HomeMy WebLinkAboutGeoTech Report Review with Addendum for SHX2006-00060 - SHX Inspections - 8/10/2006 00N STA W. MASON COUNTY
�P M o `y PUBLIC WORKS DIRECTOR/COUNTY ROAD ENGINEER
o N Shelton, Washington 98584
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DATE: August 10, 2006
INTER-DEPARTMENTAL COMMUNICATIONS
TO: Tammi Clark PARCEL # 32319-00-60000
FROM: John Sliva, Programs Engineer-PW PERMIT NUMBER: SHX2006-00060
SUBJECT: Geo-Tech Report Review NAME: Washington State Department of Transportation
Tammi,
The Geotechnical Report with addendum prepared for the proposed Lilliwaup Slide Repair at Mile
Post 326.78 to 326.84 on SR 101 has been received and reviewed by Public Works.
The initial report lacked some information that Mason County requires with a Geotechncial Report.
Public Works received the information through E Mail on August 10, 2006. The Email is considered
an addendum to the report.
The report addresses an unstable slope that has been active for ears. The slide is encroaching on
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the southbound highway lane. Plans are to install a shear key/buttress to stabilize the landslide.
The buttress is designed to or exceeding a safety factor of 1.25 for failure through, beneath, and
overtop. Stability analysis was evaluated by using XSTABL Version 5.2.
The shear key buttress will be adjacent to the highway. The buttress will have a 25-35 foot width.
The buttress including a Jersey Barrier will be set back approximately six feet from the fog line.
Construction involves a sequential excavation of slide debris in the toe area and backfilling the area
with quarry spalls. The shear key will be founded in stable material
Adequate erosion and sediment control features need to be implemented during land disturbing
activities to protect neighboring properties and State waters from adverse stormwater runoff
impacts. The migration or release of silty water or mud from the applicant's property will be
considered a violation of County and State water quality protection regulations.
The Geotechnical Report appears to satisfy the County's requirements for geotechnical
reporting. Recommendations and comments contained in the report should be incorporated
into the site development plans and made conditions for permit issuance.
Please feel free to contact me at 724 if you have any questions regarding these comments, or if
you feel any features need further discussion or attention.
Sincerely,
ohn ilrivZa '
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Programs Engineer
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MASON COUNTY PUBLIC WORKS WORK ORDER
Permit#: jl4j(-.)-Op(O - 0004�70
Date:
Requested by: jy�
Authorized by: Pl
Type of Work: d
Public Works
employee in charge: JO S�w ,
CHARGE TO:
Name:
Billing Address:
Phone:
WORK PERFORMED:
Employee:
Date: g /), J o e
Hours: S-
Hourly Rate: 3s 6
Total:,
ACCOUNTS RECEIVABLE INFO:
Billed Date:
Invoice#:
Amount Billed:
Receipt# r
Date:
Amount Paid: /"
Geote,chnical Report
Lilliwaup Vicinity Slide, MP 326.78 to 326.84
SR 101, C.S. 2301, XL-1506
Vicinity MP 326.78 to 326.84, Mason County, Washington
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Tony NVAlle A-,'P.E. b
I State Geotechnical Engineer 90X q 25339�10
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Mike Mulhem
Staff Engineering Geologist
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Thomas C. B dger,L.E.G.,P.E.
Senior Engineering Geologist
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April 2003 Sed Ge
Thomas C. Badger
Alg1b, Washington State Environmental&Engineering
...ram Department of Transportation Programs Division
Douglas B.MacDonald Materials Laboratory�"
Secretary of Transportation P.O.Box 47365
Olympia,WA 98504-7365
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TABLE OF CONTENTS
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INTRODUCTION 1
SLIDE HISTORY 1
SITE CONDITIONS 1'
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CLIMATE AND VEGETATION 1
REGIONAL GEOLOGY 1
PROJECT SITE CHARACTERISTICS 2
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ANALYSIS 3
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RECOMMENDATIONS 3
LIMITATIONS 4
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I REFERENCES 4
FIGURES
Figure 1—Location Map
i Figure 2—Landslide Photograph
Figure 3—Photo of Lateral Scarp
Figure 4—Photo of Existing Shoulder
Figure 5—Bore Hole Locations and Cross Sections
Figure 6—Cross Section A to A'
Figure 7—Cross Section B to B'
Figure 8—Buttress Details
APPENDICES
Appendix A—Figures
Appendix B—Boring Logs
Appendix C—Groundwater Data
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INTRODUCTION
This report presents the results of our geotechnical assessment and provides final geotechnical
design recommendations for the construction of proposed unstable slope mitigation measures
in the vicinity of MP 326.78 to 326.84 on SR 101 (Figure 1). This slope has been previously
identified and is included in WSDOT's Unstable Slope Management System(USMS) I
database. This slope is not currently programmed. If construction is delayed until 2004 or i
later,the Geotechnical Division should review the landslide condition and if significant
changes have occurred,review our recommendations contained in this report,and if
necessary,update them. This report should be made available to prospective bidders and the
Contractor in accordance with Section 1-02.4(2)of the WSDOT Standard Specifications.
SLIDE HISTORY
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This unstable slope has been active for many years. According to Maintenance,in more
recent years,the landslide has been active with major events as recent as 1995 and 1996 that
have crossed SR 101 with debris reaching the Puget Sound. Maintenance also reports that the
landslide causes yearly problems with movement encroaching the roadway and eventually
reaching the southbound lanes of SR 101.
SITE CONDITIONS
_Climate and Vegetation
The project area is located in Mason County,along SR-101;between Lilliwaup and Eldon,
Washington. The project lies within the Puget Lowland physiographic province and is
strongly influenced by a moist maritime climate. Typically the winters are wet with cool
temperatures while the summers are relatively dry and warm. Mean annual precipitation in at
Lake Cushman Power House,which is located approximately 10 miles west,is about 90
inches(Desert Research Institute,2002). Vegetation consists primarily of western hemlock,
Douglas fir,maple,cedar,and alder surrounding the slide mass. Trees have been cut on the
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slide mass,so vegetation primarily consists of blackberry and other shrubby vegetation.
