SANDS WITHFINES
LIQUID LIMITLESS THAN 50
LIQUID LIMITGREATER THAN 50
HIGHLY ORGANIC SOILS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS
GRAVELANDGRAVELLY
SOILS
(APPRECIABLEAMOUNT OF FINES)
(APPRECIABLEAMOUNT OF FINES)
(LITTLE OR NO FINES)
FINEGRAINEDSOILS
SANDANDSANDYSOILS
SILTSANDCLAYS
SILTSANDCLAYS
MORE THAN 50%OF MATERIAL ISLARGER THANNO. 200 SIEVESIZE
MORE THAN 50%OF MATERIAL ISSMALLER THANNO. 200 SIEVESIZE
MORE THAN 50%OF COARSEFRACTIONPASSING ON NO.4 SIEVE
MORE THAN 50%OF COARSEFRACTIONRETAINED ON NO.4 SIEVE
SH-1
SH-2
SH-3
SH-4
SH-4A
ATD
AL
SP
SM/ML
PT-OH
1 inch of Sod over very gravelly, fine SAND
with occasional cobble.
(Loose to soft), moist to wet, gray, silty tovery silty, fine SAND to sandy SILT withfrequent organic material.
1- to 1.5-foot-thick layer of organic SILT.
(Soft), wet, dark brown PEAT with
interbedded sandy, organic SILT layers.
Bottom of Boring at 35.0 Feet.
Started 06/17/14.
Completed 06/17/14.
0
5
10
15
20
25
30
35
50+
100+
Depthin Feet
20 60
0 10 20 40
80
Water Content in Percent
30
Boring Log B-101
LABTESTS
STANDARD
PENETRATION RESISTANCE
Sample Blows per Foot
Drill Equipment: CME 850/Track/Mud RotaryHammer Type: SPT w/140 lb Autohammer/Shelby Tube
Hole Diameter: 6 inchesLogged By: W. McDonald Reviewed By: C. Valdez
0 40
GraphicLog Soil DescriptionsUSCSClass
Location: N 181715 E 1303607Approximate Ground Surface Elevation: 37 Feet
Horizontal Datum: WA State Plane NorthVertical Datum: NGVD29
17946-01
Figure A-2
6/14
1/2
1. Refer to Figure A-1 for explanation of descriptions and symbols.2. Soil descriptions and stratum lines are interpretive and actual changes may be gradual.3. USCS designations are based on visual manual classification (ASTM D 2488) unless otherwisesupported by laboratory testing (ASTM D 2487).
4. Groundwater level, if indicated, is at time of drilling (ATD) or for date specified. Level may vary
with time.NEW BORING LOG 1794601-BL.GPJ HC_CORP.GDT 9/25/14228
SH-4B AL35
40
45
50
55
60
65
70
50+
100+
Depthin Feet
20 60
0 10 20 40
80
Water Content in Percent
30
Boring Log B-101
LABTESTS
STANDARD
PENETRATION RESISTANCE
Sample Blows per Foot
Drill Equipment: CME 850/Track/Mud RotaryHammer Type: SPT w/140 lb Autohammer/Shelby Tube
Hole Diameter: 6 inchesLogged By: W. McDonald Reviewed By: C. Valdez
0 40
GraphicLog Soil DescriptionsUSCSClass
Location: N 181715 E 1303607Approximate Ground Surface Elevation: 37 Feet
Horizontal Datum: WA State Plane NorthVertical Datum: NGVD29
17946-01
Figure A-2
6/14
2/2
1. Refer to Figure A-1 for explanation of descriptions and symbols.2. Soil descriptions and stratum lines are interpretive and actual changes may be gradual.3. USCS designations are based on visual manual classification (ASTM D 2488) unless otherwisesupported by laboratory testing (ASTM D 2487).
4. Groundwater level, if indicated, is at time of drilling (ATD) or for date specified. Level may vary
with time.NEW BORING LOG 1794601-BL.GPJ HC_CORP.GDT 9/25/14
SH-1
SH-2
S-1
SH-3
SH-4
993
ATD
GS
GP
ML
SP-SM
OH
PT-OH
2 inches of Sod over GRAVEL.
(Soft to medium stiff), moist, brown SILT
based on cuttings and drill action.
Medium dense, wet, dark gray, slightlygravelly, slightly silty SAND with wood debris.
(Soft), wet, gray, slightly sandy to sandy,
organic SILT.
0
5
10
15
20
25
30
35
50+
100+
Depthin Feet
20 60
0 10 20 40
80
Water Content in Percent
30
Boring Log B-102
LABTESTS
STANDARD
PENETRATION RESISTANCE
Sample Blows per Foot
Drill Equipment: CME 850/Track/Mud RotaryHammer Type: SPT w/140 lb Autohammer/Shelby Tube
Hole Diameter: 6 inchesLogged By: W. McDonald Reviewed By: C. Valdez
0 40
GraphicLog Soil DescriptionsUSCSClass
Location: N 181668 E 1303229Approximate Ground Surface Elevation: 37 Feet
Horizontal Datum: WA State Plane NorthVertical Datum: NGVD29
17946-01
Figure A-3
6/14
1/2
1. Refer to Figure A-1 for explanation of descriptions and symbols.2. Soil descriptions and stratum lines are interpretive and actual changes may be gradual.3. USCS designations are based on visual manual classification (ASTM D 2488) unless otherwisesupported by laboratory testing (ASTM D 2487).
4. Groundwater level, if indicated, is at time of drilling (ATD) or for date specified. Level may vary
with time.NEW BORING LOG 1794601-BL.GPJ HC_CORP.GDT 9/25/14
S-3
S-4
S-5
S-6
3
0
4
30
2
9
6
32
4
9
9
38
GS AL
AL
AL
GS
PT-OH
GW-GM
Interbedded moist, dark brown to black PEAT
and medium stiff to very stiff, slightly gravelly,very sandy, organic SILT. (cont'd)
6 inches of gray, fine to medium SAND.
6 inches of gray, fine to medium SAND.
Very dense, wet, gray, slightly silty, sandyGRAVEL.
Bottom of Boring at 55.5 Feet.
Started 06/16/14.
Completed 06/16/14.
35
40
45
50
55
60
65
70
50+
100+
Depthin Feet
20 60
0 10 20 40
80
Water Content in Percent
30
Boring Log B-102
LABTESTS
STANDARD
PENETRATION RESISTANCE
Sample Blows per Foot
Drill Equipment: CME 850/Track/Mud RotaryHammer Type: SPT w/140 lb Autohammer/Shelby Tube
Hole Diameter: 6 inchesLogged By: W. McDonald Reviewed By: C. Valdez
0 40
GraphicLog Soil DescriptionsUSCSClass
Location: N 181668 E 1303229Approximate Ground Surface Elevation: 37 Feet
Horizontal Datum: WA State Plane NorthVertical Datum: NGVD29
17946-01
Figure A-3
6/14
2/2
1. Refer to Figure A-1 for explanation of descriptions and symbols.2. Soil descriptions and stratum lines are interpretive and actual changes may be gradual.3. USCS designations are based on visual manual classification (ASTM D 2488) unless otherwisesupported by laboratory testing (ASTM D 2487).
4. Groundwater level, if indicated, is at time of drilling (ATD) or for date specified. Level may vary
with time.NEW BORING LOG 1794601-BL.GPJ HC_CORP.GDT 9/25/14142>>>>
APPENDIX B
Laboratory Testing Program
17946-01
September 26, 2014
APPENDIX B
LABORATORY TESTING PROGRAM
A laboratory testing program was performed for this study to evaluate the basic index and
geotechnical engineering properties of the site soils. Both disturbed and relatively undisturbed
samples were tested. The tests performed and the procedures followed are outlined below.
Soil Classification
Field Observation and Laboratory Analysis. Soil samples from the explorations were visually classified
in the field and then taken to our laboratory where the classifications were verified in a relatively
controlled laboratory environment. Field and laboratory observations include density/consistency,
moisture condition, and grain size and plasticity estimates.
The classifications of selected samples were checked by laboratory tests such as Atterberg limits
determinations and grain size analyses. Classifications were made in general accordance with the
Unified Soil Classification (USC) System, ASTM D 2487, as presented on Figure B-1.
Water Content Determinations
Water contents were determined for most samples recovered in the explorations in general
accordance with ASTM D 2216, as soon as possible following their arrival in our laboratory. Water
contents were not determined for very small samples nor samples where large gravel contents would
result in values considered unrepresentative. The results of these tests are plotted at the respective
sample depth on the exploration logs. In addition, water contents are routinely determined for
samples subjected to other testing. These are also presented on the exploration logs.
Atterberg Limits
We determined Atterberg limits for selected fine-grained soil samples. The liquid limit and plastic limit
were determined in general accordance with ASTM D 4318-84. The results of the Atterberg limits
analyses and the plasticity characteristics are summarized in the Liquid and Plastic Limits Test Report,
Figures B-2 and B-3. This relates the plasticity index (liquid limit minus the plastic limit) to the liquid
limit. The results of the Atterberg limits tests are shown graphically on the boring logs as well as
where applicable on figures presenting various other test results.
