HomeMy WebLinkAbout005SUBSURFACE GROUP LLC
11220 Fieldstone Lane N.E.
Bainbridge lsland, Washington 981 10
Tel. (206) 778-8074 Fax (206) 780-5669
]RECENVtrD
APR 0 1 2013
JffffRSOI1l [OljI{TY [[tJ
November 21,2008
Dr. Garth Mann, President
The Statesman Corporation
7370 Sierra Morena Blvd. S.W
Calgary, Alberta T3H 4Hg
Dear Dr. Mann:
This letter transmits 5 copies of our report titled, "Final
Marina and Golf Resort, Jefferson County, Wash
our proposal dated March 19, 2008.
This report presents the results of our field
information, geotechnical drilling, in-situ
engineering recommendations are provid
earlier report, "Geotechnical Report,
Washington," by Perrone Consulting, lnc,
ln general, the buildings could be
or compacted structural fill.
processing could be used to
fairways and greens, and
placement of a flexible me
We appreciate the
regarding the
Sincerely,
SUBSU , LLC
Perrone, Ph.D., P.E.
ical Engineering Consultant
David A. Yonemitsu
Engineering Geologist, LEG
, Pleasant Harbor
of our services was outlined in
review of geologic and subsurface
engineering analyses. Geotechnical
of the project. This report supersedes an
Marina and Golf Resort, Jefferson County,
1, 2006
spread footings founded on native glacial soils
the soils could be used for structural fill. On-site soil
gravel for storm water infiltration and bedding beneath
concrete production. The existing kettles will require
geosynthetic clay liner to construct retention ponds
of service to you on this project. lf you have any questions
or if we can be of further assistance, please contact us
DRAFT-Geotechnical(Ver3) 1 1 2 1 08.dOC
!
Subject: Final Geotechnical lnvestigation
Pleasant Harbor Marina and Golf Resort
Jefferson County, Washington
Subsurface Group, LLC Project #SG0801
Ihe Sfafesm an Corporation
November 21, 2008
Page i
TABLE OF CONTENTS
INTRODUCTION ....
SITE AND PROJECT DESCRIPTION.....2.1 Golf Course and Resort...
2.2 Marina and Maritime Village
SITE EXPLORATIONS....
LABORATORY TESTING
REGIONAL GEOLOGY..
Holocene Deposits....
Fiil............ ... ........: :::.
Colluvium (Qmw)........
Beach Deposits (Ob)............
Landslide Deposits (ab)......
Vashon Stade Glacial Deposits
7.2.1 Recessional Outwash (Qvr).........
7.2.2 lce Contact Deposits (Qvi)...........
7.2.3 Vashon Basal Till (Ovt) ............ ...
7.2.4 Vashon Lodgment Till (Qvtl) ........
7.2.5 Vashon Advance Outwash (Qva).
7.3 Pre-VashonDeposits(au)...............
7.4 Bedrock
8 SURFICIAL SOILS
GROUNDWATER..
CONCLUSIONS
0.1 General.........
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0.2 Engineering Soil Properties ..0.3 Geologic Hazards
10.3.1 Erosion
10.3.2 Landsliding and
10.3.3 Seismic........
RECOMMENDATIO
General ...
Earthwork
11.2.3
11.2
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11.3 Shoring....
1 Retention Ponds
Compacted Soil Liner........
Flexible Membrane Liner ..
Geosynthetic Clay Liner....
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SEISMICITY AND FAULTING.........
SUBSURFACE CONDITIONS ........
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11.5 Spread Footing Foundations
11.5.1 Bearing Stratum
11.5.2 Footing Depths and Widths.......
11.5.3 Allowable Bearing Pressures....
11.5.4 LateralResistance
1 1 .5.5 Subgrade Verification.
11.6 Slab-on-GradeFloors
11.6.1 SubgradePreparation
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November 21, 2008
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11.6.2 SubgradeModulus
11.6.3 Sub-base and Vapor Barrier
11.7 Foundation and Retaining Walls.......
11.7 .1 Backfill and Drainage .................
11.7.2 Lateral Earth Pressures...........
11.7 .3 Resisting Forces
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APPENDICES
Appendix A: Site Explorations
Appendix B: Laboratory Testing
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November 21, 2008
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LIST OF TABLES
Table 1:
Table 2:
Table 3:
Table 4:
Table 5:
Table 6:
Table 7:
Table 8
Table 9:
Table 10
LIST OF FIGURES
National Resources Conservation Service Soil Summary
Engineering Soil Properties............
General Site lnfiltration Classification Categories......
National Resources Conservation Services Erosion Potential
Estimated Quantities of Excavated Aggregate
Recommended Compaction Standards ......
Estimated Wall and Ground Movement..
Allowable Soil Bearing Pressures (ksf) ..........
Drain Gravel ............
Non-Woven Drainage Geotextile
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Figure 1:
Figure 2:
Figure 3:
Figure 4:
Figure 5:
Figure 6:
Figure 7:
Figure 8:
Figure 9:
Figure 10:
Figure 11:
Figure 12:
Figure 13:
Figure 14:
Figure 15:
Figure 16:
Figure 17:
Figure 18:
Figure 19:
Figure 20:
Attachment 1: "lm
APPENDIX A
Table A-1
Figure
Figu
A-13
Proposed Development
Site Grading Plan
Maritime Village Section View
Limits of Vashon Glacier Advance
Geologic Structures
Surficial Geology and Exploration Plan
Surficial Soils
Qvr Particle Size Distribution
Qvio Particle Size Distribution
QWQvit Particle Size Distribution
Qva Particle Size Distribution
Field lnfi ltration Tests
Estimated lnfiltration Rate by
Existing Site lnfiltration
Final Site Grading lnfiltration
Erosion and Landslide Hazard
Temporary Shoring
Lateral Pressures
Tieback No
Pond Liner
Loads
about Your Geotechnical Engineering Report."
Figu
Figures B-1 to B-16:
Figures B-17 to 818
Rates
Key to Test Pit and Boring Logs
Log of Monitoring Wells MW-1 to MW-6
Log of Boring lW-1
Log of Boring B-101 to B-105
Log of Boring 8-201 to 8-203
Log of Test Pits TP-1 to TP-65
Particle Size Distribution Reports
Compaction Test Reports
14 to A-16:
17 lo A-82:
Figures A-83 to A-92: Log of Test Pits lT-1 to lT-9
Figures A-93 to A-109: Log of Test Pits TP-101 loTP-117
APPENDIX B
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November 21, 2008
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1. INTRODUCTION
This report presents the results of our geotechnical evaluations for the Pleasant Harbor Marina and
Golf Resort project in Brinnon, Washington. The purpose of our services was to evaluate subsurface
and geologic conditions as a basis for preparation of the Soils and Geology section of the EIS and
SEIS documents, and to provide geotechnical recommendations for design of the facility.
Our services were provided under two separate contracts: (1) the preliminary design phase AS
in our scope of services dated January 18, 2006 and (2) the final design phase as in our
March 17, 2008 proposal. Our services included: review of existing information; test pit
explorations; installation of groundwater observation wells and instrumentation;
aquifer tests; engineering analyses, and preparation of this report.
This report includes all of the information from the preliminary and final design
the field explorations and laboratory testing. The information in this report
presented in previous reports (Subsurface Group, 2006, and Perrone
for this project.
2. SITE AND PROJECT DESC
The project site consists of the golf course and the marina
understand that Statesman Corporation plans to
course, commercial/retail space, vacation town
and
ng all of
ation
) prepared
Site Plan, Figure 1: We
unity with an 18-hole golf
for employees. The Marina
component would include an upgrade of the existing
The proposed development would be phased
1.1 Golf Course and Resort
construction of a maritime village
220 acres and was operating as a campground
ine
and in the fenced storage area near the campground entrance
Hood Canal for approximately lz mile. The site
topography rises up from Hood to the area at about elevation 200 to 300 ft. (elevation
datum is NAVD88). The
processes, and includes a
of hummocky terrain which was sculpted by glacial
Hood Canal consist of ft high bluffs along the easterly 1/z of the property line. The
westerly shoreline at about 1H:1V to 1.5H:1V
Some minor site to create level campsites and roadways. A gravel borrow pit
The golf course and resort site covers
until late 2007. The south property I
was located
Portions of
Douglas fir,
previously logged including the large kettle. The site is vegetated with
and cedar, Madronna, alder and maple trees with an under story of salal,
ferns
The ude construction of an 18 hole golf course, a 100 room hotel, about 700 townhouse
and associated roadways and infrastructure as shown on Figure 1. The hotel
30,000 square feet of commercial space and an underground parking garage. The
will be dispersed along the fainruays and will have underground parking. Storm water
ponds will be constructed within the existing kettle holes, which will be partially backfilled to
raise the operating storm water pond surface elevation. Site grading plans include balanced cut and
fill with cuts of up to 70 ft. as shown on Figure 2.