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Regional Geology
The Puget.Lowland physiographic province consists of a broad,low-lying region situated
between the Cascade Range to the east and the Olympic Mountains to the west. The project
area is in the southern portion of the Puget Lowlands. Repeated continental glaciations during
the Pleistocene have carved the Puget Lowlands leaving thick deposits of glacial tills,
glaciolacustrine silts and clays,and glaciofluvial sands and gravels. Glacial deposits related
to alpine glaciation are interfingered within the continental glacial deposits along the margin
of the Puget Sound. These glacial deposits are underlain by Tertiary bedrock units primarily
associated with the Crescent Terrane,a complex sequence of marine basalts and terrestrial
and marine sedimentary rocks(Babcock,Suczek,and Engebretson,1994).
Since the end of the last major glaciation(Fraser)around 12,000 years B.P.,stream incisions
and deposition and small-and large-scale mass wasting have modified the glacial deposits
along the western margin of the Puget Lowlands.
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The Puget Lowlands are situated within an active region of seismicity,influenced by the
subducting Juan de Fuca and the North American Plates as well as shallow and deep crustal
stresses within the North American Plate. Earthquakes associated with this tectonic
1 environment can be characterized into three broad categories: 1)shallow focused crustal
events,2)deep intra-plate events,and 3)subducting North American Plate interface events
(Yelin,et.at.,1994).
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Project Site Characteristics
The MP 326.78 to 326.84 Vicinity Landslide is located adjacent to the Puget Sound,upslope
of SR-101,and approximately'/,mile north of Lilliwaup,Washington. The landslide is
approximately 350 feet wide and extends approximately 300 feet upslope of the highway,and
generally slopes at 20 and 25 degrees. The headscarp,located around 300 feet left of
centerline,is steep and ranges in height between 40 and 80 feet(Figure 2). The toe of the
slide is approximately 15 feet in height,toes out near the highway level and actively
encroaches onto the highway(Figure 3).
The southern lateral scarp exposes the glacial outwash sands and gravels(Figure 4)which is
underlain by glaciolacustrine silts.The headscarp and northern lateral scarp expose the
contact between the alpine outwash sands/gravels and the glaciolacustrine silts with seepage
at this contact.
Eight bore holes were installed at four locations in the active landslide mass and just beyond i
3 the headscarp(Figure 5)(see Appendix B:Boring Logs)to characterize subsurface conditions
and retain samples to evaluate engineering properties of the underlying soil units.`The bore
i holes were instrumented with piezometers to monitor groundwater levels or slope
inclinometers to define the configuration and depth of failure of the slide mass.
From the bore holes and geologic mapping,three engineering units were developed and are
referenced in Figure 6. These soil units are:
Slide Debris: This soil unit consists of soft to medim stiff,moist to wet sand,silt,
gravel,and some organics. Atterberg limits of the fine grained fraction of the unit
yielded plastic indicies of 9 to 11. Observed thicknesses within this unit range from
approximately 15 in the toe of the slide to 55 feet near the headscarp.
Glacial Outwash Sands and Gravels: This outwash unit consists of loose to very
dense,brown to gray,stratified sandy gravels and silty sands that overlie the
glaciolacustrine silts. This unit is approximately 35 to 40 feet thick.
Glaciolacustrine Silts: This unit generally consists of stiff to very hard,dark gray,
silt to sandy silt. The thickness of this unit was not determined.
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Monitoring revealed that groundwater within the slide mass is within 5 feet of the ground
surface through much of the slide mass. A perched groundwater surface was identified in the
Glacial Outwash Sand and Gravel unit.
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ANALYSIS
In addition to review of pertinent references,aerial photos and maps,and field visits,the bore
hole information was used to develop two geologic cross sections(Figures 6.&7). Limit
equilibrium stability analyses were performed to back analyze soil strengths within the
landslide mass. This model was then used to evaluate stabilization altema ves. These
alternatives were developed to achieve a minimum factor of safety of 125. Based on the
geological and geotechnical information compiled to date,the failure mechanisms for the
landslide has been interpreted to be large-scale translational(block)failure occurring within
the glacio-lacustrine unit. Low shear strengths and elevated groundwater conditions are the
main destabilization factors.
RECOMMENDATIONS
A variety of remediation measures were considered to stabilize the landslide. These included
improved surface/subsurface drainage,regrading to a more stable configuration,and a variety
of buttress configurations. Given the site conditions,we have developed a shear key/buttress
design to stabilize the landslide. Construction of the shear key/buttress involves sequential
excavation of the slide debris in the toe area of the landslide and backfilling the excavation
with quarry spalls. The shear key portion is founded in stable material below the slide plane
Uand the buttress portion provides increased shearing resistance to the landslide mass.
We have sited the shear key buttress adjacent to the highway to limit excavation/backfill
—- quantities(Figure 8). The buttress is designed to or exceeding a static factor of safety of 1.25
for failure through,beneath,and overtop the buttress.
A typical buttress section is shown in Figure 8 illustrating the dimensions and approximate
construction limits. The buttress should extend from Station 15+70 to 19+20. The buttress
should have a minimum width of 25 to 35 feet,depending on the location, throughout the
entire buttress. Based upon recommehdations from the Region design office,we have
designed for a minimum setback distance from the existing fog line to the front edge of the
rock buttress of 6 feet with a 2 foot wide jersey barrier directly in front of the buttress(Figure
8). The face of the buttress should be constructed at 1.51-1:1 V to a minimum height of 25 to
35 feet,depending on location(Point B).
The rock buttress must be keyed into the undisturbed,dark gray lacustrine silt unit a minimum
of 3 feet(Point A)specified in Figure 8.
'The excavation and backfilling must occur concurrently and continuously from one end of the
buttress to the other. Open excavations should be limited to no more than 25 feet in length
and not be allowed to stand open more than 4 hours. All excavated material should be
considered waste and be disposed of off site. The excavation will encounter a small timber
pile wall approximately 30 feet left of centerline. These timbers are creosoted and special
- disposal measures will likely be warranted.
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We have assumed that 1.5H:1 V temporary cut slopes will be used. Actual temporary slopes
may vary depending on weather and groundwater conditions,as well as the Contractor's
operations. The temporary backslopes are considered to be marginally stable. For this
reason,extreme care should be used and exposure of workers should be minimized near
temporary slopes.
. Due to the anticipated high groundwater conditions present at this project site and concern for
temporary slope stability,we strongly recommend that the buttress be constructed during the
late summer to early fall. Localized sloughing from seepage should be anticipated in the
backslope.
