HomeMy WebLinkAboutRS_Geotechnical_Report_160608_v1Geotechnical Engineering Services
Energize Eastside Project
Redmond to Renton, Washington
for
Puget Sound Energy
June 8, 2016
Geotechnical Engineering Services
Energize Eastside Project
Redmond to Renton, Washington
for
Puget Sound Energy
June 8, 2016
8410 154th Avenue NE
Redmond, Washington 98052
425.861.6000
Table of Contents
INTRODUCTION ......................................................................................................................................................... 1
PROJECT UNDERSTANDING .................................................................................................................................... 1
SCOPE OF SERVICES ............................................................................................................................................... 1
SITE DESCRIPTION ................................................................................................................................................... 3
Geologic Setting ................................................................................................................................................... 3
Surface Conditions............................................................................................................................................... 4
Segment A ..................................................................................................................................................... 4
Segment C ..................................................................................................................................................... 4
Segment E ..................................................................................................................................................... 5
Segment J ...................................................................................................................................................... 5
Segment M .................................................................................................................................................... 5
Segment N ..................................................................................................................................................... 5
Subsurface Explorations and Laboratory Testing .............................................................................................. 6
Field Explorations .......................................................................................................................................... 6
Laboratory Testing ........................................................................................................................................ 6
Previous Studies ........................................................................................................................................... 6
Subsurface Conditions ........................................................................................................................................ 6
Field Screening Results ................................................................................................................................ 8
Groundwater .................................................................................................................................................. 8
CONCLUSIONS AND RECOMMENDATIONS ............................................................................................................ 9
Seismic Design Considerations ........................................................................................................................ 10
2012 International Building Code Design Considerations ...................................................................... 10
Surface Fault Rupture ................................................................................................................................ 11
Liquefaction Potential ................................................................................................................................ 11
Lateral Spreading ....................................................................................................................................... 12
Drilled Shafts ..................................................................................................................................................... 13
Lateral Load Response .............................................................................................................................. 13
Axial Capacity ............................................................................................................................................. 13
Downdrag ................................................................................................................................................... 14
Corrosion Evaluation ......................................................................................................................................... 14
Construction Considerations ............................................................................................................................ 14
Temporary Construction Access ................................................................................................................ 15
Drilled Shaft Excavations ........................................................................................................................... 15
Direct Embedment Excavations ................................................................................................................ 16
Micropiles ................................................................................................................................................... 17
Casing Foundations ................................................................................................................................... 18
Access Road Fill Materials ......................................................................................................................... 18
Excavation Cut and Fill Slopes .................................................................................................................. 19
Erosion Control ........................................................................................................................................... 19
Considerations for BP/Olympic Pipelines ................................................................................................. 20
LIMITATIONS .......................................................................................................................................................... 21
REFERENCES ........................................................................................................................................................ 21
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Table of Contents (continued)
LIST OF FIGURES
Figure 1. Vicinity Map
Figures 2 through 18. Site Plans
APPENDICES
Appendix A. Field Explorations
Figure A-1 – Key to Exploration Logs
Figures A-2 through A-41 – Log of Explorations
Appendix B. Geotechnical Laboratory Testing
Figures B-1 through B-12 – Sieve Analysis Results
Figures B-13 and B-14 – Atterberg Limits Test Results
Appendix C. Chemical Analytical Testing Program
Appendix D. Previous Explorations
Appendix E. Recommended Soil Parameters and LPILE Data
Appendix F. Report Limitations and Guidelines for Use
June 8, 2016 | Page ii File No. 0186-871-05
INTRODUCTION
This report presents the results of our geotechnical engineering services for design of deep foundation
support for the proposed Energize Eastside Transmission Line project located between Redmond and
Renton in King County, Washington. The project includes upgrading the existing 115kV service to 230kV
and replacing existing transmission poles with new pole poles. The general alignment of the transmission
line is shown on the Vicinity Map, Figure 1. The alignment is shown in relation to surrounding physical
features on the Site Plans, Figures 2 through 19.
These services are a continuation of our involvement on the project. We previously completed a Geologic
Hazards Evaluation and Preliminary Geotechnical Engineering Services study for the project that was
summarized in our report dated December 19, 2014. In addition, we completed a soil characterization
report for the pole yard located immediately south of the Lakeside substation, dated August 16, 2012.
We have also previously completed geotechnical studies for Puget Sound Energy’s (PSE) Sammamish,
Lakeside, Richards Creek (proposed), and Talbot substations.
PROJECT UNDERSTANDING
Our understanding of the project is based on conversations and meetings with representatives of PSE.
At this time, the intended final route for the project has been selected and consists of Segments A, C, E, J,
M, and N which follow existing PSE easements through Redmond, Bellevue, Newcastle, Renton and
King County. The proposed 230 kv service will be supported on a series of new monopoles (poles). The
project begins at the Sammamish substation and heads south along the existing easement, passing the
Rosehill Substation in Redmond and the Lakeside substation in Bellevue, terminating at the Talbot
substation in Renton. The project alignment will include a number of running-angle poles, and a few
dead-angle poles, with the remaining poles being tangent poles.
We understand the structural foundation design will be completed by Power Engineers using soil and other
input parameters that we provide. The design loads had not been finalized at the time this report was
prepared. Based on similar 230 kV projects we have recently completed for PSE, we anticipate that the
preliminary downward axial loads on the pole foundations will be in the range of 10 to 50 kips, and that
preliminary lateral loads on these foundations might range between 10 to 90 kips in shear, and between
600 and 7,000 kip-feet of applied bending moment. We understand that drilled shafts will likely be
necessary for all angle and dead-end structures, but that direct embedment might be possible for some of
the tangent poles where the loading is less.
At this time the study was completed, final new pole locations had not yet been selected. Thus, the
explorations were completed at locations selected by PSE and supplemented with additional boring
locations recommended by GeoEngineers. One boring planned along a portion of Segment J (boring J4) had
not yet been completed at the time this report was prepared.
SCOPE OF SERVICES
The purposes of our services were to: (1) complete subsurface explorations at selected locations along the
proposed route, and (2) provide geotechnical engineering input to support design and construction of the
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pole foundations for the proposed transmission line. Our specific scope of services included the following
tasks:
1. Reviewing available published geologic data and our files for existing information on subsurface
conditions in the vicinity of the proposed transmission line alignment.
2. Providing input as to the recommended boring locations and spacing.
3. Providing input as to access and clearing requirements for the proposed boring locations. Clearing was
completed by PSE.
4. Preparing an exploration plan and job hazard analysis. We assessed access to complete borings as
close to each proposed pole location as practical. We coordinated subcontracted drilling services to
use drilling equipment suited for each location.
5. Coordinating location and clearance of existing utilities. We contacted the “One-Call Underground Utility
Locate Service” prior to beginning explorations as required by Washington State law. We also
arranged to have a private locator clear each location. We met with BP/Olympic Pipe Line Company
(BP/Olympic) representatives prior to drilling and followed any BP safety requirements.
6. Exploring subsurface conditions along the alignment by completing 40 borings to depths of 38 to
71.5 feet, with most completed to depths of 50 to 60 feet.
7. Evaluating the presence of contaminates in the obtained soil samples by field screening for sheen and
using a photoionization detector (PID) to evaluate the possible presence of volatile contaminates.
8. Performing laboratory tests on selected soil samples obtained from the explorations to evaluate
pertinent engineering characteristics. This testing program included moisture content determinations,
grain-size analyses, Atterberg limits, direct shear tests, and tests for resistivity and pH.
9. Characterizing the subsurface conditions encountered in the explorations, including depth and
thickness of various soil units, index properties, strength parameters and corrosion potential.
10. Providing design recommendations for the selected foundation type(s) including tabulated axial
capacities recommendations and LPILE input parameters to be used in the lateral foundation analyses
and structural design.
11. Commenting on considerations for direct embedment techniques. We understand that others will likely
evaluate whether direct embedment is appropriate after the loads are finalized.
12. Addressing seismic considerations including providing seismic design criteria consistent with the 2012
International Building Code (IBC) and our evaluation of the liquefaction and lateral spreading potential
of site soils.
13. Providing recommendations for site preparation, access road construction and earthwork, as
appropriate, including clearing and stripping, temporary and permanent cut and fill slopes, suitability
of on-site soils for use as structural fill, criteria for imported fill, fill placement and compaction
requirements, and wet weather considerations.
14. Providing a discussion of anticipated construction issues including drilling below the groundwater table,
possible soft soils, boulders, cobbles, or other challenging soil or rock conditions. We also discuss
options for drilling shafts near adjacent BP lines.
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15. Attending meetings with PSE to develop the exploration plans and related logistics, reviewing the
subsurface information obtained, and discussing foundation options for pole support.
16. Preparing a draft geotechnical report presenting our conclusions and recommendations along with
supporting field and laboratory data and submitting the draft report to PSE and Power Engineers for
review and comment.
17. Preparing a final version of the geotechnical report incorporating the review comments from PSE and
Power Engineers.
SITE DESCRIPTION
Geologic Setting
A more detailed description of geologic conditions is presented in our Geologic Hazards Evaluation and
Preliminary Geotechnical Engineering Services report dated December 19, 2014. A summary is presented
below.
Our understanding of geology in the Energize Eastside project vicinity and along the potential PSE segments
and routes is based on review of 1:100,000 scale geologic maps published by the DNR and on a review of
geologic maps published by King County.
The native soils in the vicinity of the site are the result of glacial and post glacial processes. The glacial
deposits are derived from several regional glaciations. The most recent, the Fraser glaciation included three
phases (stades) with the last phase, called the Vashon glaciation, occurring from about 13,500 to
15,000 years ago. Based on our review, surface geology along the project segments can be grouped into
two primary categories: glacial and recent alluvial deposits. Bedrock is also present, but only across limited
portions of the project segments.
In general, segments in the northern part of the project area cross deposits of the most recent glacial period
(Fraser age) and include glacial till (Qgt), advance continental glacial outwash (Qga(t)), and minor amounts
of glacial drift (Qgu) and alluvium (Qa). Proposed segments in the central region of the project area cross
similar deposits including glacial till (Qgt), continental and advance glacial outwash (Qga and Qgat), and
minor exposures of alluvium (Qa), and isolated areas of Eocene nearshore sedimentary rocks (OEn).
Segments in the southern region of the PSE project area also cross glacial till (Qgt), continental glacial
outwash (Qgo), and lesser amounts of alluvium (Qa), and advance continental outwash (Qga), and
pre-Fraser continental glacial drift and nonglacial deposits (Qgpc), and Eocne marine sedimentary
rocks (OEm).
Glacial till was deposited after being transported and dropped by a glacier, and typically consists of dense,
unsorted and unstratified deposits of silt, clay, sand, gravel, cobbles, and occasional boulders. Glacial
outwash consists of fluvially-deposited sediments sourced from the front of glaciers, and is typically
comprised of poorly sorted, well rounded gravel with sand. Advance glacial outwash is outwash which was
overridden by the advancing glacier; recessional outwash was deposited as the glaciers retreated. The peat
deposits included on the map are the organic and organic-rich sediments deposited in closed depressions
in and adjacent to wetlands. Alluvium typically consists of medium stiff or medium dense silt, sand, or gravel
deposited through fluvial processes. Eocene units are comprised of bedrock and other deposits that were
present prior to glacial activity in the area.
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Surface Conditions
In broad terms, the project alignment crosses mainly upland areas and small lowland areas, ravines and
valleys, with the exception of the north end, which starts in a wetland area adjacent to the Sammamish
substation, and the south end where the alignment crosses the Cedar River Valley. The majority of the
alignment is within an existing PSE easement which typically consists of cleared areas with grass or existing
residential yards, with some areas traversing developed properties. Geologic hazards along the alignment
including mapped erosion, steep slope, landslide, seismic and volcanic hazards are addressed in our
Geologic Hazards Evaluation and Preliminary Geotechnical Engineering Services report. This geotechnical
report addresses liquefaction and lateral spreading potential.
Based on elevations shown on Google Earth which uses the NAVD88 datum, elevations across the project
range from a low of about Elevation 60 feet to a high of about Elevation 525 feet. Elevations shown on the
boring logs were obtained from Google Earth and should be considered approximate. A summary of the
surface conditions along each segment is summarized as follows:
Segment A
Segment A begins at the Sammamish substation in Redmond, heads south across a wetland for
approximately 800 feet, west to the west edge of the wetland and up a moderate slope along a greenbelt
for a distance of approximately 0.5 mile, then south for approximately 400 feet. The terrain along
Segment A is relatively level from the substation to the west edge of the wetland where the ground surface
slopes moderately upward to the upland area. After the turn to the south, the terrain slopes moderately to
steeply downslope to the south into the Willows Creek drainage area, and then slopes upward steeply
toward the top of another ridge for the last 50 to 100 feet of this segment.
The portion of the segment from Sammamish substation to the turn to the west and the area about 250 feet
to the west is an existing wetland which is vegetated with tall grass and scattered areas of shrubs and small
trees. Portions of the wetland had surface water present at the time the explorations were completed. We
understand that most of the wetland has surface water during the winter months. Across the remainder of
this segment the vegetation mainly consists of grass, scotch broom and shrubs.
Segment C
Segment C begins at the southern terminus of Segment A in Redmond, and heads directly south to the
south side of State Route (SR) 520 in Bellevue, for a total distance of approximately 3.7 miles. Segment C
begins on the lower slope of the Willows Creek drainage then immediately heads steeply upslope to the
south to the top of a ridge, then descends steeply to another ravine and upward onto relatively flat and
developed upland terrain which extends from Redmond Way to the south side of SR 520. Terrain along the
remainder of the segment remains mostly flat and gently sloping, passing in and out of developed
residential and undeveloped areas, often following a narrow cleared path currently used by both PSE and
BP/Olympic.
Vegetation along Segment C mainly consists of grass, shrubs, blackberry bushes, landscaped backyards,
and asphaltic concrete where crossing parking lots and streets. Conifer and deciduous trees are present
along the edges of the current transmission line corridor.
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Segment E
Segment E begins in Bellevue just south of SR 520 and heads directly south to the Lakeside substation,
for a total of about 3 miles. Segment C begins in a developed commercial portion of Bellevue and continues
south of Bel-Red Road through residential areas and the Bellevue Golf Course to the south, continues along
a green belt and more residential areas to terminate at Lakeside substation. The alignment is relatively
level except where crossing the Lake Hills Connector, which is depressed relative to the adjacent hillsides,
then descends gradually in elevation to the substation.
Surface conditions along Segment E vary from asphaltic concrete where in parking lots of developed areas
and streets, to grass, shrubs, and blackberry bushes, to landscaped backyards and areas along the golf
course. A pedestrian gravel trail follows most of the alignment through the green belt areas south of the
golf course.
Segment J
Segment J begins at the Lakeside substation, follows the existing transmission line corridor south to
SE Newport Way, then southwest to the intersection with Coal Creek Parkway SE just south of
Forest Drive SE, for a total of approximately 2.4 miles. Topographically, the alignment climbs moderately to
the south from the substation to SE Eastgate Way, crosses the I-90 corridor where it is relatively level
through the Eastgate neighborhoods, then climbs up along the west slope of Somerset hill and then
descends downward to the Coal Creek drainage basin, terminating near Coal Creek Parkway.
Surface conditions along Segment J vary from a wetland with tall grass between the Lakeside substation
and PSE’s pole yard situated about 300 feet to the south, gravel surfaced areas at the pole yard and
another construction yard north of SE Eastgate Way, to grass and shrubs along undeveloped cleared
portions of the easement, to landscaped backyards, to asphaltic concrete across parking lots, streets and
interstates.
Segment M
Segment M begins at the south end of Segment J by Coal Creek Parkway SE, continues southwest and west
through Newcastle, continues south through the east portion of Renton, and terminates in the Renton
Highland area near the north valley wall of the Cedar River Valley. Segment M covers a total distance of
about 5.3 miles. Topographically, the alignment traverses the east side of Newport Hills, and ascends hills
and descends into valleys or lower lying areas and has long stretches of relatively level terrain south of
NE 23rd Place in Renton.
North of NE Sunset Boulevard, the easement mainly crosses residential areas and open space. South of
NE Sunset Boulevard, the easement crosses a combination of residential and commercial properties.
Surface conditions along Segment M vary from grass, shrubs, blackberry bushes, and landscaped
backyards to asphaltic concrete where crossing parking lots and streets.
Segment N
Segment N begins in the Renton Highland area at the end of Segment M, just south of SE 3rd Street. The
segment heads southeast across the Cedar River valley, up the valley wall to the vicinity of SE 8th Street
and Harrington Place SE, then turns west to the Talbot Hill substation, for a total of about 1.3 miles.
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Topographically, the alignment is relatively level except for where it crosses the Cedar River Valley, which
is about 200 to 300 feet lower in elevation that the upland areas to the north and south.
Most of this segment crosses green belt or undeveloped areas, with the exception of a condominium
development along the south side of the valley. The segment terminates in the Talbot substation.
Subsurface Explorations and Laboratory Testing
Field Explorations
The subsurface conditions along Segments A, C, E, J, M, and N were explored by drilling 40 borings
completed between August 18 and September 9, 2015. In addition, we reviewed available published
geologic maps and subsurface exploration logs completed by GeoEngineers and others for previous
projects near the alignment. The borings were completed to depths of 38 to 71.5 feet using equipment
under subcontract to GeoEngineers. Details of our exploration program, including boring logs and sampling
methods are included in Appendix A.
We installed monitoring wells in several of the borings to allow for subsequent measurements of
groundwater levels following drilling. The monitoring wells are the property of PSE. The wells should be
decommissioned by a licensed well driller in accordance with Chapter 173-160 of the Washington
Administrative Code (WAC) when they are no longer needed for data collection. Alternatively, the wells could
be kept intact for use during project bidding and then be decommissioned under the construction contract.
Laboratory Testing
Soil samples were obtained during drilling and taken to our Redmond geotechnical laboratory for further
evaluation and testing. Selected samples were tested for moisture content, percent fines content (particles
passing the U.S. No. 200 sieve), grain size distribution, plasticity characteristics (Atterberg limits), strength
parameters using the direct shear test (completed by another lab under subcontract to GeoEngineers), and
corrosivity tests. Appendix B presents a discussion of the laboratory testing procedures and test results.
Previous Studies
We reviewed the logs of explorations completed as part of previous studies for the Sammamish, Lakeside,
Richards Creek, and Talbot substations. The location of borings in the vicinity of the project limits are shown
on the site plans and the exploration logs are presented in Appendix D.
Subsurface Conditions
Subsurface conditions encountered in our recent explorations along the alignment are consistent with
published geologic information and with previous explorations we and others have completed for nearby
projects.
In general, the subsurface conditions encountered across most of the project limits consist of glacially
consolidated deposits, mainly very dense glacial till and advance outwash. Many areas encountered
surficial deposits of recessional outwash, alluvium, or fill overlying the glacially consolidated deposits. The
soil conditions have been divided into four generalized profiles as follows:
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Soil Profile 1
Soil profile 1 consists of 15 feet of alluvial or outwash deposits consisting of loose to medium dense sand
with occasional layers of medium stiff silt, underlain to a depth of about 45 feet by medium dense alluvial
or outwash deposits consisting of sand with variable amounts of silt, which in turn is underlain by glacially
consolidated deposits. This soil profile was only encountered in the wetland area along the northern portion
of Segment A.
Soil Profile 2
Soil profile 2 consists of about 5 to 10 feet of weathered glacial till underlain by very dense glacial till and
advance outwash. Some of the borings with this soil profile were terminated in the glacial till, while others
advanced through the glacial till and terminated in the underlying advance outwash. The till typically
consists of dense to very dense silty sand with gravel and cobbles and silty gravel with sand and cobbles.
The advance outwash varied from very dense sand with varying amounts of silt to very stiff to hard silt with
varying amounts of sand. Occasionally the advance outwash consisted of very dense gravels with varying
amounts of silt. Our borings encountered some boulders within the till. Rough and hard drilling typically
occurred in the till because of the presence of the density of the till and the presence of cobbles and
boulders, and drilling progress was very slow in several instances (see boring logs for notes on the depths
at which rough and hard drilling, and slow drilling progress occurred). Soil profile 2 was encountered along
portions of Segment A, most of Segment C and M, and portions of Segment J.
Soil Profile 3
Soil profile 3 is similar to soil profile 2 but consists of a thicker upper zone of weathered glacial deposits,
recessional outwash, alluvium or fill extending to a depth of 10 to 15 feet overlying glacially consolidated
deposits. The upper soils typically consist of medium dense silty sand or stiff to very stiff silt or clay.
Soil profile 3 was encountered along most of Segment E, along the south end of Segment N, and at isolated
areas along the other segments.
Soil Profile 4
At the north end of Segment J, soil profile 4 consists of about 5 to 10 feet of dense fill (in the pole yard) or
loose recessional sand (in the wetland area between the Lakeside substation and the pole yard). This upper
zone is underlain by loose to medium dense recessional sand and gravel. The depth of the recessional
deposits varies significantly, from a depth of about 15 feet at boring J1 to more than 35 feet across portions
of the pole yard. Based on boring J1, the recessional deposits are underlain by glacial till.
For the middle portion of Segment N, soil profile 4 consists of about 20 to 35 feet of recessional deposits
overlying ice-contact deposits. The recessional deposits varied from loose to medium dense sand to
medium dense gravel. Boring N4 encountered gravel which was difficult to drill and pushed the auger out
of alignment. The ice contact deposits vary from very stiff silt to medium dense sand and extended to a
depth of 60 feet in boring N3.
Table 1 below summarizes each segment and the soil profile encountered, along with additional subsurface
and groundwater information.
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TABLE 1. SUMMARY OF SUBSURFACE CONDITIONS
Segment Area Soil Profile Approximate Depth to
Dense Soils (feet)
A Center portion of wetland by borings A1 and A3 1 40 to 50
A West side of Sammamish substation extending to the
south in line with boring A2 3 15 to 20
A Remainder of segment 2 5
C Entire Segment except between Old Redmond Road and
NE 50th Street 2 5
C Between Old Redmond Road and NE 50th Street 3 15
E Entire Segment 3 15
J From Lakeside substation to about 1,000 to the south 4 15 to 40?
J From area described above to SE Newport Way 3 15 to 20
J SE Newport Way to Forest Drive 21 5 to 10
J South of Forest Drive 3 15 to 25
M Coal Creek Parkway to Newcastle Way 2 5
M Newcastle Way to SE 95th Way 32 10
M SE 95th Way to NE 17th Place 2 5
M NE 17th Place to south end of segment 3 10 to 15
N North end to north side of Cedar Valley Slope 2 5 to 10
N South side of Cedar Valley Slope to Beacon Way South 43 35 to 60?
N Beacon Way South to end of segment (Talbot substation) 3 5 to 15
Notes:
1 Outcrops of Bedrock might be encountered at isolated portions of this section. Boring J4 not yet completed.
2 Outcrops of weathered bedrock might be encountered between SE 80th Way to south of SE 84th Street.
3 Recommend completing another boring between borings N4 and N5 to verify subsurface conditions between boring N4 and
Beacon Way South.
Field Screening Results
The soil samples in the upper 15 feet of each boring were field screened for indications of evidence of
petroleum hydrocarbons using visual and water sheen screening. Screening of two samples from borings
N-1 and N-2 detected a slight to moderate sheen. One sample from boring N1 (previously label as B-10)
was sent to a laboratory for analyses of hydrocarbons. The result was “Not Detected.” None of the other
screened samples detected any sheen. The results of the analytical testing are presented in Appendix C.
Groundwater
Groundwater level observations were made during drilling and measured subsequent to drilling in
monitoring wells installed in borings A2, C3, C4, J1, M3, M8, M10, and N6. Groundwater seepage was
encountered during drilling in about one-third of the borings at depths ranging from about 14 to 55 feet.
Some of the observed groundwater seepage is attributable to zones of perched water within or on top of
the glacial till or weathered bedrock.
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We measured groundwater levels in the monitoring wells on September 16, 2015 and February 9, 2016.
Table 2 below summarizes the measured groundwater depths and estimated elevations.
We expect that the presence of groundwater seepage and groundwater levels within the glacial till will
fluctuate seasonally and will change due to precipitation. Groundwater encountered or present within
deeper advance outwash deposits may not fluctuate significantly. Across the two wetland areas (south of
the Sammamish substation and between the Lakeside substation and the pole yard) we anticipate that
groundwater is at or near the ground surface during much of the year.
