HomeMy WebLinkAbout03330 - Technical Information Report - Geotechnical ,�2-�33�
Golder Associates Inc. �
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18300 NE Union Hill Road,Suite 200 � `
Redmond,WA 98052-3333 �� ��1(lei' �'
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REPORT TO
BARBEE MILL COMPANY
ON
GEOTECHNICAL FEASIBILITY
BARBEE MILL SITE DEVELOPMENT
Prepared for:
Barbee Mill Company
P.O.Box 359
� Renton,WA 98057 ,
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Submitted by: > ' .
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Golder Associates Inc. ��,����t`��^�y�.���
Seattle,Washington S r � .s
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J es G.Johns Charles W. Lockhart
Associate Engineering Geologist Principal
D�ELOPMENT PLqNNt�� :
C�7Y OF RENT4N
Apri14,2002 003-1228.000
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RECEIVED
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OFFICES ACROSS ASIA,AUSTRALASIA,EUROPE,NORTH AMERICA,SOUTH AMERICA �3 3 0
Apri14,2002 i 003-1228.000
TABLE OF CONTENTS Page No•
1. INTRODUCTION 1 I
11 Site Description 1 II
1.2 Project Description 1 ''
2. PREVIOUS INVESTIGATIONS 3
3. SITE GEOLOGY 4
3.1 Geologic Hazards 4
4. SUBSURFACE CONDITIONS 6
4.1 Soils 6
4.2 Groundwater 6
5. PRELIMINARY GEOTECHNICAL RECOMMENDATIONS 7
5.1 Preliminary Foundation Design 7
5.1.1 Building Foundation Support 7
5.1.2 Floor Slabs Support 8
5.2 Seismic Design 8
5.2.1 Liquefaction 8
5.2.2 Preliminary Seismic Design Criteria 8
5.3 Site Preparation 9
5.4 Erosion Control Measures 9
6. USE OF THIS REPORT 10
LIST OF FIGURES
Figure 1 Vicinity Map
Figure 2 Site Plan
APPENDIX
Appendix 1 Logs of Boreholes
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� Apri14,2002 1 003-1228
1. INTRODUCTION
Golder Associates Inc. (Golder)is pleased to present this report presenting feasibility-
level geotechnical engineering recommendations for the Barbee Mill property located at
4101 Lake Washington Boulevard in Renton,Washington.
Our scope of work included a review of the previous geotechnical investigations,
feasibility-level engineering analysis,and the preparation of a geotechnical report. The
report addresses the general guidelines required by the City of Renton for a geotechnical
report.
1.1 Site Descripdon I
The project site is located along the east shore of Lake Washington where May Creek II,
empties into the lake,as indicated on Figure 1. The site is just to the west of Exit 7 on �,
Highway 405 in Renton,Washington. The property is just under 23 acres in size and is
wedge shaped. A set of railroad tracks and Lake Washington Boulevard run along the
east property line,and vacant land borders the site to the north. The site topography .
slopes generally westward,from a high of about elevation 35 feet in the southeast to
about elevation 20 to 21 feet along the lakefront. May Creek flows through the southeast
portion of the site. Lake Washington is unmediately to the west of the site.
The property is currently occupied by the Barbee Mill,a sawmill that, until recendy,
provided specialty cut wood. The mill property contains a bridge across May Creek
along the main entrance road. There are about fifteen buildings on site and most of the
area around the buildings is covered with asphalt paving. Log containment booms are
located offshore. The mill is currently idle.
1.2 Project Description
The proposed development concepts for the Barbee Mill site are shown on the Site Plan,
Figure 2,provided by Otak Inc. The site plan shows residential lots situated on both
sides of May Creek On the north side of May Creek the site plan shows residential lots
for townhomes or attached dwellings situated around a looped access road. The south
end of the loop road contains a short cul-de-sac. The site access to this portion of the site
will be from the northeast corner off Lake Washington Boulevard. The portion of the
development south of May Creek is much smaller and consists of a single row of lots
with an access road off Lake Washington Boulevard near the center of the row of lots.
The residential structures are expected to have lightly loaded foundations and we
understand that no below-grade construction is currently planned.
Roadways will be constructed to access the buildings and parking areas, and landscaping
will be introduced to complement the site development.
Relatively minor site grading will be required to accommodate the site development
north of May Creek. Generally,cuts and fills are expected to be less than five (5) feet in
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Apri14,2002 2 003-1228.000
thickness. South of the creek, the grading will be more extensive,requiring thicker cuts
and fills to level two localized ridges. There will be a retaining wall on the west side of
the some of the lots. The height of the wall was not shown. ,,
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April 4, 2002 3 003-1228.000
2. PREVIOUS INVESTIGATIONS
Golder submitted a previous geotechnical feasibility report on this site dated August 9,
2000. This report contains revisions to the earlier report to reflect the new site plan and
additional comments on geologic hazards. In preparing this and our earlier report, we
were provided with portions of a previous geotechnical report for the site vicinity
prepared by Shannon and Wilson,Inc.,dated February 1997,and boring logs from an
environmental investigation carried out by Hart-Crowser,Inc. dated 9/98. A set of
preliminary civil drawings of the proposed project development,prepared by Triad
Associates,was also provided to assist in our understanding of the project development
concepts.
The most pertinent geotechnical data were the geotechnical borehole logs of two borings
drilled on the Barbee site to a depth of 111 feet below ground surface and included in the
Shannon and Wilson report. In addition,the text of their report referenced conditions
on the adjacent properties to the north. The five(5) Hart-Crowser borings were shallow,
ranging from a depth of about 9 to 21 feet.