I This design does not address the potential for continued localized instability in the headscarp
area. This geologic process should not significantly effect the long term performance of the
buttress.
i L=ATIONS
The conclusions and recommendations contained in this report are based on the Geotechnical
Branch's understanding of the project and site conditions that existed at the time of field
exploration and subsequent office analysis. These conclusions and recommendations assume
that subsurface conditions,as observed in exploratory borings,are representative of the
subsurface conditions throughout the project area. In addition,observations of groundwater.
were made to characterize hydrologic conditions that could potentially affect design and
construction of the project. These observations are sensitive to weather and climatic j
conditions preceding the observations and,accordingly,conditions encountered during
construction can be expected to vary from those observed.
If the project plans are changed,or if during construction,subsurface conditions are-different
from those observed during field explorations,or appear to be different beneath or beyond the
excavations,the Geotechnical Branch should be advised so that we can assist in evaluating the
impact.of these changed conditions on the project design and implementation.
If there are any questions regarding the recommendations contained in this geotechnical
report,then please contact Mike Mulhern at(360)709-5583 or Tom Badger at(360)709-
5461.
REFERENCES
Babcock,R.S.,Suczek,C.A.,and Engebretson,D.C., 1994,The Cresent Terrane,Olympic
Peninsula and Southern Vancouver Island,in Regional Geology of Washington State,
Washington Division of Geology and Earth Resources,Bulletin.80,pp. 141-157.
Desert Research Institute,htti)://www.wrce.di.i.edu/summarv/climsmwa.html,date accessed:
January 19,2003.
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(� Yelin,T.C.,Tarr,A.C.,Mitchell,J.A.,Weaver,C.S., 1994,Washington and Oregon
Earthquake History and Hazards,United States Geological Survey;Open File Report 94
226B.
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AP Department of Transportat� Oj���11L I V i 2 m o ra n u um
April 18,2006 G .�: 09
UHLMI.
TO: N.Uhlmeyer/J.Klockenteger EBEF'
Olympic e ion Design Office,MS:�6 LEAS!-"
HITCF'•'
FROM: T.M.Al en M.P.Mulhem KLOCn�'�
EEP Materials Laboratory MS:47365 O'HAG.��
Geotechnical Division
Fax(360)709-5585 / 5
SUBJECT: US 101 /MP 326.78 to 326.84
Lilliwaup Vicinity Slide—Cost Reduction Investigation
Mason County,Washington
At the request of the Olympic Region design team,the Geotechnical Division-'reevaluated
the buttress design previously provided in our final geotechnical report dated April 30,
2003. Due to greater than anticipated material costs for a high quality quarry spall
backfill, we reevaluated using a lower quality backfill for a portion of the shear key
buttress.
We reanalyzed buttress sections using non-structural quarry spans(no degradation factor
values) and a combination of non-structural quarry spalls with structural quarry spalls.
Stability analysis was evaluated by limit equilibrium method utilizing XSTABL Version
5.2. In addition to the analysis used in the initial geotechnical investigation, lower
strengths were used for the non-structural quarry spalls for this current analysis. In an
attempt to achieve a minimum factor of safety design criterion of 1.25, we determined
that the top half of the buttress can be constructed with non-structural quarry spalls
provided that the bottom half is constructed with structural quarry spalls(see attachment).
Quarry spalls must meet standard specification 9-13;however,the degradation factor may
be eliminated for the non-structural quarry spall portion of the buttress. A revised figure
for buttress construction is provided.
If you have any questions regarding the attached information then please contact Mike
Mulhern at(360)709-5583 or Tom Badger at(360)709-5461.
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APR 2 2006
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Prepared by: Agency Approving Authority:
Michael P.Mulhem Tony M.Allen,P.E.
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Reviewed by: XPIRES 07.01•r77 i
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Thomas C.
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cc: B.Kramer,Olympic Region Design Office,MS:47448
B.Dias,Olympia Region Materials Engineer,MS:47440
R. Steele,Office Assistant 3,MS:47365 I
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NOTES:TenWary backslope of 1.5H:N Love been assuffed.steeper cuts may be feasfble.
Locdlty,pLAM C will be belay oround surface aIN!lo0ollzed sleepining of the '
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Appendix A
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WART W T.ANSPtliT— PIV
_- —-�-- FIGURE 6:CROSS—SECTION A-9 MATERIALS BRANCH _F `
Tammi Clark - Geotech Report.pdf Page 18
B'
Slly SAND MM P'wd
Owdaf.WN
raj ' Aso
Ir m
Taneu�s ros / /
eerie �
e � r a
Aµror) a M.vl/m GJoddavehlm Ift
1n, u _tOJdJU/e wrF— o
E.I
a wa
oaM=2506u-J2L--
U m _ IP 326.8 UNWOUp V1c1n17y Slide
YASNNLTON STATE re S/say
TAMVORTAIMN CMYSSW
OEMRT�D<TRANSiVATAT. uuE raw�•
FIGURE 7.CROSS—SECTION B—B' LC�['/ MATERIALS BRANCH
T.�-T ar_
I _
Tammi Clark - Geotech Report.pdf Page 19
B(=ESS SECTION 1 BJITRESS SECTION 2
B r C.,
Ir a .
AWK e T
FOG LING " K tiV'T
e
U — A D H D
7Sr1 fMN 3.5 (MN
r
r.
n > rt + +e r^ n
67
�- AOCK B(1fTRESS E!£YATION AND OFFSET TABIE
CENTERLINE WrTAESS ELEVATION OFFSET ELEVATlaY OFFSET ELEVATRW OFFSET p.rw:• epY+. `_p'...e++ .L -
STATMA SECT-mm POINT A POINT A POIMT B POINT a POINT C POINT C —ft
IS
I--'. 4.i }�L. �,T.i J
NOTES:Temporoly backslops of LSH-Y hove been asaffed;sleeper cuts may be fecslb/e.
fl. Lfocao bet ground surface and loeallzed steeplMrg of the
11 Ived UP 326.8 Lllllwoup Vlclnliy S11de
tASHWTON STATE our[VL
....W LTATON LONYSSION
MPNR1fML 61RIMYORTIiW Y M.TS '.