The Maritime Village and upland Marina site is comprised of about 20 acres located along the east
side of SR-101 north of Black Point Rd. The Maritime village property is undeveloped except for a real
estate office building near Black Point Road and the existing marina store and parking areas. The site
SUBSURFACE GROUP, LLC
that are about 120 feet deep. The slopes along
1.2 Marina and Maritime Village
Ihe Sfatesm an Corporation
November 21, 2008
Page 2 of 25
generally slopes down to the east at about 2H:1Y to 3H:1V. There are mid-slope benches that were
cut into the existing hillside above the marina for access roads and parking.
Most of the site is vegetated by Douglas fir trees with a thick under story of salal and ferns. Two
intermittent streams flow through the north end of the site and discharge into Pleasant Harbor.
Current plans indicate construction of 60 row houses in 6 buildings and 40 marina townhouses with
mixed residential and retail space in 4 buildings. The marina townhouses would be 3 stories with
underground parking. A section view is illustrated in Figure 3. ln addition the development will have
associated new infrastructure such as roads, surface parking and underground utilities.
3. SITE EXPLORATIONS
Subsurface conditions for this project were explored by drilling borings,pits, and
shown onperforming infiltration tests in selected test pits and borings. The exploration
Figure 1. Borings B-101 through B-105 in the proposed golf course area and through B-
203 at the marina area were generally completed to the bottom of the
varying from 20 to 70 ft below existing site grades. The MW-1 through
at depths
1 borings were
completed at the golf course to depths of 145 to 230 feet for the aquifer
conditions. Test pits are designated by "lT" and "TP"
the "lT" series test pits.
Descriptions of the subsurface exploration methods
-6
tests canied out in
testing methods are
test data. Soils were
(ASTM D-2487 and ASTM
presented in Appendix A along with the boring
classified in general accordance with the Unified
D24BB) as described in Appendix A, Figure A-1, "
have form
and
Soil
to
NG
All of the soil samples were and classified using the visual-manual
including mechanical sieving, hydrometerprocedure (ASTM D2488). Grain size
tests and/or Modified Proctor com were completed on selected samples taken from the
borings and test pits.of the testing methods and the test results are presented in
Appendix B
5. REGIONAL GEOLOGY
The project site ndary of the Physiographic province of the Olympic Mountains and the
has a complex history of orogeny (mountain building), volcanism,Puget Sound
faulting,of sedimentary rocks, and several periods of glaciations. These forces
dforms in the region.
The were formed during the Tertiary time which formed the Core rocks consisting
of , semi-schist, sandstone, conglomerate, and volcanic rocks known as the Crescent
basalts and pillow basalts). The younger Peripheral rocks deposited in
to Miocene time, surround the Core rocks along the west, north, and east. The
rocks uncomfortably overly the Crescent Formation and consist of sedimentary rocks
pri of siltstone, mudstone, sandstone, and conglomerate (Tabor & Cady 1978). Bedrock is
exposed on the northeastern tip of Black Point and in the mountains to the west of the site.
Two tectonic events which occurred during the late Oligocene and middle Miocene produced two
major episodes of deformation. During these periods of deformation, low angle thrust faulting resulted
in the eastward thrusting of the Core rocks over the younger Peripheral sedimentary rocks. A series of
arcuate thrust faults along the east, north, and south sides of the Olympic Mountains forms the
boundary between the Core and the Peripheral rocks.
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November 21, 2008
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During the Pleistocene (10,000 to 200,000 years ago), continental glaciers advanced into the Puget
Sound Lowland and the Olympic Mountains at least four times. Locally, in the western margin of Hood
Canal and the Olympic Mountains, erosion from glacial ice produced landforms such as U-shaped
valleys and truncated spurs, and glacial-fluvial processes have produced notched ridgelines and
eroded outwash channels.
Geologic mapping completed on the Torandos Peninsula (north of project site) indicates evidence of
three separate glacial advances (youngest to oldest): Vashon Stade of the Fraser glaciation,
Possession Drift and, the Double Bluff Drift (Birdseye, 1976). During each glaciation, landforms were
modified by glacial ice and deposition of glacial derived sediments in front of the glacial as the
glacial ice ovenode the region and as the glacial ice retreated from the Puget Sound and
Olympic Mountains. Between each glacial advance, interglacial sediments consisting
fluvial silt, sand, and gravel were deposited as deltas or in streambeds as well as fi
of organic silt, clay, and peat in marshes and bogs. Locally non glacial fluvial ) probably
of the older Whidbey interglacial period, underlies the younger Vashon Stade
The Fraser Glaciation, especially the Vashon Stade (last glacial adva to 19,000
years ago) modified the project area to its present topography. As the as the Puget
Lobe advanced into the project area, meltwater streams began outwash deposits
the Vashon Stadeof silt, sand, gravel, and cobbles over ancestral topography. The
glaciation and the approximate location of the project site are Figure 4.
to Olympia and east to thePortions of the Puget Lobe advanced into the Puget Sound
Cascade Mountains. The Puget Lobe blocked the outwash meltwater streams
producing ice dammed impoundments such as (verbal communications Troost
and Booth 2006). ln the relatively quiet waters of the deposits of sandy
silt, silt, and clay were deposited. As the Puget the project area glacio-lacustrine
and outwash deposits were overrun by the a homogeneous mixture of silt, sand,
under the advancing glacial ice.gravel, cobbles and boulders known as
As the ice retreated deposits of ice co were deposited along the margins of the
Vashon Stade glacial ice and large ice were left in place (stagnant ice). Meltwater
from the retreating glacier created kame and eskers deposited over the stagnant ice. These
landforms were created under along margins of the retreating glacier and consisted of
coarsely bedded sand, gravel gravel of recessional outwash deposits
As the Vashon Stade
volumes of water that
, Glacial Lake Leland began draining and releasing large
the area and eroded the Vashon Stade glacial deposits. Eroded
earth materials were nd and over the large stagnant blocks of ice. When the stagnant
ice melted voids ing depressions known as kettles. Kettles in the Puget Lowland may be
found as deep
Alpine pic Mountains began to advance into the area after retreat of the Puget
Lobe.
topog
began depositing glacially derived sediments and further modified the existing
and Dosewallips River drainages. However alpine glaciation did not
area
6. SEISMICITY AND FAULTING
studies completed in the Puget Sound Lowland identified several faults which have been
active during the Holocene Period (present day) and lithologic and/or tectonic lineaments. Most
notably are the Seattle Fault Zone, Hood Canal FaulVlineament, and Coastal Boundary
FaulUlineament. These structural features lie within 15 miles of the project site. The locations of these
structures are presented on Figure 5.
The western terminus of the Seattle Fault lies about 14 to 19 kilometers east of the project site.
Recent studies have concluded that movement along this fault has occuned 1,100 years before
present. A seismic event along this fault may be as high as Magnitude 7 event (Hamilton 2006).
SUBSURFACE GROUP, LLC
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November 21, 2008
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The closest faulUlineament is the Hood Canal Fault, this lies within a few kilometers west of the site.
Recent studies completed at the Lake Cushman Project have described the Hood Canal Fault as a
nonexistent source of seismic activity (Hamilton 2006).
The Coastal Boundary FaulUlineament lies to the west of the site. lt is considered an inter-plate
boundary truncated by a thrust fault that was active during the middle Miocene and is a lithologic
boundary of the older Crescent Formation basalts and the younger sedimentary rocks that form the
Peripheral Rocks of the Olympic Mountains. At this time no seismicity studies indicate the generation
of an earthquake along this structure.
The Puget Sound region lies within an area of small to large magnitude earthquakes. The most
notable earthquakes were 1) 1949 magnitude 7.2 epicenter near Olympia 2) 1965 6.7
epicenter near Tacoma, and 3) 2001 magnitude 6.9
events are the result of the subduction of Juan
earthquakes with epicenters deeper than 30 km.
epicenter in the Nisqually flats ic
De Fuca plate and are
Shallow crustal earthquakes occur at depths ranging from the surface to shallow
earthquakes originate in a saucer shaped zone about 10 km thick that
lowlands at depths below 15 km. The largest of these shallow events
Puget Sound
than Magnitude 5
(Hamilton 2006).
A seismic hazard study completed for FERC on the Cushman No. 462 (Hamilton, 2006),
located about 24 miles southwest of the project site,
Holocene sediments on various lineaments. The study these
1,100 years before present and were related to
rebound from removal of Vashon age glacial ice)
stress relief (isostatic
ic faulting (Hamilton 1998)
This mechanism produced shallow crustal , and displacements on local faults
and the Seattle Fault zone.
7.S DITIONS
The project sites are comprised of Age glacial soils that consist of dense to
very dense sand or sand and
boulders. Older Pre-Vashon
sand with minor layers of hard
rupture of Vashon and
ruptures occurred about
amounts of silt and some cobbles and occasional
consisting primarily of dense to very dense silty
with
and clays were observed at depth in test boring B-2 and
exposed in the bluffs along Bedrock outcrops were not present on the four project site
test pits and borings performed for this project.
are presented in this section in order of increasing depth.
areas or within the depth of
A summary of site
Locations of su on the project sites are shown on Figure 6
7.1
7.1.1
Fiil found under existing roads, graded campsites and along the margins of existing
soil was re-worked native soil consisting of loose to medium dense, silty gravelly sand
to1
organics to few organics. Fill soil in the project area may range in thickness from a few feet
along the edges of roadways and campsites. Fill soil were not shown on the geologic map
because of the limited extent and variable relatively thin thickness.