The locations of the borings drilled by the Shannon and Wilson and Hart Crowser are
indicated on Figure 2 of this report Copies of the logs of the borings are included in
Appendix 1 of this report. I
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Apri14,2002 4 003-1228.000
3. SITE GEOLOGY
The Barbee site is located geologically in what is referred to as the Puget Sound lowland,
which is a north-trending structural and topographic trough that extends from British '
Columbia to central western Washington. In general,the soil materials in this geologic
feature are predominantly glacial materials deposited during several intercontinental '�
glaciations in the region. Other significant geologic features in the near vicinity of the
Barbee site, as reported in the Shannon and Wilson report,include the Mercer Island
sunken forest and a splay of the Seattle Fault. The sunken forest is a large intact block of
soil that reportedly slid from the upland of Mercer Island about 1,100 years ago during a
strong earthquake. T'he mapped outline of this submerged soil mass extends about 1/4 to
1/z of the distance across Lake Washington between Mercer Island and the May Creek
delta.
The report also indicates that a southern splay of the Seattle Fault crosses in an east-
northeast orientation less than a mile to the north of the center of the Barbee site.
However,the report indicates that the closest formation that is cut by this fault is a
tertiary rock outcrop of the Tukwila Formation,about three miles to the northeast, and
that no Pleistocene or Holocene beds are known to be interrupted by this fault.
Specific to the vicinity of the Barbee Mill site,the May Creek delta is the source of
significant post-glacial sediment deposition. The creek is currently located on the south
side of the delta,but has likely meandered across the breadth of the delta in the geologic
past,depositing much of the near-surface soil materials,which currently underlie the
site.
3.1 Geologic Hazards
The City of Renton requirements for geotechnical reporting,presented Table 18 of
Renton Municipal Code RMC 4-8-120,require that geologic hazards regulated by the
critical areas regulations be addressed in the geotechnical report if the site contains a
geologic hazard. Geologic hazards associated with the site are limited to seismic
liquefaction potential because of the topography and soils present on the site. The site is
relatively flat and level except along the southeastern edge of the property adjacent to
Lake Washington Boulevard. Low slopes are located in this area of the site with vertical
relief of less than 15 feet and slope angles of less than 10°. The geologic hazards that are
required to be addressed in RMC 48-120 include:
• Steep Slopes (40% or greater)—We did not observe any steep slopes on the
Barbee site;
• Landslide Hazards;We did not observe any steep slopes or landslide hazards on
the Barbee Mill site;
• Coal Mine Hazards—We did not find any reported coal mines, sink holes,surface
depressions,mine shafts,mine entries or coal mine �vaste dumps on the site;
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potentially susceptible to liquefaction during an earthquake. Mitigation I
measures for liquefaction are discussed in Section 5.2.2 of this report,and ,
• Erosion Potential—We did not observe any steep slopes or soil exposures ��
susceptible to high erosion present on the site in its current state. Howevei-, �ite I�
soils may be susceptible to erosion during construction. Mitigation measures for I
erosion control are discussed in Section 5.4 below. �'
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Apri14,2002 6 003-1228.000
4. SUBSURFACE CONDITIONS
Subsurface conditions underlying the Barbee site have been inferred from two (2}
borings put down on the site by Shannon and Wilson,and five (5) borings put down by
Hart-Crowser. The locations of these borings are presented on Figure 2. Copies of the
boring logs are presented in Appendix 1 of this report.
4.1 Soils
Subsurface conditions underlying the site are generally uniform,and consist of surficial I'I
fill materials of up to about 15 feet in thickness,overlying a natural depositional ',
sequence of delta and/or lacustrine sediments,which are in turn underlain by glacially �
deposited materials. In general,the natural delta and/or lacustrine sediments underlying �
the fill include soft organic silts and silty clays,which are interbedded with very loose,
silty fine to medium sands. These sediments overlie more granular alluvial deposits 'i
which consist of layers and/or lenses of loose to medium dense gravelly,fine to coarse I
sands,and occasional silts,which are likely discontinuous and characteristic of this type
of depositional environment. Localized areas of soft sediments may be present within I,
the alluvium. These alluvial sediments extend to depths of up to at least about 60 feet I
based on the boring logs. I
The alluvial soils in tum overlie glacial sediments consisting of outwash deposits or I''
glacial till. At the Barbee site,there is an apparent layer of ablation till,which has similar
grain size characteristics to lodgment till but has not been overridden by glacial ice, and
therefore is not as dense. This ablation till layer ranges from 3 to 12 feet thick and is
medium dense to very dense. Very dense lodgment till underlies the ablation till.
The boring logs indicate that rock was not encountered in the two deep borings put
down at the Barbee site.
4.2 Groundwater
The surficial groundwater level at the site is most likely controlled by the water surface
elevations in Lake Washington and May Creek,which runs along the southern portion
of the project site. As such,we would assume that the groundwater surface throughout
much of the site area would be at approximately elevation 20 feet or so (depths on the
order of 3 to 5 feet below the existing ground surface).
The two deep borings advanced on the Barbee property encountered artesian
groundwater conditions at a depth of appro�cimately 110 feet below the ground surface.
Groundwater recharge for this deep aquifer system is expected to originate largely upon
the recessional outwash capped Kennydale hill and within the May Creek Valley
sediments.
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Apri14,20Q2 7 003-1228.000
5. PRELIMINARY GEOTECHNICAL RECOMMENDATIONS
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Seismic liquefaction and the presence ot undocuinented tiii�vili neeci to �e consi�iere�l �.
the foundation design of the buildings. Although a liquefaction analysis has not been
completed for this site,the soil and groundwater conditions recorded in the boring� 1��,
others indicate a high likelihood of liquefaction during a strong seismic event (Sectic�r�
5.2.1). Several design approaches can be considered to reduce the potential damage ::� ,n
liquefaction. The relative merits of each design approach�ti�ill depend on the relati��e co�t
and level of protection offered.
Foundation support alternatives in liquefaction risk areas include piles,and ground
improvement such as stone columns,deep dynamic compaction and others.
Alternatively,it may be decided,based on the analysis to be completed, that the risk of
liquefaction is relatively low,and the risk of damage will be accepted and no ground
improvement will be done.
Deep foundations (piles,drilled piers,caissons) can be designed to mitigate potential
settlement in fill areas and fully support foundations during liquefaction. If deep
foundations are used we recommend that they be founded in the medium dense to very
dense glacial soils that underlie the project site. Foundation types could consist of drilled
caissons,open-end or closed-end driven or vibrated steel pipe piles,concrete or timber
displacement piles,or auger-cast piles. The actual type of deep foundation,including
material,length and installation methods will be based on the structural requirements
for the buildings, and an economic analysis of the most cost-effective foundation support
systems.