200-Wash
Three samples were subjected to a modified grain size classification known as a 200-wash. The
samples were washed through the No. 200 mesh sieve to determine the relative percentages of
coarse- and fine-grained material in the samples. The tests were performed in general accordance
with ASTM D-1140. The results are presented on Figure B-2. That point represents the percentage of
the sample finer than the No. 200 sieve.
17946-01
September 26, 2014
B-2 | PACCAR Renton Parts Distribution Center
Constant Rate of Strain Consolidation Test (CRS)
The one-dimensional consolidation test provides data for estimating settlement. The test was
performed in general accordance with ASTM D 4186. A relatively undisturbed, fine-grained sample
was carefully trimmed and fit into a rigid ring with porous stones placed on the top and bottom of the
sample to allow drainage. Vertical strains were then applied continuously to the sample in such a way
that the sample was allowed to partially consolidate under the given strain rate. Measurements were
made of the compression of the sample (with time), the total stress upon the sample, and the excess
pore pressure at the base of the sample throughout the test. Rebound was measured during the
unloading phase. In general, an excess pore pressure ratio of 3 percent is targeted during loading,
with an allowance of up to 15 percent without significant worry for strain rate effects. For selected
tests, a constant load was applied which was left in-place for an extended period of time to record
secondary consolidation characteristics. The test results plotted in terms of axial strain and coefficient
of consolidation versus applied load (stress) are presented on Figures B-4 through B-20.
17946-01
September 26, 2014
C H
C H
A
Li
n
e
O H PtC L
C L
C L - M L
O L M H
M L
or O L
M H or O H
SRF Grain Size (B-1).cdr 3/06
Fine-Grained Soils
Coarse-Grained Soils
Size of Opening In Inches
1230062004100428011/2601403/430205/8101/23/81/410820640460321.8.6.4100.3200.2.06.06.081.04.04.03.03.02.02.01.01.008.008.006.006.004.004.003.003.002.002.001.001Number of Mesh per Inch
(US Standard)Grain Size in Millimetres
COBBLES GRAVEL SAND SILT and CLAY
Coarse-Grained Soils Fine-Grained Soils
Grain Size in Millimetres
G W
M L
G P G M G C S W S P S M S C
Clean GRAVEL <5% fines Clean SAND <5% finesGRAVEL with >12% fines SAND with >12% fines
GRAVEL >50% coarse fraction larger than No. 4
Soils with Liquid Limit <50%
SAND >50% coarse fraction smaller than No. 4
Coarse-Grained Soils >50% larger than No. 200 sieve
Fine-Grained Soils >50% smaller than No. 200 sieve
**
G W and S W & 1<_ <_3
D >4 for G W60
D >6 for S W10
(D )30
2
DX D10 60
G M and S M Atterberg limits below A line with PI <4
G P and S P Clean GRAVEL or SAND not meeting
requirements for G W and S W
G C and S C Atterberg limits above A Line with PI >7
*Coarse-grained soils with percentage of fines between 5 and 12 are considered borderline cases requiring use of dual symbols.
D , D , and D are the particles diameter of which 10, 30, and 60 percent, respectively, of the soil weight are finer.10 30 60
Soils with Liquid Limit >50%
SILT SILTCLAY CLAYOrganic Organic
Highly
Organic
Soils
60
50
40
30
20
10
00 10 20 30 40 50 60 70 80 90 100
Liquid LimitPlasticity Index60
50
40
30
20
10
0
Unified Soil Classification (USC) System
Soil Grain Size
317946-01
Figure B-1
6/14
B-101 SH-1 7.0 SM very silty SAND
B-101 SH-2 23.0
B-101 SH-3 31.0
B-101 SH-4 33.0
B-101 SH-4A 34.7 39 32 38.2 ML SILT
B-101 SH-4B 34.9 NP NP 227.9 PT Peat
B-102 SH-1 17.0
B-102 SH-2 20.6
B-102 S-1 22.5 6.7 85.6 7.7 24.2 SP-SM slightly gravelly, slightly silty SAND
B-102 SH-3 29.0
B-102 SH-4 31.0 ML sandy SILT
B-102 S-3 39.0 7.6 40.9 51.6 89 46 88.4 OH slightly gravelly, very sandy SILT
B-102 S-4 44.0 43 31 48.9 ML SILT
B-102 S-5 49.0 177 128 141.7 OH organic SILT
B-102 S-6 54.0 64.0 29.7 6.4 8.2 GW-GM slightly silty, sandy GRAVEL
USCSGroup
Symbol
Soil DescriptionLiquidLimitPlasticLimit
WaterContent
(%)
Borehole DepthSampleID % Fines% Sand% Gravel
TABLE B-2: SUMMARY OF LABORATORY RESULTS
CLIENT PACCAR
PROJECT NUMBER 17946-01
PROJECT NAME PACCAR Renton Parts Distribution Center
PROJECT LOCATION Renton, WA
SELECT SUMMARY WITH DESC MOD01 - GINT STD US LAB.GDT - 9/25/14 15:23 - J:\DRAFTING\JOBS\17946\17946-01\1794601-BL.GPJ
177
ML or OL
70
7
30 90 110
60
Dashed line indicates the approximate
upper limit boundary for natural soils
10
Remarks:
Figure B- 3
39
NP
89
43
177
Organic Content: 6.8%
Organic Content: 54.1%
Organic Content: 16.8%
Organic Content: 5.1%
Organic Content: 32.0%
52
PL
50
Source: B-101
Source: B-101
Source: B-102
Source: B-102
Source: B-102
-200
7
NP
43
12
49
32
NP
46
31
128
USCS
30
20
10
PI
Project:PACCAR Renton Parts Distribution Center
Location:Renton, WA
Depth: 34.7
Depth: 34.9
Depth: 39
Depth: 44
Depth: 49
17946-01
CL or
OL
ML or OL MH or OH
Project:PACCAR Renton Parts Distribution Center
40
PLASTICITY INDEX50
Source: B-101
Source: B-101
Source: B-102
Source: B-102
Source: B-102
-200
Location:Renton, WA
USCS
SILT
Peat
slightly gravelly, very sandy SILT
SILT
organic SILTPLASTICITY INDEX39
NP
89
43
177
Organic Content: 6.8%
Organic Content: 54.1%
Organic Content: 16.8%
Organic Content: 5.1%
Organic Content: 32.0%
52
CL or
OL
Liquid and Plastic Limits Test Report
6/14
70 90 110
60
ML
PT
OH
ML
OH
LIQUID LIMIT
10
Remarks:
MH or OH
SILT
Peat
slightly gravelly, very sandy SILT
SILT
organic SILT
Location + Description
LIQUID LIMIT
4
LL PLLocation + Description
30
7
4
CH or
O
H
Dashed line indicates the approximate
upper limit boundary for natural soils
Client:PACCAR
50
40
30
20
10
PILL
50
7
NP
43
12
49
32
NP
46
31
128
CH or
O
H
Client:PACCAR
Sample No.: SH-4A
Sample No.: SH-4B
Sample No.: S-3
Sample No.: S-4
Sample No.: S-5
ATTERBERG LIMITS 1794601-BL.GPJ HC_CORP.GDT 9/25/14 CL-ML CL-ML
Depth
(ft)Before After LL PL PI
8 27.90 27.57 PT
σ'vo
(psf)Casagrande Height (inches)1.00
850 2200 3400 1200 Diameter (inches)2.50
Weight (ounces)4390.49
Total Unit Weight (pcf)120.19
Degree of Saturation (%)96.37
Void Ratio (e0)0.773
Job Number: 17946-01 07/14
Figure
Very silt sand
Initial Specimen Properties
PACCAR
Renton, WA
Description USCS
W.C. (%)Atterberg Limits
Preconsolidation Pressure (psf)
Strain Energy Min/Max
Sample Quality Designation
Axial strain, void ratio, and coefficient of consolidation
versus logarithm of vertical effective stress for B-101 SH-1
CRS
B-4
Sample Preparation and Comments:
The specimen test was an intact soil sample which was extracted from the
sampling tube by cutting and delaminating a section of the sample tube. The test
was run with a room temperature between 73 and 76 degrees Fahrenheit.
Terzaghi et al. (1996)
C Very good to excellent
Lunne et al. (1997)BJE 09/25/14 L:\Projects\Jobs\1794601\Final Report\Appendix B/B101 SH1.xlsx1.9
2.0
2.1
2.2
2.3
2.4
2.5
2.60
1
2
3
4
5
6
7
8
1 10 100 1000 10000 100000
Void RatioAxial Strain (%)Effective Stress (psf)
1
10
100
1000
10000
100000
1 10 100 1000 10000 100000Cv (ft^2/day)Effective Stress (psf)
Depth
(ft)Before After LL PL PI
8 27.90 27.57 PT
σ'vo
(psf)Casagrande Height (inches)1.00
850 2200 3400 1200 Diameter (inches)2.50
Weight (ounces)4390.49
Total Unit Weight (pcf)120.19
Degree of Saturation (%)96.37
Void Ratio (e0)0.773
Job Number: 17946-01 07/14
Figure
Very silt sand
W.C. (%)Atterberg Limits
Description USCS
Preconsolidation Pressure (psf)Initial Specimen Properties
Strain Energy Min/Max
Sample Quality Designation
Terzaghi et al. (1996)Lunne et al. 1997
C Very good to excellent
Sample Preparation and Comments:
The specimen test was an intact soil sample which was extracted from the
sampling tube by cutting and delaminating a section of the sample tube. The test
was run with a room temperature between 73 and 76 degrees Fahrenheit.