7.1.2 Colluvium (Qmw)
Colluvium was found near the base of the steeper slopes on the project area. Colluvium consisted of
loose and weathered parent soil which was transported down slope by gravity and erosion and
accumulated at the base of slopes. Generally colluvium was loose to medium dense and consisted of
various percentages of silt, sand, gravel, cobbles, and boulders. The thickness could vary from a few
feet to over ten feet. Colluvium was not shown on the geologic map because of its limited extent.
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7.1.3 Beach Deposlts (Qb)
Beach deposits were locally found along the inter-tidal zone between the coastal bluffs and Hood
Canal. They consisted of loose to medium dense, silt, sand, fine to coarse gravel, cobbles, and
boulders to several feet in diameter, with wood debris, shells, and other organics present. Beach
deposits are constantly reworked by tidal and wave action, and may change from sand to cobbles and
boulders over short distances.
7.1.4 Landslide Deposds (Q/9
Landslide deposits have accumulated near the base of the coastal bluffs bordering Hood No
clear evidence of landslides or smaller debris flows were observed along the margins of kettle
weredepression or on the steeper slopes in the upland portions of the project site. Landslide
identified on the geologic map on the southwestern portion of the coastal
consisted of loose to stiff glacial diamict composed of broken to internally coherent deposits
derived from fine and coarse grained glacial outwash, glacialtill, and colluvium
down slope. Only minor slumping and small debris flows were evident along coastal
bluff area at the contact between the Vashon glacial deposits and the
deposits.
non-glacial
7.2 Vashon Stade Glacia! Deposits
Vashon Stade glacial deposits were mapped on the the project sites and
observed in test pits and borings. These deposits were to very dense and should
provide a suitable earth material for support of
improvements.
slopes, roadways, and other site
7.2.1 Recessrbnal Outwash (Qvr)
Recessional outwash deposits were formed streams from the retreating glacier as
deltaic and kame tenace deposits as formed from stream and river channels
underneath the retreating ice. The
across the site at one time, but was
deposit was probably much larger in extent
flood waters from the breaching of Glacial Lake
of hills and in meltwater drainages. This depositLeland leaving discontinuous
consists of a loose to medium
boulders.
7.2.2 lce Contact
lce contact deposits
front was dynam
lenses and
broad mix of
The
causing
at
sand, gravelly sand, and sand and gravel with scattered
the margins, in front of, and under glacial ice. Since the ice
retreating and advancing, the deposits consist of intricately ananged
glacial outwash, and fine-grained lacustrine deposits. Diamicts are a
ranging from mud to boulder all incorporated into a poorly sorted matrix.
deposits may occur over tens of feet with soft sediment deformation
of granular soils into fine grained lacustrine deposits that are bedded with
Most of the upland portion of the site consisted of ice contact glacial deposits.
have been subdivided based on soil gradation characteristics into three separate
tit t.
till, glacial outwash, and glacio-lacustrine
7.7 GlacialTill(Qvit)
lce contact glacial till consisted of a dense to very dense homogenous mixture of silt sand,
gravel, and cobbles. This deposit appears to be slightly porous, presents a distinct weathering
rind and color on outcrop exposures that is stratified with irregular lenses of sand locally
interbedded with outwash and lacustrine deposits. The glacial till in the kettle features can
grade to sandy gravel and gravelly sand with trace amounts of silt. Contacts between sub-
units can be 30 degrees to horizontal as observed at the project sites (Road Cut I location).
The thickness of this unit can vary from a few feet to tens of feet.
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The ice contact glacial till deposits in the kettle depressions were formed in-situ. Sediments
suspended in the ice were released during melting forming a till diamict. This process could
have taken place over several thousand years forming a glacial till rind at the bottom of the
kettles (verbal communications 2006 Troost and Booth). This till rind was evident in boring
MW-6 where about 195 feet of till diamict was encountered.
7.2.2.2 GlacialOutwash(Qvio)
The ice contact outwash consisted of dense well bedded sand, gravelly sand, and sandy
gravel. The deposit was usually interbedded with
fine-grained lacustrine deposits. Bedding can be
localized soft sediment deformation features.
thin diamict layers and irregular
flat-lying to dipping up to 90
of
in
7.2.2.3 Glacio-Lacustrine(Qvil)
The ice contact glacio-lacustrine deposit consisted of stiff silt to
This deposit occurred in the more granular sub units as thin
laminations. Bedding can be flatlying to dipping up to 90
deformation features.
sandy silt
and
soft sediment
7.2.3 Vashon BasalTill (Qvt)
The Vashon basal till consists of a very dense, homogenous sand, subrounded gravel,
and cobbles. This deposit is similar to the ice contact till of granular soil
and fine-grained lacustrine sediment. The distribution of localized in the southwestern
ice contact glacial till. Theportion of the site and is exposed along the coastal
thickness observed was estimated at about 15 to 25
7.2.4 Vashon Lodgment Till (Qvtl)
The Vashon lodgment till consists of a very gravelly, sandy silt with subrounded
cobbles to boulders to 3-foot diameter
gravelly sand, and gravel lenses and/or
site with outcrop exposures along State
silt. The deposit was stratified with sand,
of this sub unit is north the of project
along road cuts in the Pleasant Harbor Marina
7.2.5 Vashon Advance Outwash
The advance outwash deposit dense to very dense well bedded sand, with thin layers of
gravelly sand, and sandy was formed in front of the glacial ice in braided streams
and rivers. Coarse ly sand and sandy gravel were usually formed in high gradient
environments and
to 40 degrees in
ient environments. Bedding was flat-lying but can be dipping up
sediment deformation features. The distribution of the exposure is
shown on the the southwest side of the project site.
Test MW4, and MW-S encountered this deposit. Qva underlies the Vashon
basal till contact till (Qvit). At these test borings the Qva unit was found between
to ft. Locally at MW-6 a thicker sequence of Qvit was encountered overlying Qva
at 1 These localized discontinuities in the thickness of glacial deposits can be expected
ice sheets were at the margins of their maximum extent. Outcrop exposures of Qva
of the p@ect site were generally coarse grained grading at depth to fine to medium
gra interbedded with gravelly sand.
7.3 Pre-Vashon Deposits (Qu)
Pre-Vashon non-glacial deposits underlie the Vashon age glacial deposits along the south-central and
southeastern portion of the beach bluff. The deposits are interglacial and part of the Whidbey
Formation.
The interglacial deposits were composed of very dense stratified fine to coarse sand interbedded with
gravelly sand with occasional 2 to 6-inch thick clayey silt beds. Most of the deposit is composed of
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November 21, 2008
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dark lithic (dark volcanic and sedimentary rock) subrounded gravel and sand with scattered organic
rich layers. The composition indicates that the source area was from the Duckabush River and
Dosewallips River drainages. Test boring MW-2 encountered this unit at elevation 150 feet. The
upper 25 feet of the deposit had been weathered with the sand matrix being weathered to clayey silt.
The unit was generally striking east-west and dipping to the south at 30 to 40 degrees. A 20 to 30
degree unconformable contact was observed between Vashon advance outwash deposits in the
south-central beach bluff and rising to the top of the bluff along the southeastern portion of the project
site.
7.4 Bedrock
Bedrock was not encountered in our subsurface explorations or observed the site
reconnaissance but underlies the project area at depth. Crescent formation
observed near the project site along the southeastern shoreline of the
Black Point, and 750 feet south of the point.
The Crescent formation outcrops consisted of a slightly weathered
weathered metamorphosed Crescent Formation basalt. Generally
very widely-spaced fractures. Slopes underlain by the bedrock
8. SURF!CIAL
The Natural Resources Conservation Service (NRCS)
Coastal Beach and Rough Terrain soils on the project
of these soils and our interpretation of the geolog
ned, hard, slightly
with widely to
to vertical
Series, Hoodsport Series,
and Raver, 1975). A description
summarized in Table 1
Service Soil Summary
na,
were
along
Table 1 - Natural
Soil Series
Coastal
Beaches
Grove
Hoodsport
NRCS
Symbol
rD
Textural
Classification
Sands
sand.
Very gravelly
sandy loam
Very gravelly
sandy loam
Very gravelly
sandy loam
Terrain
Slopes
0 to 15%
30 to 50%
0 to 15%
15 to 30%
0 to 30%
uscs
Symbols
SP, GP
Geologic
Formation
Beach deposits,
Qb
Vashon glacial
recessional
outwash, Qvr,
Qvio
Vashon glacial till
(avt, avit)
Co
GoC
Drainage
Somewfiat excessively
& well drained.
Somewhat excessively
& well drained.
Moderately to well
drained soils. Low
permeability cemented
layer at a depth of 20 to
36 inches.