Downdrag forces will need to be included in the design of deep foundation. Placement
of fill adjacent to the structures could consolidate the underlying compressible
sediments,which,in turn,will result in downdrag forces. In addition,potential
liquefaction of these soils,as discussed in section 5.2 of this report,could result in
settlements and downdrag forces as well. Additional geotechnical engineering studies
will be required in order to provide a better evaluation of the amount of doti�ndrag force
that will act on the deep foundations.
Deep dynamic compaction and stone columns are a form of ground improveinent that
would be intended to improve the subgrade to allow the use of spread footings for the
buildings. These methods could be evaluated with further analysis and assessment of
the liquefaction risk.
If the presence of contaminated sediments and groundwater is encountered on the site,
special installation techniques may be required for the deep foundation system in order
to minimize contaminant migration across the geologic strata during or after installation.
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Apri14,2002 8 OU�-l�'?B.L��?U
As an example,techniques could include the use double casing through zones of
contaminated soils or groundwater,or vibration installation techniques. This factor�vill
also play a role in the selection of the appropriate foundation system for final design oi
the project.
5.1.2 Floor Slabs Support
Floors for buildings can consist of structural floors supported by the foundation system
selected,or slab-on-grade floors supported on compacted fill. This recommendation is
provided because the underlying sediments at the site are susceptible to differential
settlements due to loading and liquefaction potential. Framed floors with crawl spaces
are also acceptable provided adequate ventilation is provided.
5.2 Seismic Design �
5.2.1 Liquefaction
The fills and alluvial soils that underlie the site to depths of up to about 60 feet are very
loose to medium dense,and potentially susceptible to liquefaction during an earthquake.
Liquefaction of these soils would result in a loss of shear strength of the soil or the
capacity of these soils to adequately support structures supported on shallow
foundations. Additionally,the potential development of liquefaction within these soils
could result in vertical settlements,and/or lateral spreading of these soils near the
shoreline area.
The effects of liquefaction on the performance of the building structures can be mitigated
by the use of a deep foundation system,which would transfer the building loads to the
dense glacial soils beneath the potentially liquefiable alluvial deposits. The foundation
system would be designed to withstand the design earthquake and the effects of
liquefaction. Alternatively, ground improvement measures such as stone columns or
deep dynamic compaction may be suitable to reduce the liquefaction potential. Site
improvements,such as containment walls,may be needed along the shoreline area to
mitigate the hazard for lateral spreading. Without such mitigation measures, structures
located along the shoreline may experience potentially damaging lateral deformations as
a result of liquefaction due to earthquake loading.
As discussed in Section 5.1.1 of this report analysis of the potential for lateral spreading
will depend on the subsurface topography along the lakeshore,and the structural details
of the shoreline development. These analyses can be carried out in subsequent phases of
the project.
5.2.2 Preliminary Seismic Design Criteria
The site would fall within Zone 3{seismic zone factor z =0.30g)based on the Uniform
Building Code (UBC, 1997). Furthermore,based on the soils data on the borehole logs,
�ve would classify the soil profile as SF,requiring a specific investigation and analysis in
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Apri14,2002 9 003-1228.000
order to ascertain the ground response to earthquake events. This can be analyzed in
subsequent phases of the work.
5.3 Site Preparation
It is our understanding that site fills on the order of 5 feet or less will be constructed to
accommodate the site grading requirements. It is unlikely that this level of filling will
cause significant settlements. However,as previously discussed, settlements could be
induced as a result of soil liquefaction due to earthquake shaking. Therefore,we would
recommend that precautions be taken to minimize the potential impacts of these ground
settlements, such as an increased pavement section for roadways and parking areas,and
the use of flexible utility connections.
5.4 Erosion Control Measures
Erosion control for the site should include the best management practices (BMP's)
incorporated in the civil design drawings and may incorporate the following
recommendations:
• Complete the primary grading during the dry summer months;
• Route surface water through temporary drainage channels around and away ,
from exposed slopes and surface soils,
• Use silt fences, straw,berms,and temporary sedimentation ponds to collect and
hold eroded material on the site;
• Seeding or planting vegetaiion on exposed areas where work is completed and
no buildings or pavements are proposed,and
• Retaining existing vegetation to the greatest possible extent.
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Apri14,2002 10 003-1228.000
6. USE OF THIS REPORT
This geotechnical study has been prepared exclusively for the use of the Barbee Mill I
Company and their consultants for specific application to the Barbee Mill site I,
development. No warranty,expressed or implied,is made.
Our work did not include any subsurface investigations. Our ti�ork�vas based solely on 'I
data describing the site conditions that were carried out by others. We have relied on
that information in the preparation of this report. Once the site development concepts
are finalized,additional geotechnical investigations will need to be undertaken to
determine the specific geotechnical conditions and provide final geotechnical design
recommendations for the site development.
In addition,our scope of work did not include any environmental screening or
assessments. This work will be carried out by others.
Golder Associates
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OHCMW-04 NUMBER AND APPROXIMATE �
LOCATION OF BORINGS PERFORMED �
BY HART-CROWSER,9198
SWB-7 NUMBER AND APPROXIMATE 0 200 400 FIGURE �
� LOCATION OF BORINGS PERFORMED
BY SHANNON 8 WILSON,3/97 REFERENCE: BASE DRAW/NG PROVIDED BY SITE PLAN
OTAK,INC., UNDATED,RECEIVED 4-3-02 FEET
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AEPENDIX 1
LOGS OF BOREHOLES
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JUL-31-2000 15�07 CENTURYPACIFIC 206 689 7210 P.09i30
M�szauo zn�
MATERIAL�ESCRIF'Y'lON � o � � i Standard Penetretlon Reslstnnce
.� � � • (14p la. waipht, 30' drop)
�, > n �3 a � Blows per foot
Suttace Ele�ration:Approx. 25 Feet o N � � 0 4 6
Asphak end base. �� • , . • • , , ; ;
Gray SAND; moist;SP. Z-6 �_ :+ . � ' . . . . : .
l.00se.�taY,fine to medlum sendy a.o q 5 . . . . . .