FIGURE 8:BUTTRESS DETAILS lE3[/ NA�EPoAOW+ ANCe�
tt.yAL
A
�Tammi Clark - Geotech Report.pdf Page 20
Appendix B
"1 Boring Logs
:..J
7
r�l ,
I
i
J
Tammi Clark - Geotech Report..-pdf Page 21
Wr__ Washington State LOG OF TEST BORING
Department of Transportation
AfF
_ Job No. XL-1506 SR 101 HOLE No. H-1-02
PROJECT Lllliwaup Vicinity Slide Sheet 1 of 2
SR-101 M.P.326.8 Vicinity Inspector Jamie Fetterly
Station 16+15.04 Offset 45.1OR L L Equipment Burley 4500
Latitude Longitude Method Wet Rotary
Northing 786939.69 Easting 995739.01 Casing HQx42
Ground Elevation 40.8(12.4 m) Start Date July 19,200z Completion Date July 20,2D02
Standard SPT z = "' •-
o
r'h u 2 PenetrationBlowsr6- n n n a Description of Matedal < �,
i a a Bk..vsfR (N) N E t J F- =
10 20 30 40 -
111 I I I I
I I I I
n I I I I
I I I I
I I I I
ul I I I I
1 I I I I
I I I I
I I I 1
I I I I
I I I I U 1 Well graded SAND"with gravel,very loose,light brown,
L _ S I I I I A wet,homogeneous,no HCI reaction
I I I I B Length Recovered 1.0 ft,Length Retained 1.0 ft
I I I I C
i I I I 1
z I I I 12 D-2 GS ML,MC=36%
I I I I 2 Mc SILT with sand,very loose,dark gray,wet,
I I I I 2 homogeneous,no HCI reaction
I I I I (4) Length Recovered 1.5 ft,Length Retained 1.5 ft
1 I I I
I I I 1 i
• I I I I
• I 1 I I
n I I I I
IUI
70 3 l I I 1 D-3 SILT with trace of organics,very loose,dark gray,moist,
I I I 1 blocky,no HCI reaction
I I I I 3 Length Recovered 1.5 ft,Length Retained 1.5 ft
I i I (4)
a I I I
tie No Recovery
I I I I
• . I I I j
) I I I I
-I 4 I I I I
o i I I I
( o I I I I
I I I I LL5 SILT,very loose,dark gray,moist,homogeneous,no HCI
J 15 I I I A reaction,encounter dense soil at approx.15.5'
o I I >> Len th Recovered M ft Length Retained 0.7 ft
GS
I I I SP-SM,MC=11%
29( J I I I I MG Poorly graded SAND with sift and gravel,very dense,light
5 1 I I I 5017 brown with FeO stains,wet,homogeneous,no HCI
I I I I reaction;75%fluid loss.
I I I I Length Recovered 1.0 ft,Length Retained 1.0 ft
Jb' i i i i I
J o a a I I I I 14 D-7 Well graded GRAVEL with sand,subangular,dense,light
20
Tammi Clark - Geotech Report.pdf Page 221
11_� Washington State LOG OF TEST BORING
'I/ Department of Transportation
_ Jdb No. XL-1506 SR 101 HOLE No. H-1-02
,'ROJECT Lilliwaup Vicinity Slide Street 2 of_?_
m
E � Standard SPT '?t i
`o Penetration BkwA- °' 3 S Desaiptkm of Material 3
r-� a g o. Bbwslll (N) rE A r
N
10 20 30 40
23 brown,molst,homogeneous,no HCI reaction;75%fluid
28 loss
O j j (49) Length Recovered 1.0 ft,Length Retained 1.0 ft
� O00 I I I I
p I 1 I I
o°o I I I I
0 0 I I I I
000 I I I I �
o I I I I >> I
I I I I 20 D-8 SILT,very dense,dark gray,dry,homogeneous to I
Ll 25 I I I I 24 laminated,no HCl reaction;out of gravel at approx.23'.
I I I I 35 Length Recovered 1.5 ft,Length Retained 1.5 ft
I I I t (Ss)
I g I I I t
I I { t
I I ! I
• I I t I
i I I I
I I I I
I I
I I I I 9 D-9 Gs ML,MC=29%
V ?0 I I I 1 14 MC SILT with sand,dense,dark gray,dry,homogeneous to
I I I I is laminated,no HCI reaction I
I I I I (32) Length Recovered 1.5 ft,Length Retained 1.5 it
I I
I I I I
� • . I I I 1
• I I I
I I I I
� 10
�Ji I I I I
• I I 1 1
I I I I
I I I I 16 D-10 SILT,dense,dark d h
35 I I I I 20 no HCI reaction gray,
ry' omogeneous to laminated,
I I I I
I I I I 25 Length Recovered 1.6 ft,Length Retained 1.5 ft
it I I I I (45)
• I I I I
Ja • . I I I 1
I I I I i
0 1 t I I
I I I I
lm12 I I I I » is I I I I D-11 SILT,very dense,dark9 gray, homogeneous to
'a 26 laminated,no HCl reaction
c 1 I 1 1 34 Length Recovered 1.5 ft,Length Retained 1.5 ft
— 60
J I i I I
I I I I End of test hole boring at 41 ft below ground elevation.
13 I 1 I I
w I I I I This is a summary Log of Test Boring,Soil/Rock
I I I I descriptions are derived from visual field identifications
x I I I I and laboratory test data_
45
Tammi Clark - Geotech- Report.pdf Page t
r 1
t � Washington State
r
V/ Department of Transportation LOG OF TEST BORING
.Job No.
XL-1506 SR 101 HOLE No. H-11A-02
•'1PROJECT Lilliwaup Vicinity Slide Sheet 1 of 1
SR-101 M.P.326.8 Vicinity Inspector Jamie Fetterly
Station 16+24.10 Offset 46.86ft Lt. Equipment Burley 4500
Latitude Longitude Method Wet Rotary
Northing 786944.76 Easting 995746.64 Casing HQX33
Ground Elevation 41.9(12.8 m) Start Date July 20,2002 Completion Date July 20,2002
t V E- Standard SPT = i
a e Penetration Blowsl6' m 8 'a m Description of Material
Blowsm (N)
l...J 10 20 30 40
y C3 I I I I
C>o 0 I I I I
o I I i I j
°0 I I I I
I l I I
1 I I 1
1 O I I I I
-
I
I I 1 i
0°0 I I 1 I
5 o I l i I
o°o I 1 i I
Oa0 I I 1
2 p I I ! I
oao
n I I i I
7 D-1 Wall graded GRAVEL with sand,subangular,loose,dark
3 O O I I 1 I 5 gray,wet,homogeneous,no HCI reaction
3 Length Recovered 0.2 ft,Length Retained 0.2 ft
r O O 1 I I I o U-2 No Recovery
o
I I I o
0 0 I I I I (0)
I o°o I I I I
4 Oa0 I I
U.. -j
O
u
I I I
15
p I I I I
_.� I I I I
)ff° I I I I >> 14 D3 Silty SAND with gravel,very dense,light brown,wet,
i-J 5 I I I I 23 homogeneous,no HCI reaction
I I I I 3311 Length Recovered 1.5 ft,Length Retained 1.5 It
t
U I I I I End of test tale boring at 17.5 ft below ground elevation.