Vashon glacial till
(Qvt, Qvit) and
Vashon glacial
advance outwash
(Qva, Qvio)
GP.GM,
GM, SP-
SM, SM
Rough Broken Ro
Land
None Varies Pre-Vashon (Qu)
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SP.SM,
SM
SP-SM,
SM
The locations of these soils are shown on Figure 7
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November 21, 2008
Page 8 of 25
9. GROUNDWATER
Groundwater at the Golf Course and Resort site, and for most of the Black Point area, resides in the
sea-level aquifer. Though there is a small component of easterly groundwater flow from the mainland
toward Pleasant Harbor, most of the groundwater on-site comes from the direct infiltration of
precipitation. As water percolates downward, it may perch on low-permeability till or till-like soils;
however, since there were no streams and only minor seeps observed on the bluffs at the site, it is
assumed that perching layers are discontinuous, and the majority of groundwater
sea-level aquifer.
Groundwater was not encountered in the test pit explorations and there was only m
surface water present on the Golf Course site. A small pond does exist in one of
this water is suspected of being fed by a leak in the water distribution piping
During our site reconnaissance on February 16, 2006 we observed about 5
the bottom (approximately elevation 60 feet) of the large kettle feature.
subsequent site visits in May and June of 2006. lt is our opinion
permeability soils at the base of the kettle during the wet season,
during drier periods. A wetland also exists in the northeast part of
to the
of
water at
was dry on
on low
or infiltrates
Site but it is not
clear at this time whether the wetland is supported by
the large kettle.
same processes found in
The regional groundwater levels measured in borings MW MW-3 ranged between 7 feet
elevation at boring MW-3, 17 teel elevation location at feet elevation at boring B-2. The
indicate the same regionaltrendexisting domestic wells in the area and Pleasant Tides
with static water levels ranging from 20 to 25 The water level in the American
Campground wellwas about elevation 9 ft.
Direct measurement of groundwater in the Marina and Maritime Village
site. ln these areas, low-permeabil directly underlain by bedrock. ln this
environment, groundwater recharge is surface water flow is typically seasonal and
intermittently related to precipitation was observed in April 2006 along an access
road southwest of the Pleasant Mari but was not observed in June 2006. Groundwater
levels are likely just above sea areas
Since the Vashon glacial discontinuous, particularly the Vashon lce Contact (Qvi)
deposits, perched g be encountered where impervious layers underlie granular soils
The locations of conditions in the near surface glacial deposits are limited and
could be on the site, especially at end of the winter and early spring months.
10. CONCLUSIONS
10.1
of predominantly glacial granular soils that could be used for general site regrading,
beneath buildings, infiltration areas, and for bedding beneath fainarays and greens.
soils will need to be screened and processed on site to produce sufficient sand for the
and greens. Cobbles and small boulders could be crushed on site to produce gravel base
course for roads
10.2 EngineeringSoilProperties
The soil gradation of each geologic unit varies widely and includes clean to silty sands, gravelly sand
and sandy gravel. Summary plots of soil gradation for each geologic unit are presented in Figures B to
11. ln general, the cobble and boulder size portions of the natural soil deposits are not well-
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November 21, 2008
Page I of 25
represented in these test results due to practical limitations in collecting and transporting
representatively large sample volumes.
Table 2 summarizes the engineering properties of the soil units. The values are based on laboratory
index testing, in-situ infiltrometer tests, correlations with other test data on similar soils in this area and
our engineering judgment.
Table 2 - Engineering Soil Properties
Strength
Soil Description
Structural Fil (92o/"
modified Proctor
compaction)
Glacial Deposits
SP, SW
GP, GW
SP-SM, SW-SM
GP.GM, GW-GM
SM, GM
Moist Unit
Weight (pcf)
125 to 1 35
135
135
135
135
140
lnfiltration Rate
(inches/hour).
To be determined
based on project
design needs
15 to 27
17 to 90
8to22
11 lo 27
O.2to
lues
each
Gohesion Friction(psf) (dess.)
38to36
0
500
0
40
40
40
40
Recessional
Outwash (Qvr)
130
* Average value plus or minus
lnfiltration rates presented in
borehole infiltration tests
6 and a summary of
plotted vs. the D1s
other published
tests and long-
good agreem
shown in
deviation.
based on 8 in-situ large diameter infiltrometer tests and
the golf course site. The test locations are shown in Figure
presented in Appendix B. The measured infiltration rates are
size that passes 10o/o of the soil sample) in Figure 12 along with
2005) from Western Washington including large scale infiltrometer
infiltration rates in pond bottoms. The Pleasant Harbor tests are in
published infiltrometer tests and can be represented by the "best fit" line
lnfiltration Rate vs. D1s relationship was used to estimate infiltration rates for
type
soilsam the site
The h Figure 13 illustrates the range of estimated infiltration rates for each of the soil types
at project site and for the total sample population. The average infiltration rate and
is also shown for each soil group. ln general the data indicate that the majority of
the infiltration rates occur in 3 ranges: "low" infiltration rate of about 0.5 to 5 inches/hour'
,.m " infiltration rate of about 5 to 30 inches/hour and; "high" infiltration rate of about 30 to 90
inches/hour. Combining the results from Table 2 based on soil type and the histogram of estimated
infiltration rates for site soil samples (Figure 13) a general site infiltration classification system is
presented in Table 3.
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November 21, 2008
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Table 3 - General Site Infiltration Classification Categories
Soil Types
Medium
0.5 to 5
5to30
High 30 to 90
The existing site infiltration conditions are illustrated in Figure 14 based
categories. Figure 15 provides our interpretation of site infiltration for the
lnfiltration rates for "Fills" were classified as "moderate" with the
rate will be engineered to meet project design infiltration requirem
category.
Our site infiltration characterization was limited by the
and the relatively small sample frequency relative to
infiltration map was based on our interpretation of
(see Section 7 - "Subsurface Conditions") of the
explorations and in road cut exposures.
types and conesponding infiltration rates (T
anticipated in the cut areas.
classification
site grading.
specific infiltration
are in the moderate
within geologic units
e of site grading. The site
s and depositional environment
units observed at the site in the
provided the predominant soil
then associated with each geologic unit
of the proposed site regrading: Vashon
h (Qvio), and Vashon glacial ice contact till
Unified Soil Classification System (USCS) soil
(avr) - GP, GW, GP-GM, SP, SW, SP-SM;
Site lnfiltration
Glassification
lnfiltration Rate
(inches/hour)
Low SM, GM
SP, SW, SP-SM, SW-SM,
GP-GM, GW-GM
GP, GW
Four major geologic units are
recessional outwash (Qvr), Vashon ice
(Qvit) and Vashon glacial
types for each unit are:
Vashon ice contact (Qvio
glacialtill (Qvt) - SM, GM
Itill (Ovt).The
An evaluation
and liq
employs
geologic
Vashon
10.1
)-G , SW-SM, SP-SM; Vashon ice contact till (Qvit)A/ashon
hazards including landsliding, erosion, ground rupture by faulting,
activity was performed using LIDAR (Light Distance And Ranging that
high resolution topographic surveys) maps, topographic maps, published
our site explorations.
in an area mapped by the National Resource Conservation Service as slight to high
ding on the slope inclination and soil type. Table 4 summarizes the erosion hazard
system.
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10.3 Potential
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November 21, 2008
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Table 4 - Natural Resources Conservation Service Erosion Potential
Soil Series NRCS
Syrnbol
Terrain
Slopes
Erosion
Hazard
Textural Classification
Grove
Hoodsport
GoC
GoE
HoC
HoD
HrD
Very gravelly loamy sand
Very gravelly loamy sand
Very gravelly sandy loam
Very gravelly sandy loam
Very gravelly sandy loam x0 to 15%
30 to 50%
0 to 15%
15 to 30%
0 to 30%
Low
Moderate
Rough Broken
Land
Ro None ,"nf @I
n"kf,., vegetation cover,Soil erosion is generally based on gradation and consistency of
organic content, slope gradient, and precipitation intensity and u soil types that are more
susceptible to erosion are the finer grained soils with
The least susceptible to soil erosion are the sandy
deposits.
Most of the soil series mapped in the project area that
as lacustrine deposits
y sand soils of the outwash
low erosion potential. Moderate erosion pote
0 to 30 percent slope range have
that are greater than 40 percent.
Figure 16 presents preliminary evaluation of
Severe erosion potential exists on the bluffs in the Golf Course site along Hood
Canal that are underlain by the Pre-deposits located along southern perimeter of
the project. Predicting bluff erosion rates since it depends on many factors such as ground
saturation conditions, the magnitud and ofstorm events and earthquake events. Based on
our observations of soil type,
that the average bluff retreat
site conditions, and published data (Shipman 1995), it appears
about 4 to 8 inches per year. Bluff regression in any
given year can be larger the annual average rates depending on specific conditions
and/or combinations of ding the frequency of major storm events, and the occunence of a
major earthquake.
soils near the bluff
fracture the otherwise massive and relatively strong glacial till
infiltration into
would depend
in immediate spalling or subsequent bluff erosion by groundwater
degree of earthquake induced fracturing and subsequent spalling
ke magnitude and location
T,erosion rates are usually related to disturbance of the near surfaces soils
during a ing operations during construction. Grubbing and stripping of vegetation during
the surficial soils which makes it vulnerable to erosion by uncontrolled runoff
du and wind erosion of the fine grained soils during dry weather. Soil erosion could
down cutting of the near surface soils by running water producing unstable steep
rills, loss of organic rich soils, locally increased deposition of eroded sediment and,
turbidity in surface water drainages and identified wetland areas.