PACCAR
Renton, WA
Axial strain and void ratio versus vertical effective stress for
B-101 SH-1 CRS
B-5BJE 09/25/14 L:\Projects\Jobs\1794601\Final Report\Appendix B/B101 SH1.xlsx1.9
2.0
2.1
2.2
2.3
2.4
2.5
2.60
1
2
3
4
5
6
7
8
0 2000 4000 6000 8000 10000 12000 14000
Void RatioAxial Strain (%)Effective Stress (psf)
1
10
100
1,000
10,000
0 2000 4000 6000 8000 10000 12000 14000M (ksf)Effective Stress (psf)
Primary Loading Unload-Reload
Depth
(ft)Before After LL PL PI
8 27.90 27.57 PT
σ'vo
(psf)Casagrande Height (inches)1.00
850 2200 3400 1200 Diameter (inches)2.50
Weight (ounces)4390.49
Total Unit Weight (pcf)120.19
Degree of Saturation (%)96.37
Void Ratio (e0)0.773
Job Number: 17946-01 07/14
Figure
C Very good to excellent
Sample Preparation and Comments:
The specimen test was an intact soil sample which was extracted from the
sampling tube by cutting and delaminating a section of the sample tube. The test
was run with a room temperature between 73 and 76 degrees Fahrenheit.
PACCAR
Renton, WA
Void ratio versus logarithm of hydraulic conductivity B-101
SH-1 CRS
B-6
Preconsolidation Pressure (psf)Initial Specimen Properties
Strain Energy Min/Max
Sample Quality Designation
Terzaghi et al. (1996)Lunne et al. 1997
Very silt sand
W.C. (%)Atterberg Limits
Description USCS
BJE 09/25/14 L:\Projects\Jobs\1794601\Final Report\Appendix B/B101 SH1.xlsx0.66
0.68
0.7
0.72
0.74
0.76
0.78
0.8
0.01 0.1 1 10 100Void RatioHydraulic Conductivity (ft/day)
Depth
(ft)Before After LL PL PI
8 27.90 27.57 PT
σ'vo
(psf)Casagrande Height (inches)1.00
850 2200 3400 1200 Diameter (inches)2.50
Weight (ounces)4390.49
Total Unit Weight (pcf)120.19
Degree of Saturation (%)96.37
Void Ratio (e0)0.773
Job Number: 17946-01 07/14
Figure
Very silt sand
W.C. (%)Atterberg Limits
Description USCS
Preconsolidation Pressure (psf)Initial Specimen Properties
Strain Energy Min/Max
Sample Quality Designation
Terzaghi et al. (1996)Lunne et al. 1997
C Very good to excellent
Sample Preparation and Comments:
The specimen test was an intact soil sample which was extracted from the
sampling tube by cutting and delaminating a section of the sample tube. The test
was run with a room temperature between 73 and 76 degrees Fahrenheit.
PACCAR
Renton, WA
Axial strain, void ratio, and coefficient of consolidation
versus logarithm of vertical effective stress for B-101 SH-1
CRS
B-7BJE 09/25/14 L:\Projects\Jobs\1794601\Final Report\Appendix B/B101 SH1.xlsx-3.0E-03
-2.0E-03
-1.0E-03
0.0E+00
1.0E-03
2.0E-03
3.0E-03
4.0E-03
5.0E-03
6.0E-03
7.0E-03
1 10 100 1000 10000 100000
Strain Rate (%/sec)Effective Stress (psf)
-0.15
-0.1
-0.05
0
0.05
0.1
0.15
0.2
1 10 100 1000 10000 100000
Pressure Ratio (%)Effective Stress (psf)
Depth
(ft)Before After LL PL PI
24 211.78 144.19 PT
σ'vo
(psf)Casagrande Height (inches)1.00
1500 2700 3000 3000 Diameter (inches)2.50
Weight (ounces)2640.19
Total Unit Weight (pcf)72.28
Degree of Saturation (%)98.05
Void Ratio (e0)4.061
Job Number: 17946-01 07/14
Figure
Axial strain, void ratio, and coefficient of consolidation
versus logarithm of vertical effective stress for B-101 SH-2
CRS
B-8
Sample Preparation and Comments:
The specimen test was an intact soil sample which was extracted from the
sampling tube by cutting and delaminating a section of the sample tube. The test
was run with a room temperature between 73 and 76 degrees Fahrenheit.
Terzaghi et al. (1996)
C Very good to excellent
Lunne et al. (1997)
Cohesive Peat
Initial Specimen Properties
PACCAR
Renton, WA
Description USCS
W.C. (%)Atterberg Limits
Preconsolidation Pressure (psf)
Strain Energy Min/Max
Sample Quality Designation
initials MM/DD/YY location\filename.xls1.9
2.0
2.1
2.2
2.3
2.4
2.5
2.60
5
10
15
20
25
30
35
40
45
1 10 100 1000 10000 100000
Void RatioAxial Strain (%)Effective Stress (psf)
0.1
1
10
100
1000
10000
100000
1000000
1 10 100 1000 10000 100000Cv (ft^2/day)Effective Stress (psf)
Depth
(ft)Before After LL PL PI
24 211.78 144.19 PT
σ'vo
(psf)Casagrande Height (inches)1.00
1500 2700 3000 3000 Diameter (inches)2.50
Weight (ounces)2640.19
Total Unit Weight (pcf)72.28
Degree of Saturation (%)98.05
Void Ratio (e0)4.061
Job Number: 17946-01 07/14
Figure
C Very good to excellent
Sample Preparation and Comments:
The specimen test was an intact soil sample which was extracted from the
sampling tube by cutting and delaminating a section of the sample tube. The test
was run with a room temperature between 73 and 76 degrees Fahrenheit.
PACCAR
Renton, WA
Axial strain and void ratio versus vertical effective stress for
B-101 SH-2 CRS
B-9
Preconsolidation Pressure (psf)Initial Specimen Properties
Strain Energy Min/Max
Sample Quality Designation
Terzaghi et al. (1996)Lunne et al. 1997
Cohesive Peat
W.C. (%)Atterberg Limits
Description USCS
initials MM/DD/YY location\filename.xls1.9
2.0
2.1
2.2
2.3
2.4
2.5
2.60
5
10
15
20
25
0 1000 2000 3000 4000 5000 6000
Void RatioAxial Strain (%)Effective Stress (psf)
1
10
100
1,000
10,000
0 2000 4000 6000 8000 10000 12000 14000 16000M (ksf)Effective Stress (psf)
Primary Loading Unload-Reload
Depth
(ft)Before After LL PL PI
24 211.78 144.19 PT
σ'vo
(psf)Casagrande Height (inches)1.00
1500 2700 3000 3000 Diameter (inches)2.50
Weight (ounces)2640.19
Total Unit Weight (pcf)72.28
Degree of Saturation (%)98.05
Void Ratio (e0)4.061
Job Number: 17946-01 07/14
Figure
C Very good to excellent
Sample Preparation and Comments:
The specimen test was an intact soil sample which was extracted from the
sampling tube by cutting and delaminating a section of the sample tube. The test
was run with a room temperature between 73 and 76 degrees Fahrenheit.
PACCAR
Renton, WA
Void ratio versus logarithm of hydraulic conductivity B-101
SH-2 CRS
B-10
Preconsolidation Pressure (psf)Initial Specimen Properties
Strain Energy Min/Max
Sample Quality Designation
Terzaghi et al. (1996)Lunne et al. 1997
Cohesive Peat
W.C. (%)Atterberg Limits
Description USCS
initials MM/DD/YY location\filename.xls1.5
2
2.5
3
3.5
4
4.5
0.0001 0.001 0.01 0.1 1 10 100 1000Void RatioHydraulic Conductivity (ft/day)
Depth
(ft)Before After LL PL PI
24 211.78 144.19 PT
σ'vo
(psf)Casagrande Height (inches)1.00
1500 2700 3000 3000 Diameter (inches)2.50
Weight (ounces)2640.19
Total Unit Weight (pcf)72.28
Degree of Saturation (%)98.05
Void Ratio (e0)4.061
Job Number: 17946-01 07/14
Figure
Cohesive Peat
W.C. (%)Atterberg Limits
Description USCS
Preconsolidation Pressure (psf)Initial Specimen Properties
Strain Energy Min/Max
Sample Quality Designation
Terzaghi et al. (1996)Lunne et al. 1997
C Very good to excellent
Sample Preparation and Comments:
The specimen test was an intact soil sample which was extracted from the
sampling tube by cutting and delaminating a section of the sample tube. The test
was run with a room temperature between 73 and 76 degrees Fahrenheit.