I I I I
I I I I This Is a summary Log of Test Boring.SaURodr
I I I I descriptions are derived from visual field identifications
JN s I I I I and laboratory test data.
�Tammi Clark - Geotech Report.pdf Page 24
j "Ill'
Washington State LOG OF TEST BORING
AV Department of Transportation
�{ Job No. XL-1506 SR 101 HOLE No. H-2-02
,`PROJECT Lilitwaup Vicinity Slide Sheet of 3
1 SR-101 M.P.326.8 Vicinity Inspector Brian Hilts
Station 17+37.57 Offset 53.25ft Lt. Equipment Burley 4500 W1 cathead
Latitude Longitude Method Wet Rotary
r�
i Northing 786994.3 Easting 995848.86 Casing HWTx12 HQx52
Ground Elevation 46.0(14.0 m) Start Date July 16,2002 Completion Date July 17,2002
Standard SPT I. z o
Penetration Blowsw m n g -9 t3 Descnlptlon of Material 3
Blowsrtl (N) t—
M N t2
{ 4 10 20 30 40
• I 1 1 I
• I I I I
l I I I
1 I I I I
I I 1 I
3 D-1 SILT with root hairs and organics,loose,dark gray with
I I I I 4 FeO stairs,moist,disrupted with fine sand laminae,no
I I ! I 5 HCl reaction
L-., �5 • • I I 1 i �
I I ! I (9) Length Recovered 0.9 ft,Length Retained 0.9 ft
I I I I
2 I I ! I
I I ! I
• I I I I
r' • : I I 1
� I
I_ I I I I
I 1 I I
I I I I U-2 SILT,loose,dads gray,moist,disrupted,no HCI reaction
A Length Recovered 1.7 ft,Length Retained 1.7 ft
J 11 I I
10 3 I 1 I I B I
I 1 I I U
I I �
( 1 1 I I 2 [3 GS ML.MC=33%,LL=30
J = I I I I 3 MC SILT,loose,dark gray,moist,disrupted,no HCl reaction i
I 1 1 I 5 AL Length Recovered 0.9 ft,Length Retained 0.9 ft
4 I I I I
o I I I
1 I I I
h I I I I u.a No Recovery
lI I
J,a, 15 I I I
w t I l
I I I I U-5 SILT,dense,dark gray,moist,homogeneous to
5 I I l I 10 laminated,no HCI reaction,encountered denser sal at
I I I I 20 approx.15.5.
49 Length Recovered 0.4 ft,Length Retained 0.4 ft
I 1 (49) SILT,dense,dark gray,moist,homogeneous to
�1. I I I I laminated,no HCl reaction
LA
I I I Length Recovered 1.5 ft,Length Retained 1.5 ft
I I I
is I I I 2 D-7 SILT,dense,dark gray,moist,laminated,no HCI reaction
o e I ! I 9 Length Recovered 1.5 ft,Length Retained 1.5 ft
u. 20
Fta-mm-iC-ia-rk----Geotec-hRepo--rt-.pdf--- - -- ------,
Page 25
Washington state LOG OF TEST BORING
AP Department of Transportation
,lob No. XL-1506 SR 101 HOLE No. H-2-02
\ PROJECT Lilliwaup Vicinity Slide Sheet 2 of--!—
Standard SpT d o - -
o FT
ma gjcN,Penetration Blows/6' n —E4, Description of Material
r
o (N) m
i. 10 20 30 40
i I I 1 19
(26) ,
I I f i
I I I !
• I I I I
I I I t
I 7 I I I I
iJ I I I I
I I I I 3 D-8 GS SM,MC=36%
IIj I I I I y luc . Silty SAND,dense,dark gray,moist,laminated to block
i I I I tY 9 Y, Y•
25 I I I 16 no HCI reaction
I I I I
(2T) Length Recovered 1.5 ft,Length Retained 1.5 ft
I I I I
8
I I I I
I I I I
I I I I
I I I I
I I I I
I I I I
I I I I
6 D-9 SILT,dense,dark gray,moist,homogeneous,no HCI
9 I I I 11 reaction,moist to dry
L '•` i90 I I I 1 t6 Length Recovered 1.5 ft,Length Retained 1.3 ft
I 1 I i (29)
1 I !
I I I i
1 I I I
• I I I I
10 I I I I
l 1 I I 3 D-10 SILT,medium dense,dark gray,moist,homogeneous,no
III I I I 9 HCI reaction,with a trace of fine sand. We encountered
( 1 35 I I I I 15 some gravel layers 36'to 39'.
I I I (24) Length Recovered 1.3 ft,Length Retained 1.3 ft
11 I 1 I I
I I I I
� • ' I I I I
I I I I
• I I I I
I I I I
l S I I I I
>>I 1, 22 D-11 Sandy SILT with trace gravel,very dense,dark gray,
w 12 I I I I 35 moist,homogeneous,no HCI reaction
40 I I I I 47 Length Recovered 0.2 ft,Length Retained 0.2 ft
(
U1 I I I IIV)
o
I I I I
r 13 I I I I
I I I I
I I >> 26 D•12 No Recovery
I I nie
J 45
Tammi Clark - Geotech Report.pdf Page 26
L ; _ Washington State LOG OF TEST BORING
M Department of Transportation
_ Job No. XL-1506 SR 101 HOLE No. H-2-02
I\ PROJECT U1111waup Vicinity Slide Sheet 3 3
rl I
Standard SPT i a
r-, o Penetration 8 SPTB- g, o Z a °�
a 8 .3 DesuiptronotMaterial
BlowslR I E r'
1 N N
! 10 20 30 40
I I I 1 (77)
14 I I I I
I I I I
• . I I I I
I I I I
• I I I
! I I !
r'--t 15 >> 2e D-13 Sandy SILT with gravel,very dense,reddish brown With
I I I I 47 FeO stains,moist,homogeneous,no HCI reaction
50 5orr Length Recovered 1.1 ft,Length Retained 1.1 ft
I I I I (7)
L; I I I I End of test hole boring at 50.2 itbelow ground elevation.