TABLE 2. GROUNDWATER LEVEL MONITORING DATA
Monitoring Well No. Groundwater Depth1/Elevation (feet)
September 16, 2015
Groundwater Depth1/Elevation (feet)
February 9, 2016
A2 20/55 16/59
C3 Not encountered Not Encountered
C4 38/403 35/406
J1 0 (at surface)/92 0 (at surface)/92
M3 31/379 30/381
M8 Not encountered 46/399
M10 Not encountered 49/324
N6 56/384 54/386
Notes:
1 Groundwater depths are measured from ground surface. Groundwater elevations are relative
to estimated ground surface elevations based on Google Earth (NAVD88).
CONCLUSIONS AND RECOMMENDATIONS
A majority of the alignment is underlain by glacially consolidated deposits. In our opinion, foundation
support for the poles may be provided using conventional drilled shafts or direct embedment, where
appropriate. Excavation for both drilled shafts and direct embedment will need to address the presence of
cobbles and boulders in the glacial soils, drilling in very dense deposits, zones of groundwater seepage, the
presence of groundwater and the potential for caving or sloughing soils.
Portions of the alignment are underlain by weathered or unweathered bedrock. The boring in Somerset,
where bedrock may be present, has not yet been completed. Explorations completed by others north of
Forest Drive in the Somerset area encountered areas of bedrock near the existing alignment. Another
boring completed by others near the Somerset Recreation Club encountered glacial till, although the boring
did not extend very deep. Therefore, in the Somerset area we anticipate that some pole foundation
excavations might encounter bedrock. Weathered bedrock was encountered in boring M4 in the Olympus
neighborhood in Newcastle. This material was drillable with the drilling equipment used for the explorations
to the depth explored.
The central portion of the wetland area in Segment A contains a high groundwater table and 10 to 15 feet
of loose alluvial deposits underlain by medium dense sand to depths of 40 to 45 feet. Recessional outwash
consisting of course gravel was encountered along the portion of Segment N immediately south of the
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Cedar River valley. Drilling through these deposits will likely require casing to control caving and sloughing.
Casing will also likely be necessary for the upper portion of deposits encountered across the north portion
of Segment J, and where shafts are located close to existing BP/Olympic pipelines. Casing may be required
in other areas where the surficial soils are loose. We do not recommend using direct embedment in these
areas.
The following sections of this report present our recommendations for drilled shafts, and micropiles, and
considerations for direct embedment foundations. Our report does not include recommendations for design
and construction of helical piers, as these are typically completed by the supplier/contractor, if selected for
pole support.
Seismic Design Considerations
The project alignment is located in western Washington, which is seismically active. Seismicity in this region
is attributed primarily to the interaction between the Pacific, Juan de Fuca and North American plates. The
Juan de Fuca plate is subducting beneath the North American plate at the Cascadia Subduction Zone (CSZ).
This activity produces both intercrustal (between plates) and intracrustal (within a plate) earthquakes.
Research is ongoing regarding large magnitude CSZ-related intercrustal earthquake activity along the
Washington and Oregon coasts. Geologists are reporting evidence that suggests several large magnitude
earthquakes (magnitude 8 to 9) have occurred along the CSZ in the last 1,500 years, the most recent of
which occurred in January 1700. Five large subduction zone earthquakes have been observed globally
since 1960: (1) in 1960, a magnitude 9.5 earthquake occurred in Chile; (2) in 1964, a magnitude 9.2
earthquake occurred in Alaska; (3) in 2006, a magnitude 9.2 earthquake occurred in Indonesia; and (4) in
2010 a magnitude 8.8 earthquake occurred off the coast of Chile; and (5) in 2011 a magnitude 9.0
occurred in Japan. No documented earthquakes of this magnitude have occurred along the CSZ during the
recorded history of the Pacific Northwest.
Hundreds of smaller intracrustal earthquakes have been recorded in western Washington. Four of the most
recent significant intracrustal earthquakes were: (1) a magnitude 7.2 earthquake that occurred in 1946 in
the Vancouver Island, British Columbia area; (2) a magnitude 7.1 earthquake that occurred in 1949 in the
Olympia area; (3) a magnitude 6.5 earthquake that occurred in 1965 between Seattle and Tacoma; and
(4) a magnitude 6.8 earthquake that occurred on February 28, 2001 at Nisqually near Olympia.
2012 International Building Code Design Considerations
Seismic parameters vary slightly between the north and south ends of the project. Seismic parameters also
vary depending on the soil conditions present. Most of the site soils may be characterized as Site Class C,
with the exception of a few areas where site class D is appropriate. We recommend the 2012 IBC
parameters for short period spectral response acceleration (SS), 1-second period spectral response
acceleration (S1), and Seismic Coefficients FA and FV presented in Table 3.
June 8, 2016 | Page 10 File No. 0186-871-05
TABLE 3. IBC SEISMIC PARAMETERS
Notes:
1Extent of site class D in the vicinity of M11 to be finalized when final design segments are available.
The spectral Response values are based on the 2008 USGS Seismic Hazard Maps available at
http://geohazards.usgs.gov/deaggint/2008.php.
Surface Fault Rupture
A portion of the alignment immediately north and south of I-90, is mapped within the Seattle Fault Zone,
which is thought to have a recurrence interval on the order of 1,000 years. However, based on the long
recurrence interval of the fault, it is our opinion there is a low risk of fault rupture over the design life of the
poles. The remainder of the alignment is sufficiently distant from the Seattle fault and overlain with a
substantial thickness of glacial sediments such that we conclude that the potential for surface fault rupture
is remote.
Liquefaction Potential
Liquefaction refers to a condition where vibration or shaking of the ground, usually during earthquakes,
causes development of excess pore water pressures in saturated soils and subsequent loss of strength in
a soil unit so affected. In general, soils that are susceptible to liquefaction include loose to medium dense
sand to silty sand and soft to stiff sandy silt, which are below the groundwater level.
Most of the soils along the alignment are typically in a dense to very dense condition, and/or are above the
anticipated normal groundwater level and are not considered liquefiable. The portions of the alignment
Segment Extent Site
Class
Spectral Response
Acceleration
(percent g)
Seismic
Coefficient
Peak Ground
Acceleration,
PGAm
(percent g) SS S1 FA FV
A Wetlands Area D 125.6 48.2 1.0 1.5 51.7
A Remainder C 125.6 48.2 1.0 1.3 51.7
C All C 126.5 48.5 1.0 1.3 51.5
E SE 5th Street to Lake Hills
Connector Road D 131.7 50.6 1.0 1.5 54.0
E Remainder C 130.1 50.0 1.0 1.3 54.0
J Northern 1,000 feet D 134.7 51.6 1.0 1.5 56.9
J Remainder C 137.4 52.6 1.0 1.3 57.9
M North of SE 88th Street C 141.5 53.8 1.0 1.3 59.1
M South of SE 88th Street C 142.3 53.6 1.0 1.3 60.6
M In the vicinity of boring M111 D 141.4 53.0 1.0 1.5 60.6
N North Side of Maple Valley
Highway C 141.3 52.8 1.0 1.3 58.5
N South Side of Maple Valley
Highway to Talbot substation D 140.8 52.6 1.0 1.5 58.0
N Talbot substation area C 140.8 52.6 1.0 1.3 58.0
June 8, 2016 | Page 11 File No. 0186-871-05
which have liquefiable soils include the upper 10 to 50 feet across the Redmond wetland, and the small
area between the Lakeside substation and the south side of the pole yard.
We evaluated the liquefaction potential of the site soils based on the information from the borings using
the Simplified Procedure (Youd and Idriss, 2001). The Simplified Procedure is based on comparing the
cyclic resistance ratio (CRR) of a soil layer (the cyclic shear stress required to cause liquefaction) to the
cyclic stress ratio (CSR) induced by an earthquake. The factor of safety against liquefaction is determined
by dividing the CRR by the CSR. Liquefaction hazards, including settlement and related effects, were
evaluated when the factor of safety against liquefaction was calculated as less than 1.0.
Estimated ground settlement resulting from earthquake-induced liquefaction was analyzed using empirical
procedures by Tokimatsu and Seed (1987) that relate settlement to the boring data. Liquefaction potential
of the site soils was evaluated using the peak ground acceleration listed in the table above.
Estimated ground settlement resulting from earthquake-induced liquefaction was analyzed using empirical
procedures by Tokimatsu and Seed (1987) that relate settlement to the boring data. Liquefaction potential
of the site soils was evaluated using the peak ground acceleration listed in the table above.
Analysis of the boring data indicates that there is a potential for liquefaction within the saturated alluvium
encountered in the wetland area of Segment A and the north portion of Segment J from the Lakeside
substation to the southern extent of the pole yard. We estimate that the factor of safety is less than 1 during
the design-level earthquake for the loose to medium dense alluvial/recessional deposits encountered in
these areas. For the wetland portion of Segment A, the depth of liquefiable deposits varies from about
15 feet on the west edge of the wetland to about 50 to 60 feet across the center of the wetland. For this
area, liquefaction-induced ground settlement of the potentially liquefiable zones is estimated to be on the
order of 2 to 4 inches along the west edge and up to 6 to 8 inches in the center of the wetland. For the
north portion of Segment J across the small wetland and the pole yard (which encompasses the area of the
proposed Richards Creek substation), the depth of liquefiable deposits varies from about 10 to 30 feet,
based on boring J1 and on the borings completed for the proposed Richards Creek substation. For this
area, liquefaction-induced ground settlement of the potentially liquefiable zones is estimated to be on the
order of 1 to 4 inches for a design-level earthquake. Lesser amounts of settlement from liquefaction could
be experienced after an earthquake with a magnitude less than the design-level earthquake. The
magnitude of liquefaction-induced ground settlement will vary as a function of the characteristics of the
earthquake (earthquake magnitude, location, duration and intensity) and the soil and groundwater
conditions.
Our recommended soil input parameters for lateral load design included in Appendix E consider the effects
of liquefaction through the application of p-multipliers for LPILE parameters.
Lateral Spreading
Lateral spreading involves lateral displacements of large volumes of liquefied soil. Lateral spreading can
occur on near-level-ground as blocks of surface soils are displaced toward a nearby slope or free-face such
as a riverbank by movement of the underlying liquefied soil. Flow failures occur when soil liquefies and
flows by gravity without further seismic input. Lateral spreading also occurs as blocks of surface soils are
displaced toward a nearby slope or free-face such as a nearby waterfront or stream bank by movement of
the underlying liquefied soil.
June 8, 2016 | Page 12 File No. 0186-871-05
Due to the distance to the Sammamish River and the relatively flat grade, it is our opinion the risk of lateral
spreading is low for the wetland portion of Segment A. For the north portion of Segment J in the vicinity of
the proposed Richards Creek substation, in our study for that substation we concluded that there is a risk
for lateral spreading along the west edge where the topography slopes downward to the west. We should
reevaluate the risk to the proposed poles in this area once their final location has been determined.
Drilled Shafts
Based on recent 230 kV projects we have completed for PSE, we anticipate that the preliminary downward
axial loads on the pole foundations will be in the range of 10 to 50 kips. The lateral loads on these
foundations typically range between 10 and 90 kips of shear force, and between 600 kip-feet and
7,000 kip-feet of applied bending moment. We also understand the foundations will be roughly 6 to 8 feet
in diameter and embedded to depths of typically at least 40 feet, although some of the tangent pole
foundations might only require embedment depths as shallow as 15 to 20 feet. For the pole foundation
design, the depth of embedment is typically governed by lateral loading conditions.
Where liquefiable deposits are present, we recommend that foundations extend below the loose to medium
dense liquefiable deposits into underlying dense, non-liquefiable soils.
Lateral Load Response
Lateral load design and analysis will be performed by the project structural engineer, Power Engineers. Soil
input parameters for the LPILE program are provided in Appendix E. We also provide p-multipliers for
strength loss under seismic loading conditions based on Brandenberg, et al (2007) for foundations where
liquefiable deposits are present.
As mentioned above, the foundations for poles near the proposed Richards Creek substation could be
subjected to additional lateral loads imposed by lateral spreading resulting from the design earthquake,
depending on the location of the poles relative to the slope to the west. We recommend that we reevaluate
the potential impacts once the location of the poles in this area has been finalized.
Axial Capacity
The applied axial loads on the pole foundations are generally very small in comparison to the applied
overturning moments resulting from the tension in the wires along with ice and wind loads. The axial
capacity of the foundations will be developed primarily from friction in the dense glacially consolidated soils.
The results of our analyses of axial capacities for drilled shafts are presented in Table 4. These allowable
capacities include a factor of safety of about 2 for skin friction and about 3 for end bearing.
TABLE 4. AXIAL CAPACITY OF DRILLED SHAFTS
Soil
Profile
Diameter
(feet)
Minimum Embedment1
(feet)
Allowable End Bearing
(ksf)
Allowable Skin Friction2, 3
(kips/ft)
1
6 25 or 10 feet into
dense deposits 15 5
8 30 or 10 feet into
dense deposits 28 9
2 6 25 50 12
8 30 80 20
June 8, 2016 | Page 13 File No. 0186-871-05
Soil
Profile
Diameter
(feet)
Minimum Embedment1
(feet)
Allowable End Bearing
(ksf)
Allowable Skin Friction2, 3
(kips/ft)
3 6 25 45 10
8 30 80 18
4 6 40 28 15
8 40 28 23
Notes:
1 Might need to extend deeper where liquefiable deposits present (soil profile 1 and soil profile 4 for north end of Segment J).
2 Presented skin friction is averaged from the ground surface to the minimum embedment.
3 Recommend excluding skin friction through liquefiable layers. See discussion in the Liquefaction Potential section of this report.
ksf – kips per square foot
The subsurface conditions vary across the north end of Segment J (proposed Richards Creek substation
area). We recommend that we reevaluate the axial capacity of the pole foundations once the final locations
are selected.
The total allowable downward capacity of the pole foundations is based on the strength of the supporting
soils and interaction between the foundation and the soil. The structural characteristics of the pole
foundation materials and other structural considerations may impose more stringent limitations and should
be evaluated by the structural engineer. Foundation settlement is anticipated to be less than ½ inch and
essentially elastic in nature; we expect they will occur as axial loads are applied.
Downdrag
Liquefaction-induced settlement could also apply a downdrag force on these foundations. The downdrag
force is a function of the liquefiable soils (thickness and density) and foundation diameter. We estimate
the downdrag forces could be on the order of 100 to 200 kips for pole foundation diameters of about 6 to
8 feet for profiles 1 and 4 across the north end of Segment J and should be considered when estimating
the axial capacity of the foundations where liquefiable soils are present. We recommend that we reevaluate
potential downdrag effects once the pole locations are finalized.
Corrosion Evaluation
GeoEngineers completed limited laboratory testing on soil samples along the alignment to evaluate factors
related to corrosion, as described in Appendix B. The test results indicate that all of the samples tested had
a resistivity greater than 6,000 ohm-centimeters and pH greater than 6.4. These values indicate a low to
moderate potential for corrosion. GeoEngineers does not provide corrosion engineering services and if
further evaluation of corrosion is required, we recommend engaging a corrosion engineer.
Construction Considerations
The project alignment presents several potential difficulties for construction activities posed by surface and
subsurface conditions, including temporary access, existing overhead power lines, the presence of the
BP/Olympic natural gas pipelines and other utilities, very dense glacial till, occurrence of cobbles, boulders
and logs in the subsurface deposits, and groundwater. Access will also be difficult in places due to steep
slopes or the presence of residential and commercial buildings. Access through the wetlands should be
limited to reduce the potential impacts to wetland areas and should be conducted in accordance with
regulatory permits approved for the project.
June 8, 2016 | Page 14 File No. 0186-871-05
We anticipate that drilled shafts will be used for a majority of the poles, although direct embedment might
be used for tangent poles in some areas. In the wetland portion of Segment A, options which might be
appropriate to consider to reduce impacts to the wetland include micropiles or helical anchors. These
options have not been discussed with the design team but general guidelines are presented in this section
of the report for micropiles. Micropiles might also be required if bedrock is encountered at portions of the
alignment in Segment J in the Somerset area.
These and other construction considerations are discussed in the following sections.
Temporary Construction Access
We anticipate earthwork activities will be related primarily to temporary construction access and support
and not a significant part of permanent structures.
Access conditions vary significantly along the alignment, with some areas accessible by existing paved
parking lots or roads, some accessible by existing dirt roads in cleared right-of-way (ROW), to ROW which
will require additional clearing, to ROW which traverses slopes and will require some localized grading to
create level surfaces for equipment and for staging areas may require grading for access, to ROW with
nearby residential or commercial properties which will limit access. The recessional and glacial till soils may
be used for construction of temporary access roads if this work takes place during the normally dry months
of the year. In wet weather, it may be necessary to use imported sand and gravel or quarry spalls to
construct these roads (see discussion below under Fill Materials).
In general, most of the near-surface soils along most of the segments will likely provide adequate support
for construction equipment. Soft, loose and/or wet areas are present across the wetland in Segment A,
where Segment A traverses Willow Creek drainage, and the small wetland area between Lakeside
substation and the pole yard; these areas will not provide adequate support for construction equipment.
Access through or around wetlands should be limited to reduce the potential impacts and should be
conducted in accordance with regulatory requirements and permits approved for the project. We expect
that staging areas will include placement of timber mats to protect the native soils and vegetation and that
all temporary works will be removed and the areas mitigated prior to project completion.
The particular requirements of temporary access roads and staging areas will depend on the construction
equipment selected. We anticipate that construction work pads at the pole locations, access routes and
staging areas will be removed and mitigated prior to project completion.
Drilled Shaft Excavations
We recommend the contractor submit a detailed drilled shaft installation plan describing casing and drilled
shaft construction methods for review and comment by the engineer before construction. A similar plan
should also be submitted for drilled holes for direct embedment pole foundation installation including both
uncased and temporary casing methods. The submittal should include a narrative describing the
contractor’s understanding of the anticipated subsurface conditions, the overall construction sequence,
access to the pole locations, and the proposed pole foundation installation equipment.
Cobbles and boulders and difficult drilling were encountered at many of the locations explored. One of the
drillers wore out a total of five drill bits and sheared a bolt to completing a boring in the dense glacial till.
June 8, 2016 | Page 15 File No. 0186-871-05
The selected foundation contractor should be prepared to deal with cobbles and boulders and very dense
soils during drilled shaft construction.
Based on the subsurface conditions encountered in our explorations, we anticipate that some caving could
occur, especially within the upper 5 to 15 feet where weathered or less dense deposits or fill are present
and that casing for at least a portion of the hole may be needed. Casing will also likely be required where
gravel deposits are present, mainly along a portion of Segment N.
Once the design bottom elevation of the shafts is reached, the bottom of the drilled holes should be cleaned
of loose or disturbed soil before placing concrete. Loose, disturbed soils left in the bottom of shaft
foundation excavations may result in additional settlement. We encountered heaving conditions in several
of the borings within the advance outwash deposits. Heaving could also occur if the bottoms of the holes
encounter artesian groundwater. Drilling fluids may be required to control heave of the excavation base
before placing grout if groundwater is encountered during drilling.
If drilled shafts are used where groundwater is present, we recommend that the concrete for drilled shafts
be placed using the tremie method. Temporary casing should be pulled back as the shaft concrete is poured
from the bottom up. Care should be taken to ensure a positive head of concrete is maintained at all times
above the bottom of the temporary casing during casing removal. We recommend that a positive concrete
head of at least 5 feet be maintained inside the casing during removal.
Because of the methods used to install drilled shafts, no direct information regarding the capacity (e.g.,
driving resistance data) is obtained. It is, therefore, our recommendation that we monitor the installation
of the drilled shafts. This will allow us to observe and confirm that soil conditions are as anticipated and
that the shafts are installed in accordance with our recommendations and project plans and specifications,
or to document variations in the field if necessary, and to provide consultation as required should conditions
vary from those anticipated.
Direct Embedment Excavations
We recommend that direct embedment only be considered where the bottom of the excavation will be in
dense to very dense glacial till or advance outwash. Where the upper soils consist of loose to medium dense
deposits, or where cobble and boulders are encountered, we anticipate that casing will be necessary.
Casing will also likely be required if foundations are constructed close to existing BP/Olympic pipelines or
other underground utilities.
Similar to the drilled shafts, we recommend the contractor submit a detailed direct embedment pole
installation plan describing including both uncased and temporary casing methods. Direct embedment
poles can be backfilled with a variety of materials, including crushed rock, controlled density fill (CDF), or
normal strength concrete. We recommend the crushed rock, if used, consist of 1¼-inch minus material
conforming to Crushed Surfacing Base Course, Section 9-03.9(3) of the 2014 Washington State
Department of Transportation (WSDOT) Standard Specifications for Road, Bridge and Municipal
Construction.
The placement of the backfill will need to be carefully coordinated with removal of temporary casing so that
the potential for creating voids around the embedded portion of the poles is reduced. The backfill should
be placed evenly around the pole and compacted to the extent possible with mechanical or hand operated
June 8, 2016 | Page 16 File No. 0186-871-05
equipment. Depending on the groundwater level in the drilled hole, it may be necessary to place CDF or
normal concrete using the tremie method.
Micropiles
Micropiles are small- to moderate-diameter (typically less than 12 inches) drilled piles. Micropiles are
constructed by drilling a hole with a permanent casing, placing reinforcement, grouting the hole, and then
removing the portion of the casing within the load-bearing soils. The grouting operations impact micropile
capacity. Micropiles installed by gravity grouting have lower capacities, and micropiles installed by pressure
grouting or post-grouting (two-stage grouting process) have higher capacities. Mircropiles might be
appropriate in the central portion of the Segment A wetland to reduce impacts to the wetland, or where
bedrock is encountered preventing the installation of drilled shafts.
The size of the micropiles will depend on the capacities required. For cased, pressure-grouted micropiles,
we anticipate that an allowable bond stress 2 to 4 kips per square foot (ksf) of pile may be developed within
the glacially consolidated soils, and about half that in the upper non-consolidated soils. Therefore, a
50-foot-long micropile which extends into the glacially consolidated soils 15 feet will have an allowable
micropile capacity on the order of 80 to 200 kips, depending on the diameter of the micropile and grouting
techniques used. Capacities for micropiles into bedrock would likely be higher, most likely on the order of
five to 10 times higher than that for glacial till. Higher anchorage capacity values may be developed using
post-grouting installation techniques. However, the final design capacities for the micropiles should be
determined by a specialty contractor installing the foundation elements. The specialty contractor should be
given the opportunity to use higher anchorage capacities by conducting load tests (discussed below) prior
to the start of installation of the production micropiles. Micropile capacities can be better defined once
loading information is available.
We recommend the contractor submit a detailed micropile installation plan for review by the engineer
before construction. The submittal should include a narrative describing the contractor’s understanding of
the anticipated surface conditions, the overall construction sequence, access to the pole location and
proposed micropile installation equipment.
Once the design tip elevation for the micropile is established, the bottom of the drilled hole should be
cleaned of loose or disturbed soil before placing grout. Care must be taken to ensure a positive head of
concrete is maintained at all times above the bottom of the temporary casing during removal of the casing.
We recommend a minimum 5-foot head of grout be maintained inside the casing during removal.
Because of the methods used to install micropiles, no direct information regarding the capacity (e.g., driving
resistance data) is obtained. It is, therefore, our recommendation that we monitor the installation of the
micropiles. This will allow us to observe and confirm that soil conditions are as anticipated and that the
micropiles are installed in accordance with our recommendations, or to document variations in the field if
necessary, and to provide consultation as required should conditions vary from those anticipated.
We recommend axial capacity of installed micropiles be confirmed through a testing program. The testing
program should be designed to demonstrate that the required axial resistance is achieved. The Federal
Highway Administration (FHWA) publication No. FHWA-SA-97-070, dated June 2000 provides guidelines for
development of a load test program. We recommend this publication be consulted for development of the
load testing program. A minimum of two micropiles at each pole location should be tested. These may be
June 8, 2016 | Page 17 File No. 0186-871-05
production piles provided they meet the performance requirements of the testing program. The testing
should occur prior to proceeding with installation of additional micropiles to confirm the design capacities.
If the micropiles are used for developing lateral capacity, we recommend performing a lateral load test
program. We recommend installing two test piles and applying a tension force between the piles. The
micropiles used in the axial testing program may be used for the lateral testing program. Elements of a
lateral tensioning devise are chains, a come-along, a manually operated hydraulic actuator, and digital
dynamometer to measure the applied force. The tensioning devise should be constructed to allow for total
movement on the order of 24 inches between the piles (about 12 inches of deflection each).
Casing Foundations
Casing foundations consist of a large diameter steel casing driven into the soil using a vibratory hammer
or oscillator. Once the casing has reached the design tip elevation, soil inside the upper portion of the
casing is partially removed and a concrete plug/top cap poured to provide anchorage and form a base for
connection to the above-ground pole.
Some obstructions such as cobbles, boulders and logs could be encountered during installation. It may be
necessary to remove obstructions using auger drilling or coring techniques to advance the casing.