Possible mitigation measures to reduce soil erosion impact may include the following:
e Limit development on long , steep slopes especially slopes underlain by soils prone to
erosion
. Limit disturbance of existing ground surface and natural vegetation
. Employ phased grading so that grubbed and stripped areas are kept to a minimum size and
minimize the time they are unprotected
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November 21, 2008
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o Erect silt fences around disturbed areas to minimize migration of displaced soils into
undisturbed vegetation and structures
o Avoid wet weather grubbing, stripping, and grading where possible
. Hydro-seed cut slopes and fill berms as soon as practical; on steeper slopes use mulch, jute
matting or synthetic fabric to aid re-establishment of vegetation
. Cover stockpiled soils with visqueen especially during wet weather
. Employ water trucks and/or sprinkler systems to minimize dust and wind erosion during dry
weather
a Construct haul roads with quarry spalls, asphalt, or recycled concrete and/or
bedding
a
a
a
Control surface water runoff with ditches, detention/retention ponds and
Line drainage ditches with grass and/or quarry spalls to limit water
Protect permanent cut slopes with rockery walls, ecology blocks,
wallstructures
retaining
10.3.2 Landsliding and Steep S/opes
ln general the project sites have a low to moderate potential for bility. The upland areas of
the Golf Course and Maritime Village sites, which are com granular glacial soils and
which are sloped at or less than lYzH:1V (670/0) generally ate factor of safety against
slope instability even though portions of the site satisfy County criteria for landslide
hazard areas. Factors that contribute to landslides
other factors. The County criteria are:
slope inclination, hydrology and
A. Slopes equal to or greater than 15%geologic contact consisting of
relatively permeable sediment impermeable sediment or bedrock and
with springs or groundwater
B. Slopes with recent (Holocene
that epoch.
or covered with mass wastage debris of
C.
D.
E.
F.
G.
Slopes that parallel or s lel of weakness
Slopes equalto or and equal to or greater than 10 feet in height.
Slopes mapped in nty as having a "severe" limitation for building site
development as U.S. Department of Agriculture, Soil Conservation Service
Coastalbluffs state Department of Ecology (Volume 7, Washington State
D.O.E., 1 old landslide, or recent slide."
U.S. Geological Survey as "Quaternary slumps, earth flows, lahars or
The site meeting the hazard criteria are shown in Figure 16. Marginally
stable
altered
criteria D were confined to steeper slopes in two upland areas. One area was
activity and the second area includes the shoreline bluff. These site areas had near
ice contact till (Qvit) with 45 degree (100%) talus slopes.
indicated active landsliding and slumping of the coastal bluff slopes. These
landslide hazard criteria B, E, F, and G. We observed tension cracks and downward
movement of Vashon Advance Outwash soil blocks in the bluff slope indicating recent landsliding. ln
addition we observed colluvium and debris flows on the beach at the westerly portions of the bluff.
The predominant mechanisms causing landsliding along the shoreline bluff is wave erosion at the toe
of the slope and seasonal groundwater seeps in the Vashon Advance Outwash (Qva) deposits on the
slope. Seepage induced landslides generally occurred in the mid and upper slope areas whereas
landslides due to wave erosion occur on the lower slope sections.
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November 21, 2008
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ln our opinion, the project sites are generally stable although the bluff area of the Golf Course site is
subject to wave erosion. Our site reconnaissance and review of LIDAR maps does not indicate
landslide features in the upland area behind the bluff. We did not observe any evidence in the
topography, vegetation, surficial geologic conditions, or the existing structures, of deep-seated bluff
instability. The glacial soils exposed in the bluff possess relatively high strength but can be subject to
erosion and spalling from waves, repeated wetting/drying and freezing/thawing cycles.
We recommend a minimum 100 ft setback from the top of the shoreline slopes in the Golf Course site
for all buildings, roadways, and infrastructure facilities. Construction activities should be completed in
accordance with the recommendations in this report for erosion control, site drainage, and
and in accordance with Jefferson County Critical Lands Ordinances.
10.3.3 Sersmic
Earthquake events occur regularly in the Puget Sound region although many
be felt. The most recent damaging earthquakes were the 2001 Nisqually
magnitude, M6.8), the '1965 Seattle earthquake (M6.5) and the 1949
Larger earthquakes associated with subduction of continental plates alon
(M7.1)
Geologic hazards associated with earthquakes can include: 1. fault ru of
liquefaction or loss of saturated soil strength and; 3. slope
settlement.
by
The potential for ground fault rupturing during an based on evidence
that a strand of the Seattle fault is located about 14 to 19 of the site.
The soils within the project site generally have a low liquefaction although localized
liquefaction of loose beach deposits could occur on Hood Canal. Liquefaction occurs
when loose granular soils below the
shaking.
in response to strong ground
There is a low to moderate possibility for soil on slopes with ground shaking. Upon
completion of site regrading, the only moderate possibility of slope movement will
be along the shoreline bluff. The 100 ft
"Landsliding and Steep Slopes."
the bluff, as discussed above in Section 10.3.2-
The possibility of ground ue an earthquake is low due to the dense to very dense
soils that are compacted as recommended in this reportconsistency of the native soil.
due to an earthquake
ilding Code (lBC) the seismic site classification is Class C. The
spectral damping is 1.509 for short periods and 0.539 for long periods
The peak ground 0.349 for an earthquake event with a 10% probability of exceedance
in 50 years a probability of exceedance in 50 years.
11. RECOMMENDATIONS
11.
ln the buildings could be supported on shallow spread footings founded on native glacialsoils
or structural fill. Much of the native granular soils could be reused for general site grading
and as structuralfill beneath roads and buildings Some of the native soils, particularly the glacial tills
(Ql,t and Qvit), are silty and therefore should be placed during the drier summer months. A screening
plant could be used on site to produce sand for fairways, greens, and a cushion layer beneath
synthetic pond liners. Screened gravel could be produced for infiltration areas and larger cobbles
could be crushed into gravel size materialfor road base course material.
The existing kettles will require placement of a flexible membrane liner (FML) or geosynthetic clay liner
(GCL) to construct the storm water retention ponds.
r smallto
(moment
can occur
ground surface; 2.
shaking; 4. ground
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n
willalso have a low
Based on the 2006
Ihe Sfatesm an Corporation
November 21, 2008
Page 14 of 25
Due to the depth of the proposed excavation and proximity to highway SR-101, construction of the
Maritime Village Townhomes on Pleasant Harbor will require an excavation support system. The
earth support system could be constructed either as a temporary shoring wall or as the permanent
basement wall for the building.
11.2 Earthwork
11.2.1 General
Site grading, as described in this section, includes major excavations and fills necessary to ng the
site to the proposed elevations including fill to support building foundations and
backfill of foundations, retaining walls and the kettle holes. The majority of the site gr be
completed using conventional heavy earth moving equipment. Excavation may the
unweathered glacial till and ice contact deposits and may require the use of a ripper
on area cuts and a hoe-ram or hand-operated pavement breaker in small
for utilities.
as those
The proposed golf course and marina site excavations and regrading 2,228,000
CY of excavated granular material (Craig Peck & Associates, 2008):2,1 at the golf course
site; 47,834 CY at the Marina Site. We estimate that approximately of I be relatively clean
to slightly silty sand with trace to some gravel (SP, SP-SM, SW,and clean to slightly silty
gravel with trace to some sand (GP, GW, GP-GM, GW-GM);30% will consist of silty
sand and silty to clayey sand with gravel (SM, SC) or silty with sand (GM, GC). Most
of these materials contain trace to few cobbles and
All of these materials will be suitable for use as com fill for filling the kettle holes but
the cobbles and boulders should be removed silty soils (SM, SC, GM, GC) will be
particularly sensitive to moisture during fill
construction equipment. The in-situ native
compaction and are easily disturbed by
of about 3 feet are cunently at near
optimum moisture content for compaction.(SM, GM, SC, GC) become wet, they can
a
degrade to a sluny-like consistency
During wet weather construction, the
crushed rock or sand and gravel. We
ld construct temporary haul roads consisting of
performing the earthwork during dry weather
periods to reduce disturbance of soils. Reducing the disturbance to surficial soil would also
aid in lowering the potentialfor uring construction
During dry weather periods,ls can become too dry when exposed or during transport and
stockpiling moisture by weight would be required to moisture condition the
soils so they can be and to control dust.
An on-site be used to manufacture crushed gravelfor road bases, and sand for
the fairways S.Our estimate of silt, sand, gravel, cobble and boulder quantities is
Table 5 - Estimated Quantities of Excavated Aggregate
Aggregate Quantities (CY)
silt Fine to
Goarse
Sand
Fine to
Coarse
Gravel
Cobbles
Boulders
and
Average Quantity
Minimum(")
Maximum(b)
1,076,000
646,000
1,507,000
950,000
285,000
1 ,615,000
183,000
92,000
275,000
17,000
5,000
29,000
(a) Average value minus one standard deviation.
(b) Average value plus one standard deviation.
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to construction traffic or otherwise disturbed.