GRAVEL; makt;uace of wood treements; 2� ; ;
(Flllf GW. �fl �a • . . : .
1..4�se ra 911ty,fine SANO; wet at 5 � '_ '� ' -
,� Y. . � � 10 '
fee� (F1171 SM. �I : _ _ :
Stratified,loose, araY,fine tc rnedium � ? :�� � �
SAND and very soft, brown, slightly sandy �a.s sI o =� :
SRT and siSty fine S/NfD; wet; (Flne = �5 � � _
Alludlurr�J SP/ML ° - - -
Vety loose to 14ose, pray, sitphtly clayey. �Z ;� ; .
erpar�ic silty,fine SAND and fine sandy 20A ZO • � '
SILT;wet;lenses of coarse sand and *I � - - -
clayey siK;vace of orpanics; (Ftne :� : - -
IlwitsmlDepression Ftllinp) SM/ML °� . . � . , . : :
Madium dense to de�se, gray,uace silt to �o= 25 �
sitty. sandy GRAVEi-, locally pravelly sa�d: - - • ' . . . � . . � . . . . . �
wet; (Coa�se Allwium�GM-GW. , . . ; : : : : :
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aa.o "I . . . : ; ; ; :
. Very dense ta medium dense, 9ray,clean � F 35 , . , �
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to sllty, tine to coatse 5AND pr�dinp to • : ! . . ; '
s1lDhtty siliy to silty, sandy GRAVEL; wet; - � � • • • �
{Med�um to Coarse AlIuvium} I '6I ' � ' , , � ' ; ; � ; :
SP-SM/GP GM. i �e= � . . . . . . . . . . . . . . '
42.0 � . . . .
Medium dense, pray, slightly sitty, sandy . � +�'r ' ' ' " - . . .
GRAVEL, gradinp to pray, sitty, sandy — � � � � � � - � • • � � . . �
GRAVEL;wet; layers of pray,fine to ` �a= 45 . : : :
medium sand; (Medium io Coarse • � • • � , - �
Alluvlurril GP-GM. � �e� . . . . - • - • . . . ; ;
• � m= 50 • . .�. . . . . _ : : . .
ss.o •: : . : .
Loose,brown,fine to medlum SAND, ' � � � . . . . � � : :
trace of flravef, p�adlnp to s7ty SAND; wet ' i � � � � � � � � � � � � : �
to moist;letlses of gray, Slightfy dayey silt 68.0 t 2ti� 55 ;:: : :
and pray, slisht(y clayey, sandy silt; . . . . . : : • . . . . :
(Medium Allwiurrtj SP-SM/Ml. �� ' ' • • • • • • ' � � ' � �
LfGENb ' 0 20 40 60
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Z 2'O.D.SpGt Spoon Sampls � 'Annular Ssalant Pl���� �'f'� VQuid Limit
� 3"O.G.Shel6y Tube Sempk �3�] piezomater Screen Notursl Watar Content
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--- 1.The svatiRcation Nnes rowesent she epprax:nacs bound.rios betwean
�oe tyoes,end me tren�It�o�m.Y b.o..dwt. LOG OF BORING SWB-7
2.Ths dreuasion in th.ca�a ai thio rbport(�neomary for�prapar �
ur�d•essandinp of the n�ure of wb.urfeea metarl�t�. ' Decembe� 1996 W 7443-03
3.Weter lavel,it FndtuRed ebove.u for tho d�ta�poafied�nd rnsy vary.
s.AetK w�c�r r«�t,�,.t;��t•sy�ot.•a�,a ae�aa«,.. • SHAFINON&WILSON,wc. FlG. A-7
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JUL-31-2000 15�07 CENTURYPACIFIC 266 689 7210 P.10i30 I
MA7ERfA�DESCRIPTION � o s � u 5tandard Penettation Resistance
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Surface �levation: Apgrox. 2 5 Fest p • qp g ,
Gray, sliphtly cleysy,sandy SfLT; wet; eoA sa • �•
Ilacustrine DeDosk) M1-• :�':
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Medfum dense to dense,�ray, alightly s�'Ity • • : : � ' :
to sitty,ttne to coarae SAND,Vace of ' � 24= � 6S . . , , . . . . . ; So/4'
prav�: molst: (AblatIon'1711) SP-SM. � t . . . . • • . :
. �
Vsry dense, sllphtly silty, CoBrse SAND, ee'° . = = :
trace vt g�vel;wet; �T'�1) SP-SM. � �� ?0 • - - �014"
Very dense, aifty,fina SAN�,trocc of � r • • - - • • • • • : :
t
pravet; moist; increastn� gravel at 85 feet; � ' ' • �
(T�71� SP�SM. , r . . - � : : :
� �= 75 . . . . . . . . �"�
t • .
:�t - : : : ; ;
• � �_ � � :�o�•:
t . . _ .
� . . - - - =
� � . : • • :
•.� . . . _ . . . _ . . . . .
• t so= 85 . � ���-
'� . .
ae,o •{ . . . . . . . . . _ : : :
Hard, �ray, silty CLAY; molst; locally � ' '
laminated (Glaclolacust�ina beposh)1 �I � � � � . : . . : ��:$
CL-CI-i. . . . . . . . . . : ; � : :
_ 95 • • - . . . . . .
�� 100 . . : . ' ' ' : : bD16�•
108.0 '�0� : . . . . . . . . .