Also, shallow groundwater levels should be expected during foundation installation. It might be necessary
to maintain a positive head of water inside the casing to reduce the potential for heave at the level to which
the soil is removed. Concrete for the plug and top cap may need to be poured using the tremie method.
Vibrations from installation of the casings will be transmitted some distance away from the pole foundation
locations. These vibrations could potentially affect nearby structures, and will likely be noticed by people
within a limited area at and near the pole locations. Based on information provided in the FHWA document,
Drilled Shafts Construction Procedures and LRFD Design Methods (2010), the attenuation of the vibrations
with distance is affected by the size of the vibratory hammer and casing, operating frequency of the
hammer, soil properties and stratigraphy, groundwater and other factors. The document further notes that,
“in most cases, vibrations from casing installation are extremely small at distances of 50 to 70 feet from
the source.”
Where sensitive structures may be present within about 100 feet of the work area, we recommend that
vibration monitoring be performed to help avoid potential damage and to provide documentation in the
event of claims of damage caused by the vibratory casing installation.
Access Road Fill Materials
Material used for temporary road fill should be free of debris, organic and man-made contaminants, and
rock fragments larger than 6 inches. The suitability of material for use as fill will depend on the gradation
and moisture content of the soil. As the amount of fines (particles passing the No. 200 sieve) increases,
soil becomes increasingly sensitive to small changes in moisture content and adequate compaction and
trafficability become more difficult to achieve.
The on-site soils contain a significant percentage of fines and may be suitable for use as fill during extended
dry weather conditions (such as typically occurs from May to October), provided that the soils can be
properly moisture conditioned for compaction. Alternatively, fill soil used for extended dry weather
June 8, 2016 | Page 18 File No. 0186-871-05
conditions can consist of Gravel Borrow conforming to Section 9-03.14(1) of the 2014 WSDOT Standard
Specifications.
During the months of October through May and during other periods of extended wet weather, we
recommend that road fill consist of soil conforming to Gravel Backfill for Walls, Section 9-03.12(2) of the
2014 WSDOT Standard Specifications.
Quarry spalls conforming to Section 9-13.6 of the 2014 WSDOT Standard Specifications may be used for
construction entrances and as the initial layer of fill over soft or wet subgrade soils.
Excavation Cut and Fill Slopes
Based on our explorations, shallow excavations for temporary access road construction may experience
caving. Excavations deeper than 4 feet should be shored or their cut slopes laid back at a stable slope if
workers are required to enter them.
Shoring and temporary slope inclinations must conform to the provisions of Title 296 WAC, Part N,
“Excavation, Trenching and Shoring.” Regardless of the soil type encountered in the excavation, shoring,
trench boxes or sloped sidewalls will be required under the Washington Industrial Safety and Health
Act (WISHA). The contract documents should specify that the contractor be responsible for selecting
excavation and dewatering methods, monitoring the excavations for safety and providing shoring, as
required, to protect personnel and structures.
In general, temporary cut slopes should be inclined no steeper than about 1½H:1V (horizontal to vertical).
Slopes excavated below groundwater should be inclined no steeper than about 2H:1V. This guideline
assumes that all surface loads are kept at a minimum distance of at least one half the depth of the cut
away from the top of the slope and that significant seepage is not present on the slope face. Flatter cut
slopes will be necessary where significant seepage occurs or if large voids are created during excavation.
Some sloughing and raveling of the cut slopes should be expected. Temporary covering with heavy plastic
sheeting should be used to protect slopes during periods of wet weather.
If temporary fill slopes are to be constructed we recommend a maximum inclination of 1½H:1V. Temporary
protection should be used while slopes are in use.
We recommend that permanent cut and fill slopes be inclined at 2H:1V or flatter.
Erosion Control
Based on existing site grades and the anticipated temporary access road configurations, we anticipate that
erosion control measures such as silt fences, straw bales, wattles and sand bags will generally be adequate
for project construction. However, if construction and grading is staged, slopes may be created and
additional erosion control measures may have to be implemented. Pole locations within or near slopes,
such as Poles 0/4 through 0/9, 3/8 and 3/9, may require additional erosion control.
Temporary erosion control should be provided during construction activities and until permanent erosion
control measures are functional. Surface water runoff should be properly contained and channeled using
drainage ditches, berms and swales.
June 8, 2016 | Page 19 File No. 0186-871-05
Permanent site grading should be accomplished in such a manner that stormwater runoff is not
concentrated and surface water is not directed to excavated areas of the alignment or over steep slopes.
This can be accomplished by grading to direct the flow to appropriate collection points away from the
excavations and steep slope areas.
Specific requirements for erosion control within and near the wetlands will be addressed in a separate
wetlands report and permit.
Considerations for BP/Olympic Pipelines
We understand that the BP/Olympic natural gas pipelines consist of a 16- and 20-inch pipelines which are
typically embedded 3 to 6 feet below grade. In general, the subsurface soils in the upper 10 feet across
most of the alignment ranged from loose to dense silty sand. Although the ground surface generally
appeared fairly dense and hard along most of the alignment, we recommend that provisions such as steel
plates or mats be placed over the pipelines to distribute vehicle loads where construction equipment needs
to cross over the pipelines. BP (which now owns the Olympic pipelines) may have stricter requirements.
Where excavations will be within 10 to 20 feet of a BP/Olympic pipeline, temporary casing in the upper 10
to 15 feet should be considered to reduce the risk of sloughing under the pipeline. The need for casing
can be better evaluated once the pole locations are finalized.
Utility settlement monitoring points, similar to that shown below, could also be established on the
BP/Olympic pipelines where drilled shafts will be within 15 feet if requested by BP, to monitor settlement
during installation of the drilled shafts. In this case, the settlement monitoring points should be installed
so that base-line readings of the settlement monitoring points may be completed prior to the contractor
mobilizing to the site. Monitoring should continue during construction on a daily basis and twice a week in
the 3 weeks following construction. The monitoring readings should be reviewed by the Engineer on a daily
basis. If measured settlement exceeds 1 inch, or the amount specified by the utility owner, the integrity of
the utility should be tested and the contractor should be required to repair any damage to the utilities as a
result of construction. A schematic for a typical utility settlement monitoring point is provided below.
Utility Settlement Monitoring Point
June 8, 2016 | Page 20 File No. 0186-871-05
LIMITATIONS
We have prepared this report for PSE for the Energize Eastside 230 kV Transmission Line project in
Redmond, Bellevue, Newcastle, Renton and King County, Washington. PSE may distribute copies of this
report to their authorized agents and regulatory agencies as may be required for the project.
Within the limitations of scope, schedule and budget, our services have been executed in accordance with
generally accepted practices in the field of geotechnical engineering in this area at the time this report was
prepared. The conclusions, recommendations and opinions presented in this report are based on our
professional knowledge, judgment and experience. No warranty or other conditions, express or implied,
should be understood.
Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if
provided, and any attachments should be considered a copy of the original document. The original
document is stored by GeoEngineers, Inc. and will serve as the official document of record.
Please refer to Appendix F titled “Report Limitations and Guidelines for Use” for additional information
pertaining to use of this report.
REFERENCES
American Society of Civil Engineers, “ASCE Standard ASCE/SEI 7-10, Minimum Design Loads for Buildings
and Other Structures,” 2010.
Brandenberg, S.J., Boulanger, R.W., Kutter, B.L., and Chang, D., “Static Pushover Analysis of Pile Groups
in Liquefied and Lateral Spreading Ground in Centrifuge Tests,” Journal of Geotechnical and
Geoenvironmental Engineering, September 2007.
Federal Highway Administration, “Drilled Shafts Construction Procedures and LRFD Design Methods”,
Geotechnical Engineering Circular No. 10, FHWA-NHI-10-016, 2010.
GeoEngineers, Inc., draft “Report, Geotechnical Engineering Services, Sammamish Substation,
Redmond, Washington,” May 29, 2015.
GeoEngineers, Inc., draft “Report, Geotechnical Engineering Services, Richards Creek Substation,
Bellevue, Washington,” March 30, 2015.
GeoEngineers, Inc., draft “Report, Geotechnical Engineering Services, Talbot Substation Improvements,
Renton, Washington,” November 3, 2014.
GeoEngineers, Inc., “Report, Geotechnical Engineering Services, Lakeside Substation Improvements,
Bellevue, Washington,” October 29, 2014.
Idriss, I. M. and R. W. Boulanger, “Soil Liquefaction During Earthquakes,” Earthquake Engineering
Institute, 2008, p. 237.
International Code Council, “2012 International Building Code,” 2012.
June 8, 2016 | Page 21 File No. 0186-871-05
Ishihara, K., and Yoshimine, M., “Evaluation of Settlements in Sand Deposits Following Liquefaction
During Earthquakes,” Soils and Foundations, 32(1), 1992, pp. 173-188.
Tokimatsu, K. and Seed, H.B., “Evaluation of Settlements in Sands Due to Earthquake Shaking,” Journal
of Geotechnical Engineering, ASCE, 113(GT8), 1987, pp. 861-878.
U.S. Geological Survey, “Earthquake Hazards Program, Interpolated Probabilistic Ground Motion for the
Conterminous 48 States by Latitude Longitude, 2008 Data,” accessed using Earthquake Ground
Motion Parameters Java Program Version 5.0.9 in October 2015.
Washington State Department of Transportation, Standard Specifications for Road, Bridge and Municipal
Construction, 2014.
Youd, et al., “Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998
NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils,” Journal of
Geotechnical and Geoenvironmental Engineering, ASCE, October 2001, pp. 817-833.
Youd, T., Hansen, C., and Bartlett, S. (2002). ”Revised Multilinear Regression Equations for Prediction of
Lateral Spread Displacement.” J. Geotech. Geoenviron. Eng., 128(12), 1007–1017.
June 8, 2016 | Page 22 File No. 0186-871-05
FIGURES
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Office: RED Path: \\red\projects\0\0186871\GIS\MXD\018687105_Geology_SegmentIndex.mxd Map Revised: 02 October 2015 glohrmeyer
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Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet
Legend
P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer ""!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!A!A@Ñ<@Ñ<@Ñ<@Ñ<@Ñ<@Ñ<@Ñ<@Ñ<@Ñ<NE 77thPl137thAve NE139thCt NE
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Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid,
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µSite PlanSegment A and C
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Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet
Legend
P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer "!!!!!!!!!!!!!!!!!!!!!!!!@Ñ<@Ñ<@Ñ<@Ñ<134thCt NE
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Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid,
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µSite PlanSegment C
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Figure 3
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Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet
Legend
P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer "!!!!!!!!!!!!!!!!!!@Ñ<NE 55thSt142nd
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¬«C
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King County
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City ofRedmond
2/82/72/62/52/42/32/22/11/10
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Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid,
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µSite PlanSegment C
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Figure 4
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Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet
Legend
P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer !!!!!!!!!!!!!!!!!!@Ñ<@Ñ<N
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King County
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3/43/33/23/12/8 C6
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Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid,
IGN, IGP, swisstopo, and the GIS User Community
µSite PlanSegment C
PSE Energize Eastside Project Design PhaseBellevue, Washington
Figure 5
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Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet
Legend
P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer !!!!!!!!!!!!!!!!!!@Ñ<@Ñ<ST520WA-
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Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid,
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µSite PlanSegment C and E
PSE Energize Eastside Project Design PhaseBellevue, Washington
Figure 6
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Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet
Legend
P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer "!!!!!!!!!!!!!!!!@Ñ<NE 1stPlNE 13thStNE 13thSt141stPl NE
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Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid,
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µSite PlanSegment E
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Figure 7
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Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet
Legend
P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer !!!!!!!!!!!!!!!!!!@Ñ<SE 1
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Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet
Legend
P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer "!!!!!!!!!!!!!!!!!!!!!!!!!A!A!A!A!A!A!A!A!A!A!A!A@Ñ<@Ñ<SE 24thStSE 32ndSt
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Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid,
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Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet
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Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid,
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µSite PlanSegment J
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Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet
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P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer !!!!!!!!!!!!!!!!!!!!134th
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Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid,
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PSE Energize Eastside Project Design PhaseBellevue, Washington
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Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet
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P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer "!!!!!!!!!!!!!!!!@Ñ<@Ñ<@Ñ<SE
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Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid,
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Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet
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P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer !!!!!!!!!!!!!!!!!!@Ñ<128thAve SE
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Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid,
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Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet
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P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer !!!!!!!!!!!!!!!!@Ñ<@Ñ<135thAve SE129th
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Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid,
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Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet
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P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer !!!!!!!!!!!!!!!!!!@Ñ<@Ñ<@Ñ<@Ñ<PierceAve NENE 19th PlNE 20th Pl124thAve SESE 95th PlNE 23rd CtSE 105th PlSheltonAve NE
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Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid,
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PSE Energize Eastside Project Design PhaseNewcastle, Renton and King County, Washington
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Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet
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P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer !!!!!!!!!!!!!!!!!!!!@Ñ<NE 15thStPierceAve NENE 19th PlNE 13th StPierceCt NE NE 9th CtNE
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Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid,
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µSite PlanSegment M
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Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet
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P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer !!!!!!!!!!!!!!!!!!!!@Ñ<@Ñ<NE 7th Pl
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Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid,
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Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet
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P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer !!!!!!!!!!!!!!!!!!!!@Ñ<@Ñ<@Ñ<@Ñ<Monr
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Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid,
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Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet
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P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer "!!!!!!!!!!!!!!!!!!!!!!!!!!!!!A!A!A!A!A!A!A@Ñ<@Ñ<@Ñ<@Ñ<@Ñ<@Ñ<@Ñ<@Ñ<@Ñ<LincolnAve SE
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Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid,
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APPENDICES
APPENDIX A Field Explorations
APPENDIX A
FIELD EXPLORATIONS
We explored subsurface conditions along the project alignment by completing 40 borings between
August 18 and September 9, 2015 to depths ranging from 38 to 71½ feet below the existing ground
surface. The borings were completed by two drilling contractors, Geologic Drill Explorations, Inc. and
Holt Services, Inc. under subcontract to GeoEngineers.
As the locations for the new poles have not yet been finalized, exploration locations were typically within up
to 50 horizontal feet of existing the proposed pole locations to maintain clearances from overhead power
lines, other surface features, and underground utilities. The locations of the explorations were determined
by pacing and measuring from existing poles and other existing features. GPS coordinates (latitude and
longitude) were collected by GeoEngineers at the actual drilled location for each of the 40 explorations
using a GPS tool in a GeoEngineers mobile application titled GISPro. The surface elevation of each
exploration are based on Google Earth (NAVD88); exploration locations and elevations should be
considered accurate only to the degree implied by the methods used.
Borings
The borings were completed using both track-mounted and truck-mounted drill rigs. Each boring was
advanced using hollow-stem auger methods. Our field representatives located the borings, classified the
soils encountered, observed and recorded groundwater seepage conditions, obtained disturbed and
undisturbed samples of the soils, and prepared a detailed field log of each boring. Our representative also
assisted in the installation of groundwater monitoring wells in several of the borings.
Samples of the subsurface soils were typically obtained in the borings at 5-foot intervals by driving a
1.4-inch inside-diameter standard penetration test (SPT) split-barrel sampler (ASTM D 1586). A 2.4-inch
inside-diameter California sample was typically obtained at 15 feet below existing grades. GeoEngineers
selected several California samples to be submitted for density and direct shear tests. The boring logs
include a notation of where a California sample was obtained.
The SPT and California samples were obtained using a 140-pound hammer falling approximately 30 inches.
The number of blows required to drive the sampler the final 12 inches or other specified distance is
recorded on the boring logs.
We visually classified the soils using the system described in Figure A-1. Figure A-1 also includes a key to
the boring log symbols. The logs of our borings are presented in Figures A-2 through A-41. The logs reflect
our interpretation of the field conditions and the results of laboratory evaluation and testing of soil samples.
They also indicate the depths at which the soil types or their characteristics change, although the change
might actually be gradual. If the change occurred between samples, it was interpreted. The densities noted
on the boring logs are based on moisture-density laboratory tests and our judgment based on the conditions
encountered.
Because of the gravel, cobbles, and boulders encountered in some of the borings, the soil classifications
indicated on the logs are based on our observation of the soil recovered in the samplers, soil observed
coming up the surface around the augers, drilling action, and laboratory tests conducted on the samples
June 8, 2016 | Page A-1 File No. 0186-871-05
obtained. It is important to note that the laboratory tests were typically conducted on only the portion of the
soil smaller than the sampler diameters.
The borings were subsequently backfilled or completed as groundwater monitoring wells (see below) in
accordance with Washington Department of Ecology regulations. Holes made in pavement core holes were
patched with quick setting concrete.
Groundwater Level Observations and Measurements
We made observations of groundwater conditions as the borings were completed. These observations
represent a short-term condition and may not be representative of the long-term groundwater conditions
at the pole locations. Groundwater conditions observed during drilling should be considered approximate.
Two-inch-diameter monitoring wells were installed in eight borings to allow measurement of groundwater
levels after drilling. Well screen elevations were installed with GeoEngineers’ assistance based on
observations during drilling.
We measured groundwater levels in the monitoring wells on September 16, 2015. These measurements
are summarized in Table 2 in the main text of this report. Some of the measurements are also noted on
the respective boring logs.
The monitoring wells are the property of Puget Sound Energy (PSE). The wells should be decommissioned
by a licensed well driller in accordance with Chapter 173-160 of the Washington Administrative Code (WAC)
when they are no longer needed for data collection. Alternatively, the wells could be kept intact for use
during project bidding and then be decommissioned under the construction contract.
Environmental Field Screening of Soil Samples
Soil samples obtained in the upper 15 feet of the explorations for this project were typically screened in the
field for evidence of contamination using: (1) visual examination and (2) sheen screening. The results of
sheen screening are included in the notes section of the boring logs.
Visual screening consists of observing the soil for stains indicative of petroleum-related contamination.
Visual screening is generally more effective when contamination is related to heavy petroleum
hydrocarbons, such as motor oil or hydraulic oil, or when hydrocarbon concentrations are high.
Sheen screening and headspace vapor screening are more sensitive methods that have been effective in
detecting contamination at concentrations less than regulatory cleanup guidelines. Sheen screening
involves placing soil in a pan of water and observing the water surface for signs of sheen. Sheen
classifications are as follows:
No Sheen (NS) No visible sheen on water surface.
Slight Sheen (SS) Light, colorless, dull sheen; spread is irregular, not rapid; sheen
dissipates rapidly.
Moderate Sheen (MS) Light to heavy sheen, may have some color/iridescence; spread is
irregular to flowing; few remaining areas of no sheen on water surface.
Heavy Sheen (HS) Heavy sheen with color/iridescence; spread is rapid; entire water surface
may be covered with sheen.
June 8, 2016 | Page A-2 File No. 0186-871-05
No sheen was observed in any of the samples except for borings N1 and N2, where slight and moderate
sheen was observed.
Environmental Soil Sampling Procedures
Soil samples intended for chemical analysis were placed in 4-ounce laboratory prepared jars, filled and
packed to minimize headspace. Equipment used to obtain soil samples was decontaminated prior to each
use using a Liqui-Nox® solution and a distilled water rinse. All soil samples for analytical testing were placed
in an iced cooler pending transport to the analytical laboratory.
Soil sampled at 10 feet in boring N1 (previously label as B-10) was selected for chemical analysis. Chemical
analysis results were reported as Not Detected (ND) for all contaminants tested.
June 8, 2016 | Page A-3 File No. 0186-871-05
AC
Cement Concrete
%F
ALCACP
CSDS
HA
MCMD
OCPMPI
PPPPMSA
TXUCVS
CC
Asphalt Concrete
No Visible Sheen
Slight Sheen
Moderate SheenHeavy Sheen
Not Tested
NS
SS
MSHS
NT
ADDITIONAL MATERIAL SYMBOLS
Measured groundwater level in
exploration, well, or piezometer
Measured free product in well or
piezometer
Distinct contact between soil strata orgeologic units
Approximate location of soil strata
change within a geologic soil unit
Distinct contact between soil strata or
geologic units
Approximate location of soil stratachange within a geologic soil unit
Graphic Log Contact
Groundwater Contact
Material Description Contact
Laboratory / Field Tests
Sheen Classification
Percent fines
Atterberg limitsChemical analysisLaboratory compaction test
Consolidation testDirect shear
Hydrometer analysis
Moisture contentMoisture content and dry density
Organic contentPermeability or hydraulic conductivityPlasticity index
Pocket penetrometerParts per millionSieve analysis
Triaxial compressionUnconfined compression
Vane shear
Sampler Symbol Descriptions
NOTE: The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface conditions.Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made; they are not warranted to be
representative of subsurface conditions at other locations or times.
GRAPH
Topsoil/Forest Duff/Sod
Crushed Rock/
Quarry Spalls
Blowcount is recorded for driven samplers as the number
of blows required to advance sampler 12 inches (ordistance noted). See exploration log for hammer weightand drop.
A "P" indicates sampler pushed using the weight of the
drill rig.
FIGURE A-1
2.4-inch I.D. split barrel
SYMBOLS TYPICAL
KEY TO EXPLORATION LOGS
CR
DESCRIPTIONSLETTER
TS
GC
PT
OH
CH
MH
OL
GM
GP
GW
DESCRIPTIONS
TYPICAL
LETTER
(APPRECIABLE AMOUNTOF FINES)
MAJOR DIVISIONS
POORLY-GRADED SANDS,GRAVELLY SAND
PEAT, HUMUS, SWAMP SOILSWITH HIGH ORGANIC CONTENTS
CLEAN SANDS
GRAVELS WITH
FINES
CLEAN
GRAVELS
HIGHLY ORGANIC SOILS
SILTS
ANDCLAYS
SILTS
AND
CLAYS
SANDANDSANDY
SOILS
GRAVEL
AND
GRAVELLY
SOILS
(LITTLE OR NO FINES)
FINE
GRAINED
SOILS
COARSE
GRAINED
SOILS
SW
MORE THAN 50% OFCOARSE FRACTIONRETAINED ON NO. 4SIEVE
CL
WELL-GRADED SANDS,GRAVELLY SANDS
SILTY GRAVELS, GRAVEL - SAND- SILT MIXTURES
LIQUID LIMITGREATER THAN 50
SILTY SANDS, SAND - SILTMIXTURES
(APPRECIABLE AMOUNTOF FINES)
SOIL CLASSIFICATION CHART
LIQUID LIMITLESS THAN 50
SANDS WITHFINES
SP(LITTLE OR NO FINES)
ML
SC
SM
NOTE: Multiple symbols are used to indicate borderline or dual soil classifications
MORE THAN 50% OFCOARSE FRACTION
PASSING NO. 4SIEVE
CLAYEY GRAVELS, GRAVEL -SAND - CLAY MIXTURES
CLAYEY SANDS, SAND - CLAYMIXTURES
INORGANIC SILTS, ROCK FLOUR,CLAYEY SILTS WITH SLIGHTPLASTICITY
ORGANIC SILTS AND ORGANICSILTY CLAYS OF LOWPLASTICITY
INORGANIC SILTS, MICACEOUSOR DIATOMACEOUS SILTY SOILS
ORGANIC CLAYS AND SILTS OFMEDIUM TO HIGH PLASTICITY
INORGANIC CLAYS OF HIGHPLASTICITY
MORE THAN 50%PASSING NO. 200SIEVE
MORE THAN 50%RETAINED ON NO.200 SIEVE
WELL-GRADED GRAVELS,GRAVEL - SAND MIXTURES
POORLY-GRADED GRAVELS,GRAVEL - SAND MIXTURES
INORGANIC CLAYS OF LOW TOMEDIUM PLASTICITY, GRAVELLYCLAYS, SANDY CLAYS, SILTYCLAYS, LEAN CLAYS
GRAPH
SYMBOLS
Standard Penetration Test (SPT)
Shelby tube
Piston
Direct-Push
Bulk or grab
Continuous Coring
1
2MC
3*
4
5
6
7%F
8
9SA
10
11
12
13
18
0
18
18
18
18
18
18
7
9
14
13
15
26
22
39
35
35
37
71
Brown fine to medium sand with silt (loose, moistto wet) (alluvium)
Brown with some oxidation silty fine to medium
sand (loose to medium dense, wet)
Gray-brown silt with interbedded sand lenses(stiff, wet) (recessional outwash?)