I I I I
15 I I I I This Is a summary Log of Test Boring.SolURock
J I I I descriptions are derived from visual field identifications
I I I I and laboratory test data.
�-mil I I I I I
I I I I I
I I I I
I I I I
17 1 1 1 1
I I I I
I I I I i
I I I I
I I I I I
1 ! I I I
I I I I
1a
I I I I
60 I I I
I I I I
I I I I
I I I I
19' I I I I
I I I I
I I I I
u I I
I I I I
1 I I I
85 1 I I
m 4 20 I I I I
I I I I -
m I I I I
I I I I
Iw I I I I
x
21 I I I I I I I I
I I I
1_I 70
k
l
[Ta-mmi Clark - Geotech Report.pdf Page 27
Washington State.,, Department of Transportation LOG OF TEST BORING
Job No, XL-1506 SR 101 HOLE No. H-2A-02
PROJECT Lilliwaup Vicinity Slide Sheet 1 of--!—
SR-1 01 M.P.326.8 Vicinity Inspector Brian Hilts
Station 17+45.92 Offset 56.54ft Lt. Equipment Burley 4500
1.
Latitude Longitude Method Wet Rotary
Northing 787000.55 Easting 995855.31 Casing HWT-22
- Ground Elevation 47.1(14.3 rn) Start Date July 18,2002 Completion Date July 18,2002
1"I E Standard gpT z oa m
-$ o Penetration Blowsl8' 2 $ v Description of Material g
Ir1l a Blpwsm (N) E J _
10 20 30 40
I
j 1 I t I
I I I I
• I I I I
I
) I I I I
/5 I I I I
• I I I 1
• I I I I
2 I I I I
I I I I t
L I I I I
I I I I
I I I I
n I I I I
lul I I I I
10 3 I I 1 I
• I I 1 I
lJ I I I I
I I I I
I I I I
o I I I I U-1 SILT,dark gray,moist,homogeneous,no HCI reaction,
I I I I I A became hard to push at 15'.
B Length Recovered 1.4 ft,Length Retained 1.4 ft
I I I I 0
o I I I I
iJ�� 5 • . I 1 I I
I I I I
I`" End of test hole boring at 16 ft below ground elevation.
g I I I I This is a summary Log of Test Boring.SoiURock
I I I I descriptions are derived from visual field Identifications
I I I ry
and laboratory test data. I
L �
Tammi Clark - Geotech Report.pdf Page 28
j Washington State LOG OF TEST BORING
Department of Transportation
Job No. XL-1506 SR 101 HOLE No. H-3-02
l PROJECT Lilliwaup Vicinity Slide Sheet 1 of 4
i SR-101 M.P.326.8 Vicinity Inspector Mike Harvey
Station 17+50.07 Offset 182.40ft U Equipment CME 45 wl autohammer
t Latitude Longitude Method Wet Rotary
!� Northing 787118.31 Fasting 995810.71 Casing HW/HQ
I Ground Elevation 84.4(25.7 m) Start Date July 25,2002 Completion Date July 25,2002
{
E o Standard Sp-r z° o m e
p Penetration BlowsJ6. 3 8 ffi Description of Material g
1 o a Blowsflt (N) cot• 5
I o N t
10 20 30 40
JJJ I I I I• ',
I I I I
I J I I I
I 1 I I I
J 1 I I I
• I I I I
I I I I ii
1 I I I I
I I I I
\I I I I I
/5 I I I I 6 D-1 SILT with sand,medium dense,gray,moist,disrupted,no
I I I I 5 HCl reaction
I I I I 7 Length Recovered 0.9 ft,Length Retained 0.9 ft
2 I I I (12)
I I
• � I I I
I I I I
I I I I
I I
10 3 I I I I
Ll I I I I LL2 SILT with gravel,gray,wet,homogeneous,no HCI
I I I I 4 D-3 GS reaction,Tube A
(77 I I I I 3 MC Length Recovered 0.5 ft,Length Retained 0.5 ft
U m I I I I 3 AL •ML,MC=24%,LL=26
I 1 I I (6) Sandy SILT with gravel,loose,gray,wet,homogeneous,
I I I I no HCI reaction
RR I I I I Length Recovered 0.7 It,Length Retained 0.7 It
�5 4 I I I 1
a I I I I
�•`o I I 1 I '
o I I 1 i
o
I I I U-4 SILT with gravel,gray,moist,disrupted,no HCI reaction,
o I 1 I Tube A,B
I I ( Length Recovered 1.0 ft,Length Retained 1.0 ft
5 I I I j 3 0.5 SILT with gravel,loose,gray,mast,disrupted,no HCI
7 reaction f
I I I I (10) Length Recovered 1.5 fL Length Retained 1.5 ft
• I I I I
l0 6 I I I I
i tl1 26
Tammi Clark - Geotech Report.pdf Page 29
AMIL Washington State LOG OF TEST BORING
7 UP Department of Transportation
Job No. XL-1506 SR 101 HOLE No. H-3-02
?ROJECT Lilliwaup Vicinity Slide Sheat 2 of_4_
V E Standard SPT Z
c Penetration BbwslG $ '& v Description of Material '
l o a Blowslft (N) g
i
10 20 30 40 iX
I 1 I I U 6 Silly SAND with gravel,very loose,light brown,wet,
homogeneous,no HCI reaction,Tube A,B,C
I I I I I I Length Recovered 2.0 ft,Length Retained 2.0 ft
i1 I I I I
1 I I I
I I I I 1 D-7 Silty SAND with gravel,very loose,dark yellowish brown,
1 I I I t wet,disrupted,no HCI reaction
J 7 1 I 1 I t Length Recovered 1.5 ft,Length Retained 1.5 ft
I I r I
I I I I (2)
I I I 1
n l I r l
I I I I
25 I I I i U•8 Sandy SILT with gravel,loose,light brown,wet,
I I I l disrupted,no HCI reaction,Tube A,B
I I I 1 Length Recovered 1.0 ft,Length Retained 1.0 ft
8 I I I I• 5 D-9 GS 07/26/2002
I I I I 4 MC SM,MC=24%,LL=26
I 1 I I 4 AL Silty SAND with gravel
n I I I I (8) ;