PACCAR
Renton, WA
Axial strain, void ratio, and coefficient of consolidation
versus logarithm of vertical effective stress for B-101 SH-2
CRS
B-11initials MM/DD/YY location\filename.xls-3.0E-03
-2.0E-03
-1.0E-03
0.0E+00
1.0E-03
2.0E-03
3.0E-03
4.0E-03
5.0E-03
6.0E-03
1 10 100 1000 10000 100000
Strain Rate (%/sec)Effective Stress (psf)
-0.6
-0.5
-0.4
-0.3
-0.2
-0.1
0
0.1
0.2
1 10 100 1000 10000 100000
Pressure Ratio (%)Effective Stress (psf)
Depth
(ft)Before After LL PL PI
24 211.78 144.19 PT
σ'vo
(psf)Casagrande Height (inches)1.00
1500 2700 3000 3000 Diameter (inches)2.50
Weight (ounces)2640.19
Total Unit Weight (pcf)72.28
Degree of Saturation (%)98.05
Void Ratio (e0)4.061
Job Number: 17946-01 07/14
Figure
C Very good to excellent
Sample Preparation and Comments:
The specimen test was an intact soil sample which was extracted from the
sampling tube by cutting and delaminating a section of the sample tube. The test
was run with a room temperature between 73 and 76 degrees Fahrenheit.
PACCAR
Renton, WA
Axial strain versus creep test logarithm of time for B-101 SH-
2 CRS
B-12
Preconsolidation Pressure (psf)Initial Specimen Properties
Strain Energy Min/Max
Sample Quality Designation
Terzaghi et al. (1996)Lunne et al. 1997
Cohesive Peat
W.C. (%)Atterberg Limits
Description USCS
BJE 09/25/14 L:\Projects\Jobs\1794601\Final Report\Appendix B/B101 SH2.xlsx0
5
10
15
20
25
30
35
40
45
1 10 100 1000 10000
Axial Strain (%)Creep Time 3 (min.)
Depth
(ft)Before After LL PL PI
34 116.05 74.66 OL
σ'vo
(psf)Casagrande Height (inches)1.00
2000 2700 3000 3000 Diameter (inches)2.50
Weight (ounces)2995.12
Total Unit Weight (pcf)81.99
Degree of Saturation (%)97.38
Void Ratio (e0)2.634
Job Number: 17946-01 07/14
Figure
Axial strain, void ratio, and coefficient of consolidation
versus logarithm of vertical effective stress for B-101 SH-4
CRS
B-13
Sample Preparation and Comments:
The specimen test was an intact soil sample which was extracted from the
sampling tube by cutting and delaminating a section of the sample tube. The test
was run with a room temperature between 73 and 76 degrees Fahrenheit.
Terzaghi et al. (1996)
C Good to fair
Lunne et al. (1997)
Organic Silt
Initial Specimen Properties
PACCAR
Renton, WA
Description USCS
W.C. (%)Atterberg Limits
Preconsolidation Pressure (psf)
Strain Energy Min/Max
Sample Quality Designation
BJE 09/25/14 L:\Projects\Jobs\1794601\Final Report\Appendix B/B101 SH4.xlsx1.9
2.0
2.1
2.2
2.3
2.4
2.5
2.60
5
10
15
20
25
30
1 10 100 1000 10000 100000
Void RatioAxial Strain (%)Effective Stress (psf)
1
10
100
1000
1 10 100 1000 10000 100000Cv (ft^2/day)Effective Stress (psf)
Depth
(ft)Before After LL PL PI
34 116.05 74.66 OL
σ'vo
(psf)Casagrande Height (inches)1.00
2000 2700 3000 3000 Diameter (inches)2.50
Weight (ounces)2995.12
Total Unit Weight (pcf)81.99
Degree of Saturation (%)97.38
Void Ratio (e0)2.634
Job Number: 17946-01 07/14
Figure
C Good to fair
Sample Preparation and Comments:
The specimen test was an intact soil sample which was extracted from the
sampling tube by cutting and delaminating a section of the sample tube. The test
was run with a room temperature between 73 and 76 degrees Fahrenheit.
PACCAR
Renton, WA
Axial strain and void ratio versus vertical effective stress for
B-101 SH-4 CRS
B-14
Preconsolidation Pressure (psf)Initial Specimen Properties
Strain Energy Min/Max
Sample Quality Designation
Terzaghi et al. (1996)Lunne et al. 1997
Organic Silt
W.C. (%)Atterberg Limits
Description USCS
BJE 09/25/14 L:\Projects\Jobs\1794601\Final Report\Appendix B/B101 SH4.xlsx1.9
2.0
2.1
2.2
2.3
2.4
2.5
2.60
5
10
15
20
25
30
0 2000 4000 6000 8000 10000 12000 14000 16000
Void RatioAxial Strain (%)Effective Stress (psf)
1
10
100
1,000
10,000
0 5000 10000 15000 20000 25000M (ksf)Effective Stress (psf)
Primary Loading Unload-Reload
Depth
(ft)Before After LL PL PI
34 116.05 74.66 OL
σ'vo
(psf)Casagrande Height (inches)1.00
2000 2700 3000 3000 Diameter (inches)2.50
Weight (ounces)2995.12
Total Unit Weight (pcf)81.99
Degree of Saturation (%)97.38
Void Ratio (e0)2.634
Job Number: 17946-01 07/14
Figure
C Good to fair
Sample Preparation and Comments:
The specimen test was an intact soil sample which was extracted from the
sampling tube by cutting and delaminating a section of the sample tube. The test
was run with a room temperature between 73 and 76 degrees Fahrenheit.
PACCAR
Renton, WA
Void ratio versus logarithm of hydraulic conductivity B-101
SH-4 CRS
B-15
Preconsolidation Pressure (psf)Initial Specimen Properties
Strain Energy Min/Max
Sample Quality Designation
Terzaghi et al. (1996)Lunne et al. 1997
Organic Silt
W.C. (%)Atterberg Limits
Description USCS
initials MM/DD/YY location\filename.xls1.5
1.7
1.9
2.1
2.3
2.5
2.7
0.001 0.01 0.1 1Void RatioHydraulic Conductivity (ft/day)
Depth
(ft)Before After LL PL PI
34 116.05 74.66 OL
σ'vo
(psf)Casagrande Height (inches)1.00
2000 2700 3000 3000 Diameter (inches)2.50
Weight (ounces)2995.12
Total Unit Weight (pcf)81.99
Degree of Saturation (%)97.38
Void Ratio (e0)2.634
Job Number: 17946-01 07/14
Figure
C Good to fair
Sample Preparation and Comments:
The specimen test was an intact soil sample which was extracted from the
sampling tube by cutting and delaminating a section of the sample tube. The test
was run with a room temperature between 73 and 76 degrees Fahrenheit.
PACCAR
Renton, WA
Axial strain, void ratio, and coefficient of consolidation
versus logarithm of vertical effective stress for B-101 SH-4
CRS
B-16
Preconsolidation Pressure (psf)Initial Specimen Properties
Strain Energy Min/Max
Sample Quality Designation
Terzaghi et al. (1996)Lunne et al. 1997
Organic Silt
W.C. (%)Atterberg Limits
Description USCS
initials MM/DD/YY location\filename.xls-6.0E-03
-4.0E-03
-2.0E-03
0.0E+00
2.0E-03
4.0E-03
6.0E-03
8.0E-03
1.0E-02
1 10 100 1000 10000 100000
Strain Rate (%/sec)Effective Stress (psf)
-3
-2.5
-2
-1.5
-1
-0.5
0
0.5
1 10 100 1000 10000 100000
Pressure Ratio (%)Effective Stress (psf)
Depth
(ft)Before After LL PL PI
34 39.41 31.17 OH
σ'vo
(psf)Casagrande Height (inches)1.00
1900 2200 3000 3000 Diameter (inches)2.50
Weight (ounces)4060.78
Total Unit Weight (pcf)111.17
Degree of Saturation (%)97.95
Void Ratio (e0)1.058
Job Number: 17946-01 07/14
Figure
Axial strain, void ratio, and coefficient of consolidation
versus logarithm of vertical effective stress for B-102 SH-4
CRS
B-17
Sample Preparation and Comments:
The specimen test was an intact soil sample which was extracted from the
sampling tube by cutting and delaminating a section of the sample tube. The test
was run with a room temperature between 73 and 76 degrees Fahrenheit.
Terzaghi et al. (1996)
D Poor
Lunne et al. (1997)
Oganic Silt
Initial Specimen Properties
PACCAR
Renton, WA
Description USCS
W.C. (%)Atterberg Limits
Preconsolidation Pressure (psf)
Strain Energy Min/Max
Sample Quality Designation
initials MM/DD/YY location\filename.xls1.9
2.0
2.1
2.2
2.3
2.4
2.5
2.60
2
4
6
8
10
12
14
16
18
20
1 10 100 1000 10000 100000
Void RatioAxial Strain (%)Effective Stress (psf)
1
10
100
1000
1 10 100 1000 10000 100000Cv (ft^2/day)Effective Stress (psf)
Depth
(ft)Before After LL PL PI
34 39.41 31.17 OH
σ'vo
(psf)Casagrande Height (inches)1.00
1900 2200 3000 3000 Diameter (inches)2.50
Weight (ounces)4060.78
Total Unit Weight (pcf)111.17
Degree of Saturation (%)97.95
Void Ratio (e0)1.058
Job Number: 17946-01 07/14
Figure
D Poor
Sample Preparation and Comments:
The specimen test was an intact soil sample which was extracted from the
sampling tube by cutting and delaminating a section of the sample tube. The test
was run with a room temperature between 73 and 76 degrees Fahrenheit.