Reddish brown silty fine to medium sand(medium dense, wet)
Brown-gray fine to medium sand with silt
(medium dense, wet)
Brown silty fine to medium sand (medium dense,wet)
Brown fine to coarse sand with silt andoccasional gravel (medium dense, wet)
Brown fine to medium sand with silt (dense, wet)
Gray silt with clay (very stiff to hard, wet)
Gray fine to coarse sand with silt (dense, wet)
Gray interbedded fine to medium sand and siltyfine to medium sand (dense, wet)
Gray silty fine to medium sand with gravel (verydense, wet) (glacial till)
*California sample taken
SP-SM
SM
ML
SM
SP-SM
SM
SW-SM
SP-SM
MH
SP-SM
SP/SM
SM
DIPRA=1
11
6
18
18
12
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
KMS
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.68406°
-122.14955°
D50 Track Rig
Geologic Drill Inc.DrillingMethod Hollow-stem Auger61.5
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
9/3/20159/3/2015
64
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50
55
60 IntervalElevation (feet)60555045403530252015105Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring A1 (SL 0/1)
PSE - Energize Eastside Design Phase
Redmond, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-2
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FinesContent (%)MoistureContent (%)
11
18
6
6
5
14
18
18
3
2
36
50/6"
95/9"
50/6"
58/8"
60
83
83
50
50/6"
Dark brown silty fine to medium sand with
organic matter and roots (very loose, wet)(alluvium)
Brown silty fine to medium sand (very loose, wet)(alluvium)
(p=20,000 ohm-cm; pH=7)
Grades to gray(Driller notes gravel)
(Driller notes ground firmed up)
Gray-brown silty fine to medium sand with gravel
(very dense, moist) (glacial till)(Rough drilling)
(Dry density = 126 pcf)
Gray silty fine to coarse sand with gravel (verydense, moist to wet) (advance outwash?)
Gray lean clay (hard, moist)
(AL [LL=35;PI=12])
Gray silty fine sand (very dense, moist to wet)
Gray silt with fine sand (hard, moist)
*California sample taken
SM
SM
SM
SM
CL
SM
ML
1
2p, pH
3*
4
5
6
7
8MD
9
10AL
11
12
13
1.5
35.0
40.0
50.0
61.0
Concrete surfaceseal
Bentonite seal
2-inch Schedule 40PVC well casing
10/20 Coloradosilica sand
2-inch Schedule 40PVC screen,0.020-inch slotwidth
7
28
Logged By
NTDrilled
Date Measured
DrillingMethod9/3/2015 9/3/2015
HorizontalDatum
Vertical Datum
DOE Well I.D.: BIJ 535
A 2 (in) well was installed on 9/3/2015 to a depth of 50
(ft).
9/16/2015LatitudeLongitude
DrillingEquipment
61
Top of CasingElevation (ft)
Start End
Checked By
Field screening was completed to a depth of 15 feet; no sheen was observed.
20.2
D50 Track Rig
Elevation (ft)
Groundwater
Driller
Depth toWater (ft)
KMSTotalDepth (ft)Hollow-stem Auger
Notes:
HammerData
Surface Elevation (ft)75NAVD88
47.68369°
-122.15091°
Geographic
WGS84
Auto140 (lbs) / 30 (in) Drop
Geologic Drill Inc.
54.8
Steel surface
monument
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50
55
60 IntervalElevation (feet)706560555045403530252015Collected SampleRecovered (in)Blows/footGraphic LogMATERIAL
DESCRIPTION
GroupClassificationWater LevelSample NameTestingWELL LOG
MoistureContent (%)FinesContent (%)Log of Monitoring Well A2 (SL 0/2)
PSE - Energize Eastside Design Phase
Redmond, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-3
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1
2%F
3*
4
5
6
7
8SA
9
10
11
12
13
18
18
0
18
18
18
18
10
12
12
18
2
13
12
13
30
22
35
11
30
45
25
40
Gray fine to medium sand with silt (very loose,wet) (alluvium)
Red-brown silty fine to medium sand (medium
dense, moist) (recessional outwash?)
Red-brown interbedded silty fine to medium sandand silt with sand (medium dense, stiff, wet)
Grades to gray
Red-brown silty fine to coarse sand with
occasional gravel (medium dense, wet)
Brown fine to medium sand with silt and gravel(dense, wet)
Brown fine to coarse sand with silt and gravel(medium dense, wet)
Gray fine to medium sand with silt (dense, wet)(advance outwash?)
With lenses of silty fine to medium sand
SP-SM
SM
SM/ML
SM
SP-SM
SW-SM
SP-SM
Groundwater observed at 7 feet during drilling
DIPRA=1
8
10
21
12
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
KMS
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.68299°
-122.14974°
D50 Track Rig
Geologic Drill Inc.DrillingMethod Hollow-stem Auger71.5
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
9/9/20159/9/2015
See Remarks
69
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50
55
60
65 IntervalElevation (feet)6560555045403530252015105Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring A3 (SL 0/2)
PSE - Energize Eastside Design Phase
Redmond, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-4
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FinesContent (%)MoistureContent (%)
14
15
18 40
63
*California sample taken
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)65
70 IntervalElevation (feet)0Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIALDESCRIPTION
GroupClassificationWater LevelLog of Boring A3 (SL 0/2) (continued)
PSE - Energize Eastside Design Phase
Redmond, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-4
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FinesContent (%)MoistureContent (%)
1
2MC
3*
4
5
6SA
7
8MD
9
10
11
17
11.5
12
6
6
17
10
0
11
88/11"
150/5.5"
100/6"
60/6"
50/6"
50/6"
50/4"
50/4"
50/2"
50/5"
62
Brown silty fine to medium sand with occasionalgravel (very dense, moist)
Brown silty fine to medium sand with occasionalgravel (very dense, moist) (glacial till)
Grades to gray
Gray silt with consolidated peat (hard, moist)(advance outwash)
*California sample taken
SM
SM
ML
Dry density = 108 pcf
Beating on rock
Groundwater observed at 48.2 feet duringdrilling
39
5
10
13
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
KMS
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.68339°
-122.15348°
D50 Track Rig
Geologic Drill Inc.DrillingMethod Hollow-stem Auger51.5
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
9/2/20159/2/2015
See Remarks
175
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50 IntervalElevation (feet)170165160155150145140135130125Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring A4 (SL 0/3)
PSE - Energize Eastside Design Phase
Redmond, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-5
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FinesContent (%)MoistureContent (%)
1
2
3*
4
5
6MD; %F
7
8
9%F
10
11
18
18
18
15
18
11
11
18
12
10
73
58
123
88/9"
62
81/11"
76/11"
77/11"
62
83
93/11"
Gray-brown silty fine to medium sand withoccasional gravel (very dense, moist) (glacialtill)
Grades siltier and wet
Grades to silty fine to coarse sand
SM
Dry density = 115 pcf42
40
9
11
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
KMS
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.68335°
-122.15624°
D50 Track Rig
Geologic Drill Inc.DrillingMethod Hollow-stem Auger51.5
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
9/2/20159/2/2015
256
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50 IntervalElevation (feet)255250245240235230225220215210205Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring A5 (SL 0/4)
PSE - Energize Eastside Design Phase
Redmond, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-6
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FinesContent (%)MoistureContent (%)
1
2
3*MD4%F
5
6
7%F
8
9
10%F
11
12
13
18
18
18
6
12
18
18
11
17.5
18
18
17.5
70
82
163
88
50/6"
84/11"
75
74
92/11"
86/11.5"
62
63
65/11.5"
Dark silty fine to medium sand with occasionalgravel and organic matter (medium dense,wet)
Gray-brown silty fine to medium sand withoccasional gravel (very dense, moist) (glacialtill)
Brown silty fine to medium sand (very dense,
moist) (advance outwash)
Gray-brown fine sandy silt (hard, moist)
With lenses of silty fine to medium sand
Brown fine to medium sand with silt (very dense,
moist to wet)
SM
SM
SM
ML
SP-SM
Dry density = 21 pcf
33
16
29
15
7
5
12
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
KMS
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.68330°
-122.15866°
D50 Track Rig
Geologic Drill Inc.DrillingMethod Hollow-stem Auger61.5
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
9/2/20159/2/2015
273
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50
55
60 IntervalElevation (feet)270265260255250245240235230225220215Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring A6 (SL 0/5)
PSE - Energize Eastside Design Phase
Redmond, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-7
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FinesContent (%)MoistureContent (%)
1
2MC
3*
4
5
6SA
7
8
9%F
10
11
2
11
2
18
18
18
18
50/5"
70
163/11"
60/5"
50/2"
62
81
92
66
82
78
Dark brown silty fine to medium sand with gravel(very dense, moist)
Brown silty fine to medium sand with occasionalgravel and lenses of fine sand (very dense,moist) (glacial till?)
Brown fine to medium sand with silt (very dense,moist) (advance outwash)
Brown silty fine to medium sand (very dense,moist)
Brown fine to medium sand with silt (very dense,moist)
With lenses of silty fine sand
*California sample taken
SM
SM
SP-SM
SM
SP-SM
Sampler on a rock
10
6
8
8
5
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
KMS
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.67550°
-122.15030°
D50 Track Rig
Geologic Drill Inc.DrillingMethod Hollow-stem Auger51.5
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
9/4/20159/4/2015
368
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50 IntervalElevation (feet)365360355350345340335330325320Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring C1 (SL 1/1)
PSE - Energize Eastside Design Phase
Redmond, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-8
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1
2
3*MD4SA
5%F
6
7
8
9%F
10
11
18
17
9
5
18
18
17
18
18
18
80
94/11"
100/3"
50/5"
62
45
80/11"
55
66
84
72
Gray-brown silty fine to medium sand with gravel(very dense, moist) (glacial till)
Brown silty fine to medium sand (dense to very
dense, moist) (advance outwash)
Gray-brown fine to medium sand with silt,interbedded with silt (very dense/hard, moist)
Brown fine to medium sand with silt, interbedded
with silty fine sand (very dense, moist)Grades to with occasional gravel
Brown fine to medium sand with silt (very dense,moist to wet)
Brown silty fine to medium sand (very dense,moist to wet)
Brown fine to medium sand with silt (very dense,moist to wet)
*California sample taken
SM
SM
SP-SM/
MH
SP-SM/
SM
SP-SM
SM
SP-SM
Dry density = 79 pcf
27
21
10
60
7
11
8
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
KMS
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.67501°
-122.15834°
D50 Track Rig
Geologic Drill Inc.DrillingMethod Hollow-stem Auger51.5
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
9/4/20159/4/2015
369
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50 IntervalElevation (feet)365360355350345340335330325320Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring C2 (SL 1/2)
PSE - Energize Eastside Design Phase
Redmond, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-9
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
18
18
18
18
18
18
18
18
18
18
18
61
57
113
57
47
58
82
71
59
70
69
Light greenish brown silty fine to medium sand
with occasional gravel (very dense, dry tomoist) (glacial till)
Brown fine to medium sand with silt and gravel(very dense, moist) (advance outwash)
Brown fine to medium sand with silt (medium
dense, wet)
(Dry density = 101 pcf)
Brown silty fine to medium sand with gravel(dense, moist)
Dark brown silty fine to medium sand (very
dense, moist)
Brown fine to medium sand with silt (very dense,moist)
*California sample taken
SM
SP-SM
SP-SM
SM
SM
SP-SM
1
2
3*
4%F
5MD
6
7SA
8SA
9%F
10
11
1.5
25.0
40.0
50.0
51.5
Concrete surfaceseal
Bentonite seal
2-inch Schedule 40PVC well casing
10/20 Coloradosilica sand
2-inch Schedule 40PVC screen,0.020-inch slotwidth
15
10
5
14
9
Logged By
NTDrilled
Date Measured
DrillingMethod8/31/2015 8/31/2015
HorizontalDatum
Vertical Datum
DOE Well I.D.: BIJ 534
A 2 (in) well was installed on 8/31/2015 to a depth of 50
(ft).
LatitudeLongitude
DrillingEquipment
51.5
Top of CasingElevation (ft)
Start End
Checked By
Field screening was completed to a depth of 15 feet; no sheen was observed.
9/16/15 Not Encountered
D50 Track Rig
Elevation (ft)
Groundwater
Driller
Depth toWater (ft)
KMSTotalDepth (ft)Hollow-stem Auger
Notes:
HammerData
Surface Elevation (ft)375NAVD88
47.67434°
-122.15842°
Geographic
WGS84
Auto140 (lbs) / 30 (in) Drop
Geologic Drill Inc.
Steel surface
monument
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50 IntervalElevation (feet)370365360355350345340335330325Collected SampleRecovered (in)Blows/footGraphic LogMATERIAL
DESCRIPTION
GroupClassificationWater LevelSample NameTestingWELL LOG
MoistureContent (%)FinesContent (%)Log of Monitoring Well C3 (SL 1/4)
PSE - Energize Eastside Design Phase
Redmond, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-10
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_WELL
18
18
18
18
18
18
18
18
17
18
39
33
105
45
49
63
49
40
42
83/11"
57
Brown fine to medium sand (dense, moist)
(advance outwash)
Brown fine to medium sand with silt (dense to
very dense, moist)(Dry density = 118 pcf)
Brown silty fine to medium sand, clean sand lens(dense, moist to wet)
Dark brown fine to medium sand (dense, wet)
Becomes very dense
SP
SP-SM
SM
SP
1
2
3*MD4
5SA
6
7
8%F
9
10%F
11
2.0
38.5
41.0
51.051.5
Concrete surfaceseal
Bentonite seal2-inch Schedule 40PVC well casing
10/20 Coloradosilica sand2-inch Schedule 40PVC screen,0.020-inch slotwidth
15
7
20
19
9
15
4
Logged By
NTDrilled
Date Measured
DrillingMethod9/8/2015 9/8/2015
HorizontalDatum
Vertical Datum
DOE Well I.D.: BIJ 536
A 2 (in) well was installed on 9/8/2015 to a depth of 51
(ft).
9/16/2015LatitudeLongitude
DrillingEquipment
51.5
Top of CasingElevation (ft)
Start End
Checked By
Field screening was completed to a depth of 15 feet; no sheen was observed.
38.0
D50 Track Rig
Elevation (ft)
Groundwater
Driller
Depth toWater (ft)
KMSTotalDepth (ft)Hollow-stem Auger
Notes:
HammerData
Surface Elevation (ft)441NAVD88
47.66098°
-122.15820°
Geographic
WGS84
Auto140 (lbs) / 30 (in) Drop
Geologic Drill Inc.
403.0
Steel surface
monument
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50 IntervalElevation (feet)440435430425420415410405400395390Collected SampleRecovered (in)Blows/footGraphic LogMATERIAL
DESCRIPTION
GroupClassificationWater LevelSample NameTestingWELL LOG
MoistureContent (%)FinesContent (%)Log of Monitoring Well C4 (SL 2/1)
PSE - Energize Eastside Design Phase
Redmond, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-11
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_WELL
1
2
3*MD4SA
5
6MD
7
8MC
9
10
11
12
11.1
11
6
12
11
5
5.5
50/6"
50/5.5"
36
21
50/5.5"
50/5.5"
50/6"
50/6"
50/5"
50/5"
50/5.5"
Brown silty fine to medium sand with gravel (verydense, dry to moist) (glacial till)
Becomes moist
Moist to wet
Becomes moist
Grades to gray color
Becomes wet
Grades to brown, moist
*California sample taken
SM
Dry density = 112 pcf
Driller notes gravel at approximately 18 feet
Dry density = 129 pcf
Groundwater observed at 43.9 feet duringdrilling
23
18
10
9
12
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
KMS
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.64663°
-122.15846°
D50 Track Rig
Geologic Drill Inc.DrillingMethod Hollow-stem Auger50.4
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
8/28/20158/28/2015
See Remarks
453
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50 IntervalElevation (feet)450445440435430425420415410405Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring C5 (SL 3/1)
PSE - Energize Eastside Design Phase
Bellevue, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-12
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1MD
2
3*
4%F
5
6
7
8SA
9
10
18
18
9
6
3
18
12
55
52
91/10"
50/6"
50/3"
50/6"
50/3"
66
50/6"
87/6"
Brown silty fine to medium sand with gravel (verydense, moist) (weathered till?)
Brown fine to medium sand with silt (mediumdense to dense, moist)
Brown silty fine to medium sand with occasionalgravel (very dense, moist) (glacial till?)
Grades to gray
Brown silty fine to coarse sand with gravel (verydense, moist) (advance outwash?)
Brown fine to medium sand with silt (very dense,moist)
*California sample taken
SM
SP-SM
SM
SM
SP-SM
Dry density = 110 pcf
DIPRA=1
19
5
8
8
4
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
KMS
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.63547°
-122.15896°
D50 Track Rig
Geologic Drill Inc.DrillingMethod Hollow-stem Auger51.5
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
8/28/20158/28/2015
358
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50 IntervalElevation (feet)355350345340335330325320315310Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring C6 (SL 3/8)
PSE - Energize Eastside Design Phase
Bellevue, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-13
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1
2MC
3*MD4
5
6SA
7
8%F
9
10
11
12
15
0
17
6
17
11
6
9
4
19
25
50/6"
91/11"
50/6"
45
80/11"
50/5"
50/6"
50/4"
50/4"
6 inches asphalt concrete
21/2 inches base course
Dark brown silty fine to coarse sand with gravel(medium dense, moist) (fill)
Light brown silty fine sand (medium dense, moist
to wet) (recessional outwash?)
Brown silty fine to medium sand with occasional
gravel (very dense, moist to wet) (advanceoutwash)
Gray silty fine to medium sand (dense, moist)
Brown-gray silty fine to medium sand (very
dense, moist)
Gray fine to medium sand with silt (very dense,moist)
Brown-gray silty fine to medium sand withoccasional gravel (very dense, moist)
*California sample taken
Ac
CR
SM
SM
SM
SM
SM
SP-SM
SM
Dry density = 123 pcf
Heave at approximately 40 feet
Heave at approximately 45 feet
27
9
13
10
11
12
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
KMS
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.62747°
-122.15926°
D50 Track Rig
Geologic Drill Inc.DrillingMethod Hollow-stem Auger50.33
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
8/29/20158/29/2015
205
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50 IntervalElevation (feet)200195190185180175170165160155Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring E1 (SL 4/4)
PSE - Energize Eastside Design Phase
Bellevue, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-14
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1A
1B
2MD
3*MD4SA
5
6A6B
7
8SA
9
10
11
18
18
18
11
18
8
16
18
6
20
24
124
50/5"
66
50/2"
90/10"
72
50/6"
50/6"
50/4"
Brown silty fine to medium sand (medium dense,wet)
Mottled brown silt with sand (very stiff, moist)(advance outwash?)
Gray clay with silt and trace fine sand (very stiff,moist)
Gray fine to coarse gravel with silt and sand (very
dense, moist) (advance outwash)
Gray fine to medium sand with silt (very dense,moist to wet)
Gray fine to coarse sand (very dense, wet)
Gray fine to medium sand (very dense, moist towet)
Gray fine to coarse sand with gravel (very dense,wet)
Gray fine to coarse sand with silt and gravel (verydense, wet)
*California sample taken
SM
ML
CL
GP-GM
SP-SM
SW
SP
SW-SM
SW
Dry density = 92 pcf
Dry density = 127 pcf
Groundwater encountered at 24.8 feet duringdrillingHeave at 30 feet
Heave at 40 feet
Coarse material
9
9
22
9
9
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
KMS
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.60999°
-122.15915°
D50 Track Rig
Geologic Drill Inc.DrillingMethod Hollow-stem Auger50.83
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
8/27/20158/27/2015
See Remarks
178
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50 IntervalElevation (feet)175170165160155150145140135130Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring E2 (SL 5/5)
PSE - Energize Eastside Design Phase
Bellevue, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-15
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1
2AL; MD
3*
4
5AL; MC
6
7MD
8SA
9
10
11SA
18
18
18
18
18
18
18
18
15
16
13
14
39
25
22
25
25
40
58
89/10"
54
Gray brown silt with sand (medium stiff, dry tomoist)
Gray clay (stiff, moist)
Gray silt with sand and clay (very stiff, moist)(advance outwash?)
Gray fine to coarse gravel with silt and sand
With decreased gravel content
*California sample taken
ML
CL
ML
GW-GM
AL (LL=40; PI=14)Dry density = 69 pcf
AL (LL=38; PI=12)
Dry density = 97 pcf
Groundwater encountered at 42.5 feet duringdrilling
81
8
26
27
25
22
8
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
KMS
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.60271°
-122.15899°
D50 Track Rig
Geologic Drill Inc.DrillingMethod Hollow-stem Auger51.5
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
8/27/20158/27/2015
See Remarks
200
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50 IntervalElevation (feet)195190185180175170165160155150Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring E3 (SL 6/1)
PSE - Energize Eastside Design Phase
Bellevue, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-16
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1
2%F
3
4
5MD
6
7SA
8
15
15
18
6
6
20
31
63
50/6"
50/6"
50/6"
50/3"
50/3"
Gray and brown sandy silt (very stiff, moist towet) (fill?)
Brown silty fine sand (medium dense, wet)(recessional outwash)
Gray-brown silty fine to medium sand withoccasional gravel (medium dense, wet)(weathered glacial till)
Gray silty fine to medium sand with occasionalgravel (very dense, moist to wet) (glacial till)
Grades with decreased silt content
Grades with increased silt content
Gray fine to medium sand with silt and
occasional gravel (very dense, moist to wet)(advance outwash?)
Gray silty fine to coarse sand with gravel (verydense, moist)
(Rough drilling, drill sheared bolt off of rotary)
Refusal at 42 feet
ML
SM
SM
SM
SP-SM
SM
Dry density = 118 pcf
27
19
10
12
7
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
KMS
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.58675°
-122.15810°
D50 Track Rig
Geologic Drill Inc.DrillingMethod Hollow-stem Auger42
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
8/28/20158/28/2015
90
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40 IntervalElevation (feet)8580757065605550Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring E4 (SL 7/3)
PSE - Energize Eastside Design Phase
Bellevue, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-17
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
16
9
0
18
18
18
5
11.5
5
8
27
65
57
24
24
50/5"
50/5.5"
50/5"
50/4"
Dark brown silty fine sand with organic matter
(loose, wet)
Gray fine to coarse sand with silt and gravel(loose to medium dense, wet) (recessional
outwash?)
Gray silty fine to medium sand with occasionalgravel (very dense, moist to wet) (weathered
glacial till?)(Dry density = 118 pcf)
Gray silty fine to medium sand with occasionalgravel (very dense, moist) (glacial till?)(Rough drilling at 34 feet)
(Dry density = 115 pcf)
*California sample taken
SM
SW-SM
SM
SM
1
2
3*
4MD
5SA
6
7
8
9
MD
10
1.5
38.0
40.0
50.0
Concrete surfaceseal
Bentonite seal
2-inch Schedule 40PVC well casing
10/20 Coloradosilica sand
2-inch Schedule 40PVC screen,0.020-inch slotwidth
8
12
9
31
Logged By
NTDrilled
Date Measured
DrillingMethod8/31/2015 8/31/2015
HorizontalDatum
Vertical Datum
DOE Well I.D.: BIJ 533
A 2 (in) well was installed on 8/31/2015 to a depth of 50
(ft).
9/16/2015LatitudeLongitude
DrillingEquipment
50.33
Top of CasingElevation (ft)
Start End
Checked By
Field screening was completed to a depth of 15 feet; no sheen was observed.
0.0
D50 Track Rig
Elevation (ft)
Groundwater
Driller
Depth toWater (ft)
KMSTotalDepth (ft)Hollow-stem Auger
Notes:
HammerData
Surface Elevation (ft)92NAVD88
47.58538°
-122.15791°
Geographic
WGS84
Auto140 (lbs) / 30 (in) Drop
Geologic Drill Inc.
92.0
Steel surface
monument
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50 IntervalElevation (feet)90858075706560555045Collected SampleRecovered (in)Blows/footGraphic LogMATERIAL
DESCRIPTION
GroupClassificationWater LevelSample NameTestingWELL LOG
MoistureContent (%)FinesContent (%)Log of Monitoring Well J1 (TL 8/9)
PSE - Energize Eastside Design Phase
Bellevue, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-18
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_WELL
1
2%F
3*
4
5
6
7AL
8
9
10
11
12
13
8
18
18
18
3
18
18
18
18
18
8.5
6
14
17
46
27
24
50/6"
35
42
41
42
34
82/6"
70/6"
Gray-brown silty fine to medium sand with gravel(medium dense, moist) (fill?)
Brown fine to coarse sand with silt (medium
dense, moist) (recessional outwash?)
Brown silty fine to medium sand (medium dense,moist)
Brown fine to medium sand with silt (mediumdense, moist to wet)
Brownish orange fine to coarse sand with silt andgravel (very dense, moist to wet) (advanced
outwash?)