Very dense, silty, sandy GRAVEl.prBdinQ � M . : �
to sl►ghtly silty, sandy GRAVEL; w8t; • . �
fractu�ad rock at 110.5 feet; wood at 111 � � � �
feet;artesian condttions at 110 leet; �t�.o a�= 110 . • • • : • • • :
(Ice-Contact Dapositl GP•GM. - ; ; � �
� BOTTOM O�BORING '�5 - = � : ; :
COMPLETED l 1/20/96 • � • �
LEGENn 0 20 40 60
� °�G Water Content
• 5ample IYot Recoverad � Surfece Seal Pleetic 4mit �—�---� �iquid Limit
� 2'O.D.SpQt Spoon Sampl� � Annuler Seelant
]L 8"O.D.Shel6y 7ube$�mp� � p������ Heturel Wntor Content
� GrouE
� W�tu Lwel
JAG Development
Renton,Washin�ton
NOTES
1.The etra�ificetion Gnea nQnaent the epproocimate heundarla�hatw�en ���p
sai typae,and tho tre�sRion mey bs p�yv, , LOG O��BORING S YY P-7
2 71+a cGranswa in the taxt e!th's repoet i�neeeraery Tor�proper
underst�nd'mo of tha natun oi�ubttxf�e�matsei�ls. ' W-7443-03
a:w��b�a,rf�,��ea.�,,..��o��a.�e��prba�a m.,,��, December 7 996 . ..
a.aor.��K�r s��,w„t;o„or-s�-�d,r,,,;�,�,;, SHANNON&WILSON, iNc. FIG. A-7
6.USC lettw rymhol besed on vtsual d�sit'icedon. c�oe.otwbr.�,e�.�.red cx�ue.nr. 3heet 2 of 2
JUL-31-2000 15�67 CENTURYPACIFIC 206 689 7210 P.11i30
MA7��l1AL DESCRIPTION � o o � u Star�dard Penetration Resistance
t a � � t� (140 Ib. wei�ht,30' d�Op)
o � :� �3 0 � etows per toot
Surface �1evatian: Approx. 22 Feet p o 2
Asphalt and base. �•z • • • • .
Dark brawn SAND; molst; SP. �.o ' � ; � ; � =
Gray SANb end GRAVEL; moist; SP1GP. 2.0 � t b . . . . . . . - . . . .
Very loose to loose,pray, sliphtly s(Ity, • t sT , .
pravclly SAND: moist; wet at$f@et: • j Q . . . : . . . . . .
scatte�ed wood pleces; o�Qanlos so�s and : � s� � � � �
s11t chunks; locaisy vace o�c�ay; lFllt} ��.o ' i �_ � 10 � e�
SF-SMIGP. - A ' '
lnterbedded, laose to medium danse, pray, s= � '�' � .
n
fine to modium S/WD and brov�m,sli�htly •E 15 � � ' ' ' � � ' " " " �
sandy. peaty. orpanic SILT; wet; lenses of sI n :.: :
wood flbers end peat; gravels note0 st s= ��= • , .
17.5 feet; IMedium Allwium/Depresslon 2Q , • � �
Fdlinp) SP/OH. 'I . . . . . . . • : . . .
2�.a e= . . . . . . . . . . :1&:s;7
loose, pray,�ilty, fine to medium SAND; .i - � � • : :
wet; o�ge�ic lenses and partinps; (Medium ',i �o= 25 ,
Alluvluml SP-SM/M!. 27,p � � � � , •
� �t� � � :
Dense, grey, sandy,•fine GRAVEL; wet; • .
anpula�to subrpunded; (Coerse Alluviut�t) 28.Q ' �
GYV. at.o iz� 30 . . . : : .
Medium dense, ��ay, sl(phtly gravelly, �3= '�' , . � ; ; :
sf8htly clayey, sifty SAND; wet; orpanics; ss.o ' ' : : : :
(Flne Altwiuml 5M. • � �4z 35 , , , :
Medium dense, pray, fine to medlum 0• � �� � - ' =
,6S
SAND, trace ot pravel; wet; (Medium •
Iluvlum) SP. o� �eI 40 � ;
Medium dens9 to dense, pray, sandy, fine � �
tv coarse GRAVEI, local trace of;siit; 43.0 ��Z . . . . ,
wet; vt�ud bubbling at 37 feet; (Coarse �'� �e� 45 ' � ' � , , ; : '
�r.
weuml GW. ' � . . � � :
Stitf, brown, sliphtly clayay SILT; wet; ' ' ' ' ' ' ' ' � ' ' ' � � .
tLacustrtne Deposit} ML. �,= 5D �---�: : . � . .
Very dense to medium dense, pray, . . . . . . . . : . . : . : : : : :
sGphtly clayey,Vace to pravelly,silty , , • � �
SAN�; moist; tico-Contact - � . • - � • • � � � � � = �
OeAositslAhtation Tili) SM. 68A 1O� �5 . . . . . . . . . . . . . . . . :
Dense to very dense, qray, sliphtly silty to j . . . . . • : . � :
s�1tY,fine to mediurr� SAND;.wet;�ravell � � • • �
•' CONTNRfED NEXT PIlOE y 1 . . . . . . . : : . I
LEGEIJD ' 0 ' 20 40 60
, . .
• 96 Water Conter�t
� sempfe Not Fiecoyand C� surtaoe•See� p����� �� �,puid Umit
S 2'O.D.Sptit 5poo�Semple � Anrwlar.Sealant �lawral Water Contant
� S'O.C.Shelby 7ube Sempk C� P'ietoritoter Saaen
� � Grait�
. . - � � Wntm Level �
�
. � ' JAG Oevetopmer+t
Re�ton,Washinptor�
NOTES �
����ro.�•�+a����:r�c�+•�i. ��°`�"y'°" LOG OF BQRING SWBrI O
2.7'he dBaeelo�i�t q�e teXt Of th(s roD�N IIOCe��ary for a propr
' �+�,ao�,.t.�,�,9 ot��►u�..er.�.�.t.�.�„ec.�;r.. December 1996 W 7443-03
�.wne�ia�er,�i�,a��aaa�.,'s for ths date apeclfid ind m�y vrry.