PACCAR
Renton, WA
Axial strain and void ratio versus vertical effective stress for
B-102 SH-4 CRS
B-18
Preconsolidation Pressure (psf)Initial Specimen Properties
Strain Energy Min/Max
Sample Quality Designation
Terzaghi et al. (1996)Lunne et al. 1997
Oganic Silt
W.C. (%)Atterberg Limits
Description USCS
initials MM/DD/YY location\filename.xls1.9
2.0
2.1
2.2
2.3
2.4
2.5
2.60
2
4
6
8
10
12
14
16
18
20
0 5000 10000 15000 20000 25000 30000 35000
Void RatioAxial Strain (%)Effective Stress (psf)
1
10
100
1,000
10,000
100,000
0 5000 10000 15000 20000 25000 30000 35000M (ksf)Effective Stress (psf)
Primary Loading Unload-Reload
Depth
(ft)Before After LL PL PI
34 39.41 31.17 OH
σ'vo
(psf)Casagrande Height (inches)1.00
1900 2200 3000 3000 Diameter (inches)2.50
Weight (ounces)4060.78
Total Unit Weight (pcf)111.17
Degree of Saturation (%)97.95
Void Ratio (e0)1.058
Job Number: 17946-01 07/14
Figure
D Poor
Sample Preparation and Comments:
The specimen test was an intact soil sample which was extracted from the
sampling tube by cutting and delaminating a section of the sample tube. The test
was run with a room temperature between 73 and 76 degrees Fahrenheit.
PACCAR
Renton, WA
Void ratio versus logarithm of hydraulic conductivity B-102
SH-4 CRS
B-19
Preconsolidation Pressure (psf)Initial Specimen Properties
Strain Energy Min/Max
Sample Quality Designation
Terzaghi et al. (1996)Lunne et al. 1997
Oganic Silt
W.C. (%)Atterberg Limits
Description USCS
initials MM/DD/YY location\filename.xls0
0.2
0.4
0.6
0.8
1
1.2
0.0001 0.001 0.01 0.1 1Void RatioHydraulic Conductivity (ft/day)
Depth
(ft)Before After LL PL PI
34 39.41 31.17 OH
σ'vo
(psf)Casagrande Height (inches)1.00
1900 2200 3000 3000 Diameter (inches)2.50
Weight (ounces)4060.78
Total Unit Weight (pcf)111.17
Degree of Saturation (%)97.95
Void Ratio (e0)1.058
Job Number: 17946-01 07/14
Figure
Oganic Silt
W.C. (%)Atterberg Limits
Description USCS
Preconsolidation Pressure (psf)Initial Specimen Properties
Strain Energy Min/Max
Sample Quality Designation
Terzaghi et al. (1996)Lunne et al. 1997
D Poor
Sample Preparation and Comments:
The specimen test was an intact soil sample which was extracted from the
sampling tube by cutting and delaminating a section of the sample tube. The test
was run with a room temperature between 73 and 76 degrees Fahrenheit.
PACCAR
Renton, WA
Axial strain, void ratio, and coefficient of consolidation
versus logarithm of vertical effective stress for B-102 SH-4
CRS
B-20initials MM/DD/YY location\filename.xls-1.5E-03
-1.0E-03
-5.0E-04
0.0E+00
5.0E-04
1.0E-03
1.5E-03
2.0E-03
2.5E-03
3.0E-03
3.5E-03
4.0E-03
1 10 100 1000 10000 100000
Strain Rate (%/sec)Effective Stress (psf)
-0.3
-0.25
-0.2
-0.15
-0.1
-0.05
0
0.05
0.1
0.15
0.2
1 10 100 1000 10000 100000
Pressure Ratio (%)Effective Stress (psf)
APPENDIX C
Historical Explorations
17946-01
September 26, 2014
APPENDIX C
HISTORICAL EXPLORATIONS
In addition to the explorations and laboratory test results presented in Appendices A and B, previous
soil explorations and laboratory tests by Hart Crowser and others were used to gain an understanding
of the subsurface conditions at the site. The locations of the explorations by others included in this
appendix are shown on Figure 2. These logs and laboratory tests are presented for reference only and
Hart Crowser is not responsible for their accuracy or completeness.
17946-01
September 26, 2014
3
2
16
17
2
4
4
2
4
3
5
2
2
6
7
13
4
3
3
4
GS
8
AL
9
19
3
5
3
6
5
5
5
8
4
8
6
8
ATD
126
5
NEW BORING LOG 1794600-BL.GPJ HC_CORP.GDT 4/25/13221
80
4020100
60
Depth
in Feet
50+
B
S-1
S-2
S-3
S-4
S-5
0
5
10
15
20
25
30
35
40
45 0
1/3
4/13
1. Refer to Figure A-1 for explanation of descriptions and symbols.
2. Soil descriptions and stratum lines are interpretive and actual changes may be gradual.
3. USCS designations are based on visual manual classification (ASTM D 2488) unless otherwise
supported by laboratory testing (ASTM D 2487).
4. Groundwater level, if indicated, is at time of drilling (ATD) or for date specified. Level may vary
with time.
Figure A-2
17946-00
Location: See Figure 2.
Approximate Ground Surface Elevation: Feet
Horizontal Datum:
Vertical Datum:
USCS
Class Soil Descriptions
Water Content in Percent
40 100+
Drill Equipment: Hollow Stem Auger
Hammer Type: SPT w/140 Hammer/Rope & Cathead
Hole Diameter: 6 inches
Logged By: W. McDonald Reviewed By: B. Blanchette
Blows per FootSample
STANDARD
PENETRATION RESISTANCE LAB
TESTS
Boring Log HC-1
30
Graphic
Log
Loose, wet, gray, silty, fine SAND to SAND
with scattered organic material.
Medium dense, wet, gray, sandy GRAVEL,
trace silt.
Grades to medium dense.
Driller started adding mud to auger.
2-inch PEAT layer.S-6
Medium dense, moist, dark gray to black,
gravelly, silty SAND to sandy SILT. (FILL)
20
8 inches of Sod over (medium dense), wet,
brown, gravelly, silty SAND.
Stiff, moist, brown to gray, organic SILT to
sandy SILT with scattered organic material
and peat layers.
Loose, moist to wet, gray, fine to medium
SAND with slightly silty to silty, fine sand and
peat seams and layers.
SM/ML
ML
OL
SP
SM
GP
SM
SM/ML
SM
A
6-inch PEAT layer.
ST-1
S-11
S-10
S-9
S-8
S-7
S-12
Medium dense, moist to wet, gray to brown,
very silty, fine SAND with sandy SILT and
peat lenses.
11
7
6
7
26
17
23
30
15
Medium dense, moist to wet, gray to brown,
very silty, fine SAND with sandy SILT and
peat lenses. (cont'd)
7
GP
ML
SP
8
CL
GP
SC
CL-ML
SM/ML
AL
SP
9
7
8
50/6''
18
35
50/6''NEW BORING LOG 1794600-BL.GPJ HC_CORP.GDT 4/25/13S-13
ML
19
60
Water Content in Percent
SP
40
Abundant organic material.
0 30
20
Depth
in Feet
100+
50+45
50
55
60
65
70
75
80
85
90
10
Graphic
Log
2/3
4/13
1. Refer to Figure A-1 for explanation of descriptions and symbols.
2. Soil descriptions and stratum lines are interpretive and actual changes may be gradual.
3. USCS designations are based on visual manual classification (ASTM D 2488) unless otherwise
supported by laboratory testing (ASTM D 2487).
4. Groundwater level, if indicated, is at time of drilling (ATD) or for date specified. Level may vary
with time.
Figure A-2
17946-00
Location: See Figure 2.
Approximate Ground Surface Elevation: Feet
Horizontal Datum:
Vertical Datum:
Soil Descriptions
400
Drill Equipment: Hollow Stem Auger
Hammer Type: SPT w/140 Hammer/Rope & Cathead
Hole Diameter: 6 inches
Logged By: W. McDonald Reviewed By: B. Blanchette
Blows per FootSample
STANDARD
PENETRATION RESISTANCE LAB
TESTS
Boring Log HC-1
20
USCS
Class
(Medium dense), sandy GRAVEL to gravelly
SAND.
Very stiff, moist, gray, sandy SILT with trace
gravel.
21
Medium dense to stiff, moist, gray-brown,
clayey, fine to medium SAND to sandy
CLAY.
No recovery. Possibly pushing large gravel.
Stiff, moist, gray to brown, silty CLAY with
abundant organic material.
S-14
Hard, moist, gray-brown SILT to CLAY.
80
Dense to very dense, moist to wet, brown,
fine to coarse, sandy GRAVEL to gravelly
SAND.
Dense to very dense, wet, brown, fine to
coarse SAND with trace gravel.
Grades to fine to medium SAND with trace
gravel.
5
S-15
S-16
S-17
S-18
S-19
S-20
13
3
6
4
15
12
S-21
Dense to very dense, moist, gray, slightly
silty, fine SAND.