L I I I I
1 I I I
I I I I i
9 I I I I
5 0-10 GS ML,MC=23%
I I I I 3 MC SILT with gravel,loose,gray,moist,disrupted,no HCI
I I I I 3 reaction
I I I I (6) Length Recovered 0.7 ft,Length Retained 0.7 ft
i j I I I I
• I I I
j to •: I I. I j
ILII I I I I
I I I I
• I I I I
I I I I
I I 1 1
35 I I I !
I I I 1 4 D-11 GS ML,MC=28%,LL=30
I I I I 6 MC SILT,medium dense,gray,moist,blocky,no HCI reaction
t1 I I I I 8 AL Length Recovered 1.2 ft,Length Retained 12 ft j
, I I I I I (t4)
�m • ' I I I I
I I I I
I I
�� I ) I I
I I I I
$ 12
I 1 I I
40 I I I I 2 1342 GS ML,MC=32%•LL=31
s I 1 I I 3 MC SILT•loose,gray,weL blocky,no HCI reaction
y 3 AL Length Recovered 1.3 ft,Length Retained 1.3 ft
I I I I
13 I I I I
i s I I I I U-13 SILT,medium dense,gray,molst,blocky,no HCI
J I I I I reaction,Tube A,B,C
I I I Length Recovered 20 ft,Length Retained 2.0 ft
• I I I
LI0 A5
I
Tammi Clark Geotech Report_pdf Page 301
l _ Washington State LOG OF TEST BORING
MoDepartment of Transportation
I
Job No.
XL-1506 SR' 101 HOLE No. H-3-02
PROJECT Lllllwaup Vicinity Slide Sheet 3 of--!--
v E m Standard SPT zo d m c
1
erg, a B etration
Bbws15. 9� g g Description or Material
n rn t c9
(_4 ,0 20-
30 40
7 D-14 GS ML,MC=30%,PI=9
I I I I 10 MCC 'SILT with sand,medium dense,grey,moist,blocky,no
14 I I I 12 AL HCI reaction
L I I I I 122) Length Recovered 1.4 ft,Length Retained 1.4 ft
I I I I
• I I I I � I
Fl.
I I I I
-I 15 • • I
I I I 2 D-15 GS ML,MC=33%,LL=27
I I I I 4 MC SILT,loose,gray,wet,homogeneous,no HCI reaction
I I 1 I 5 AL Length Recovered 1.5 ft,Length Retained 1.5 ft
j I 1 I (9)
• I 1 I I i •
16 I I 1 I LLi6 SILT,gray.moist,no HCI reaction
I I I I length Recovered 1.5 ft,Length Retained 1.5 ft
I I I I
1 I I I
13 D-17 SILT,ver
y dense,gray,moist,homogeneous,no HCI
I I I 1 23 reaction
17 I I I I 5013 Length Recovered 1.3 ft,Length Retained 1.3 ft
LJ I I I I
I I I I
• I I I I
u I I I I I
• I I I I I
IL J; 80 1 I 1 I
1 I 1 I I D-18 SILT,very dense,gray,moist,homogeneous.
I I I I 20 laminatedlblocky,no HCI reaction
1 I I I 30 Length Recovered 1.5 ft,Length Retained 1.5 ft
I I I I (50)
m I I I I
19 I I I I
a • • I t I t I
� • . I I I
r, was— I
I I I 1
10
I I I 1 15 D19 SILT,very dense,gray,moist homogeneous,no HCI
W 20 I I I I 5015 reaction
I I I I (50) Length Recovered 1.0 ft,Length Retained 1.0 ft
I I I I
I I I 1
I t I I
I I I I
41 1 I 1 I
x I I 1 I
70
U o I I I I
fA
I
I
Tammi Clark - Geotech Report.pdf Page 31
Washington State LOG OF TEST BORING
.', Department of Transportation
i
.. Job No. XL-1506 SR 101 HOLE No. H-3-02
tROJECT Lilliwaup Vicinity Slide Sheet 4 of!
Standard SPT z o
z
--� o PenetratiOWSM on BbwsIs" E $ DesaiptlonofMaterial S'
BI
10 20 30 40
N Co
t c
J I I I 1 20 D-20 SILT,sand lenses,very dense,gray,moist,laminated,no
I I I 1 30 HCI reaction
I I I I 5013 Length Recovered 1.0 ft,Length Retained 1.0 ft
La I I I I (Bow)
I I I I
22 I I I I
• . I I I
I I I
j 1
75
I i I I >>4 0 15 D-21 SILT,sand lenses,very dense,gray,moist,laminated,no
23 I ! I I 50 HCI reaction
(65) Length Recovered 1.0 ft,Length Retained 1.0 ft
! I I I f
`j I I I I
f I I I
• I I I I
I--i • : I I I I
J I I I I
I I I I
24 I I I I
I I I I
I 1 I I 50/5 D-22 SILT,dense,gray,moist,hom
ogeneous,no HCI reaction
I I Len th Recovered 0.5 ft.Length Retained 0.5 ft
I I I I End of test hole boring at 80.5 ft below ground elevation.
n 25 I I I I
This is a summary Log of Test Boring.Sol[/Rock
J I I I I descriptions are derived from visual field identifications
I I I I and laboratory test data.