Gray sandy silt (dense to hard, moist to wet)
Gray silt (hard, moist to wet)
Gray silt (hard, moist)
With trace wood and lenses of fine to mediumsand with silt
Gray silty fine to coarse sand with gravel (verydense, wet)
Gray silty fine to coarse gravel with silt and sand(very dense, wet)
*California sample taken
SM
SP-SM
SM
SP-SM
SW-SM
ML
ML
ML
SM
GM
Blow count may not be representative
Perched water at approximately 29 feet
AL (LL=28; PI=3)
Dry density = 88 pcf
126
25
22
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
DTM
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.58072°
-122.15771°
CME L-10-T Track (Limited Access)
Holt Services Inc.DrillingMethod Hollow-stem Auger61.5
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
9/4/20159/4/2015
244
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50
55
60 IntervalElevation (feet)240235230225220215210205200195190185Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring J2 (TL 8/6)
PSE - Energize Eastside Design Phase
Bellevue, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-19
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1MC
2%F
3*
4
5
6SA
7
8
9
12
18
11.5
11
18
18
18
86
54
50/5.5"
50/5"
69
54
56
50/3"
50/0"
2 inches asphalt concrete
Brown silty fine to medium sand with occasionalgravel (very dense, moist) (advanceoutwash?)
Brown silty fine to medium sand (very dense,
moist) (advance outwash)
Gray gravelly fine to medium sand (very dense,moist)
Refusal at 38 feet on a boulder
*California sample taken
AC
SM
SM
SP
Very rough drilling at 38 feet
18
13
8
10
9
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
KMS
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.57896°
-122.15770°
D50 Track Rig
Geologic Drill Inc.DrillingMethod Hollow-stem Auger38
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
8/29/20158/29/2015
274
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35 IntervalElevation (feet)270265260255250245240Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring J3 (TL 8/5)
PSE - Energize Eastside Design Phase
Bellevue, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-20
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1
2
3*
4A
4B
5AAL; MD5BSA
6
7
8
9
10
0
12
18
18
18
18
16
12
36
25
33
12
38
55
86
74
90/10"
50/6"
Brown silty fine to coarse sand with gravel(dense, moist) (advance outwash?)
Grades to gray
Brown silt with sand and trace clay (stiff, moist)
Brown lean clay (stiff, moist)
Gray silty fine to medium sand with gravel(dense, moist to wet)
Gray silt with sand (stiff, wet)
Brown-gray silt with sand (hard, dry to moist)
*California sample taken
SM
ML
CL
SM
ML
ML
AL (LL=28; PI=11)Dry density = 84 pcf
Dry density = 79 pcf
Groundwater encountered at approximately
44.5 feet during drilling
151914
28
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
KMS
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.55527°
-122.16558°
D50 Track Rig
Geologic Drill Inc.DrillingMethod Hollow-stem Auger51
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
9/1/20159/1/2015
See Remarks
242
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50 IntervalElevation (feet)240235230225220215210205200195Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring J5 (TL 6/6)
PSE - Energize Eastside Design Phase
Bellevue, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-21
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1MC
2
3*4
5
6%F
7
8SA
9
10
11
5
4
00
18
17
18
18
18
18
50/5"
48
100/4"50/1"
21
94/11"
62
63
48
48
42
Brown silty fine to medium sand with gravel (verydense, dry to moist) (glacial till)
Brown silty fine to medium sand (medium dense,moist) (weathered outwash?)
Gray silty fine to medium sand with gravel (verydense, moist)
Brown fine to medium sand with silt (very dense,
moist) (advance outwash)
With lenses of fine to medium sand
Grades to wet
Brown silty fine to medium sand (dense, wet)(advance outwash)
*California sample taken
SM
SM
SM
SP-SM
SM
Rock in shoe
Gravel in cuttings
Groundwater encountered at approximately41.3 feet during drilling
29
9
3
10
21
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
KMS
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.55190°
-122.16771°
D50 Track Rig
Geologic Drill Inc.DrillingMethod Hollow-stem Auger50.5
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
8/27/20158/27/2015
See Remarks
309
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50 IntervalElevation (feet)305300295290285280275270265260Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring M1 (TL 6/5)
PSE - Energize Eastside Design Phase
Bellevue, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-22
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1
2SA
3*
4
5
6
7
8MD
9
10
11
12
13
18
12
10
3
1
4.5
6
7
5.5
7
73
50/4"
133/6"
50/4"
50/3"
50/5"
50/1"
50/4.5"
50/6"
93/11"
50/6"
50/5.5"
50/3"
Brown silty fine to medium sand with gravel (verydense, moist) (glacial till)
Grades to gray
Grades to silty fine sand
Gray silt with sand (hard, moist) (advanceoutwash?)
*California sample taken
SM
ML
Dry density = 104 pcf
348
9
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
KMS
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.57830°
-122.16978°
D50 Track Rig
Geologic Drill Inc.DrillingMethod Hollow-stem Auger61
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
9/1/20159/1/2015
439
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50
55
60 IntervalElevation (feet)435430425420415410405400395390385380Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring M2 (TL 6/2)
PSE - Energize Eastside Design Phase
Bellevue, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-23
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
6
6
12
11
6
4
18
5
18
18
18
4
78
50/5"
50/6"
50/4"
59
50/5"
76
68
61
Dark brown silty fine to medium sand with
occasional organic matter (loose, dry)
Coarse gravel below 5 feet(Rough drilling)
Gray-brown silty fine to medium sand withoccasional gravel (very dense, moist) (glacial
till)(DIPRA=1)
(Hard drilling)
(Perched water observed at approximately
28 feet during drilling)
Brown fine to medium sand with silt and gravel
(very dense, moist) (advance outwash)
SM
SM
SP-SM
1
2
3MC
4
5
6%F
7
8
9SA
10
11
1.5
22.0
25.0
40.0
50.0
51.5
Concrete surfaceseal
Bentonite seal
2-inch Schedule 40PVC well casing
10/20 Coloradosilica sand
2-inch Schedule 40PVC screen,0.020-inch slotwidth
Bentonite seal
8
13
4
19
9
Logged By
NTDrilled
Date Measured
DrillingMethod8/18/2015 8/18/2015
HorizontalDatum
Vertical Datum
DOE Well I.D.: BIJ 530
A 2 (in) well was installed on 8/24/2015 to a depth of 50
(ft).
9/16/2015LatitudeLongitude
DrillingEquipment
51.5
Top of CasingElevation (ft)
Start End
Checked By
Field screening was completed to a depth of 15 feet; no sheen was observed.
31.4
D50 Track Rig
Elevation (ft)
Groundwater
Driller
Depth toWater (ft)
CEWTotalDepth (ft)Hollow-stem Auger
Notes:
HammerData
Surface Elevation (ft)411NAVD88
47.53803°
-122.16963°
Geographic
WGS84
Auto140 (lbs) / 30 (in) Drop
Geologic Drill Inc.
379.6
Steel surface
monument
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50 IntervalElevation (feet)410405400395390385380375370365360Collected SampleRecovered (in)Blows/footGraphic LogMATERIAL
DESCRIPTION
GroupClassificationWater LevelSample NameTestingWELL LOG
MoistureContent (%)FinesContent (%)Log of Monitoring Well M3 (TL 5/4)
PSE - Energize Eastside Design Phase
Newcastle, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-24
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_WELL
1
2MC
34*
5
6SA
7
8
9
10
11
12
13
12
15.5
50
11.5
2.5
8.5
18
11
11
12
7
6
10
92/8.5"
120/5.6"50/2"
78/11.5"
83/11.5"
95/8.5"
53
87/11"
81/11"
91
99/7"
110/6"
Brown silty fine to coarse sand with trace roots(medium dense, moist)
Gray-brown silty fine to medium sand with
occasional gravel (very dense, wet) (highlyweathered bedrock?)
Gray silty fine to medium sand (very dense,moist)
Highly oxidized and light gray silty fine to coarsesand with occasional gravel (very dense,moist) (highly weathered bedrock)
Grades to light brown-gray with no oxidation
Light brown and white silty fine to coarse sandwith decomposed quartz (very dense, moist)(weathered bedrock)
Light brown silty fine to coarse sand (very dense,moist)
*California sample taken
SM
SM
SM
SM
SM
SM
Groundwater observed at 13.6 feet duringdrilling
Section of auger lost (dropped) into borehole
during backfilling
49
13
13
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
ERH
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.52791°
-122.16912°
CME L-10-T Track (Limited Access)
Geologic Drill Inc.DrillingMethod Hollow-stem Auger61.5
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
9/3/20159/2/2015
See Remarks
517
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50
55
60 IntervalElevation (feet)515510505500495490485480475470465460Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring M4 (TL 4/6)
PSE - Energize Eastside Design Phase
Newcastle, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-25
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1
2MD
3*
4
5
6A
6B
7%F
8
9
10
11MD; SA
12
10
10.5
6
11
10
19
61
100/5.5"
50/3"
50/4.5"
50/6"
50/5"
50/4"
50/4"
50/6"
45
Dark gray-brown silty fine to coarse sand withgravel and trace organic matter (mediumdense, moist to wet)
Brown sandy silt (very stiff, moist)
Dark gray-brown silty fine to medium sand withgravel (very dense, moist) (glacial till)
Grades to gray
Gray sandy silt with gravel (hard, moist)
*California sample taken
SM
ML
SM
ML
DIPRA=1Dry density = 104 pcf
Sampler on a rock
Dry density = 97 pcf
23
52
14
15
13
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
KMS
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.52277°
-122.16914°
D50 Track Rig
Geologic Drill Inc.DrillingMethod Hollow-stem Auger51.5
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
8/26/20158/26/2015
380
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50 IntervalElevation (feet)375370365360355350345340335330Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring M5 (TL 4/3)
PSE - Energize Eastside Design Phase
Newcastle, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-26
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1MD
2
3A*MD3B4
5
6
7
8
9SA
10
11
12
13
18
18
16
12
11
5.5
4
0
18
5
17
11.5
60
92/11"
190/10"
50/6"
50/5"
50/5.5"
50/4"
50/2"
72
50/5"
90/11"
50/5.5"
78
Red-brown silty fine to medium sand with gravel(very dense, dry to moist) (glacial till)
Grades to gray and moist
Gray fine to coarse sand with silt and gravel (verydense, moist) (advance outwash)
Brown fine to medium sand (very dense, moist)
*California sample taken
SM
SP-SM
SP
Dry density = 116 pcf
Dry density = 123 pcf
11
9
8
7
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
KMS
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.51543°
-122.16902°
D50 Track Rig
Geologic Drill Inc.DrillingMethod Hollow-stem Auger61.5
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
8/24/20158/24/2015
432
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50
55
60 IntervalElevation (feet)430425420415410405400395390385380375Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring M6 (TL 3/9)
PSE - Energize Eastside Design Phase
Renton, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-27
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1
2
3
4
5
6MD
7SA
8
9
10
10
4
0
3
5
5
2
50/4"
50/5"
50/6"
50/6"
50/3"
50/5"
50/5"
50/5"
50/2"
100/3"
Light brown silty fine to medium sand withoccasional gravel and trace organic matter(very dense, dry) (glacial till)
Light brown silty fine to medium sand withoccasional gravel (very dense, dry to moist)(glacial till)
Grades to gray
Grades to with gravel
SM
SM
Dry density = 101 pcf
38
11
10
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
KMS
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.51348°
-122.17123°
D50 Track Rig
Geologic Drill Inc.DrillingMethod Hollow-stem Auger50.25
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
8/26/20158/26/2015
445
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50 IntervalElevation (feet)440435430425420415410405400395Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring M7 (TL 3/7)
PSE - Energize Eastside Design Phase
Renton, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-28
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
18
6
16
6
11
11
10
10
9
3
3
68
50/6"
190/10"
50/6"
50/5"
50/5"
50/4"
50/4"
50/3"
50/3"
100/3"
Brown silty fine to medium sand with gravel (very
dense, dry to moist) (glacial till)
(p=35,000 ohm-cm)
(Dry density = 124 pcf)
With less gravel
Grades to gray
*California sample taken
SM
1MC, p
2
3*MD11
4
5SA
6
7
8
9MC
10
1.5
34.0
41.0
51.051.5
Concrete surfaceseal
Bentonite seal
2-inch Schedule 40PVC well casing
10/20 Coloradosilica sand
2-inch Schedule 40PVC screen,0.020-inch slotwidth
6
13
8
6
34
Logged By
NTDrilled
Date Measured
DrillingMethod8/24/2015 8/24/2015
HorizontalDatum
Vertical Datum
DOE Well I.D.: BIJ 531
A 2 (in) well was installed on 8/24/2015 to a depth of 50
(ft).
LatitudeLongitude
DrillingEquipment
51.5
Top of CasingElevation (ft)
Start End
Checked By
Field screening was completed to a depth of 15 feet; no sheen was observed.
9/16/15 Not Encountered
D50 Track Rig
Elevation (ft)
Groundwater
Driller
Depth toWater (ft)
KMSTotalDepth (ft)Hollow-stem Auger
Notes:
HammerData
Surface Elevation (ft)445NAVD88
47.51210°
-122.17233°
Geographic
WGS84
Auto140 (lbs) / 30 (in) Drop
Geologic Drill Inc.
Steel surface
monument
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50 IntervalElevation (feet)440435430425420415410405400395Collected SampleRecovered (in)Blows/footGraphic LogMATERIAL
DESCRIPTION
GroupClassificationWater LevelSample NameTestingWELL LOG
MoistureContent (%)FinesContent (%)Log of Monitoring Well M8 (TL 3/6)
PSE - Energize Eastside Design Phase
Renton, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-29
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_WELL
1
2MC
3*
4
5
6
7SA
8
9%F
10
11
12
13
18
18
10
12
17.5
18
18
18
18
18
54
72
100/3"
46
90
50/6"
81/11.5"
58
60
39
42
47
54
Light gray-brown silty fine sand with occasionalgravel (dense to very dense, dry) (weatheredglacial till)
Brown silty fine to medium sand with occasional
gravel (very dense, dry to moist) (glacial till)
Grades to with gravel
Brown fine to medium sand with silt and trace
gravel (very dense, moist) (advance outwash)
Brown fine to medium sand (dense to verydense, moist)
*California sample taken
SM
SM
SP-SM
SP
17
9
7
11
13
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
KMS
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.50873°
-122.17589°
D50 Track Rig
Geologic Drill Inc.DrillingMethod Hollow-stem Auger61.5
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
8/24/20158/24/2015
407
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50
55
60 IntervalElevation (feet)405400395390385380375370365360355350Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring M9 (TL 3/4)
PSE - Energize Eastside Design Phase
Renton, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-30
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
18
18
18
18
3
11
12
18
18
18
44
31
38
53
50/3"
50/5.5"
50/6"
42
27
23
40
Gray-brown silty fine to medium sand with gravel
(dense, moist) (weathered till)
Gray-brown silty fine to medium sand with gravel(dense, moist) (glacial till)
Grades to occasional gravel
(Sampler on a rock)
Brown fine to medium sand with silt (medium
dense to dense, moist) (advance outwash)
*California sample taken
SM
SM
SP-SM
1
2
3*
4SA
5
6
7
8%F
9
10MC
11
1.5
30.0
41.0
51.051.5
Concrete surfaceseal
Bentonite seal
2-inch Schedule 40PVC well casing
10/20 Coloradosilica sand
2-inch Schedule 40PVC screen,0.020-inch slotwidth
11
7
13
26
10
Logged By
NTDrilled
Date Measured
DrillingMethod8/25/2015 8/25/2015
HorizontalDatum
Vertical Datum
DOE Well I.D.: BIJ 532
A 2 (in) well was installed on 8/24/2015 to a depth of 51
(ft).
LatitudeLongitude
DrillingEquipment
51.5
Top of CasingElevation (ft)
Start End
Checked By
Field screening was completed to a depth of 15 feet; no sheen was observed.
9/16/15 Not Encountered
D50 Track Rig
Elevation (ft)
Groundwater
Driller
Depth toWater (ft)
KMSTotalDepth (ft)Hollow-stem Auger
Notes:
HammerData
Surface Elevation (ft)373NAVD88
47.49229°
-122.17541°
Geographic
WGS84
Auto140 (lbs) / 30 (in) Drop
Geologic Drill Inc.
Steel surface
monument
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50 IntervalElevation (feet)370365360355350345340335330325Collected SampleRecovered (in)Blows/footGraphic LogMATERIAL
DESCRIPTION
GroupClassificationWater LevelSample NameTestingWELL LOG
MoistureContent (%)FinesContent (%)Log of Monitoring Well M10 (TL 2/2)
PSE - Energize Eastside Design Phase
Renton, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-31
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_WELL
1MC
2
3*
4
5SA
6
7
8
9%F
10
11
12
13
18
18
0
13
18
18
9
15
18
18
18
18
18
18
19
35
32
38
27
44
30
55
51
50
32
33
Approximately 3 inches asphalt concretepavement
Approximately 4 inches base course
Gray-brown silty fine to medium sand with gravel(medium dense, moist) (fill?)
Brown fine to medium sand with silt and gravel(medium dense, moist)
Brown fine to coarse sand with gravel (dense,moist) (advance outwash?)
With less gravel
With gravel
Brown fine to coarse sand with silt and gravel(dense, moist)
Brown fine to medium sand with silt andoccasional gravel (very dense, moist)
Brown fine sand with silt (dense, moist)
*California sample taken
AC
CR
SM
SP-SM
SP
SP-SM
SP-SM
SP-SM
DIPRA=1
4
7
3
3
2
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
KMS
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.48807°
-122.17564°
D50 Track Rig
Geologic Drill Inc.DrillingMethod Hollow-stem Auger61.5
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
8/25/20158/25/2015
340
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50
55
60 IntervalElevation (feet)335330325320315310305300295290285280Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring M11 (TL 1/8)
PSE - Energize Eastside Design Phase
Renton, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-32
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1
2
3*MD4SA
5
6
7
8
9
10
11SA
12
13
14
0
18
18
12
18
18
18
18
18
18
18
18
26
56
77
41
50/6"
59
33
59
71
73
68
70
50
Brown silty fine to coarse sand with occasionalgravel (medium dense, moist) (glacial drift)
Grades to wet
Becomes gray-brown with lenses of sandy silt,dense
Interbeds of silty fine to coarse sand withoccasional gravel and brown sandy silt (verydense/hard, moist) (glacial till?)
Brown silty fine to medium sand (very dense,moist) (glacial till?)
Grayish brown fine to medium sand with silt(medium dense to dense, moist) (advanceoutwash)
Brown fine to medium sand (very dense, moist)
Brown fine to medium sand with silt (very dense,moist)
*California sample taken
SM
SM/ML
SM
SP-SM
SP
SP-SM
Dry density = 89 pcf
73
10
31
13
6
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
ERH
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.47948°
-122.18391°
CME Limited Access L10 Track Rig
Holt Services Inc.DrillingMethod Hollow-stem Auger61.5
Field screening completed to a depth of 15 feet; moderate sheen at 5 feet and slight sheen at 15 feet
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
9/1/20159/1/2015
326
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50
55
60 IntervalElevation (feet)325320315310305300295290285280275270265Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring N1 (TL 1/2)
PSE - Energize Eastside Design Phase
Renton, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-33
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1
2
3*4
5%F
6
7
8SA
9
10
11
12
13
10
12
66
18
15
18
18
18
18
18
18
18
63
50/6"
120/6"50/6"
68
49
50/4.5"
31
58
62
79
67
67
Brown silty fine to medium sand with occasionalgravel (loose to medium dense, moist)
Brown silty fine to medium sand with gravel (verydense, moist) (glacial drift)
Brown fine to coarse sand with silt and
occasional gravel (very dense, moist) (glacialdrift?)
Brown silty sand with occasional gravel (very
dense, moist) (glacial till?)
Brown fine to medium sand with silt (dense,moist) (advance outwash)
Gray-brown fine to medium sand (very dense,moist)
Grayish brown fine to medium sand with silt (verydense, moist)
*California sample taken
SM
SM
SP-SM
SM
SP-SM
SP
SP-SM
51
9
13
14
6
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
ERH
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.47877°
-122.18365°
CME Limited Access L10 Track Rig
Holt Services Inc.DrillingMethod Hollow-stem Auger61.5
Field screening completed to a depth of 10 feet; slight sheen observed at approximately 3 feet
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
9/2/20159/1/2015
326
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50
55
60 IntervalElevation (feet)325320315310305300295290285280275270265Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring N2 (TL 1/1)
PSE - Energize Eastside Design Phase
Renton, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-34
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1
2
3MD4*
5AL
6
7
8
9
10
11
12%F
13
6
4
18
18
18
18
18
18
16
18
18
15
17
24
18
17
21
15
21
18
24
19
19
24
Brown silty fine to coarse sand with gravel(medium dense, moist) (recessional outwash)
Brown silty fine to coarse gravel with sand
(medium dense, moist)
Brown fine to coarse sand with silt and gravel(medium dense, moist)
Brown silty fine sand to sandy silt (medium
dense/very stiff, moist)
Gray-brown silt with occasional sand and finegravel (very stiff, moist)
With lenses of silty sand
Grades to sandy silt
Brown fine to medium sand with silt (mediumdense, moist)
*California sample taken
SM
GM
SP-SM
SM/ML
ML
SP-SM
Rough drilling
Dry density = 82 pcf
AL (LL=33; PI=8)
7
46
23
4
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
ERH
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.47416°
-122.18194°
CME L-10-T Track (Limited Access)
Geologic Drill Inc.DrillingMethod Hollow-stem Auger61.5
Field screening completed to a depth of 15 feet; moderate sheen observed at approximately 10 feet
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
8/31/20158/31/2015
249
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50
55
60 IntervalElevation (feet)245240235230225220215210205200195190Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring N3 (TL 0/11)
PSE - Energize Eastside Design Phase
Renton, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-35
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1SA
2
3
4*
5
6
7
8
9*
10AL
11
1213
14
12
12
5
9
8
3
18
18
8
22
4
14
14
46
13
15
8
13
11
55
50/2"
60
Brown fine to coarse gravel with silt and sand(medium dense, dry)
Light brown silty fine to coarse gravel with sand(medium dense, moist) (recessional outwash)
Gray silty fine to coarse sand with gravel (looseto medium dense, moist to wet)
Brown-orange mottled fat clay (stiff, moist to wet)
Brown silty fine to coarse gravel with sand (very
dense, moist) (advance outwash?)
*California sample taken
GP-GM
GM
SM
CH
GM
Gravel pushed auger 2 feet out of alignment
AL (LL=51; PI=25)
83
24
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
ERH
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.47297°
-122.18127°
CME Limited Access L10 Track Rig
Geologic Drill Inc.DrillingMethod Hollow-stem Auger51.5
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
8/28/20158/28/2015
276
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50 IntervalElevation (feet)275270265260255250245240235230225Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring N4 (TL 0/9)
PSE - Energize Eastside Design Phase
Renton, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-36
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1
2
3%F
4
5*
6
7SA
8
9
10
11
12
13
14
16
18
18
18
18
18
18
18
18
17.5
17
12
36
25
29
134
25
18
17
40
50
59
85/11.5"
71/11"
50/6"
Orange brown silty fine sand (medium dense todense, dry to moist)
Brown fine to medium sand with silt and
occasional gravel (medium dense, moist)(recessional outwash?)
Grayish brown fine to medium sand with silt
(dense to very dense, moist) (advanceoutwash)
Dark gray fine to coarse sand with gravel (verydense, wet)
*California sample taken
SM
SP-SM
SP-SM
SW
Driller notes some gravel present
10
9
9
9
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
ERH
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.47023°
-122.19216°
CME Limited Access L10 Track Rig
Holt Services Inc.DrillingMethod Hollow-stem Auger61
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
8/25/20158/25/2015
436
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50
55
60 IntervalElevation (feet)435430425420415410405400395390385380375Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring N5 (TL 0/5)
PSE - Energize Eastside Design Phase
Renton, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-37
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
18
18
18
18
18
18
18
18
18
18
17
15
17.5
48
33
155
47
40
48
49
43
38
53
52
38
74/11.5"
Light brown silty fine to medium sand with
occasional gravel (loose to medium dense,dry)
(p=68,000 ohm-cm)
Brown silty fine to coarse sand with traceorganics (dense, moist) (weathered glacial till)
(Dry density = 94 pcf)
Brown fine to medium sand with silt (dense,moist) (advance outwash)
Gray fine to coarse sand with silt and gravel(dense, wet)
Gray fine to coarse sand with gravel (very dense,wet)
SM
SM
SP-SM
SW-SM
SW
1MC, P
2
3%F
4*MD5SA
6
7
8
9
10
11
12
13
14SA
1.5
44.5
50.0
60.0
Concrete surfaceseal
Bentonite seal
2-inch Schedule 40PVC well casing
10/20 Coloradosilica sand
2-inch Schedule 40PVC screen,0.020-inch slotwidth
3
9
21
8
8
18
9
5
Logged By
NTDrilled
Date Measured
DrillingMethod8/25/2015 8/25/2015
HorizontalDatum
Vertical Datum
DOE Well I.D.: BIJ
A 2 (in) well was installed on 8/25/2015 to a depth of 60
(ft).