S-22
SP-SM
NEW BORING LOG 1794600-BL.GPJ HC_CORP.GDT 4/25/13Very stiff, moist, gray, sandy SILT with trace
gravel. (cont'd)
Bottom of Boring at 101.0 Feet.
Started 04/07/13.
Completed 04/07/13.
S-23
S-24
5
15
26
8
23
50/6''
26
9
Boring Log HC-1
LAB
TESTS
30
USCS
Class
Graphic
Log
17946-00
40
ML
STANDARD
PENETRATION RESISTANCE
0
Sample Blows per Foot
Drill Equipment: Hollow Stem Auger
Hammer Type: SPT w/140 Hammer/Rope & Cathead
Hole Diameter: 6 inches
Logged By: W. McDonald Reviewed By: B. Blanchette
Soil Descriptions
60
3/3
4/13
Depth
in Feet
50+
Location: See Figure 2.
Approximate Ground Surface Elevation: Feet
Horizontal Datum:
Vertical Datum:
100+20
1. Refer to Figure A-1 for explanation of descriptions and symbols.
2. Soil descriptions and stratum lines are interpretive and actual changes may be gradual.
3. USCS designations are based on visual manual classification (ASTM D 2488) unless otherwise
supported by laboratory testing (ASTM D 2487).
4. Groundwater level, if indicated, is at time of drilling (ATD) or for date specified. Level may vary
with time.
0 10 20 4090
95
100
105
110
115
120
125
130
135 80
Water Content in Percent
Figure A-2
3
2
7
4
21
8
3
4
14
3
22
3
3
7
4
17
8
2
8
15
2
MH
3
SM
SP-SM
ML
SP
A
AL
GS
AL
3
4
3
7
1
3
4
3
ATD
295
NEW BORING LOG 1794600-BL.GPJ HC_CORP.GDT 4/25/13S-1
S-9
0
6020
Depth
in Feet
100+
50+0
5
10
15
20
25
30
35
40
45
SP
20
S-5
ST-1
S-8
S-7
B
S-4
S-3
S-2
40
S-6
Blows per Foot
1/3
4/13
1. Refer to Figure A-1 for explanation of descriptions and symbols.
2. Soil descriptions and stratum lines are interpretive and actual changes may be gradual.
3. USCS designations are based on visual manual classification (ASTM D 2488) unless otherwise
supported by laboratory testing (ASTM D 2487).
4. Groundwater level, if indicated, is at time of drilling (ATD) or for date specified. Level may vary
with time.
Figure A-3
17946-00
Location: See Figure 2.
Approximate Ground Surface Elevation: Feet
Horizontal Datum:
Vertical Datum:
USCS
Class Soil DescriptionsGraphic
Log
40
10
80
Water Content in Percent
0
Drill Equipment: Hollow Stem Auger
Hammer Type: SPT w/140 Hammer/Rope & Cathead
Hole Diameter: 6 inches
Logged By: W. McDonald Reviewed By: B. Blanchette
30
Boring Log HC-2
LAB
TESTS
STANDARD
PENETRATION RESISTANCE
Sample
6-inch silt zone.
Driller started adding mud to auger.
ST-2
SM
Soft, moist, gray, sandy SILT with PEAT
layers.
4-inch peat layer.
PT-OH
Loose, moist, gray, silty to very silty, fine
SAND with trace peat.
ML
Loose, wet, gray, slightly silty to silty, fine
SAND with PEAT laminations.
Medium stiff, moist, brown PEAT with
organic SILT layers.
6 inches of Sod over (medium dense), moist,
brown, gravelly SAND.
Loose to medium dense, wet, gray, gravelly
SAND to sandy GRAVEL, trace silt.
Dense, moist, brown, slightly silty, gravelly
SAND. (FILL)
Medium dense, wet, gray, silty, fine SAND.
Medium stiff, moist, gray, slightly sandy SILT
with scattered organic material.
SM
Medium stiff to stiff, moist, gray to black,
gravelly, sandy SILT with scattered organic
material. (FILL)
4
10
3
10
ST-4
2
S-12
ST-3
GP
SP-SM
S-11
S-10
4/13
6
10
8
6
9
21
16
Soil Descriptions
2/3
3
1. Refer to Figure A-1 for explanation of descriptions and symbols.
2. Soil descriptions and stratum lines are interpretive and actual changes may be gradual.
3. USCS designations are based on visual manual classification (ASTM D 2488) unless otherwise
supported by laboratory testing (ASTM D 2487).
4. Groundwater level, if indicated, is at time of drilling (ATD) or for date specified. Level may vary
with time.
Figure A-3
17946-00
Location: See Figure 2.
Approximate Ground Surface Elevation: Feet
Horizontal Datum:
Vertical Datum:NEW BORING LOG 1794600-BL.GPJ HC_CORP.GDT 4/25/135
6
7
4
26
4
21
9
9
6
14
6
5
USCS
Class
Graphic
Log
4
111
S-13
4S-14
S-21
Depth
in Feet
100+
50+45
50
55
60
65
70
75
80
85
90
7
60
0
S-15
S-16
S-17
S-18
S-19
S-20
400
Drill Equipment: Hollow Stem Auger
Hammer Type: SPT w/140 Hammer/Rope & Cathead
Hole Diameter: 6 inches
Logged By: W. McDonald Reviewed By: B. Blanchette
Blows per FootSample
STANDARD
PENETRATION RESISTANCE LAB
TESTS
Boring Log HC-2
20
Water Content in Percent
80
40201030
6-inch peat layer.
2-inch peat layer.
SP-SM
CL
Medium dense, moist, gray, silty, fine SAND
with scattered organic material and PEAT
layers.
Dense, moist to wet, gray, slightly silty SAND
with occasional gravel.
Dense, moist, gray SAND with fine, silty,
sand interbeds. (cont'd)
SM
SP
AL
ST-5
9
5
6
GP
2-inch peat layer.
Medium stiff to hard, moist, gray, silty CLAY
with occasional fine sand seams.
Medium dense, moist, gray, silty, fine SAND
with organic Silt and Peat layers.
(Dense), wet, slightly silty, sandy GRAVEL.
SM
4090
95
100
105
110
115
120
125
130
135
50+
100+
Depth
in Feet
20 60
0
STANDARD
PENETRATION RESISTANCE LAB
TESTS
Boring Log HC-2
301020
NEW BORING LOG 1794600-BL.GPJ HC_CORP.GDT 4/25/13S-22
80
3S-23
S-24
S-25
S-26
14
4
4
16
16
19
3
19
36
37
15
38
50/5''
40SP
CL Medium stiff to hard, moist, gray, silty CLAY
with occasional fine sand seams. (cont'd)
Very dense, moist, gray, fine SAND with
trace silt and gravel.
Very dense, moist to wet, brown, sandy
GRAVEL.
Bottom of Boring at 111.5 Feet.
Started 04/05/13.
Completed 04/05/13.
Water Content in Percent
17946-00
3/3
4/13
1. Refer to Figure A-1 for explanation of descriptions and symbols.
2. Soil descriptions and stratum lines are interpretive and actual changes may be gradual.
3. USCS designations are based on visual manual classification (ASTM D 2488) unless otherwise
supported by laboratory testing (ASTM D 2487).
4. Groundwater level, if indicated, is at time of drilling (ATD) or for date specified. Level may vary
with time.
Figure A-3
GP
Location: See Figure 2.