Ihe Stafesm an Corporation
November 21, 2008
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These quantities are based on in-place compacted densities of g2o/o modified Proctor compaction.
1 1.2.2 Site Preparation
Trees and brush should be cleared and roots and stumps removed from building areas, parking areas,
and all areas to be graded. The topsoil which mantles the site is loose and organic, and should be
removed from the site except in landscape areas. The depth of this removal is variable over the site.
For quantity estimating purposes only, we suggest using an average stripping depth of 6 inches.
Roots and stumps will extend deeper than 6 inches and should be completely removed from site in
fiilthe above specified areas. Topsoil is not considered suitable for reuse as fill other than
and should be removed from the site or stockpiled for reuse in landscaping areas.
The exposed soil surface after stripping and prior to fill placement should be com
least 90 percent of the maximum dry density as determined by ASTM D-1 compacted
surface should then be proof rolled with a fully loaded, tandem-axle, 1O-yard Areas that
are soft, loose, or yielding should be further compacted or removed and replaced with
place to at
compacted granular fill. Care should be taken to avoid disturbing
which willremain in place.
lf subgrade or fill soil become loosened or disturbed, the
dense, undisturbed soil and place properly compacted fill. The
using the following procedures:
. Limiting construction traffic over supporting soil
Providing gravel "working mats"
Sloping excavated surfaces to promote
Trenching and providing brow
Sealing the exposed surface by
the end of each working day
day
a
a
a
a
soils
over excavate to expose
may reduce disturbance by
drum compactor or rubber-tire roller at
surface soils prior to commencing filling each
fill which will be placed beneath foundations, slabs, and
granular, with a maximum particle size of 6 inches, and should be
Structural fill should be placed near its optimum moisture
o Perform earthwork d
11.2.3 Structural Fill
Structural fill is defined
pavements. Structural
free of organic and
condition. With
difficult or
construction,
mixture
heavy,
content (material passing the No. 200 sieve) the soil will be more
when it is not properly moisture conditioned. During wet weather
to import "Select Granular Fill" consisting of a clean sand and gravel
fines content.
placed in horizontal lifts and compacted to densities specified in Table 5 using
vibratory rollers. The loose lift height should be about 9 to 12 inches during
will depend on the soil gradation, type of compaction equipment and degree of
Cobbles larger than 6 inches should be removed from the fill. Structural fill should be
n 3o/o of optimum moisture content and, for fill greater than 20 feet in thickness, the
moisture content should be at or wet of optimum moisture content. All structural fill should
be tested to verify that the contractor achieves the desired in-place compaction
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November 21, 2008
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Table 6 - Recommended Compaction Standards
Location Minimum
Gompaction (1)
Structural fill beneath foundations, floor slabs, and
to a depth of 2 feet beneath pavements
Exterior wall backfill and fill placed more than 2
feet below pavement subgrade.
Retention pond fill and roadway fills greater than
2 feet beneath pond bottom or road pavement
Subgrade prior to filling
Utility trench backfill from ground,surface to at
least one foot above pipe crown (''
95o/o
92o/o
920h
92Yo
Same
Percentage of maximum dry density as determined by
Pipe bedding and initial backfill
manufactu rer's specifi cations.
satisfy
lf subgrade or fill soils become loosened or disturbed,should over excavate to expose
dense, undisturbed soils and place properly compacted may reduce disturbance by
following procedures presented in the Site is report
The on-site glacial soils are suitable for use fill provided they are placed at moisture
content near optimum to permit proper com tf material is too wet when excavated, it will
require aeration and drying prior to I
soils will be suitable for use as fill d
Rll. ln general the recessional outwash
construction. The remaining soils at the site
generally contain significant amounts of fi and will likely not be suitable as wet weather fill. We
estimate that the bulking ls that are excavated and then placed to 95%
compaction will be in the range ; for 90% compaction, the bulking factors would be in the
range of 7o/o lo 12o/o.
For new fills placed on than 5H:1V the contractor should bench the slope face
Benched excavations and extend into the slope face to create at least a 3 ft vertical
step.
Subdrainage
seeps. The
ed beneath road embankment fills placed in areas with groundwater
consist of free draining sand and gravel placed in a trench and wrapped
ina as Mirafi 140N or equivalent. The subdrains should be sloped al lo/o and
exten of the embankment fill to discharge into a suitable collector system.
construction excavations may be used where planned excavation limits will not
existing structures, interfere with other construction, or extend beyond construction limits.
ere is not enough area for sloped excavations, temporary shoring should be provided (see
Section 10.5 - Temporary Shoring).
Based on the subsurface conditions encountered in the explorations, it is our opinion that sloped
temporary excavations, in the absence of water, may be made at 1/zH:1Y. Permanent cut slopes
should be no steeper than 2H:1V for fill soil and recessional outwash (avr) and 1/zH:1V in the dense
to very dense Vashon glacial deposits (Qvit, Qvio, Qvil, Qvt, Qvtl, Qva). Specific cut slope
recommendations should be based on site specific engineering evaluations during final design.
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Safe slope configurations will depend on actual site conditions encountered during construction. lf
cohesionless soils are allowed to dry, surface sloughing may occur. lf groundwater is flowing or
seeping into the excavation, it should be expected to cause an unstable condition in the side slopes,
which if wetted by surface water may be subject to relatively rapid erosion. The contractor should be
made responsible for maintaining safe slopes based on observations of conditions encountered. All
applicable local, state, and federal safety codes should be followed.
11.2.5 F/ S/opes
Permanent fill slopes should be constructed at 2H:1V or flatter. To achieve full of the
surface soils and to avoid surficial soil slumping, the contractor should over-build the fill and cut it
back to finished slope grade to expose well compacted fill.
All fill slopes should be hydro-seeded as soon as practical to reduce erosion in
occur that would require slope maintenance until the slope vegetation is temporary
slope protection measures could be implemented including placement of jute
fabric and/or mulch. Surface water runoff should also be directed away from
11.3 Temporary Shoring
The 40 to 50 ft deep excavations for the Maritime Village T,will require temporary
excavation shoring such as a soil nail wall or a tieback with wood lagging. The
levels are expected to beretained soils should include dense to very dense glacial
below the bottom of the excavation level although grou found locally perched within
more permeable pockets of sand and gravel within the glacialtills.
11.3.1 Soldier Pile Wall
The walls should be designed for the lateral
pressures shown in Figure 17 correspond to
in Figure 17. The lateral surcharge
strip load of 650 psf along the top of the
shoring wall to account for incidental stockpiles. Any additional surcharge loads
from heavy equipment or adjacent be added in accordance with the surcharge
recommendations presented in Figure 18.e assumed that any perched groundwater would
seep through the wood lagging the reta soil will be fully drained. Wood lagging should be
designed based on 50% ofthese pressures.
Boulders and cobbles are
mass excavation for the
encountering about 8 to
and possibly 1
36,000 psi.
The
tieback d
remove
ofa
in excavations for soldier piles, tiebacks and in the
For each 1,000 CY of excavated soil, we estimate
in the 1 to 3 foot size, about 1 to 3 boulders in the 3 to 6 foot size
6 ft. Boulders can have unconfined compressive strengths of up to
that cobbles and boulders will slow the progress of soldier pile drilling,
placement. lt is our opinion that ordinary drilling methods should be able to
, some difficulty should be expected if boulders are encountered. The use
rop chisels may be required to advance soldier piles through boulders.
1
should be installed beyond the "no load zone" as shown in Figure 19. Tieback
in the glacial tills using open hole methods could be designed for allowable
resistances of 2 ksf. Anchors installed in cased holes and pressure grouted to 100 psi could be
designed based on an allowable capacity of 6 kips per ft.
Actual design values should be confirmed by completing at least 2 field performance tests lo 200o/o ot
design load for each soil unit and method of anchor installation. Successful performance tested
anchors may be used for production anchors. All remaining anchors should be proof tested to 130%
of design load. Performance and proof tests should be accomplished in accordance with FHWA
guidelines (Lazarte et al, 2003).
SUBSURFACE GROUP, LLC
Ihe Sfafesman Corporation
November 21, 2008
Page 18 of 25
As noted above, drilling for tiebacks may be impeded by the presence of boulders. The contractor
should make allowances for this in preparing and planning the construction the construction process.
11.3.3 Soldier Piles
Soldier piles should be designed for bending moments that are 80% of the moments computed using
the lateral earth pressures in Figures 17 and 18. The vertical component of tieback loads on soldier
piles will be resisted by pile friction and end bearing. Soldier piles founded in dense to very dense
glacial till should be designed using an allowable end bearing resistance of 30 ksf and skin friction
along the embedded portion of the pile of 1.0 ksf. Soldier piles should have a minimum
5 ft below the bottom of the excavation.
11.4 Permanent Soil NailWall
A composite wall consisting of permanent soil nails with vertical H-piles could
Maritime Village basement excavation and also function as the permanent
vertical H-piles will extend below the bottom of the building in a drilled
support for the vertical building loads. Vertical pile capacities could be
soldier piles (Section 11.3.3).
The walls would be constructed sequentially as the excavation
of
support the
ls. The
in order to create a reinforced concrete wall and soil mass
following steps:
. lnstallverticalH-piles.o Construct surface water drainage diversion
flow into the work area.