9/16/2015LatitudeLongitude
DrillingEquipment
61.46
Top of CasingElevation (ft)
Start End
Checked By
Field screening was completed to a depth of 15 feet; no sheen was observed.
56.3
CME Limited Access L10 Track Rig
Elevation (ft)
Groundwater
Driller
Depth toWater (ft)
ERHTotalDepth (ft)Hollow-stem Auger
Notes:
HammerData
Surface Elevation (ft)440NAVD88
47.46943°
-122.19154°
Geographic
WGS84
Auto140 (lbs) / 30 (in) Drop
Holt Services Inc.
383.7
Steel surface
monument
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50
55
60 IntervalElevation (feet)435430425420415410405400395390385380Collected SampleRecovered (in)Blows/footGraphic LogMATERIAL
DESCRIPTION
GroupClassificationWater LevelSample NameTestingWELL LOG
MoistureContent (%)FinesContent (%)Log of Monitoring Well N6 (TL 0/4)
PSE - Energize Eastside Design Phase
Renton, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-38
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_WELL
1
2ML
3*
4
5SA
6%F
7
8
9
10
11
12%F
13
16
16
5
5
11
18
18
18
18
14
15
30
60
120/5"
50/5"
50/5"
31
29
37
42
50
77
49
44
Grayish brown silty fine to medium sand withoccasional gravel (medium dense to dense,moist) (weathered glacial till)
Brown silty fine to medium sand (very dense,moist) (glacial till)
Grades to silty fine sand
Brown fine to medium sand with silt (dense tovery dense, moist) (advance outwash)
Becomes very dense
Grades to fine to coarse sand with silt
Gray fine to coarse sand with gravel (dense, wet)
Brown fine to coarse sand with silt andoccasional gravel (dense, wet)
*California sample taken
SM
SM
SP-SM
SW
SP-SM
Rods are stuck on rock
Groundwater encountered at approximately52.25 feet during drilling
Heave 6 inches
43
10
2
9
8
8
10
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
ERH
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.46901°
-122.19280°
CME Limited Access L10 Track Rig
Holt Services Inc.DrillingMethod Hollow-stem Auger61.5
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
8/27/20158/27/2015
See Remarks
439
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50
55
60 IntervalElevation (feet)435430425420415410405400395390385380Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring N8 (TL 0/3)
PSE - Energize Eastside Design Phase
Renton, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-39
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1
2
3
4*
5
6
7%F
8SA
9
10
11
13
18
18
5
18
11
17
18
18
18
16
20
40
79
120/5"
89/11"
50/4.5"
83/11"
60
50
47
61
Light brown silty fine sand with occasional gravel(loose to medium dense, dry)
Light gray sandy silt with occasional gravel (hard,moist) (glacial till?)
Grades to very dense
Brown fine to medium sand with silt (very dense,moist) (advance outwash)
Brown fine to coarse sand with occasional gravel(very dense, moist)
*California sample taken
SM
ML
SP-SM
SP
DIPRA=1
53
11
12
8
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
ERH
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.46849°
-122.19272°
CME Limited Access L10 Track Rig
Holt Services Inc.DrillingMethod Hollow-stem Auger51.5
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
8/26/20158/26/2015
440
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50 IntervalElevation (feet)435430425420415410405400395390Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring N9 (TL 0/1)
PSE - Energize Eastside Design Phase
Renton, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-40
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1
2
3
4*MD5SA
6
7
8%F
9
10
11
12
13SA
14
18
18
18
18
12
18
18
18
18
18
18
16
11
38
26
109
50
53
26
40
38
50
46
50
54
50/5"
Orange-brown silty fine sand with occasionalgravel (loose to medium dense, moist)
Brown silty fine to coarse sand with occasionalorganic matter (dense, moist)
Brown fine to coarse sand with silt andoccasional gravel (medium dense, moist)
Brown fine to medium sand with silt and gravel(dense to very dense, moist) (advanceoutwash)
Brown fine to medium sand with occasionalgravel (dense, moist)
Gray brown fine to coarse sand with silt (verydense, wet)
*California sample taken
SM
SM
SP-SM
SP-SM
SP
SP-SM
Dry density = 87 pcf
Groundwater encountered at 55 feet during
drilling
12
7
6
21
40
8
19
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
NTDrilled
Notes:
ERH
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
LatitudeLongitude
47.46829°
-122.19018°
CME Limited Access L10 Track Rig
Holt Services Inc.DrillingMethod Hollow-stem Auger61
Field screening was completed to a depth of 15 feet; no sheen was observed.
Auto140 (lbs) / 30 (in) Drop
DrillingEquipment
Geographic
WGS84
8/24/20158/24/2015
See Remarks
443
NAVD88
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35
40
45
50
55
60 IntervalElevation (feet)440435430425420415410405400395390385Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring N10 (Talbot Substation)
PSE - Energize Eastside Design Phase
Renton, Washington
0186-871-05
Project:
Project Location:
Project Number:Figure A-41
Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
APPENDIX B Geotechnical Laboratory Testing
APPENDIX B
GEOTECHNICAL LABORATORY TESTING
Soil samples obtained from the borings were transported to our Redmond geotechnical laboratory and
evaluated to confirm or modify field classifications, as well as to evaluate engineering and index properties
of the soil samples. Representative samples were selected for laboratory testing consisting of moisture
content tests, percent fines tests, grain size distribution (sieve analyses), and plasticity tests. Direst shear
tests were completed at another laboratory under subcontract to GeoEngineers. We also conducted tests
on selected soil samples to assist in the evaluation of corrosion potential. This testing program included
resistivity, pH, redox potential, and sulfide tests.
We performed the tests using methods of the American Society for Testing and Materials (ASTM) or other
applicable procedures.
Soil Classification
Soil samples obtained from the borings were visually classified in the field and in our laboratory using a
system based on the Unified Soil Classification System (USCS) and ASTM classification methods. ASTM
Test Method D 2488 was used to visually classify the soil samples, while ASTM D 2487 was used to classify
the soils based on laboratory tests results. These classification procedures are incorporated in the boring
logs presented in Figures A-2 through A-41.
Moisture Content Testing
Moisture content tests were completed for representative samples obtained from the borings using the
ASTM D 2216 test method. The results of these tests are presented on the boring logs at the depths at
which the samples were obtained.
Percent Fines Testing
Tests to evaluate the percent fines (particles passing the No. 200 sieve) were completed on several
samples using ASTM D 1140. The wet sieve method was used to determine the percentage of soil particles
larger than the U.S. No. 200 sieve. The results of the percent fines tests are presented on the boring logs
at the depths at which the samples were obtained.
Sieve Analyses
Sieve analyses were completed on several samples using the ASTM D 422 test method to determine the
sample grain size distribution. The wet sieve analysis method was used to determine the percentage of soil
particles larger than the U.S. No. 200 mesh sieve. The results of the sieve analyses were plotted and
classified using the USCS, and are presented in Figures B-1 through B-12.
Plasticity Characteristics
Plasticity characteristics of several soil samples were evaluated by conducting Atterberg limits tests using
the ASTM D 4318 test method. This test method evaluates the liquid limit, plastic limit and plasticity index
of the portion of the sample finer than the No. 40 sieve. The results of the Atterberg limits tests are
presented in Figure B-13.
June 8, 2016 | Page B-1 File No. 0186-871-05
Direct Shear Tests
Direct shear tests were conducted on selected soil samples by an outside laboratory using the
ASTM D 3080 test method. This test method evaluates the friction angle and cohesion intercept under
consolidated drained conditions. The direct shear tests are presented in the back of this appendix.
Corrosion Evaluation Tests
Soil properties related to corrosivity were evaluated using Ductile Iron Pipe Research Association (DIPRA)
tests performed on selected samples. DIPRA testing consisted of resistivity, pH, redox potential, and
sulfides. The results of the DIPRA testing are presented in Table B-1. In addition, pH and resistivity tests
were performed on selected samples, the results of which are also presented in Table B-1.
TABLE B-1. CORROSION EVALUATION TEST DATA
Boring Sample
Depth
(feet)
Resistivity
(Ohm-cm) pH
Redox Potential
(millivolts) Sulfides
A1 2 10 15,000 6.4 235 Negative
A2 2 10 20,000 6.8 - -
A3 4 15 17,000 7.1 284 Negative
C6 1 5 15,000 7.5 315 Negative
M3 3 10 25,000 7.5 325 Negative
M5 2 10 8,200 7.5 225 Negative
M8 1 5 35,000 - - -
M11 1 5 6,800 6.6 360 Negative
N6 1 2.5 68,000 - - -
N9 1 5 35,000 6.9 302 Negative
June 8, 2016 | Page B-2 File No. 0186-871-05
01020304050607080901000.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERSU.S. STANDARD SIEVE SIZESANDSILT OR CLAYCOBBLESGRAVELCOARSEMEDIUMFINECOARSEFINEBoring NumberDepth(feet)Soil DescriptionA-1A-3A-4A-640552530Fine to coarse sand with silt and gravel (SW-SM)Fine to medium sand with silt and gravel (SP-SM)Silty fine to medium sand (SM)Silty fine to medium sand (SM)SymbolMoisture(%)12.012.29.74.83/8”3” 1.5”#4#10 #20#40#60#1003/4”Figure B-1
Sieve Analysis Results
PSE Energize Eastside
Redmond, WA
00186-871-05 Date Exported: 10/14/15Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they wereperformed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.The grain size analysis results were obtained in general accordance with ASTM D 6913.#200
01020304050607080901000.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERSU.S. STANDARD SIEVE SIZESANDSILT OR CLAYCOBBLESGRAVELCOARSEMEDIUMFINECOARSEFINEBoring NumberDepth(feet)Soil DescriptionC-1C-2C-3C-425163020Fine to medium sand with silt (SP-SM)Silty fine to medium sand (SM)Silty fine to medium sand (SM)Fine to medium sand with silt (SP-SM)SymbolMoisture(%)8.26.99.56.63/8”3” 1.5”#4#10 #20#40#60#1003/4”Figure B-2
Sieve Analysis Results
PSE Energize Eastside
Redmond, WA
00186-871-05 Date Exported: 10/14/15Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they wereperformed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.The grain size analysis results were obtained in general accordance with ASTM D 6913.#200
01020304050607080901000.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERSU.S. STANDARD SIEVE SIZESANDSILT OR CLAYCOBBLESGRAVELCOARSEMEDIUMFINECOARSEFINEBoring NumberDepth(feet)Soil DescriptionC-5C-616.540Silty fine to medium sand with gravel (SM)Fine to medium sand with silt (SP-SM)SymbolMoisture(%)9.84.43/8”3” 1.5”#4#10 #20#40#60#1003/4”Figure B-3
Sieve Analysis Results
PSE Energize Eastside
Bellevue, WA
00186-871-05 Date Exported: 10/14/15Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they wereperformed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.The grain size analysis results were obtained in general accordance with ASTM D 6913.#200
01020304050607080901000.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERSU.S. STANDARD SIEVE SIZESANDSILT OR CLAYCOBBLESGRAVELCOARSEMEDIUMFINECOARSEFINEBoring NumberDepth(feet)Soil DescriptionE-1E-2E-2E-32516.53535Silty fine to medium sand (SM)Fine to coarse gravel with silt and sand (GP-GM)Fine to coarse sand with silt and gravel (SW-SM)Silt with sand and clay (ML)SymbolMoisture(%)11.09.19.121.63/8”3” 1.5”#4#10 #20#40#60#1003/4”Figure B-4
Sieve Analysis Results
PSE Energize Eastside
Bellevue, WA
00186-871-05 Date Exported: 10/14/15Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they wereperformed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.The grain size analysis results were obtained in general accordance with ASTM D 6913.#200
01020304050607080901000.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERSU.S. STANDARD SIEVE SIZESANDSILT OR CLAYCOBBLESGRAVELCOARSEMEDIUMFINECOARSEFINEBoring NumberDepth(feet)Soil DescriptionE-3E-44535Fine to coarse gravel with silt and sand (GW-GM)Silty fine to coarse sand with gravel (SM)SymbolMoisture(%)7.57.13/8”3” 1.5”#4#10 #20#40#60#1003/4”Figure B-5
Sieve Analysis Results
PSE Energize Eastside
Bellevue, WA
00186-871-05 Date Exported: 10/14/15Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they wereperformed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.The grain size analysis results were obtained in general accordance with ASTM D 6913.#200
01020304050607080901000.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERSU.S. STANDARD SIEVE SIZESANDSILT OR CLAYCOBBLESGRAVELCOARSEMEDIUMFINECOARSEFINEBoring NumberDepth(feet)Soil DescriptionJ-1J-3J-5242525Silty fine to medium sand (SM)Silty fine to medium sand (SM)Silty fine to medium sand with gravel (SM)SymbolMoisture(%)12.18.813.53/8”3” 1.5”#4#10 #20#40#60#1003/4”Figure B-6
Sieve Analysis Results
PSE Energize Eastside
Bellevue, WA
00186-871-05 Date Exported: 10/14/15Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they wereperformed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.The grain size analysis results were obtained in general accordance with ASTM D 6913.#200
01020304050607080901000.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERSU.S. STANDARD SIEVE SIZESANDSILT OR CLAYCOBBLESGRAVELCOARSEMEDIUMFINECOARSEFINEBoring NumberDepth(feet)Soil DescriptionM-1M-2M-3M-434104020Fine to medium sand with silt (SP-SM)Silty fine to medium sand with gravel (SM)Fine to medium sand with silt (SP-SM)Silty fine to medium sand (SM)SymbolMoisture(%)15.87.94.113.43/8”3” 1.5”#4#10 #20#40#60#1003/4”Figure B-7
Sieve Analysis Results
PSE Energize Eastside
Bellevue and Newcastle, WA
00186-871-05 Date Exported: 10/14/15Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they wereperformed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.The grain size analysis results were obtained in general accordance with ASTM D 6913.#200
01020304050607080901000.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERSU.S. STANDARD SIEVE SIZESANDSILT OR CLAYCOBBLESGRAVELCOARSEMEDIUMFINECOARSEFINEBoring NumberDepth(feet)Soil DescriptionM-5M-6M-7M-850403520Sandy silt with gravel (ML)Fine to coarse sand with silt and gravel (SP-SM)Silty fine to medium sand with gravel (SM)Silty fine to medium sand (SM)SymbolMoisture(%)12.97.29.98.03/8”3” 1.5”#4#10 #20#40#60#1003/4”Figure B-8
Sieve Analysis Results
PSE Energize Eastside
Newcastle and Renton, WA
00186-871-05 Date Exported: 10/14/15Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they wereperformed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.The grain size analysis results were obtained in general accordance with ASTM D 6913.#200
01020304050607080901000.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERSU.S. STANDARD SIEVE SIZESANDSILT OR CLAYCOBBLESGRAVELCOARSEMEDIUMFINECOARSEFINEBoring NumberDepth(feet)Soil DescriptionM-9M-10M-113016.520Silty fine to medium sand with gravel (SM)Silty fine to medium sand (SM)Fine to coarse sand with gravel (SP)SymbolMoisture(%)10.510.82.83/8”3” 1.5”#4#10 #20#40#60#1003/4”Figure B-9
Sieve Analysis Results
PSE Energize Eastside
Renton, WA
00186-871-05 Date Exported: 10/14/15Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they wereperformed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.The grain size analysis results were obtained in general accordance with ASTM D 6913.#200
01020304050607080901000.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERSU.S. STANDARD SIEVE SIZESANDSILT OR CLAYCOBBLESGRAVELCOARSEMEDIUMFINECOARSEFINEBoring NumberDepth(feet)Soil DescriptionN-1N-1N-2N-41750352Silt with sand and gravel (ML)Fine to medium sand with silt (SP-SM)Fine to medium sand with silt (SP-SM)Fine to coarse gravel with silt and sand (GP-GM)SymbolMoisture(%)13.16.35.92.53/8”3” 1.5”#4#10 #20#40#60#1003/4”Figure B-10
Sieve Analysis Results
PSE Energize Eastside
Renton, WA
00186-871-05 Date Exported: 10/14/15Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they wereperformed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.The grain size analysis results were obtained in general accordance with ASTM D 6913.#200
01020304050607080901000.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERSU.S. STANDARD SIEVE SIZESANDSILT OR CLAYCOBBLESGRAVELCOARSEMEDIUMFINECOARSEFINEBoring NumberDepth(feet)Soil DescriptionN-5N-6N-6N-82516.56020Fine to medium sand with silt (SP-SM)Fine to medium sand with silt (SP-SM)Fine to coarse sand with gravel (SW)Silty fine to medium sand (SM)SymbolMoisture(%)9.07.88.38.03/8”3” 1.5”#4#10 #20#40#60#1003/4”Figure B-11
Sieve Analysis Results
PSE Energize Eastside
Renton, WA
00186-871-05 Date Exported: 10/14/15Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they wereperformed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.The grain size analysis results were obtained in general accordance with ASTM D 6913.#200
01020304050607080901000.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERSU.S. STANDARD SIEVE SIZESANDSILT OR CLAYCOBBLESGRAVELCOARSEMEDIUMFINECOARSEFINEBoring NumberDepth(feet)Soil DescriptionN-9N-10N-10351655Fine to medium sand with silt (SP-SM)Fine to medium sand with silt and gravel (SP-SM)Fine to coarse sand with silt (SP-SM)SymbolMoisture(%)7.57.813.53/8”3” 1.5”#4#10 #20#40#60#1003/4”Figure B-12
Sieve Analysis Results
PSE Energize Eastside
Renton, WA
00186-871-05 Date Exported: 10/14/15Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they wereperformed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.The grain size analysis results were obtained in general accordance with ASTM D 6913.#200
Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they were performed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes. The liquid limit and plasticity index were obtained in general accordance with ASTM D 4318.Figure B-13Atterberg Limits Test ResultsPSE Energize EastsideRedmond and Bellevue, WA004186-871-05 Date Exported: 10/14/15SymbolBoringNumberDepth(feet)Moisture Content(%)Liquid Limit(%)Plasticity Index(%)Soil DescriptionA-2E-3E-345102028.125.526.7354038121412Lean clay (CL)Silt (ML)Silt (ML)01020304050600 102030405060708090100PLASTICITY INDEX LIQUID LIMITPLASTICITY CHARTCL-MLML or OLCL or OLOH or MHCH or OH
Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they were performed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes. The liquid limit and plasticity index were obtained in general accordance with ASTM D 4318.Figure B-14Atterberg Limits Test ResultsPSE Energize EastsideBellevue and Renton, WA004186-871-05 Date Exported: 10/14/15SymbolBoringNumberDepth(feet)Moisture Content(%)Liquid Limit(%)Plasticity Index(%)Soil DescriptionJ-2J-5N-3N-43025203525.218.722.823.728283351311825Silt (ML)Lean clay (CL)Silt (ML)Fat clay (CH)01020304050600 102030405060708090100PLASTICITY INDEX LIQUID LIMITPLASTICITY CHARTCL-MLML or OLCL or OLOH or MHCH or OH
APPENDIX C Chemical Analytical Testing Program
APPENDIX C
CHEMICAL ANALYTICAL TESTING PROGRAM
Analytical Methods
Chain-of-custody procedures were followed during the transport of the field samples from boring N1
(previously labeled B-10) to the analytical laboratory. The sample was held in cold storage pending
extraction and/or analysis. The analytical results, analytical methods reference and laboratory quality
control (QC) records are included in this appendix. The analytical results are also summarized in the text of
this report.
Analytical Data Review
The laboratory maintains an internal quality assurance program as documented in its laboratory quality
assurance manual. The laboratory uses a combination of blanks, surrogate recoveries, duplicates, matrix
spike recoveries, matrix spike duplicate recoveries, blank spike recoveries and blank spike duplicate
recoveries to evaluate the validity of the analytical results. The laboratory also uses data quality goals for
individual chemicals or groups of chemicals based on the long-term performance of the test methods. The
data quality goals were included in the laboratory report.
June 8, 2016 | Page C-1 File No. 0186-871-05
OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed.
14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 October 19, 2015 Puget Sound Energy c/o Chris Brown GeoEngineers, Inc. 600 Stewart, Suite 1700 Seattle, WA 98101-1233 Re: Analytical Data for Project 0186-871-05; PSE-Energize Laboratory Reference No. 1509-068B Dear Chris: Enclosed are the analytical results and associated quality control data for samples submitted on September 8, 2015. The standard policy of OnSite Environmental, Inc. is to store your samples for 30 days from the date of receipt. If you require longer storage, please contact the laboratory. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning the data, or need additional information, please feel free to call me. Sincerely,
David Baumeister Project Manager Enclosures
2
OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed.
Date of Report: October 19, 2015 Samples Submitted: September 8, 2015 Laboratory Reference: 1509-068B Project: 0186-871-05; PSE-Energize
Case Narrative
Samples were collected on August 31 and September 1, 2015 and received by the laboratory on September 8, 2015. They were maintained at the laboratory at a temperature of 2oC to 6oC. Please note that any and all soil sample results are reported on a dry-weight basis, unless otherwise noted below. General QA/QC issues associated with the analytical data enclosed in this laboratory report will be indicated with a reference to a comment or explanation on the Data Qualifier page. More complex and involved QA/QC issues will be discussed in detail below. NWTPH-HCID Analysis Sample B-10-TL½-2-15 was extracted and analyzed out of hold time. Any other QA/QC issues associated with this extraction and analysis will be indicated with a footnote reference and discussed in detail on the Data Qualifier page.
3
OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed.
Date of Report: October 19, 2015 Samples Submitted: September 8, 2015 Laboratory Reference: 1509-068B Project: 0186-871-05; PSE-Energize
ANALYTICAL REPORT FOR SAMPLES
Client ID Laboratory ID Matrix Date Sampled Date Received Notes
B-10-TL½-2-15 09-068-03 Soil 9-1-15 9-8-15
4
OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed.
Date of Report: October 19, 2015 Samples Submitted: September 8, 2015 Laboratory Reference: 1509-068B Project: 0186-871-05; PSE-Energize
NWTPH-HCID
Matrix: Soil
Units: mg/Kg (ppm)
Date Date
Analyte Result PQL Method Prepared Analyzed Flags
Client ID: B-10-TL½-2-15
Laboratory ID: 09-068-03
Gasoline Range Organics ND 25 NWTPH-HCID 10-16-15 10-16-15
Diesel Range Organics ND 62 NWTPH-HCID 10-16-15 10-16-15
Lube Oil Range Organics ND 120 NWTPH-HCID 10-16-15 10-16-15
Surrogate: Percent Recovery Control Limits
o-Terphenyl 110 50-150
5
OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed.
Date of Report: October 19, 2015 Samples Submitted: September 8, 2015 Laboratory Reference: 1509-068B Project: 0186-871-05; PSE-Energize
NWTPH-HCID
QUALITY CONTROL
Matrix: Soil
Units: mg/Kg (ppm)
Date Date
Analyte Result PQL Method Prepared Analyzed Flags
METHOD BLANK
Laboratory ID: MB1016S1
Gasoline Range Organics ND 20 NWTPH-HCID 10-16-15 10-16-15
Diesel Range Organics ND 50 NWTPH-HCID 10-16-15 10-16-15
Lube Oil Range Organics ND 100 NWTPH-HCID 10-16-15 10-16-15
Surrogate: Percent Recovery Control Limits
o-Terphenyl 115 50-150
6
OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed.
Date of Report: October 19, 2015 Samples Submitted: September 8, 2015 Laboratory Reference: 1509-068B Project: 0186-871-05; PSE-Energize
% MOISTURE
Date Analyzed: 10-16-15
Client ID Lab ID % Moisture
B-10-TL½-2-15 09-068-03 19
7
OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed.