; 4.Refarto KEY tor explanaeion o('Synbok'and detEnidon�. SHANNON ac WtLSON,WC. F�G. A-9
5.USC Isuar rym6o1 based on vkua!dee�ifieabon. • c��.��.roro,.nw c«,�,K.na
Shset 1 of 2
;
... ::::. ::::::: ': .: :::::::'�":::::: _::::;: '�'::::: ': ': ::::::: ::; :::: :::;:: .:::::: �
.M. :i:
m .... ..••-.. . ... .........r....... ......_ m...._. .. ....... ....... ..... .. ....._. _ C9 N
mG1 ....... ...... ... ........p�...... ....... ....... ._.. ....... ....... ....... ..�.... � Q �1 .r
N � � ......� ...�..� ..�.�. ....... ��..... ....... ....... ....... -...... ..�.... ...�... ....... ; � � ��
m'� � ... ....... ....... ....... ....... ,... ...,.._ _......_ _..,.... � Q m rl f� � p
� �o f ::::::: ::::::: .:::::: ::::... ...._.. ......, _...... .....,. _....-- -�--�-- --..... ...._._ g � �c c 3 3 u.ai
cv� � ....... ....... ....... ....... ....... ....... ....... ....... ......_ ....... ....... ....... v � � c
m o��a o� ::::::: ::::::. ::::::: ::::::: :'::::: ::::::: :'::::' ':::::: ::::::: ::':::: ::::::: ::::::' � o E � N
cv ....... ....... ....... ....... . � � � a.c C7
r �� o ....... ....... ....... ....... ....... ....... ....... ...... t.:::::: :::'::: :::;':: ::::::: 3 3 m a z i
� ��� ....... ....... ....... ....... •••.... ....... ....... ....... ....... ....... ...._.. . .,... N � y�: 0 � � ZO.�
m �'� :....:: ....:.. :::.:.. ...:::. :::.:.. ...::._ ::.:... ._..._: ��:::: ::::::. ::::::: ..::.:: • =z U' ~ � �A �
N 4� ::::::: ::::::: ::::::: ::::::: ::::::: ::::::: ':::::: ::...:: ::::::: ::::::: ::::::: ::::::: " ' � p c°�i 3�
N ::::::: ::::::: ::::::: ::::::: ::::::: ::::::: ::::::: ::::::: ::::::: ::::::: ::::::: :::;::: � (� � Z`�
. � .......: :.......: :........ ........: :........�.......O........ :...._..: ....�...:�.......Q.......�....... 0 O � Z�
» �lldo0 m � ' � 0�0 0� o� a O O r- �- �
.- � �- r- o
' O N
J�3aM
puno�g _
��dWes H„ Hp H H f—i
•• � �i����� s�.� ��. �.ti� N N _��rr..����ti.�_�����tir �/ a � o �
I�1�$ ' •a � � � � � �
,� , ��a. .Q N. .- � � � 5 ■ �
� u �
.
.n W ' � �
�
�
0
U ... �
� . 't = � �O 1= �
� � � � 3 � �'� '$ o
� � � � � � � � "g
} h � � m a� 3 ���� �' ��� e� 9 � �
� G C � v � � �v a � od
i- 2 p W '1 v'�i . +,�+ " 0 0 U' � Z LLJ a �� '`d ��
�,.� n LL � W
V s` N (A O J m � C � Z � ` s O � �
�/1 7
[L cr ,�„y , ��� ..�C-,. � � � . aC ` � a a Z a��o �o o �
V X n o. � p "' ,;,� '2° c? a0o ^ �E � �$� �C� � � a
� pnN � y ..: � E:� 8� � �
u� a �o,,c o � ww m � p8 o c � � '� �
O � H C W+�' �, o '�- w > S F '�� q� � �
„� a a � 4= ,r- � Z3 � 1� '►' � «w�
Q � � ` O "' � ��i- O � � N �' a� ��5 � ° o.g
� � p � a .��•. q� .y m �.,,.- � � Q a8 � •�°� 60 : ga
N F' �' 'm � v Y.�"' . ::� �' p� z v� i�l �' • �`� � �
`� b 'CD ;0 m�,0 t0 a..� > W m U .Q.G D �� > �
.
m � q ro o � �n . Q � = Sg
�. � �u o ,� � � Co Q E a o � � G G � 'v� 4 � �
ml V �' C7 � C`� i� aip��� • NN �'�l �i �� 3 � a
m� N d '� 'o
N� � �o +' o� � � � � co ' Ha � ev os v ui
`�i fA � v�. � al �i � N Q c�Vl �
M� •
J°
� ,
ti
JUL-31-2000 15�06 CENTURYPACIFIC 206 689 7210 P.07i30
Shannon�WAson.Inc.(S&YI�,uses a soil GRAIN:SlZE DEFlNITlONS
classif,cation system modified from the . .' . . .... :, .Z;.:;X,., . . ..:. .
Unifled Soil ClasSification(USC)System. , DESCHIP'i10N;:� :-. . .s�v�s��
Elements of the USC ac�d other definitions � �� ���dr���
ere provlded ai ihls and ihe toilowing page.
Soit descriptions are based on visual- S�to-
manuat proceduras(ASTM D 2488-93) •F� •N200-�r40(0.4 mm)
unless otherwise nated. •M� •�-�10(2 mm)
-Coarse -M10-N4(5 mmI
S&W CLASSIFICA'110N G���
OF SOIL CONS7'ITl7ENTS � •� •�4-3/41�h
•coarse •3/a-a�n�e�
• t�JOR�anspbUa�s cnmpose more ihan 50
pe�ent.ty wetght�of the soi4 M�jor �B� 3-121ncNes
oa�sU'tuer�ts are capitaraed{SAND). SOtJE.DERS >12 Inches I,
` ir�nor consUtueNs corr�pose 12 to 50 percent `U�ess dherwlse noted,Sand a�d graYel,wf�en�esent� !
vt the soe and preCe4e tba major c�nst�ueMs ranQe from nne to coarse In Qraln slze. i
(silty SAND� MinOr ConStiW@n!S preC@d9d by • ,
'snghlty�composa 5 to 12 perCent of the soU '
��r9ntiy sn�y sawo�. '
RELAI7Y�DF.NS[YY/COt�SISTENCY
• 7raee cons�tua�cempose 0 to 5 par�nt of . . .