Approximate Ground Surface Elevation: Feet
Horizontal Datum:
Vertical Datum:
0
USCS
Class Sample
Drill Equipment: Hollow Stem Auger
Hammer Type: SPT w/140 Hammer/Rope & Cathead
Hole Diameter: 6 inches
Logged By: W. McDonald Reviewed By: B. Blanchette
Blows per Foot
40
Graphic
Log Soil Descriptions
ATTACHMENT 1
Cone Penetration Test Data
17946-01
September 26, 2014
Hart Crowser - PACCAR
Operator: Pemble
Sounding: CPT-101
Cone Used: DDG1263
CPT Date/Time: 6/16/2014 10:43:30 AM
Location: Paccar Renton
Job Number: 17946-01
Maximum Depth = 43.64 feet Depth Increment = 0.164 feet
*Soil behavior type and SPT based on data from UBC-1983
Tip Resistance
Qt TSF 40000
5
10
15
20
25
30
35
40
45
Depth(ft)
Pore Pressure
Pw PSI 30-10
Friction Ratio
Fs/Qt (%)100
Soil Behavior Type*
Zone: UBC-1983
1 sensitive fine grained
2 organic material
3 clay
4 silty clay to clay
5 clayey silt to silty clay
6 sandy silt to clayey silt
7 silty sand to sandy silt
8 sand to silty sand
9 sand
10 gravelly sand to sand
11 very stiff fine grained (*)
12 sand to clayey sand (*)
120
SPT N*
60% Hammer 700
Pressure(psi)
Time: (seconds)
Paccar
Hart Crowser - PACCAR
Operator Pemble
Sounding: CPT-102
Cone Used: DDG1263
CPT Date/Time: 6/16/2014 9:40:36 AM
Location: Paccar Renton
Job Number: 17946-01
Maximum Pressure = 5.061 psi
1 10 100 1000 2
3
4
5
6
Selected Depth(s) (feet)
20.013
Hart Crowser - PACCAR
Operator: Pemble
Sounding: CPT-102
Cone Used: DDG1263
CPT Date/Time: 6/16/2014 9:40:36 AM
Location: Paccar Renton
Job Number: 17946-01
Maximum Depth = 21.98 feet Depth Increment = 0.164 feet
*Soil behavior type and SPT based on data from UBC-1983
Tip Resistance
Qt TSF 40000
5
10
15
20
25
30
35
40
45
Depth(ft)
Pore Pressure
Pw PSI 30-10
Friction Ratio
Fs/Qt (%)100
Soil Behavior Type*
Zone: UBC-1983
1 sensitive fine grained
2 organic material
3 clay
4 silty clay to clay
5 clayey silt to silty clay
6 sandy silt to clayey silt
7 silty sand to sandy silt
8 sand to silty sand
9 sand
10 gravelly sand to sand
11 very stiff fine grained (*)
12 sand to clayey sand (*)
120
SPT N*
60% Hammer 700
Hart Crowser - PACCAR
Operator: Pemble
Sounding: CPT-102B
Cone Used: DDG1263
CPT Date/Time: 6/16/2014 10:21:25 AM
Location: Paccar Renton
Job Number: 17946-01
Maximum Depth = 2.79 feet Depth Increment = 0.164 feet
*Soil behavior type and SPT based on data from UBC-1983
Tip Resistance
Qt TSF 40000
5
10
15
20
25
30
35
40
45
Depth(ft)
Pore Pressure
Pw PSI 30-10
Friction Ratio
Fs/Qt (%)100
Soil Behavior Type*
Zone: UBC-1983
1 sensitive fine grained
2 organic material
3 clay
4 silty clay to clay
5 clayey silt to silty clay
6 sandy silt to clayey silt
7 silty sand to sandy silt
8 sand to silty sand
9 sand
10 gravelly sand to sand
11 very stiff fine grained (*)
12 sand to clayey sand (*)
120
SPT N*
60% Hammer 700
Hart Crowser - PACCAR
Operator: Pemble
Sounding: CPT-102C
Cone Used: DDG1263
CPT Date/Time: 6/16/2014 10:27:34 AM
Location: Paccar Renton
Job Number: 17946-01
Maximum Depth = 2.13 feet Depth Increment = 0.164 feet
*Soil behavior type and SPT based on data from UBC-1983
Tip Resistance
Qt TSF 40000
5
10
15
20
25
30
35
40
45
Depth(ft)
Pore Pressure
Pw PSI 30-10
Friction Ratio
Fs/Qt (%)100
Soil Behavior Type*
Zone: UBC-1983
1 sensitive fine grained
2 organic material
3 clay
4 silty clay to clay
5 clayey silt to silty clay
6 sandy silt to clayey silt
7 silty sand to sandy silt
8 sand to silty sand
9 sand
10 gravelly sand to sand
11 very stiff fine grained (*)
12 sand to clayey sand (*)
120
SPT N*
60% Hammer 700
Hart Crowser - PACCAR
Operator: Pemble
Sounding: CPT-103
Cone Used: DDG1263
CPT Date/Time: 6/18/2014 9:03:22 AM
Location: Renton
Job Number: 17946-01
Maximum Depth = 36.94 feet Depth Increment = 0.164 feet
*Soil behavior type and SPT based on data from UBC-1983
Tip Resistance
Qt TSF 40000
5
10
15
20
25
30
35
40
45
Depth(ft)
Pore Pressure
Pw PSI 30-10
Friction Ratio
Fs/Qt (%)100
Soil Behavior Type*
Zone: UBC-1983
1 sensitive fine grained
2 organic material
3 clay
4 silty clay to clay
5 clayey silt to silty clay
6 sandy silt to clayey silt
7 silty sand to sandy silt
8 sand to silty sand
9 sand
10 gravelly sand to sand
11 very stiff fine grained (*)
12 sand to clayey sand (*)
120
SPT N*
60% Hammer 700
Hart Crowser - PACCAR
Operator: Pemble
Sounding: CPT-104
Cone Used: DDG1263
CPT Date/Time: 6/16/2014 12:05:47 PM
Location: Paccar Renton
Job Number: 17946-01
Maximum Depth = 2.46 feet Depth Increment = 0.164 feet
*Soil behavior type and SPT based on data from UBC-1983
Tip Resistance
Qt TSF 40000
5
10
15
20
25
30
35
40
45
Depth(ft)
Pore Pressure
Pw PSI 30-10
Friction Ratio
Fs/Qt (%)100
Soil Behavior Type*
Zone: UBC-1983
1 sensitive fine grained
2 organic material
3 clay
4 silty clay to clay
5 clayey silt to silty clay
6 sandy silt to clayey silt
7 silty sand to sandy silt
8 sand to silty sand
9 sand
10 gravelly sand to sand
11 very stiff fine grained (*)
12 sand to clayey sand (*)
120
SPT N*
60% Hammer 700
Pressure(psi)
Time: (seconds)
Paccar
Hart Crowser - PACCAR
Operator Pemble
Sounding: CPT-104B
Cone Used: DDG1263
CPT Date/Time: 6/16/2014 12:13:29 PM
Location: Paccar Renton
Job Number: 17946-01
Maximum Pressure = 17.968 psi
1 10 100 1000 10000 11
12
13
14
15
16
17
18
Selected Depth(s) (feet)
27.067
Hart Crowser - PACCAR
Operator: Pemble
Sounding: CPT-104B
Cone Used: DDG1263
CPT Date/Time: 6/16/2014 12:13:29 PM
Location: Paccar Renton
Job Number: 17946-01
Maximum Depth = 26.57 feet Depth Increment = 0.164 feet
*Soil behavior type and SPT based on data from UBC-1983
Tip Resistance
Qt TSF 40000
5
10
15
20
25
30
35
40
45
Depth(ft)
Pore Pressure
Pw PSI 30-10
Friction Ratio
Fs/Qt (%)100
Soil Behavior Type*
Zone: UBC-1983
1 sensitive fine grained
2 organic material
3 clay
4 silty clay to clay
5 clayey silt to silty clay
6 sandy silt to clayey silt
7 silty sand to sandy silt
8 sand to silty sand
9 sand
10 gravelly sand to sand
11 very stiff fine grained (*)
12 sand to clayey sand (*)
120
SPT N*
60% Hammer 700
Pressure(psi)
Time: (seconds)
Paccar
Hart Crowser - PACCAR
Operator Pemble
Sounding: CPT-104C
Cone Used: DDG1263
CPT Date/Time: 6/18/2014 11:28:52 AM
Location: Renton
Job Number: 17946-01
Maximum Pressure = 15.325 psi
1 10 100 1000 10000 2
4
6
8
10
12
14
16
Selected Depth(s) (feet)
27.067
Hart Crowser - PACCAR
Operator: Pemble
Sounding: CPT-104C
Cone Used: DDG1263
CPT Date/Time: 6/18/2014 11:28:52 AM
Location: Renton
Job Number: 17946-01
Maximum Depth = 31.82 feet Depth Increment = 0.164 feet
*Soil behavior type and SPT based on data from UBC-1983
Tip Resistance
Qt TSF 40000
5
10
15
20
25
30
35
40
45
Depth(ft)
Pore Pressure
Pw PSI 30-10
Friction Ratio
Fs/Qt (%)100
Soil Behavior Type*
Zone: UBC-1983
1 sensitive fine grained
2 organic material
3 clay
4 silty clay to clay
5 clayey silt to silty clay
6 sandy silt to clayey silt
7 silty sand to sandy silt
8 sand to silty sand
9 sand
10 gravelly sand to sand
11 very stiff fine grained (*)
12 sand to clayey sand (*)
120
SPT N*
60% Hammer 700
Hart Crowser - PACCAR
Operator: Pemble
Sounding: CPT-105
Cone Used: DDG1263
CPT Date/Time: 6/18/2014 9:57:00 AM
Location: Renton
Job Number: 17946-01
Maximum Depth = 0.49 feet Depth Increment = 0.164 feet
*Soil behavior type and SPT based on data from UBC-1983
Tip Resistance
Qt TSF 40000
5
10
15
20
25
30
35
40
45
Depth(ft)
Pore Pressure
Pw PSI 30-10
Friction Ratio
Fs/Qt (%)100
Soil Behavior Type*
Zone: UBC-1983