Data Qualifiers and Abbreviations A - Due to a high sample concentration, the amount spiked is insufficient for meaningful MS/MSD recovery data. B - The analyte indicated was also found in the blank sample. C - The duplicate RPD is outside control limits due to high result variability when analyte concentrations are within five times the quantitation limit. E - The value reported exceeds the quantitation range and is an estimate. F - Surrogate recovery data is not available due to the high concentration of coeluting target compounds. H - The analyte indicated is a common laboratory solvent and may have been introduced during sample preparation, and be impacting the sample result. I - Compound recovery is outside of the control limits. J - The value reported was below the practical quantitation limit. The value is an estimate. K - Sample duplicate RPD is outside control limits due to sample inhomogeneity. The sample was re-extracted and re-analyzed with similar results. L - The RPD is outside of the control limits. M - Hydrocarbons in the gasoline range are impacting the diesel range result. M1 - Hydrocarbons in the gasoline range (toluene-napthalene) are present in the sample. N - Hydrocarbons in the lube oil range are impacting the diesel range result. N1 - Hydrocarbons in diesel range are impacting lube oil range results. O - Hydrocarbons indicative of heavier fuels are present in the sample and are impacting the gasoline result. P - The RPD of the detected concentrations between the two columns is greater than 40. Q - Surrogate recovery is outside of the control limits. S - Surrogate recovery data is not available due to the necessary dilution of the sample. T - The sample chromatogram is not similar to a typical ____________. U - The analyte was analyzed for, but was not detected above the reported sample quantitation limit. U1 - The practical quantitation limit is elevated due to interferences present in the sample. V - Matrix Spike/Matrix Spike Duplicate recoveries are outside control limits due to matrix effects. W - Matrix Spike/Matrix Spike Duplicate RPD are outside control limits due to matrix effects. X - Sample extract treated with a mercury cleanup procedure. X1- Sample extract treated with a Sulfuric acid/Silica gel cleanup procedure. Y - The calibration verification for this analyte exceeded the 20% drift specified in method 8260C, and therefore the reported result should be considered an estimate. The overall performance of the calibration verification standard met the acceptance criteria of the method. Z - ND - Not Detected at PQL PQL - Practical Quantitation Limit RPD - Relative Percent Difference
APPENDIX D Previous Explorations
APPENDIX D
PREVIOUS EXPLORATIONS
GeoEngineers reviewed logs of previous explorations completed in the general vicinity of the project, namely
in the vicinity of the Sammamish, Lakeside, Richards Creek (proposed), and Talbot Hill substations. The
locations of previous explorations are shown on the Site Plan, Figures 2 through 19. The logs of the previous
explorations are presented in this appendix and include:
■ The logs of two borings (B-1 and B-2) in 2015 by GeoEngineers in the draft report entitled “Geotechnical
Engineering Services, Sammamish Substation, Redmond, Washington.”
■ The logs of four borings (GEI-1 through GEI-4) completed in 2013 by GeoEngineers in the report entitled
“Geotechnical Engineering Services, Lakeside Substation Improvements, Bellevue, Washington.”
■ The logs of seven borings (B-1 through B-7) completed in 2015 by GeoEngineers in the draft report
entitled “Geotechnical Engineering Services, Richards Creek Substation, Bellevue, Washington.”
■ The logs of seven borings (GEI-1 through GEI-7) completed in 2014 by GeoEngineers in the report
entitled “Geotechnical Engineering Services, Talbot Substation Improvements, Renton, Washington.”
June 8, 2016 | Page D-1 File No. 0186-871-05
1
2
3SA
4
5
6%F
7
8%F
9
10
16
4
12
9
5
4
4
27
23
16
32
27
50/5"
50/4"
50/4"
1-inch layer crushed rock
Brown fine to coarse sand with silt and gravel(medium dense, moist) (fill)
Brown with orange staining silty fine to mediumsand with gravel (medium dense to dense,moist to wet) (weathered till)
Grayish brown silty fine to medium sand withoccasional gravel (very dense, moist)(glacial till)
No recovery
Becomes gray
CR
SP-SM
SM
SM
Hand dig to 2½ feet
Poor recoveryRock in sampler shoe
10
16
35
5
12
8
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
CEWDrilled
Notes:
CEW
Surface Elevation (ft)
Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
Easting (X)Northing (Y)
Trailer-mounted Drill Rig
Boretec1, Inc.DrillingMethod Hollow-stem Auger50.25
Rope & Cathead140 (lbs) / 30 (in) Drop
DrillingEquipment
4/30/20154/30/2015
See Remarks
Undetermined
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35 IntervalElevation (feet)Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring B-1
PSE - Sammamish Substation
Redmond, Washington
0186-429-04
Project:
Project Location:
Project Number:Figure A-2
Sheet 1 of 2Redmond: Date:5/28/15 Path:C:\USERS\KJANCI\DESKTOP\018642904.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
10
11
12
13
6
2
11
5
50/6"
50/2"
50/5"
50/3"
Brown silty fine to medium sand withoccasional gravel (very dense, moist to wet)
Becomes gray
SM
Groundwater encountered at approximately43 feet bgs during drilling
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)35
40
45
50 IntervalElevation (feet)Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring B-1 (continued)
PSE - Sammamish Substation
Redmond, Washington
0186-429-04
Project:
Project Location:
Project Number:Figure A-2
Sheet 2 of 2Redmond: Date:5/28/15 Path:C:\USERS\KJANCI\DESKTOP\018642904.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1%F
2
3
4%F
5
6%F
7
8
12
4
5
12
18
14
15
18
19
31
7
4
5
15
16
25
1-inch layer crushed rock
Brown silty fine to coarse sand with occasionalgravel (loose to dense, moist) (fill)
Dark brown silt with sand and trace organics(charcoal) (soft to medium stiff, moist)(alluvium)
Light brown silty fine to medium sand (loose,moist)
Light brown with orange staining fine tomedium sand (medium dense, moist)
Becomes brown
Brown silty fine to medium sand withoccasional silt lenses (medium dense,moist to wet)
CR
SM
ML
SM
SM
SM
19
52
27
7
27
11
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
CEWDrilled
Notes:
ERM
Surface Elevation (ft)
Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
Easting (X)Northing (Y)
Trailer-mounted Drill Rig
Boretec, Inc.DrillingMethod Hollow-stem Auger76.5
Rope & Cathead140 (lbs) / 30 (in) Drop
DrillingEquipment
4/17/20154/17/2015
See Remarks
Undetermined
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35 IntervalElevation (feet)Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring B-2
PSE - Sammamish Substation
Redmond, Washington
0186-429-04
Project:
Project Location:
Project Number:Figure A-3
Sheet 1 of 2Redmond: Date:5/28/15 Path:C:\USERS\KJANCI\DESKTOP\018642904.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
9SA
10
11
12
13
14%F
15
16
17
15
18
18
18
12
12
12
12
18
10
25
20
29
38
15
76
39
6
Brown fine to medium sand with silt (mediumdense, wet)
Grades to with occasional gravel
Brown silty fine to medium sand (dense, wet)
Light brown to gray silty fine to medium sand(medium dense to very dense, wet)
Gray clay (medium stiff, moist)
SP-SM
SM
SM
CL
Groundwater encountered at approximately38 feet bgs during drilling
Driller began adding mud to limit heave
Driller ran out of water, drilling stopped
29
35
16
23
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)35
40
45
50
55
60
65
70
75 IntervalElevation (feet)Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring B-2 (continued)
PSE - Sammamish Substation
Redmond, Washington
0186-429-04
Project:
Project Location:
Project Number:Figure A-3
Sheet 2 of 2Redmond: Date:5/28/15 Path:C:\USERS\KJANCI\DESKTOP\018642904.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1
2%F
3SA
4
5SA
16
12
18
18
6
20
19
27
57
50/6"
1 inch crushed rock surfacing
Brown silty fine to medium sand with gravel(loose, moist) (fill)
Brown silty fine to medium sand with gravel andoccasional organics (roots) (medium dense,moist) (recessional outwash)
Brown fine to coarse sand with silt and gravel(medium dense, wet)
Brown silty fine to medium sand with gravel(medium dense, wet)
Gray silty fine to medium sand (very dense, wet)(glacial till)
CR
SM
SM
SP-SM
SM
SM
Hand-dug to 2 feet
%F = 6Groundwater encountered
SA (%F = 21)
SA (%F = 30)
10
11
14
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
TDBDrilled
Notes:
CEW
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
Easting (X)Northing (Y)
Track Mounted Drill Rig
Geologic Drill DrillingMethod Hollow-stem Auger25.5
Rope & Cathead140 (lbs) / 30 (in) Drop
DrillingEquipment
5/10/20135/10/2013
Undetermined
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25 IntervalElevation (feet)Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring GEI-1
PSE - Lakeside Substation
Bellevue, Washington
0186-922-00
Project:
Project Location:
Project Number:Figure A-2
Sheet 1 of 1Seattle: Date:5/30/13 Path:\\SEA\PROJECTS\0\0186922\GINT\018692200.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
MoistureContent, %Dry Density,(pcf)
2
3
4
5%F
18
5
5
3
71
50/6"
50/5"
50/4"
1 inch crushed rock surfacing
Brown silty fine to medium sand with gravel(loose, moist) (fill)
Gray silty fine to medium sand with gravel (verydense, moist to wet) (glacial till)
Brown fine to medium sand with silt (very dense,
wet)
CR
SM
SM
SP-SM
Hand-dug to 2 feet
Groundwater encountered
%F = 610
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
TDBDrilled
Notes:
CEW
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
Easting (X)Northing (Y)
Track Mounted Drill Rig
Geologic Drill DrillingMethod Hollow-stem Auger20.25
Rope & Cathead140 (lbs) / 30 (in) Drop
DrillingEquipment
5/10/20135/10/2013
Undetermined
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20 IntervalElevation (feet)Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring GEI-2
PSE - Lakeside Substation
Bellevue, Washington
0186-922-00
Project:
Project Location:
Project Number:Figure A-3
Sheet 1 of 1Seattle: Date:5/30/13 Path:\\SEA\PROJECTS\0\0186922\GINT\018692200.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
MoistureContent, %Dry Density,(pcf)
1
2SA
3
4%F
16
11
12
4
48
50/5"
50/6"
50/4"
1 inch crushed rock surfacing
Brown silty fine to medium sand with gravel(loose, moist) (fill)
Gray silty fine to medium sand with gravel(dense, moist to wet) (glacial till)
Gray silty fine to medium sand with occasionalgravel (very dense, wet)
Gray silty fine to medium sand with gravel (verydense, wet)
Gray silty fine to coarse sand with gravel (very
dense, wet)
CR
SM
SM
SM
SM
SM
Hand-dug to 2 feet
Groundwater encountered
SA (%F = 25)
%F = 30
8
13
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
TDBDrilled
Notes:
CEW
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
Easting (X)Northing (Y)
Track Mounted Drill Rig
Geologic Drill DrillingMethod Hollow-stem Auger20.25
Rope & Cathead140 (lbs) / 30 (in) Drop
DrillingEquipment
5/10/20135/10/2013
Undetermined
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20 IntervalElevation (feet)Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring GEI-3
PSE - Lakeside Substation
Bellevue, Washington
0186-922-00
Project:
Project Location:
Project Number:Figure A-4
Sheet 1 of 1Seattle: Date:5/30/13 Path:\\SEA\PROJECTS\0\0186922\GINT\018692200.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
MoistureContent, %Dry Density,(pcf)
1%F
2
3SA
4
5
16
18
18
18
18
8
6
7
28
16
1 inch crushed rock surfacing
Orange/brown silty fine to coarse sand withgravel (loose, moist) (fill)
Dark brown/gray silty fine to medium sand withorganics (roots) and occasional gravel (loose,wet) (fill)
Greenish gray silty fine to coarse sand with gray
silt lenses (medium dense, wet) (recessionaloutwash)
Gray sandy silt with occasional gravel (very stiff,wet)
CR
SM
SM
SM
ML
Hand-dug to 2 feet
%F = 11
Groundwater encountered
SA (%F = 29)
9
20
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
TDBDrilled
Notes:
CEW
Surface Elevation (ft)Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
Easting (X)Northing (Y)
Track Mounted Drill Rig
Geologic Drill DrillingMethod Hollow-stem Auger26.5
Rope & Cathead140 (lbs) / 30 (in) Drop
DrillingEquipment
5/10/20135/10/2013
Undetermined
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25 IntervalElevation (feet)Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring GEI-4
PSE - Lakeside Substation
Bellevue, Washington
0186-922-00
Project:
Project Location:
Project Number:Figure A-5
Sheet 1 of 1Seattle: Date:5/30/13 Path:\\SEA\PROJECTS\0\0186922\GINT\018692200.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
MoistureContent, %Dry Density,(pcf)
6
2
3
18
18
18
35
5
18
14
22
23
Brown silty fine to coarse sand with gravel(dense, wet) (fill)
Brown silty fine to medium sand withoccasional gravel (loose, moist to wet)(recessional outwash)
(Groundwater encountered at approximately 5feet during drilling)
Brown to gray silty fine to medium sand(medium dense, wet)
Becomes grayish brown
Gray fine to medium sand with silt andoccasional gravel (medium dense, wet)
SM
SM
SM
SP-SM
1SA
2
3
4
5%F
6
2.0
8.0
10.0
20.0
22.0
Concrete surfaceseal
Bentonite seal
1½-inch Schedule40 PVC wellcasing
Sand backfill
1-inch Schedule40 PVC screen,0.010-inch slotwidth
11
13
22
16
Logged By
CEWDrilled
Date Measured
DrillingMethod12/17/2014 12/17/2014
Horizontal
Datum
Vertical Datum
DOE Well I.D.: VIJ 5K3A 2 (in) well was installed on 12/17/2014 to a depth of 22 (ft).
12/17/2014Easting (X)
Northing (Y)
DrillingEquipment
36.5
Top of CasingElevation (ft)
Start End
Checked By
3.8
Deep Rock XL Trailer Rig
Elevation (ft)
Groundwater
Driller
Depth toWater (ft)
APLTotalDepth (ft)Hollow-stem Auger
Notes:
HammerData
Surface Elevation (ft)106
Rope & Cathead140 (lbs) / 30 (in) Drop
Geologic Drill
102.2
Steel surfacemonument
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25 IntervalElevation (feet)105100959085Collected SampleRecovered (in)Blows/footGraphic LogMATERIAL
DESCRIPTION
GroupClassificationWater LevelSample NameTestingWELL LOG
MoistureContent (%)FinesContent (%)Log of Boring B-1
Richards Creek Substation
Bellevue, Washington
0186-922-01
Project:
Project Location:
Project Number:Figure A-2
Sheet 1 of 2Seattle: Date:3/26/15 Path:W:\SEATTLE\PROJECTS\0\0186922\GINT\018692201.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_WELL
18
17
7
23
20
17
Gray silty fine to medium sand (medium dense,wet)
Gray fine to medium sand (medium dense,moist to wet)
SM
SP
7
8%F
9
20 27
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)25
30
35 IntervalElevation (feet)807570Collected SampleRecovered (in)Blows/footGraphic LogMATERIAL
DESCRIPTION
GroupClassificationWater LevelSample NameTestingWELL LOG
MoistureContent (%)FinesContent (%)Log of Boring B-1 (continued)
Richards Creek Substation
Bellevue, Washington
0186-922-01
Project:
Project Location:
Project Number:Figure A-2
Sheet 2 of 2Seattle: Date:3/26/15 Path:W:\SEATTLE\PROJECTS\0\0186922\GINT\018692201.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_WELL
6
18
3
18
18
18
6
14
4
6
53*
14
Brown fine to coarse gravel with silt and traceorganics (loose, moist) (fill)
Dark brown silty fine to medium sand (loose,moist) (fill)
Brown fine to coarse gravel with silt and sand(medium dense, moist) (fill)
Brown silty fine to medium sand withoccasional gravel (loose, wet) (recessionaloutwash)
(Groundwater encountered at approximately 10feet during drilling)
Brown silty fine to medium sand withoccasional gravel (medium dense, wet)
(*High blowcount due to gravel content)
Brown fine to medium sand with silt andoccasional gravel (medium dense, wet)
GP-GM
SM
GP-GM
SM
SM
SP-SM
1
2SA
3
4%F
5
6
2.0
7.0
10.0
20.0
22.0
Concrete surfaceseal
Bentonite seal
1½-inch Schedule40 PVC wellcasing
Sand backfill
1-inch Schedule40 PVC screen,0.010-inch slotwidth
8
26
6
15
Logged By
CEWDrilled
Date Measured
DrillingMethod12/17/2014 12/17/2014
Horizontal
Datum
Vertical Datum
DOE Well I.D.: BIJ 584A 2 (in) well was installed on 12/17/2014 to a depth of 22 (ft).
12/17/2014Easting (X)
Northing (Y)
DrillingEquipment
36.5
Top of CasingElevation (ft)
Start End
Checked By
7.4
Deep Rock XL Trailer Rig
Elevation (ft)
Groundwater
Driller
Depth toWater (ft)
APLTotalDepth (ft)Hollow-stem Auger
Notes:
HammerData
Surface Elevation (ft)100
Rope & Cathead140 (lbs) / 30 (in) Drop
Geologic Drill
92.6
Steel surfacemonument
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25 IntervalElevation (feet)9590858075Collected SampleRecovered (in)Blows/footGraphic LogMATERIAL
DESCRIPTION
GroupClassificationWater LevelSample NameTestingWELL LOG
MoistureContent (%)FinesContent (%)Log of Boring B-2
Richards Creek Substation
Bellevue, Washington
0186-922-01
Project:
Project Location:
Project Number:Figure A-3
Sheet 1 of 2Seattle: Date:3/26/15 Path:W:\SEATTLE\PROJECTS\0\0186922\GINT\018692201.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_WELL
18
18
18
20
16
19
Gray clay with sand (very stiff, moist to wet)CL
7
8
9
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)25
30
35 IntervalElevation (feet)7065Collected SampleRecovered (in)Blows/footGraphic LogMATERIAL
DESCRIPTION
GroupClassificationWater LevelSample NameTestingWELL LOG
MoistureContent (%)FinesContent (%)Log of Boring B-2 (continued)
Richards Creek Substation
Bellevue, Washington
0186-922-01
Project:
Project Location:
Project Number:Figure A-3
Sheet 2 of 2Seattle: Date:3/26/15 Path:W:\SEATTLE\PROJECTS\0\0186922\GINT\018692201.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_WELL
1SA
2
3%F
4
5
6
18
6
8
18
18
18
16
6
4
7
28
27
1 inch crushed rock surfacing
Gray silty fine to medium sand with gravel(loose to medium dense, moist) (fill)
Gray silty fine to medium sand with peat lenses(loose, wet) (fill/wetland deposits)
Brown fine to medium sand with silt and gravel(medium dense, wet) (recessional outwash)
CR
SM
SM/PT
SP-SM
Groundwater encountered at approximately5 feet during drilling
35
21
10
13
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
CEWDrilled
Notes:
APL
Surface Elevation (ft)
Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
Easting (X)Northing (Y)
Deep Rock XL Trailer Rig
Geologic Drill DrillingMethod Hollow-stem Auger36.5
Rope & Cathead140 (lbs) / 30 (in) Drop
DrillingEquipment
12/17/201412/17/2014
See Remarks
102
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25 IntervalElevation (feet)10095908580Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring B-3
Richards Creek Substation
Bellevue, Washington
0186-922-01
Project:
Project Location:
Project Number:Figure A-4
Sheet 1 of 2Seattle: Date:3/26/15 Path:W:\SEATTLE\PROJECTS\0\0186922\GINT\018692201.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
7
8
9
18
18
18
17
23
14**Blowcount may not be representative due toheave
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)25
30
35 IntervalElevation (feet)7570Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring B-3 (continued)
Richards Creek Substation
Bellevue, Washington
0186-922-01
Project:
Project Location:
Project Number:Figure A-4
Sheet 2 of 2Seattle: Date:3/26/15 Path:W:\SEATTLE\PROJECTS\0\0186922\GINT\018692201.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1SA
2
3
4%F
5
18
12
0
18
18
30
23
16
24
32
Brown fine to coarse gravel with silt, sand and
trace organics (medium dense to dense,moist to wet) (fill)
Brown silty fine to medium sand with gravel(medium dense, moist) (fill)
No recovery
Gray fine to coarse gravel with silt and sand(medium dense, wet) (recessional outwash)
Brown fine to medium sand with silt and gravel(medium dense to dense, wet)
GP-GM
SM
GP-GM
SP-SM
Groundwater encountered at approximately7.5 feet during drilling
16
9
8
13
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
CEWDrilled
Notes:
APL
Surface Elevation (ft)
Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
Easting (X)Northing (Y)
Deep Rock XL Trailer Rig
Geologic Drill DrillingMethod Hollow-stem Auger16.5
Rope & Cathead140 (lbs) / 30 (in) Drop
DrillingEquipment
12/17/201412/17/2014
See Remarks
86
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15 IntervalElevation (feet)85807570Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring B-4
Richards Creek Substation
Bellevue, Washington
0186-922-01
Project:
Project Location:
Project Number:Figure A-5
Sheet 1 of 1Seattle: Date:3/26/15 Path:W:\SEATTLE\PROJECTS\0\0186922\GINT\018692201.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1
2%F
3
4
5%F
6
5
7
13
2
18
18
16
16
31
48*
22
25
Brown gray fine to medium sand with silt and
trace organics (medium dense, moist)
Brownish gray fine to medium sand with silt and
gravel (medium dense to dense, moist)(recessional outwash)
Brown fine to coarse gravel with silt and sand(medium dense, wet)
Brown fine to medium sand with silt andoccasional gravel (medium dense to dense,wet)
SP
SP-SM
GP-GM
SP-SM
Groundwater encountered at approximately10 feet during drilling*Blowcount not representative due to gravelcontent
7
11
3
13
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
CEWDrilled
Notes:
APL
Surface Elevation (ft)
Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
Easting (X)Northing (Y)
Track Mounted Drill Rig
Geologic Drill DrillingMethod Hollow-stem Auger31.5
Rope & Cathead140 (lbs) / 30 (in) Drop
DrillingEquipment
12/19/201412/19/2014
See Remarks
122
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25 IntervalElevation (feet)120115110105100Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring B-5
Richards Creek Substation
Bellevue, Washington
0186-922-01
Project:
Project Location:
Project Number:Figure A-6
Sheet 1 of 2Seattle: Date:3/26/15 Path:W:\SEATTLE\PROJECTS\0\0186922\GINT\018692201.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
7
8
18
18
34
38
Brown silty fine to medium sand (dense, wet)(glacial till)
SM
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)25
30 IntervalElevation (feet)95Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring B-5 (continued)
Richards Creek Substation
Bellevue, Washington
0186-922-01
Project:
Project Location:
Project Number:Figure A-6
Sheet 2 of 2Seattle: Date:3/26/15 Path:W:\SEATTLE\PROJECTS\0\0186922\GINT\018692201.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1
2
3
4
5%F
6
15
6
2
18
18
18
7
7
7
18
29
24
Brown silty fine to medium sand with trace
organics (fine roots) (loose, moist to wet)
Brown sandy silt (medium stiff, wet)
Gray fine to medium sand with silt (mediumdense, wet) (recessional outwash)
Brown silty fine sand with occasional gravel(medium dense, wet)
Gray fine to medium sand with silt (mediumdense, wet)
SM
ML
SP-SM
SM
SP-SM
Groundwater encountered at approximately5 feet during drilling
3918
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
CEWDrilled
Notes:
APL
Surface Elevation (ft)
Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
Easting (X)Northing (Y)
Track Mounted Drill Rig
Geologic Drill DrillingMethod Hollow-stem Auger31.5
Rope & Cathead140 (lbs) / 30 (in) Drop
DrillingEquipment
12/17/201412/17/2014
See Remarks
125
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20
25 IntervalElevation (feet)120115110105100Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring B-6
Richards Creek Substation
Bellevue, Washington
0186-922-01
Project:
Project Location:
Project Number:Figure A-7
Sheet 1 of 2Seattle: Date:3/26/15 Path:W:\SEATTLE\PROJECTS\0\0186922\GINT\018692201.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
7
8
18
16
23
98/10"
Gray silty fine to medium sand with gravel (verydense, moist to wet) (glacial till)
SM
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)25
30 IntervalElevation (feet)95Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring B-6 (continued)
Richards Creek Substation
Bellevue, Washington
0186-922-01
Project:
Project Location:
Project Number:Figure A-7
Sheet 2 of 2Seattle: Date:3/26/15 Path:W:\SEATTLE\PROJECTS\0\0186922\GINT\018692201.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1
2
3
4%F
5
6
8
13
18
14
18
8
15
29
16
12
16
26
Brown silty fine to medium sand with gravel and
trace organics (medium dense, moist towet) (fill)
Brown silty fine to medium sand with gravel
(medium dense, wet) (recessional outwash)
Brown to gray silty fine to medium sand(medium dense, wet)
Gray fine to medium sand with silt (mediumdense, wet)
Gray silty fine sand (medium dense, wet)
Gray silty fine to medium sand (medium dense,wet) (glacial till)
SM
SM
SM
SP-SM
SM
SM
Groundwater encountered at approximately6 feet during drilling
2424
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
CEWDrilled
Notes:
APL
Surface Elevation (ft)
Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
Easting (X)Northing (Y)
Track Mounted Drill Rig
Geologic Drill DrillingMethod Hollow-stem Auger21.5
Rope & Cathead140 (lbs) / 30 (in) Drop
DrillingEquipment
12/19/201412/19/2014
See Remarks
109
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15
20 IntervalElevation (feet)1051009590Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring B-7
Richards Creek Substation
Bellevue, Washington
0186-922-01
Project:
Project Location:
Project Number:Figure A-8
Sheet 1 of 1Seattle: Date:3/26/15 Path:W:\SEATTLE\PROJECTS\0\0186922\GINT\018692201.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1
2
3
4
5%F
15
15
12
13
12
5
17
30
24
23
Brown with oxidation staining silty fine to
medium sand with occasional gravel (loose,wet) (fill)
Brown silty fine to medium sand (medium
dense, wet) (recessional outwash)
Brown with oxidation staining silty fine tomedium sand with occasional gravel and siltlenses (medium dense, wet)
Brown to gray silty fine to medium sand(medium dense, wet)
SM
SM
SM
SM
Groundwater encountered at approximately5 feet during drilling
1615
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
CEWDrilled
Notes:
APL
Surface Elevation (ft)
Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
Easting (X)Northing (Y)
Track Mounted Drill Rig
Geologic Drill DrillingMethod Hollow-stem Auger16.5
Rope & Cathead140 (lbs) / 30 (in) Drop
DrillingEquipment
12/19/201412/19/2014
See Remarks
100
Note: Please see Figure A-1 for explanation of symbols
FIELD DATA
Depth (feet)0
5
10
15 IntervalElevation (feet)959085Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring B-8
Richards Creek Substation
Bellevue, Washington
0186-922-01
Project:
Project Location:
Project Number:Figure A-9
Sheet 1 of 1Seattle: Date:3/26/15 Path:W:\SEATTLE\PROJECTS\0\0186922\GINT\018692201.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1
2
3SA
4
5
6%F
18
16
18
18
12
18
34
46
58
57
53
49
3/4-inch angular gravel
Light brown silty fine to coarse sand with gravel(loose, moist) (fill)
Brown fine to medium sand with silt, organicsand occasional gravel (loose, moist) (fill)
Brown silty fine to medium sand withoccasional organics (dense, moist) (glacialtill)
Light gray brown fine to medium sand with silt(dense, moist)
Brown silty fine to medium sand withoccasional gravel (dense, moist)
Gray brown silty fine to medium sand withoccasional gravel (very dense, moist)
Gray brown silty fine to medium sand withoccasional gravel (very dense, moist)
Becomes dense
GP
SM
SP-SM
SM
SP-SM
SM
SM
SM
Excavated to 2 feet using hand tools
Rough drilling
27
15
8
10
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
CEWDrilled
Notes:
DML
Surface Elevation (ft)
Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
Easting (X)Northing (Y)
Mini Track Rig
Geologic Drill DrillingMethod Hollow-stem Auger31.5
Rope & Cathead140 (lbs) / 30 (in) Drop
DrillingEquipment
9/25/20149/25/2014
None Observed
438
Note: See Figure A-1 for explanation of symbols.