Make an initial soil cut of 1 to 2 meters
Drill holes for installation of soil nails.
lnstalland grout soil nails. Place
Apply initial shotcrete layer and i
The process is repeated down
foundation drain pipe installed the wall
The wall will be
to provide
given for
to the lowest floor elevation
process consists of the
surface water runoff will not
board strips against the exposed soil.
nt and nail bearing plates and nuts
level and the drainage board is connected to a
glacial till that contains cobbles and boulders, which may
il wall at the site. Estimated boulder occurrences are
Wall. Drilling equipment with coring capability should be
a
a
a
a
interfere with the
presented in Section 1
alternative soil
soil na
Pile
provided to drill Additionally, contingency plans should be in place which include
event refusal is met during drilling.
For plann first row of soil nails may be assumed at 0.75 m below the top of the
rows spaced at 1.5 m intervals. Soil nails should be spaced horizontally
one another and generally installed at a 15 degree downward angle from
ing on nail spacing and wall height, the length of the soil nails may be on the order
the height of the wall. Soil nail capacities should be based on the values given for
11.3.2 of this report) but the actual design values should be confirmed by completing
at field performance tests to 200o/o of design load for each soil unit and method of anchor
(Lazarte et al, 2003). Successful performance tested anchors may be used for production
anchors.
The soil nail reinforcements are passive structural elements that develop their reinforcing action
through nail-ground interactions as the ground deforms during and following construction. Therefore
the permanent basement walls should be designed for both short term construction loads and long
term permanent building conditions. For preliminary design purposes the short term soil nail loads
could be based upon the earth pressure diagram provided for soldier pile walls (Figure 17) but the
actual soil nail loads and required nail lengths should be evaluated for the specific soil nail spacing
1
of
SUBSURFACE GROUP, LLC
The Statesman Corporation
November 21, 2008
Page 19 of 25
and wall height. For long term conditions, the wall should be designed to withstand a lateral earth
pressure distribution equivalent to a fluid having a density of 40 pounds per cubic ft. This value is
predicated upon the assumption that final site grades will be sloping upward at about 2H:1Y.
Final engineering analyses of the wall will be required after the structural engineer has provided a
preferred wall conflguration. These analyses will include estimates of soil nail loads and external
stability of the wall and reinforced soil mass (overall slope stability, sliding stability, and bearing
capacity).
11.5 Ground & Wall Movement
Ground and wall movements will occur during soldier pile wall construction. Ground will
depend upon local soil and groundwater conditions at the time of construction of
excavation, lagging placement and backfilling. Table 7 summarizes the d and wall
movements assuming good workmanship and no uncontrolled or excessive nd during
excavation and lagging placement.
Table 7 - Estimated Wall and Ground Movement
\
Movement (inches)
Type of Watl Height (ft) Horizontal (") Vertical (b)
Cantilever
Tiedback Wall
Soil NailWall
20
5
20
20
1 112 to 1
< 112
< 112
314 to 1-1n2
(a) Wall and adjacent
(b) Ground adiacent to
Ground settlement resulting shoring system should not exceed aboul l/o to 1 inch
within a few feet of the wall
height of the excavation.
to no settlement at a distance equal to about 1% times the
movements are expected to be about twice the maximum
vertical ground m settlement behind a soil nail wall may be approximalely 3/nto 1-
1/2 inches and from the wall face
11.5.1 Storm Ponds
The retention constructed within the three existing kettle features. Structural fill will be
placed in uce the depth of the pond to about 30 ft. The existing 1/zH:1Y kettle slopes
will be finished retention pond slopes of 3H:1V to 4H:1V, depending on the liner
the project. Temporary access roads will be constructed on the existing side
equipment access into the bottom of the kettles. The access roads will be
cutting and filling to create about a 15 foot wide level bench in the side slope.
The access road construction and site clearing could increase the potential for localized
during extended periods of wet weather. However, if the recommendations in thisslope
report are followed, we do not anticipate significant impacts from landsliding, erosion or sediment
transport by storm water since the kettles form a topographically enclosed and confined system.
Native on-site common borrow consisting of sand and gravel from general site grading activities could
be used for structural fill. The contractor should place the fill in loose lifis not exceeding 9 inches in
thickness and compact it with heavy vibratory drum compactors to at least 90% of maximum dry
density (ASTM D1557). The structural fill should be keyed into the undisturbed native slopes as
described in Section 9.2.3, "Structural Fill."
SUBSURFACE GROUP, LLC
Ihe Statesm an Corporation
November 21, 2008
Page 20 of 25
A pond liner system will be required to provide a low permeability barrier. Liner options would include:
1. compacted soil liner (CSL); 2. flexible membrane liner (FML) or; 3. geosynthetic clay liner (GCL).
FML and GCL would be installed by specialized vendors who would wananty their product. The
duration and terms of the warranty will depend on the type and thickness of the material installed. A
CSL would be constructed using the earthwork equipment which will be employed to accomplish site
grading.
11.5.2 Compacted Soil Liner
The kettles would be graded with 3H:1V side slopes. lmported bentonite clay would be m
native soils that would be placed and compacted to create a 12-inch thick low
compacted clay amended liner should have a hydraulic conductivity of about 1x10 to
This would limit percolation into the ground to about 0.25 gallon/sf/day to 0.1
thick layer of vegetative soil could be placed over the compacted soil/bentonite
grading to reestablish vegetation to provide erosion protection. The vegetative
would be located above the operating water level of the retention basin. A
The soil/bentonite mixture will be moisture sensitive and difficult to
addition if on site soils are to be used, they must be screened to
the
The
after
seeding
cobbles could be placed within the zone where the water level would
protection.
erosron
tn conditions. ln
coarse material to produce
silty sand with about 20 lo 30o/o fine content. Approximately 3 should be added to the
silty sand to create the desired soil/bentonite mixture.
11.5.3 Flexible Membrane Liner
Site preparation for placement of the FML will depend design requirements such as
pond dimensions, maintenance requirements, the water storage level, and the type of
FML. The liner should be placed on a 12-inch silty fine to coarse sand. A protective soil
cover should be used above the lowest ; no soil cover is required below the
lowest operating water level. The is to guard against liner damage from
vandalism and during maintenance work
The pond slopes should be regraded to existing kettle slopes, which are typically inclined at
lYzH:1Y to 2H:1V. Depending on type of , the side slopes will vary from about 3H:1V to 4H:1V
beneath the protective soil
cover layer.
a 2H:1V slope could be used in the absence of a soil
The FML liner could to 60-mil low or high density polyethylene (LDPE/HDPE) placed
top of the slope as shown in Figure 20. The top surface of theon 3H:1V slopes and
LDPE/HDPE to a geotextile where it is placed on the side slopes and will be overlain
by a protective purpose of the bonding with geotextile would be to increase the
coefficient of the liner and overlying soil protection layer. Smooth surfaced
LDPE/H on the bottom of the pond. Alternatives to LDPE/HDPE would be scrim
do not recommend using PVC. The side slopes should be graded to 4H:1V
srnce of friction on the side slopes would be less than with a geotextile bonded
liner would be overlain by geotextile on the side slopes.
nd Hypalon are ultraviolet radiation resistant and do not require a soil cover to block
u ight. However, as noted above, a soil layer should be placed over the liner to protect it
from and during maintenance work. The protective soil layer would be 12 inches thick and
consist of fine to coarse sand which would support growth of vegetation. The cover soil should be
seeded following placement to provide erosion protection.
Both the sand cushion and the soil cover layer can be manufactured from the on-site soils by sieving
to remove the gravel and cobbles. Alternatively these soils could be imported from offsite sources to
eliminate the need for on-site processing.
nch
and
SUBSURFACE GROUP, LLC
The Statesman Corporation
November 21, 2008
Page 21 of 25
11.5.4 Geosynthetic Clay Liner
Geosynthetic clay liner consists of a bentonite clay layer sandwiched between geotextile fabric. Site
preparation would consist of regrading the pond slopes to 3H:1V. GCL's have low UV resistance and
must be covered with a 12-inch thick layer of soil. The relative cost of GCLs is about/z the cost of
FMLs.
11.6 Spread Footing Foundations
Conventional spread footings would provide adequate support for the proposed buildings if
recommendations provided in "site preparation" section of this report are implemented
11.6.1 Bearing Stratum
Spread footings may be founded on undisturbed, dense inorganic glacial
roots and organic debris. Based on the explorations, the bearing depth
below existing site grades. Footings may also be founded on properly
11.6.2 Footing Depths and Widths
For frost protection and bearing considerations, the bottoms of all
18 inches below adjacent outside grades. Continuous wall and
least 18 and 24 inches wide respectively.
1 1.6.3 Allowable Bearing Pressures
Allowable soil bearing pressures for footings
soils are given in Table 8 for a minimum embedment of
footings located near permanent slopes if the
top of the slope is at least 3 times the width of
ral fill or dense native glacial till
values may also be used for
from the edge of the footing to the
till soils
n
5
free from
2 to 3 feet
fiil.
bear at least
should be at
Subgrade Soil
Undistu
Pressures (ksf)
Footing Width (feet)
234
Table 8-
granular
Fiil
These all pressures may be increased by 113 for transient wind or seismic loads.