the SOi1(6lighUy SQry SAND.lfBCe Of grSYel�. cvARSE-0HAIHED SOILB� �.;� �FlHE�iRA1NE[vcOfiESNE SOItB
N,SPT, RELATIVE N,SPT, RELATIVE
- MOISTURE CONTENT DEF1NR10NS $�owsr�. oavsrrY a�ows�. CONSISTENCY
o-4 Very bose � Very soh
4-10 l.00se 2-4 Sott
Dry Absence af moiSdJre,dusiy,dry to 4-8 Medfum stift
the lotx� 10-30 Medlum der�e
gp-Sp pertse e•t5 SUtf
Moist Darr�but no vWble waler Over 50 Very dense 15-30 Very s6ff
Over 3Q Hatd
Wei Vistble tree water,irom below water .
table
ABBREYlAT10NS WELL AND OTH�R SYMB�L.S
ATR At'1'�r+e ot DrdlU�
Etev. ETevaGon , , ���0�� - �Pfw�t or PVC Cap
R teet � Bentonile Grout � Cobhles
liSA Hollow Slem Auder
• ID Inslde Dlamatet � �n�0^�s SQ� � �11
�a� 1cr.hes �//�� Slough g�Q Ash
!�s �
Mon. Monunen!cover � S�iCa Sand � Bedrook
iV 8tows(or last two 6-Inch tncreme�tls �
NA tsot Appllcabl8 or ldal Availabte �, s z'I.D.PVC SCreen
� (Q.010-InCh SIOtj
OD Outside Diemater
OVA Orgar�lc Vapor Mslyzer
MD Photofvnlrador�Delector .
DPm Parts per mi�lon � JAG Developmer�t
Pvc pory�nyi cn�o�ae . Rent�n,Washington
ss sprtspoonsamaar . SOIL CLASSIFIGATION
sPT s�andard Penetratlonlresc AND LOG KEY
USC Unifed 5a7 ClassificaGon
Wu Water Level In�Icelor February 1997 W-7443-04
SHANNON�WlLSON�INC. FIG. A-'�
ceo�auiwa�a Ernrroror�n�l conataat�b Sheet� or z
JUL-31-2000 15�06 CENTURYPACIFIC 206 689 7210 P.08i30
� ' ;, ' � UNIFlED SOIL'CLASSIFICA770N SYST�A� .. ' . .
� . . . '(Frort AST1d�D 248&93�&2487-93), ���'. . :,.,��;s�
MA,IOR pNI.SIONS r'��P�� 7YPiCAL DESCRIPTION
q�� OW o � Watl-0caaea Ciravels,QrawlSana
� MbC�ass.llft�cr Na Finw
��� ��� � � � � Pootl�Ondsd ciravel�c�rsve►-Sand
ofooars� �Wures.Lkda or No F3nas
fradbn rotela�d Q�
coatso-0rsined on ivo.4 slrw) pnAs "Aq'O �Y vrawis.c3nvo�.sonas�e II�Aures
Sous(mae tl,�u+ l^�
50%reWAed on tAaR 12%fklosJ � �Ckavels,oraval-Sand�CfeN
No.200 efsve)
:•: w.Fonaod sands,arave�y ssnda,
CJaan S6�e�dam � •::. Lqpe or No Rnq
(5�Y1� �� SP , Pootly Omded Sand,�rarepy 5ends,
��� l.4tte or No Rnes
jC1so Dual bs�mDols qsdlc�►
�e.G GF�O Naa s sl� Fln�rr� SM �Y�g.SasM-SAt Mbdtx�s
rha„!2x a„ss) sc clayoy sanaa,Sana.c�ay Mbauos
' tnorgartiC 6iRs o!Lnw to Medlum .
ML PI�slkky,Rock Flatr,ot dayay Spls
31hs u►Q Qays ltatpanic wRh SIIptR PlasticRy
���q� Inoipanb qays o!tow In AAectium
. less 8+sn 50) � g�ys,lran�ya����Y�Ys•
pne-are�ed sa�e orqano a _ ���ro�s�ny c�.ys o�
(5ox or�re �
NAo.�2o0 slora) CH Pla�icty,S�dy Fa!day�,Grevaly Fot
�Y
Shts anC Clnyc Inorgen(c tnorflanic SUta,Mlcaceous or
(Jlqufd 1lrNNt MH DWomacaous Rna Sa�ds or Sply Sdk,
' S0 orma�) ��
� �/� Orpar�Eo Ctays of Medkan to Fifgh
� �% P�IcRY,Or9ank SINi
�wY�'B� P�msrify apu�ic mnkac,dark M Peat,HunWe.SYvemP Sotls wIN t�ph
SaIEs cobr,and aga�k oQor �r Or9anic Conteat (Sea D aa27-92)
���E JAG Devebpment
�. ouat sy�ois(symbo�sepsrated byr a ny�en,�.e.. Renton,Washington
SP-SM,spghtly saty fine SAtVD)are used ia sa'ts
with b6iweee�5�and 1296 faies or when the liqu(d
rrmit and DlastiaitY indez values ptot in Ihe CL-ML soi� cLass�FicanoN
area ot uie ptasticny charc. AND 1..OG KEY
Z sorde�ine symbols tSYmbots separated by a st�y
i.�..CL/ML,siny CIAY/clayey SIlT;GW/SW,sac�dy Feb.ruary 1997 W-7443-04
GRAVEUgravetl�►SAND)Indkated that the soil may .
ia�l into one of two possiWe bask g�wps. _ SHANNON&WlLSON,fNC. FIG. A-1
����«� SheCt 2 O(2
AUG-01-2000 �9�38 HART CROWSER� INC. 206 329 8964 P.04i09
Borin� L og and Cvnstructlon O�t� far
Monifar�ng� i�ex HCMN--fD
Geologic Log Monitoring
, . Well Design
�� SamD�e N
O.�
� 3 �nches af aSPHAL i over me4�um 4ense.
da�np, droNr, sanay GAAVEL•
Very loose to meCiun� Cense.moist to wet. 5_� ��
qray, me0�um fine S�ND with o�casionat sul
ienses and occaslonal woOG lragments.