FIELD DATA
Depth (feet)0
5
10
15
20 IntervalElevation (feet)435430425420Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring GEI-1
PSE Talbot Substation Improvements
Renton, Washington
0186-953-00
Project:
Project Location:
Project Number:Figure A-2
Sheet 1 of 2Seattle: Date:11/2/14 Path:C:\USERS\KJANCI\DESKTOP\018695300.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
7
8%F
18
18
58
52
Brown fine to medium sand with silt (verydense, moist) (advance outwash)
SP-SM
1110
Note: See Figure A-1 for explanation of symbols.
FIELD DATA
Depth (feet)25
30 IntervalElevation (feet)415410Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring GEI-1 (continued)
PSE Talbot Substation Improvements
Renton, Washington
0186-953-00
Project:
Project Location:
Project Number:Figure A-2
Sheet 2 of 2Seattle: Date:11/2/14 Path:C:\USERS\KJANCI\DESKTOP\018695300.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1
2SA
3%F
4
5
17
18
18
12
18
80
76
52
90/12"
53
3/4-inch angular gravel
Light brown silty fine to coarse sand with gravel(loose, moist) (fill)
Brown silty fine to medium sand withoccasional gravel (very dense, moist)(glacial till)
Brown silty fine to medium sand with gravel(very dense, moist)
Brown silty fine to medium sand (very dense,moist) (advance outwash)
Brown fine to medium sand with silt andoccasional gravel (very dense, moist)
Brown fine to medium sand with silt (verydense, moist)
GP
SM
SM
SM
SM
SP-SM
SP-SM
Excavated to 2 feet using hand tools
28
18
6
11
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
CEWDrilled
Notes:
DML
Surface Elevation (ft)
Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
Easting (X)Northing (Y)
Mini Track Rig
Geologic Drill DrillingMethod Hollow-stem Auger31.5
Rope & Cathead140 (lbs) / 30 (in) Drop
DrillingEquipment
9/25/20149/25/2014
None Observed
438
Note: See Figure A-1 for explanation of symbols.
FIELD DATA
Depth (feet)0
5
10
15
20 IntervalElevation (feet)435430425420Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring GEI-2
PSE Talbot Substation Improvements
Renton, Washington
0186-953-00
Project:
Project Location:
Project Number:Figure A-3
Sheet 1 of 2Seattle: Date:11/2/14 Path:C:\USERS\KJANCI\DESKTOP\018695300.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
6
7%F
18
18
39
12
Becomes light brown and dense
Brown fine to medium sand (medium dense,moist)
SP
57
Note: See Figure A-1 for explanation of symbols.
FIELD DATA
Depth (feet)25
30 IntervalElevation (feet)415410Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring GEI-2 (continued)
PSE Talbot Substation Improvements
Renton, Washington
0186-953-00
Project:
Project Location:
Project Number:Figure A-3
Sheet 2 of 2Seattle: Date:11/2/14 Path:C:\USERS\KJANCI\DESKTOP\018695300.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1MC
2SA
3%F
4
5
6
18
18
18
16
18
18
14
28
31
50
52
25
3/4-inch gravel
Light brown silty fine to coarse sand with gravel(loose, moist) (fill)
Gray brown with oxidation staining silty fine tomedium sand with occasional gravel(medium dense, moist) (glacial till)
Brown silty fine to medium sand (mediumdense, moist)
Brown silty fine to medium sand with gravel(dense, moist)
Brown fine to medium sand with silt andoccasional gravel (dense to very dense,moist) (advance outwash)
Becomes medium dense
GP
SM
SM
SM
SM
SP-SM
Excavated to 2 feet using hand tools
26
16
13
12
8
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
CEWDrilled
Notes:
DML
Surface Elevation (ft)
Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
Easting (X)Northing (Y)
Mini Track Rig
Geologic Drill DrillingMethod Hollow-stem Auger21.5
Rope & Cathead140 (lbs) / 30 (in) Drop
DrillingEquipment
9/25/20149/25/2014
None Observed
438
Note: See Figure A-1 for explanation of symbols.
FIELD DATA
Depth (feet)0
5
10
15
20 IntervalElevation (feet)435430425420Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring GEI-3
PSE Talbot Substation Improvements
Renton, Washington
0186-953-00
Project:
Project Location:
Project Number:Figure A-4
Sheet 1 of 1Seattle: Date:11/2/14 Path:C:\USERS\KJANCI\DESKTOP\018695300.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1
2
3
4SA
5
6
7
17
18
18
18
16
18
18
9
6
29
36
40
34
59
3/4-inch gravel
Light brown silty fine to coarse sand with gravel(loose, moist) (fill)
Brown silty fine to medium sand withoccasional gravel (loose, moist) (fill)
Lacks gravel, becomes light brown
With oxidation staining
Light brown fine to medium sand with silt andoccasional gravel (medium dense, moist)(advance outwash)
Brown silty fine to medium sand withoccasional gravel (dense, moist)
Gray brown fine to medium sand with silt(dense, moist)
Gray brown fine to medium sand with silt andoccasional gravel (medium dense, moist)
Becomes very dense
GP
SM
SM
SP-SM
SM
SP-SM
SP-SM
Excavated to 2 feet using hand tools
1913
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
CEWDrilled
Notes:
DML
Surface Elevation (ft)
Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
Easting (X)Northing (Y)
Mini Track Rig
Geologic Drill DrillingMethod Hollow-stem Auger31.5
Rope & Cathead140 (lbs) / 30 (in) Drop
DrillingEquipment
9/25/20149/25/2014
None Observed
438
Note: See Figure A-1 for explanation of symbols.
FIELD DATA
Depth (feet)0
5
10
15
20 IntervalElevation (feet)435430425420Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring GEI-4
PSE Talbot Substation Improvements
Renton, Washington
0186-953-00
Project:
Project Location:
Project Number:Figure A-5
Sheet 1 of 2Seattle: Date:11/2/14 Path:C:\USERS\KJANCI\DESKTOP\018695300.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
8MC
9
18
17
34
59
Lacks gravel, becomes dense
With occasional gravel, becomes very dense
9
Note: See Figure A-1 for explanation of symbols.
FIELD DATA
Depth (feet)25
30 IntervalElevation (feet)415410Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring GEI-4 (continued)
PSE Talbot Substation Improvements
Renton, Washington
0186-953-00
Project:
Project Location:
Project Number:Figure A-5
Sheet 2 of 2Seattle: Date:11/2/14 Path:C:\USERS\KJANCI\DESKTOP\018695300.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1A
1B
2
3SA
4
5MC
6
18
18
18
18
18
18
17
15
30
28
42
63
6 inches topsoil/root zone
Brown silty fine to medium sand withoccasional gravel and trace organics (loose,moist)
Brown with oxidation staining silty fine to
medium sand (medium dense, moist) (fill)
Gray silty fine to medium sand with occasionalgravel (medium dense, moist) (fill)
Gray brown silty fine to medium sand withoccasional gravel (medium dense, moist)(glacial till)
Gray brown silty fine to medium sand (mediumdense, moist)
Light gray brown silty fine to medium sand withoccasional gravel (dense, moist)
TS
SM
SM
SM
SM
SM
SM
158
14
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
CEWDrilled
Notes:
DML
Surface Elevation (ft)
Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
Easting (X)Northing (Y)
Mini Track Rig
Geologic Drill DrillingMethod Hollow-stem Auger31.5
Rope & Cathead140 (lbs) / 30 (in) Drop
DrillingEquipment
9/26/20149/26/2014
None Observed
443
Note: See Figure A-1 for explanation of symbols.
FIELD DATA
Depth (feet)0
5
10
15
20 IntervalElevation (feet)440435430425Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring GEI-5
PSE Talbot Substation Improvements
Renton, Washington
0186-953-00
Project:
Project Location:
Project Number:Figure A-6
Sheet 1 of 2Seattle: Date:11/2/14 Path:C:\USERS\KJANCI\DESKTOP\018695300.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
7%F
8
18
18
67
51
Gray brown fine to medium sand with silt andoccasional gravel (very dense, moist)(advance outwash)
SP-SM
117
Note: See Figure A-1 for explanation of symbols.
FIELD DATA
Depth (feet)25
30 IntervalElevation (feet)420415Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring GEI-5 (continued)
PSE Talbot Substation Improvements
Renton, Washington
0186-953-00
Project:
Project Location:
Project Number:Figure A-6
Sheet 2 of 2Seattle: Date:11/2/14 Path:C:\USERS\KJANCI\DESKTOP\018695300.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1
2
3MC
4
5
18
16
18
14
18
27
25
32
51
78
6 inches topsoil/root zone
Brown silty fine to medium sand withoccasional gravel and trace organics (loose,moist)
Brown with oxidation staining silty fine tomedium sand with occasional gravel andoccasional organics (medium dense, dry)(glacial till)
Brown silty fine to medium sand withoccasional gravel (medium dense, moist)
Brown fine to medium sand with silt and gravel(dense, moist)
Gray brown silty fine medium sand withoccaional gravel (very dense, moist)
Gray brown fine to medium sand with silt andoccasional gravel (very dense, moist)(advance outwash)
TS
SM
SM
SM
SP-SM
SM
SP-SM
7
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
CEWDrilled
Notes:
DML
Surface Elevation (ft)
Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
Easting (X)Northing (Y)
Mini Track Rig
Geologic Drill DrillingMethod Hollow-stem Auger16.5
Rope & Cathead140 (lbs) / 30 (in) Drop
DrillingEquipment
9/26/20149/26/2014
None Observed
440
Note: See Figure A-1 for explanation of symbols.
FIELD DATA
Depth (feet)0
5
10
15 IntervalElevation (feet)435430425Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring GEI-6
PSE Talbot Substation Improvements
Renton, Washington
0186-953-00
Project:
Project Location:
Project Number:Figure A-7
Sheet 1 of 1Seattle: Date:11/2/14 Path:C:\USERS\KJANCI\DESKTOP\018695300.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
1
2%F
3
4
13
18
18
18
13
43
28
46
6 inches topsoil/root zone
Brown silty fine to medium sand withoccasional gravel and trace organics (loose,moist)
Light brown silty fine to medium sand withoccasional gravel (medium dense, dry) (fill)
Light brown silty fine to medium sand withgravel (medium dense, dry to moist) (glacial
till)
Brown fine to medium sand with silt andoccasional gravel (medium dense, moist)(advance outwash)
Brown fine to medium sand with silt (dense,moist)
TS
SM
SM
SM
SP-SM
SP-SM
155
TotalDepth (ft)
HammerData
SystemDatum
Start End
Checked By
Logged By
CEWDrilled
Notes:
DML
Surface Elevation (ft)
Vertical Datum
Driller
Groundwater Depth toWater (ft)Date Measured Elevation (ft)
Easting (X)Northing (Y)
Mini Track Rig
Geologic Drill DrillingMethod Hollow-stem Auger16.5
Rope & Cathead140 (lbs) / 30 (in) Drop
DrillingEquipment
9/26/20149/26/2014
None Observed
443
Note: See Figure A-1 for explanation of symbols.
FIELD DATA
Depth (feet)0
5
10
15 IntervalElevation (feet)440435430Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL
DESCRIPTION
GroupClassificationWater LevelLog of Boring GEI-7
PSE Talbot Substation Improvements
Renton, Washington
0186-953-00
Project:
Project Location:
Project Number:Figure A-8
Sheet 1 of 1Seattle: Date:11/2/14 Path:C:\USERS\KJANCI\DESKTOP\018695300.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS
FinesContent (%)MoistureContent (%)
APPENDIX E Recommended Soil Parameters and LPILE Data
APPENDIX E
RECOMMENDED SOIL PARAMETERS AND LPILE INPUT DATA
This appendix presents our recommended soil properties for use in lateral load analyses of deep
foundations for support of the proposed transmission line poles. We have provided the soil properties in a
format suitable for input into the computer program LPILE. Soil properties selected for LPILE input are
based on our subsurface explorations, geotechnical laboratory testing and our experience. Table E-1
provides the LPILE soil input parameters for each proposed pole location.
The soil parameters are appropriate for assessing soil-pile interaction under static loading conditions. To
account for liquefied soil conditions for soil profile 1 and 4 (north end of Segment J only) during the design
seismic event, we recommend the p-multipliers in Table E-2 be applied to the LPILE generated p-y curves.
TABLE E-1. LPILE INPUT PARAMETERS1
Depth
(feet) Soil Unit
USCS Soil
Type
Friction
Angle
(degrees)
Cohesion,
c
(psf)
LPILE Parameters
P-Y
Curve
Model
Effective
Unit
Weight
(pcf)
Soil
Modulus,
k
(pci)
Strain
Factor,
ε50
Profile 1 – West Edge2
0 to 15 Loose
alluvium SM/SP-SM 30 Sand 55 25
15 to 60 Till SM 40 Sand 62 125
Profile 1 – Center of Wetland
0 to 15 Loose
alluvium SM/SP-SM 30 Sand 55 25
15 to 60 MD alluvium SM/SP-SM 33 Sand 60 50
60 to 70 Advance
outwash ML/SP-SM 40 Sand 62 125
Profile 2
0 to 10 Weathered/
disturbed till SM 34 Sand 130 90
10 to 30 Till SM 40 Sand 135 225
30 to 60 Till/advance
outwash SM, SP-SM 40 Sand 73 125
Profile 3
0 to 15
Weathered
till/recessio
nal outwash
SM/SP-SM 34 Sand 130 90
15 to 30 Till SM 40 Sand 135 225
30 to 60 Till/advance
outwash SM/SP-SM 40 Sand 73 125
June 8, 2016 | Page E-1 File No. 0186-871-05
Depth
(feet) Soil Unit
USCS Soil
Type
Friction
Angle
(degrees)
Cohesion,
c
(psf)
LPILE Parameters
P-Y
Curve
Model
Effective
Unit
Weight
(pcf)
Soil
Modulus,
k
(pci)
Strain
Factor,
ε50
Profile 4 – North end of Segment J2 (assumes groundwater at surface)
0 to 10 Fill/Recessio
nal outwash SM/SP-SM 30 Sand 58 25
10 to 40 Recessional
outwash SM/SP-SM 34 Sand 58 60
40 to 60 Till/advance
outwash SM/SP-SM 40 Sand 73 125
Profile 4 – Segment N
0 to 40
Recessional
outwash/ice
contact
GM, SM 34 Sand 130 60
40 to 60 Ice Contact GM, ML,
SM 40 Sand 73 90
Notes:
1The design values and depths are based on interpolation between similar borings.
2We recommend reevaluating the LPile parameters for each pole once the locations are finalized in this area
psf – pounds per square foot
pcf – pounds per cubic foot
pci – pounds per cubic inch
TABLE E-2. P-MULTIPLIERS FOR SEISMIC LPILE ANALYSIS
Profile
Depth Range
(feet below surface) P-multiplier1
Potential for Liquefaction
or Strength Loss
1 – West Edge
Loose alluvium 0 to 10 0.1 Liquefiable
Loose to medium dense alluvium 10 to 15 0.2 Liquefiable
Glacial till/advance outwash 15 to 60 1.0 Non-liquefiable
1 - Center
Loose alluvium 0 to 15 0.1 Liquefiable
Loose to medium dense alluvium 15 to 45 0.25 Liquefiable
Medium dense alluvium 45 to 60 0.4 Liquefiable
Glacial till/advance outwash 60 to 70 1.0 Non-liquefiable
3 – North End of Segment J
Fill/recessional 0 to 10 0.1 Liquefiable
Recessional 10 to 40 0.2 Liquefiable
Glacial till 40 to 60 1.0 Non-liquefiable
Notes:
1 Based on Brandenberg, et al., 2007.
June 8, 2016 | Page E-2 File No. 0186-871-05
APPENDIX F Report Limitations and Guidelines for Use
APPENDIX F
REPORT LIMITATIONS AND GUIDELINES FOR USE1
This appendix provides information to help you manage your risks with respect to the use of this report.
Read These Provisions Closely
It is important to recognize that the geoscience practices (geotechnical engineering, geology and
environmental science) rely on professional judgment and opinion to a greater extent than other
engineering and natural science disciplines, where more precise and/or readily observable data may exist.
To help clients better understand how this difference pertains to our services, GeoEngineers includes the
following explanatory “limitations” provisions in its reports. Please confer with GeoEngineers if you need to
know more how these “Report Limitations and Guidelines for Use” apply to your project or site.
Geotechnical Services Are Performed for Specific Purposes, Persons and Projects
This report has been prepared for Puget Sound Energy (PSE) and for the Project specifically identified in
the report. The information contained herein is not applicable to other sites or projects.
GeoEngineers structures its services to meet the specific needs of its clients. No party other than the party
to whom this report is addressed may rely on the product of our services unless we agree to such reliance
in advance and in writing. Within the limitations of the agreed scope of services for the Project, and its
schedule and budget, our services have been executed in accordance with Change Order No. 1 to our
blanket agreement with PSE (Contract Number 4600007997) dated August 18, 2015, and generally
accepted geotechnical practices in this area at the time this report was prepared. We do not authorize, and
will not be responsible for, the use of this report for any purposes or projects other than those identified in
the report.
A Geotechnical Engineering or Geologic Report Is Based on a Unique Set of Project-Specific
Factors
This report has been prepared for the Energize Eastside 230 kV Transmission Line project in Redmond,
Bellevue, Newcastle, Renton and King County, Washington. GeoEngineers considered a number of unique,
project-specific factors when establishing the scope of services for this project and report. Unless
GeoEngineers specifically indicates otherwise, it is important not to rely on this report if it was:
■ not prepared for you,
■ not prepared for your project,
■ not prepared for the specific site explored, or
■ completed before important project changes were made.
2 Developed based on material provided by ASFE, Professional Firms Practicing in the Geosciences; www.asfe.org.
June 8, 2016 | Page F-1 File No. 0186-871-05
For example, changes that can affect the applicability of this report include those that effect:
■ the function of the proposed structures;
■ elevation, configuration, location, orientation or loads of the proposed structures;
■ composition of the design team;
■ project ownership; or
■ government agency review and policies
If changes occur after the date of this report, GeoEngineers cannot be responsible for any consequences
of such changes in relation to this report unless we have been given the opportunity to review our
interpretations and recommendations. Based on that review, we can provide written modifications or
confirmation, as appropriate.
Subsurface Conditions Can Change
This geotechnical or geologic report is based on conditions that existed at the time the study was performed.
The findings and conclusions of this report may be affected by the passage of time, by man-made events
such as construction on or adjacent to the site, new information or technology that becomes available
subsequent to the report date, or by natural events such as floods, earthquakes, slope instability or
groundwater fluctuations. If more than a few months have passed since issuance of our report or work
product, or if any of the described events may have occurred, please contact GeoEngineers before applying
this report for its intended purpose so that we may evaluate whether changed conditions affect the
continued reliability or applicability of our conclusions and recommendations.
Geotechnical and Geologic Findings Are Professional Opinions
Our interpretations of subsurface conditions are based on field observations from widely spaced sampling
locations at the site. Site exploration identifies the specific subsurface conditions only at those points where
subsurface tests are conducted or samples are taken. GeoEngineers reviewed field and laboratory data
and then applied its professional judgment to render an informed opinion about subsurface conditions at
other locations. Actual subsurface conditions may differ, sometimes significantly, from the opinions
presented in this report. Our report, conclusions and interpretations are not a warranty of the actual
subsurface conditions.
Geotechnical Engineering Report Recommendations Are Not Final
The construction recommendations included in this report are preliminary and should not be considered
final. GeoEngineers’ recommendations can be finalized only by observing actual subsurface conditions
revealed during construction. GeoEngineers cannot assume responsibility or liability for the
recommendations in this report if we do not perform construction observation.
We recommend that you allow sufficient monitoring, testing and consultation during construction by
GeoEngineers to confirm that the conditions encountered are consistent with those indicated by the
explorations, to provide recommendations for design changes if the conditions revealed during the work
differ from those anticipated, and to evaluate whether earthwork and foundation installation activities are
completed in accordance with our recommendations. Retaining GeoEngineers for construction observation
for this project is the most effective means of managing the risks associated with unanticipated conditions.
June 8, 2016 | Page F-2 File No. 0186-871-05
A Geotechnical Engineering or Geologic Report Could Be Subject to Misinterpretation
Misinterpretation of this report by members of the design team or by contractors can result in costly
problems. GeoEngineers can help reduce the risks of misinterpretation by conferring with appropriate
members of the design team after submitting the report, reviewing pertinent elements of the design team’s
plans and specifications, participating in pre-bid and preconstruction conferences, and providing
construction observation.
Do Not Redraw the Exploration Logs
Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation
of field logs and laboratory data. The logs included in a geotechnical engineering or geologic report should
never be redrawn for inclusion in architectural or other design drawings. Photographic or electronic
reproduction is acceptable, but separating logs from the report can create a risk of misinterpretation.
Give Contractors a Complete Report and Guidance
To help reduce the risk of problems associated with unanticipated subsurface conditions, GeoEngineers
recommends giving contractors the complete geotechnical engineering or geologic report, including these
“Report Limitations and Guidelines for Use.” When providing the report, you should preface it with a clearly
written letter of transmittal that:
■ advises contractors that the report was not prepared for purposes of bid development and that its
accuracy is limited; and
■ encourages contractors to confer with GeoEngineers and/or to conduct additional study to obtain the
specific types of information they need or prefer.
Contractors Are Responsible for Site Safety on Their Own Construction Projects
Our geotechnical recommendations are not intended to direct the contractor’s procedures, methods,
schedule or management of the work site. The contractor is solely responsible for job site safety and for
managing construction operations to minimize risks to on-site personnel and adjacent properties.
Biological Pollutants
GeoEngineers’ Scope of Services specifically excludes the investigation, detection, prevention or
assessment of the presence of Biological Pollutants. Accordingly, this report does not include any
interpretations, recommendations, findings or conclusions regarding the detecting, assessing, preventing
or abating of Biological Pollutants, and no conclusions or inferences should be drawn regarding Biological
Pollutants as they may relate to this project. The term “Biological Pollutants” includes, but is not limited to,
molds, fungi, spores, bacteria and viruses, and/or any of their byproducts.
A Client that desires these specialized services is advised to obtain them from a consultant who offers
services in this specialized field.
June 8, 2016 | Page F-3 File No. 0186-871-05
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