Footing to occur predominately as the loads are applied. We estimate that
total not exceed about 1 inch. Differential settlements between adjacent footings
% inches.should
11
wind and seismic events may be resisted by friction along the base of foundation
by passive soil resistance against buried foundations and walls. Footings may be
using a coefficient of base friction of 0.40. The value has been reduced by a factor of 1.5 on
the ultimate soil strength. Allowable passive resistance may be computed using an equivalent fluid
density of 400 pounds per cubic foot (factor of safety of 2). These values assume a horizontal surface
beyond the footing or wall of at least two times the depth of embedment in the direction of wall
movement. Passive resistance should be ignored in the upper 12 inches if not covered by floor slabs
or pavements or ignored entirely if future development will result in removal of the soil providing
resistance.
SUBSURFACE GROUP, LLC
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Ihe Statesm an Corporation
November 21, 2008
Page 22 of 25
1 1.6.5 Subgrade Verification
All footing subgrades should consist of undisturbed, native soils or non-yielding compacted fill
materials. Footings should never be cast atop loose, soft, or frozen soil, slough, debris, uncontrolled
fill, or surfaces covered by standing water. We recommend that a Subsurface Group, LLC
representative observe all subgrades before placing concrete.
11.7 Slab-on-GradeFloors
1 1.7.1 Subgrade Preparation
Prior to placing the slab base material, soil subgrades should be proof rolled with a
capable of delivering a dynamic load of at least 25,000 lbs. Any localized zones of
pactor
disclosed during this proof-rolling operation should be over-excavated and
structuralfill.
e
11.7.2 Subgrade Modulus
We recommend designing the concrete slabs using a subgrade coefficient
(pci) for properly compacted structural fill. A subgrade coefficient of 80
placed on undisturbed native glacial till soil with less than one foot of
11.7.3 Sub-base and Vapor Banier
We recommend placing a 3-inch thick layer of curing sand
inch thick sub-base of select granular fill. Curing sand sl
weight passing the 3/8 inch sieve, and less than 5%
11.8 Foundation and Retaining Walls
11.8.1 Bacl<frll and Drainage
Foundation walls and retaining walls
per cubic inch
be used for slabs
specified in Section 11.2.3 or a geo-com
(retained soil side) of the wall. A
equivalent) should be placed at
gradational requirements
pipe should not exceed 1/oinch
surrounded by at least 6
Contractor should take
during construction
vapor barrier over a 6-
of sand with 85% to 100% by
200 sieve
with free-draining "select granular fill" as
material should be applied to the exterior
collection pipe (such as PVC or an approved
of all ndation walls in a blanket of drain gravel meeting the
The width of the openings (slots or round holes) in the
be placed with the perforations downward and
wrapped in non-woven filter fabric (see Table 10). The
drainage pipe from damage by equipment and from clogging
Table9-DrainGravel
U.S. Standard Sieve
Size
Percent Passing by
DryWelght
3/8 inch
/tinch
No.8
100
30-50
0-5
Collected water from the footing drains should be tight lined to the storm drain system. Roof drains
and downspouts should also be tight lined to the storm drain system but the tight line should be
separate from the footing drain system.
SUBSURFACE GROUP, LLC
!
fiil.
Ihe Stafesm an Corporation
November 21, 2008
Page 23 of 25
Care should be exercised when compacting backfill against retaining and foundation walls. To reduce
temporary construction loads on the walls, heavy equipment should not be used for placing and
compacting fill within a region as determined by a 0.5H:1V line drawn upward from the bottom of the
wall, or within 3 feet of the wall, whichever is greater. We recommend using hand-operated
compaction equipment within 5 feet of the wall.
Table 10 - Non-Woven Drainage Geotextile
Property Recommended Value
Minimum permeability
Percent open area
Porosity
0.01 cm/sec
Greater lhan 4o/o
Greater than 30o/o D
\,11.8.2 Lateral Earth Pressures
Unrestrained walls which are free to yield at least 0.1 percent may be designed for
an active earth pressure distribution equivalent to a fluid of 35 pcf. Restrained
foundation walls should be designed to resist an at-rest density of 50 pcf. These
pressures are based on a horizontal backfill surface and do not include hydrostatic
pressures. Surcharge loads, including construction and loads from stockpiled
material, should be added to these values.
multiplying the vertical surcharge load at a
values may be computed by
by 0.3 for yielding walls and by 0.4 for
restrained walls. These values also assume a backfill surface.
For permanent retaining walls resisting from seismic events, we recommend
adding dynamic lateral earth pressures to earth pressures given above, The dynamic
lateral earth pressure increment should be on an equivalent fluid density of 30 pcf with the
resultant force acting at a height H the base of the wall
11.8.3 Reslstrng Forces
The allowable coefficient passive resistance, and bearing pressure for retaining wall
footings may be taken given under the "Spread Footing Foundations" section of this
report provided the preparation is performed.
12. USE OF THIS REPORT
This for the exclusive use of the owner, architect, and engineer for specific
of the project at this site as it relates to the geotechnical aspects discussed
was in the design development stage at the time this report was prepared. We
consultation will be necessary as the project features reach final design level.
design is finalized, we recommend that Subsurface Group, LLC be given the opportunity to
portions of the specifications and drawings that relate to the geotechnical considerations
to see our recommendations have been interpreted and implemented as intended. ln particular,
the permanent soil nail wall design at the Maritime Village Center will require additional engineering
analyses of the structural engineer's preferred soil nail wall configuration.
Within the limitations of scope, schedule and budget, the analyses, conclusions, and
recommendations presented in this report were prepared in accordance with generally accepted
professional geotechnical engineering principles and practice in this area at the time this report was
prepared. We make no other warranty, either express or implied. Our opinions, including these
conclusions and recommendations, were based on our understanding of the project as described in
SUBSURFACE GROUP, LLC
Ihe Sfafesman Corporation
November 21, 2008
Page 24 of 25
this report and the site conditions as observed at the time of our explorations. Our report, conclusions
and interpretations should not be construed as a warranty of subsurface conditions included in this
report nor should this report be incorporated in the p@ect plans and specifications.
lf there is a substantial lapse of time between the submission of this report and the start of
construction at the site, or if conditions have changed due to natural causes or construction operations
at or adjacent to the site, or appear to be different from those described in our report, we recommend
that we review our report to determine the applicability of the conclusions and recommendations
considering the changed conditions and time lapse.
Additional guidance about this geotechnical report can be found in Attachment 1 to report,
" I m portant I nformation about Your Geotechnical Engineerin g Report. "
13. REFERENCES
ASTM. "Standard Test Method for lnfiltration Rate of Soils in Field Using Dou eter."
Birdseye R. U., 1976, "Geologic Map of east-centralJefferson County, W ashington
Division of Geology and Earth Resources Open File Report Map 1:24,000.
Craig Peck and Associates, 2008. Verbalcommunications.
Grimstad, P., Carson, R.J., 1981. "Geologyand of Eastem Jefferson
County, Washington Water Supply Bulletin No. 54 Department of
Ecology.
Hamilton, 1998. "Neotectonic and Glaciotectonic ic Harad to the Cushman
Project FERC No.462, Mason County,Prepared for Tacoma Public Utilities,
Light Division, December 1998.
Hamilton, 2006. "Review and update of geology information regarding Cushman Dam
No.2, for PFMA session,"12,2006, to Steve Fischer
Jefferson County Master Plan, 1
Lazarle, C.A., Elias, V.,, P.J., 2003. Geotechnical Engineering Circular No.
7, Soil NailWalls,"Administration, U.S. Department of Transportation, March
2003
McCreary, R.,"Soil Survey Jefferson County Area, Washington, U.S. Department
of
NAVFAC,1 ics Design Manual7.1." Department of the Navy, Naval Facilities
nd.
lnc. P.S., 2006. "Geotechnical Report, Pleasant Harbor Marina and Golf Resort,
County, Washington, for Statesman Corporation, July 21,2006
Sh H. 1995. "The rate and character of shoreline erosion in Puget Sound." ln
Puget Sound Research1995, Puget Sound Water Quality Authority, Olympia,
Washington.
State of Washington Department of Ecology, Coastal Zone Atlas, June 1979
Subsurface Group, LLC, 2006. "Soils and Geology," Pleasant Harbor Marina and Golf Resort ElS,
Jefferson County, Washington," July 21,2006.
-, 2006a. "Pleasant Harbor Marina and Golf Resort - Water Supply and Groundwater
lmpact Analysis," for Statesman Corporation, June 26,2006.
SUBSURFACE GROUP, LLC
Ihe Sfafesm an Corporation
November 21, 2008
Page 25 of 25
Tabor, R.W, and Cady, W.M., 1978. "Geologic Map of the Olympic Peninsula, Washington: U.S.
Geological Survey Miscellaneous lnvestigations Series Map l-994," 2 sheets, scale 1:125,000
Washington State Department of Ecology, 2005. "Stormwater Management in Western Washington,
Volume lll, Hydrologic Analysis and Flow Design/BMPs," February 2005, Publication No. 05-
10-31 .
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