5-2 7
ATD
5 s-3 ia
s-a e
5-5 3
5-9 2
�� Yery soft to soft, w@t. brown, sandy
ar�Ca�k SIIT ►v�th sand lenses to 3 inches s-7 �
� anc!waod.
S-8 2
5-9 3 ��
;j LbOse lo medium dense. Wet, gray,mBCi�ro 5-ro 8 II
fine SANQ with lhin S��t �sYErs.
5-11 0
5-12 �6
20 Botiom of Boring at 20.0 Feet.
Coa�pieted fl/25198_
25
30
� �
�• Re'er to fiflure A-I for explanal�on ol clescrip}�ons �
and symbo�t. �
2. Soil descriptions anC stratum ines are interpretive
ana actual changes may oe graauaa. ����p ��
3. Grouna water le�el, i1 Indicaie4.is at (ine ot drplinQ
(a70}or tor tl2t4 specitieG. tevC�mey ra�y Nith tim�. F�C A—B'Q
AUis-�1-2000 09�38 HART CROWSER, INC. 206 329 8964 P.05�09
8ar�'�� L o� �d Construcfiori l�st� for !�
J�Pat�iforfi�g Me� H�lf�l--� .
Gealogic !og . Monitoring
Welf pesign
Cesing StiCkup in Feei: -0.3
v� Sa�opk N
p e
� 3 inche5 01 ASPHALT orer e�tdatm dense,
�o�st, OroMn, sancfr GAAvE�. _
Medium tlense,moist, gray.medium tinC .
SAND w�tl+ traCe gavels antl w0od.
5^i 2t
No reco�ery. +�� '
•S-2 J4
5
Leose to meCi:,m denae, Net, gray,grevelly S-J Z5
SAND Mitn cobbles.
S-4 �2
5-5 7
�� eroNn, organ�c SILS.
$ottom of Boring af 1Q.0 Feet.
'CompieteC 9/25/88.
15
20
25
30 '
�
t. Re}er to F+gure A-I for exptanaticn ot oescrialions �
anC sympois. ��
2. So�l oescr;ptions and stratum lin2s 2r�inEerpretiv!
and acival changes may be gratluel, ���,/a—p �/�
3. Gr�unC water tevel,if �nct�taied,is at tine of tlriitinp
(AT01 0� 1or paie spec�fie0, Le�e�may vary wilh time. �e A�
AUG-�1-20043 09�39 HART CROWSER� INC. 206 329 8964 P.06i09
' Boring L� $nd Consfruc�ion ��� for
� Alonitorin� �►e�► 1�C�Ilr-3
�
Geologic log . Monitoring
Wel� Oesign �
� Casinp Slickup in=eet: -0.3
r �
�LL Sd�pl! f�
' o.�
. � Asphalt over toose,moi�t ta wet,gravelty, '
meaua to coarse SAt� ►vith 57ty iaYert,
s�� t ATO
5
G►aaes to non-qravelly with waoG chlps.
� 5-z a
Bottom of Boring at 9 Feei.
.10 Compietetl 8/5/9A.
l ='
15
24
25
30
�
1. Refer to Figure A-1 fo� rxplanation of aes�ripiions �
and symbots.
2. soi aeec��ot�o�s a�d :t�atum i��es a�e�nte�a�eti�e
enC actual �hanqes may Oe Q►aaust. ���_� ��p
3. Ground xater level,i1 �ndicated.is et fime of ariliing
(,4T0) or fo� dale specifiea. Level�aay vary wit� t�me. F�e A��
AUG—�1-201� 69�39 HART CROWSER, INC. 2a6 329 8954 P.07i09
8arfrrg LoQ �nd Canstr�ti�n D�t� for
Monitori'n� 1�►e�t HCM111-4 -
Geoiog�c Log _ Monitoring
We�i �esign
uLL . 5ampie N
o.�
� Aspnali over meCium dense,no�st to wet,
nan-grayeiiy lo sl�gr,tly graveny, tine fo
me0ium S4AID.
' $-I 14
5 ,�ra �,
�
S-Z 14 �
�: �
�� 8ot;om ot Boring at ta Feel. '
,EomL�eteC 8/;/99.
�5
20
�
25
30
�
t. Reter tp FiQure A-1 for explanation ot descriptions �
and synbals. �
?. Soi1 Gescriplions and st►dtum�ines are Intcrpretire
ana actua�chanQes mey De gredue�. �,��� 8/�
3. Grountl waler tevel, if indiceteQ is 81 limp ot tlrlll�q
(AT�) or fo� 4ate specified. Level maY va�y w�th t�me. �I�U�'A—�
RUG-01-2000 09�40 HART CROWSER, INC. 206 329 8964 P.09i09
Borin� L o� �nd Cans truct�on l�fa f�
J�loRi'for� 1�e1� HC�If�I-SD
GeolAgic Log Monitoring
Well Oesign
c �+ . �mRle N
o� '
� ' Loose, danp to *rl1. �ray nntl Oror+n, I
non-s�1tY to very silty,medium lo �ne �
sANo.
S-t s II
5
5-2 9
ATO
. 10
"���lerbedded, stitf, wgt,brown PEIT, flray
511T, and metlium dense, qray,�eaium �
SANO.
5-3 ll �
15
5-< iT
2� �
Dense io ve�y Oe�se,wet,Qray,fine lo
metl�um SAND.
S-5 7t
:'i•
Z�
Grades to meC�vm to coa�se SAtVO K7th S-e ae
• pr8�l�.
8ottom ot Borin et?0 feel_
30 ComO�eleC 8/5/�9.
�
I. Reter to Fi9ure A-t for e:pianation of descnptians �
and symbols. ��
, 2. Sail Oescrip(ions anC stratum Ih+es a►0 inttrpretivr
8ntl dclual chan�es may be gradual. ���e.•p �/�p
3. G�ourtd kater leve�. if indicated,is ai tcne o1 dfilling
(AT�!ar (or aate sDet�fie�. l�ve!may vary with time. �e A—�
Tf1Tr'11 o raa