1 sensitive fine grained
2 organic material
3 clay
4 silty clay to clay
5 clayey silt to silty clay
6 sandy silt to clayey silt
7 silty sand to sandy silt
8 sand to silty sand
9 sand
10 gravelly sand to sand
11 very stiff fine grained (*)
12 sand to clayey sand (*)
120
SPT N*
60% Hammer 700
Hart Crowser - PACCAR
Operator: Pemble
Sounding: CPT-105B
Cone Used: DDG1263
CPT Date/Time: 6/18/2014 10:00:05 AM
Location: Renton
Job Number: 17946-01
Maximum Depth = 0.49 feet Depth Increment = 0.164 feet
*Soil behavior type and SPT based on data from UBC-1983
Tip Resistance
Qt TSF 40000
5
10
15
20
25
30
35
40
45
Depth(ft)
Pore Pressure
Pw PSI 30-10
Friction Ratio
Fs/Qt (%)100
Soil Behavior Type*
Zone: UBC-1983
1 sensitive fine grained
2 organic material
3 clay
4 silty clay to clay
5 clayey silt to silty clay
6 sandy silt to clayey silt
7 silty sand to sandy silt
8 sand to silty sand
9 sand
10 gravelly sand to sand
11 very stiff fine grained (*)
12 sand to clayey sand (*)
120
SPT N*
60% Hammer 700
Hart Crowser - PACCAR
Operator: Pemble
Sounding: CPT-105C
Cone Used: DDG1263
CPT Date/Time: 6/18/2014 10:03:13 AM
Location: Renton
Job Number: 17946-01
Maximum Depth = 2.30 feet Depth Increment = 0.164 feet
*Soil behavior type and SPT based on data from UBC-1983
Tip Resistance
Qt TSF 40000
5
10
15
20
25
30
35
40
45
Depth(ft)
Pore Pressure
Pw PSI 30-10
Friction Ratio
Fs/Qt (%)100
Soil Behavior Type*
Zone: UBC-1983
1 sensitive fine grained
2 organic material
3 clay
4 silty clay to clay
5 clayey silt to silty clay
6 sandy silt to clayey silt
7 silty sand to sandy silt
8 sand to silty sand
9 sand
10 gravelly sand to sand
11 very stiff fine grained (*)
12 sand to clayey sand (*)
120
SPT N*
60% Hammer 700
Hart Crowser - PACCAR
Operator: Pemble
Sounding: CPT-105D
Cone Used: DDG1263
CPT Date/Time: 6/18/2014 10:10:26 AM
Location: Renton
Job Number: 17946-01
Maximum Depth = 20.18 feet Depth Increment = 0.164 feet
*Soil behavior type and SPT based on data from UBC-1983
Tip Resistance
Qt TSF 40000
5
10
15
20
25
30
35
40
45
Depth(ft)
Pore Pressure
Pw PSI 30-10
Friction Ratio
Fs/Qt (%)100
Soil Behavior Type*
Zone: UBC-1983
1 sensitive fine grained
2 organic material
3 clay
4 silty clay to clay
5 clayey silt to silty clay
6 sandy silt to clayey silt
7 silty sand to sandy silt
8 sand to silty sand
9 sand
10 gravelly sand to sand
11 very stiff fine grained (*)
12 sand to clayey sand (*)
120
SPT N*
60% Hammer 700
Hart Crowser - PACCAR
Operator: Pemble
Sounding: CPT-106
Cone Used: DDG1263
CPT Date/Time: 6/18/2014 9:30:02 AM
Location: Renton
Job Number: 17946-01
Maximum Depth = 42.68 feet Depth Increment = 0.164 feet
*Soil behavior type and SPT based on data from UBC-1983
Tip Resistance
Qt TSF 40000
5
10
15
20
25
30
35
40
45
Depth(ft)
Pore Pressure
Pw PSI 30-10
Friction Ratio
Fs/Qt (%)100
Soil Behavior Type*
Zone: UBC-1983
1 sensitive fine grained
2 organic material
3 clay
4 silty clay to clay
5 clayey silt to silty clay
6 sandy silt to clayey silt
7 silty sand to sandy silt
8 sand to silty sand
9 sand
10 gravelly sand to sand
11 very stiff fine grained (*)
12 sand to clayey sand (*)
120
SPT N*
60% Hammer 700
Hart Crowser - PACCAR
Operator: Pemble
Sounding: CPT-107
Cone Used: DDG1263
CPT Date/Time: 6/18/2014 11:00:28 AM
Location: Renton
Job Number: 17946-01
Maximum Depth = 3.61 feet Depth Increment = 0.164 feet
*Soil behavior type and SPT based on data from UBC-1983
Tip Resistance
Qt TSF 40000
5
10
15
20
25
30
35
40
45
Depth(ft)
Pore Pressure
Pw PSI 30-10
Friction Ratio
Fs/Qt (%)100
Soil Behavior Type*
Zone: UBC-1983
1 sensitive fine grained
2 organic material
3 clay
4 silty clay to clay
5 clayey silt to silty clay
6 sandy silt to clayey silt
7 silty sand to sandy silt
8 sand to silty sand
9 sand
10 gravelly sand to sand
11 very stiff fine grained (*)
12 sand to clayey sand (*)
120
SPT N*
60% Hammer 700
Hart Crowser - PACCAR
Operator: Pemble
Sounding: CPT-107B
Cone Used: DDG1263
CPT Date/Time: 6/18/2014 11:10:33 AM
Location: Renton
Job Number: 17946-01
Maximum Depth = 20.70 feet Depth Increment = 0.164 feet
*Soil behavior type and SPT based on data from UBC-1983
Tip Resistance
Qt TSF 40000
5
10
15
20
25
30
35
40
45
Depth(ft)
Pore Pressure
Pw PSI 30-10
Friction Ratio
Fs/Qt (%)100
Soil Behavior Type*
Zone: UBC-1983
1 sensitive fine grained
2 organic material
3 clay
4 silty clay to clay
5 clayey silt to silty clay
6 sandy silt to clayey silt
7 silty sand to sandy silt
8 sand to silty sand
9 sand
10 gravelly sand to sand
11 very stiff fine grained (*)
12 sand to clayey sand (*)
120
SPT N*
60% Hammer 700
Hart Crowser - PACCAR
Operator: Pemble
Sounding: CPT-108
Cone Used: DDG1263
CPT Date/Time: 6/16/2014 11:30:41 AM
Location: Paccar Renton
Job Number: 17946-01
Maximum Depth = 34.45 feet Depth Increment = 0.164 feet
*Soil behavior type and SPT based on data from UBC-1983
Tip Resistance
Qt TSF 40000
5
10
15
20
25
30
35
40
45
Depth(ft)
Pore Pressure
Pw PSI 30-10
Friction Ratio
Fs/Qt (%)100
Soil Behavior Type*
Zone: UBC-1983
1 sensitive fine grained
2 organic material
3 clay
4 silty clay to clay
5 clayey silt to silty clay
6 sandy silt to clayey silt
7 silty sand to sandy silt
8 sand to silty sand
9 sand
10 gravelly sand to sand
11 very stiff fine grained (*)
12 sand to clayey sand (*)
120
SPT N*
60% Hammer 700
Hart Crowser - PACCAR
Operator: Pemble
Sounding: CPT-109
Cone Used: DDG1263
CPT Date/Time: 6/18/2014 10:29:03 AM
Location: Renton
Job Number: 17946-01
Maximum Depth = 2.62 feet Depth Increment = 0.164 feet
*Soil behavior type and SPT based on data from UBC-1983
Tip Resistance
Qt TSF 40000
5
10
15
20
25
30
35
40
45
Depth(ft)
Pore Pressure
Pw PSI 30-10
Friction Ratio
Fs/Qt (%)100
Soil Behavior Type*
Zone: UBC-1983
1 sensitive fine grained
2 organic material
3 clay
4 silty clay to clay
5 clayey silt to silty clay
6 sandy silt to clayey silt
7 silty sand to sandy silt
8 sand to silty sand
9 sand
10 gravelly sand to sand
11 very stiff fine grained (*)
12 sand to clayey sand (*)
120
SPT N*
60% Hammer 700
Hart Crowser - PACCAR
Operator: Pemble
Sounding: CPT-109B
Cone Used: DDG1263
CPT Date/Time: 6/18/2014 10:36:15 AM
Location: Renton
Job Number: 17946-01
Maximum Depth = 4.43 feet Depth Increment = 0.164 feet
*Soil behavior type and SPT based on data from UBC-1983
Tip Resistance
Qt TSF 40000
5
10
15
20
25
30
35
40
45
Depth(ft)
Pore Pressure
Pw PSI 30-10
Friction Ratio
Fs/Qt (%)100
Soil Behavior Type*
Zone: UBC-1983
1 sensitive fine grained
2 organic material
3 clay
4 silty clay to clay
5 clayey silt to silty clay
6 sandy silt to clayey silt
7 silty sand to sandy silt
8 sand to silty sand
9 sand
10 gravelly sand to sand
11 very stiff fine grained (*)
12 sand to clayey sand (*)
120
SPT N*
60% Hammer 700
Hart Crowser - PACCAR
Operator: Pemble
Sounding: CPT-109C
Cone Used: DDG1263
CPT Date/Time: 6/18/2014 10:44:46 AM
Location: Renton
Job Number: 17946-01
Maximum Depth = 4.43 feet Depth Increment = 0.164 feet
*Soil behavior type and SPT based on data from UBC-1983
Tip Resistance
Qt TSF 40000
5
10
15
20
25
30
35
40
45
Depth(ft)
Pore Pressure
Pw PSI 30-10
Friction Ratio
Fs/Qt (%)100
Soil Behavior Type*
Zone: UBC-1983
1 sensitive fine grained
2 organic material
3 clay
4 silty clay to clay
5 clayey silt to silty clay
6 sandy silt to clayey silt
7 silty sand to sandy silt
8 sand to silty sand
9 sand
10 gravelly sand to sand
11 very stiff fine grained (*)
12 sand to clayey sand (*)
120
SPT N*
60% Hammer 700