I I I
F
U es 28 I I I
J1 I I I I
I I I I
m I I I I
I I I I
I I I I
rl� I I I I
I I I I
0 27 I I I I
u I I I I
o I I I I
I I I I
�J 90 I I I I
I I I I di', I I I
. 28 I I I I
I I I I
I I I I
o I I I I
w 95
LJ ,
1
Ja-mmi Clark - Geotech Report.pdf Page 3
Washington State LOG OF TEST BORING
Department of Transportation
7 V
Job No. XL-1506 SR 101 HOLE No. H3A-02
I �
'PROJECT Lilliwaup Vicinity Slide Sheet 1 of 4
SR-101 M.P.326.8 Vicinity Inspector Mike Harvey
i I Station 17+54.21 Offset 185.02ft LL Equipment CME 45 w/autohammer
� I
I Latitude Longitude Method Wet Rotary
Northing 787122.32 Easting 995813.52 Casing HW/HQ
Ground Elevation 84.8(25.9 m) Start Date July 25,2002 Completion Date July 25,2002
I�I�I1I �
Standard SPT z z
r$ m P Penetration BlowslG g Description or Material 3
o m a Bbwalft ( ) E q E
N in n 9 2
10 20 30 40
I I I I 0 D•1 No Recovery
I I I I (0)
I I I I
t I I I I
I I I I
n I I 1 I
I I I
I I I
I I I
I I I I
I I I I
U 2 I I I I
I I I I
I I I I
ILJi
10 3
I I I I iii i�i
r� M I I I I i'i i=i •
L
rl � I I I I iii ii=
o I I I I ,•e ,°:
UlLl
5
i I I I I iii i�i
>i
J» 20
iI
I
Tammi Clark - Geotech Report.pdf Page 331
Washington State LOG OF TEST BORING
Department of Transportation
v UP
Job No. XL-1506 SR 101 HOLE No. H3A-02
PROJECT LIIIIwaupVicinity Slide Shy 2 of--!
r1
I
$ c $
V E 01 Ponelretion SPT ,�^ z d
n e e Bbwsl6' g ai Description of material
o a Blomm E E
g (N)
I 10 20 30 40
I I I I
rI I I I
I I I I
i t 7 I I 1
I I I I 1
X.
1 I I I
I I I I
r,
1
1 I I
e 1 1 I 1 07125/2002
I I I I
I I I I
J I I I I
I I I I
1 I I I
9 I 1 I I
1 I I I I
I I I I
I I I I
I 1 I I
t.j I I I I
I I I I
I� 10 I I I 1
I I t I i
I I I I
I I I I
I I I I i
1 I I I
I I I I
I I I I
I I 1 I
I I 1 I
I I I I
rl o 12 I I I I
l I I I I
40 I I I I
I I 1 I
I I I I
I I I I
I I I I
I I I I
13 1 1 1 1
U I I I I i
I I I I
J 4s
..._. .-
CTammi Clark - Geotech Report.pdf Page 34
w_ Washington State LOG OF TEST BORING
." Department of Transportation
1 ' ..,Job No. XL-1506 SR 101 HOLE No. H-3A-02
PROJECT U111waup Vicinity Slide Sheet 3 of--A—
Standard SpT. Z o c
m F Z
° a ^BPenetration Blowsl8' $ E. Descrip0on of Material
r. 1 'A co t
10 20 30 40
I I I I
t� 14 I I I I
1 I I I
I I f I
1 I I I
r 1 1 I I
11 1 I I I
I I I I
r1 15 I I I I
t
I I I I
I I I I
7 I I I
I I I I
I I I
I I I I
1-1 16 I I I I
ICJ I I I I
I I I I
I I I
I I I I
I I I I
L i\, ,.S5 I I I I
I I I I
17 I I I I
I I I I
Li
I I i I
I 1 t I
I 1 I I
I I I I
I I I I
I I I I
I I I I
I I I I
I I I
I I
US I I I I
c I I I
f �0 I I 1
I I I
20 I I I I
I I I I
I I I I
I I I I
I I i I
I I I I
21 I I I I
I I I I
7o
Tammi Clark - Geotech Report.pdf Page 35
M_rr Washington State LOG OF TEST BORING
P Department of Transportation
r.•'
Job No. XL-1506 SR 101 HOLE No. H3A-02
,JROJECT Lilliwaup Vicinity Slide Sheet 4 of4
E o Standard SPT z° o
Penetration
netrt Bto vw �' Description of Material
n (N) E t c9
10 20 30 40
I t I I
j I I I I i
I I I I
22 I I I I
I I I I
i I I I I
I I 1 I
I I i I I
11 I I I I
75 I I I I
23 I I I I
I I I I
I I I I 1
I I I I
I I I
i I I I I
I I I I
24 I I I 1
I I I I
I I I I f i
_ice 1 I I I
i 1 1 1 1 25 I I I I End of test hole boring at 80.5 It below ground elevation.
I I I I
I I I I This is a summary Log of Test Boring.SoiVRock
1 I I I descriptions are derived from visual field identifications
and laboratory test data.
rl I I I I
Jas I I 1 I
I I I I
I I I I
2
fX I I I I
I I 1 I
I I { I
i I I I
I I I I
ii 27 I I I I
i—y I I I I I
1 I I I I
o I I I I I
I
Ll
I I I I f!
I I I I
I 1 I I
I I I
10 I 1 I
_ J
Tammi Clark - Geotech Report. df Page 36
-- Washington state LOG OF TEST BORING
MAP
Department of Transportation
._.,Job No. XL-1506 SR 101 HOLE No. 14 4-02
PROJECT Lilliwaup Vicinity Slide Sheet 1 of--A—
SR-1 01 M.P.326.8 Vicinity Inspector Brian Hilts
—� Station 19+34.12 Offset 351.19ft Lt. Equipment CME 850 w/autohammer
Latitude Longitude Method Wet Rotary
Northing 737344.93 Easting 995915.65 Casing HWTx27'HQx172'
i,
^-III Ground Elevation 232.7(70.9 m) Start Data August 2,2002 Completion Date August 8,2002
Standard g d 6 z I,
c SPT Z' Z d ; ii
a g Penetration Bl..s - 01 ` m 9 0 Description or Material 6 E
a 61oweM (N) A
10 20 30 40 " y
i
I 1 I I
i 1 1 I I I
I I I I
L 1 I I I I
I I I 1 3 D-1 Poorly graded SAND with gravel,medium dense,reddish
ti\ I I I i 5 brown with FeO stains,moist,homogeneous,no HCI
i 8 reaction,with a trace of slit,roots
(13) Length Recovered 0.7 ft,Length Retained 0.7 ft
I I I
I I I
z
I I I I
I I I I a D-2 Poorly graded SAND,dense,grayish brown with Fe0
I I I I 12 stains,moist,stratified,no HCI reaction,the upper.3'with
14 dark brown organics and roots.
10 3 I I I I (26) Length Recovered 1.1 ft,Length Retained 1.1 ft
i_ I I I I
I I I I
I I I I
I I I I
I I I
4 IIII
I I 1
I I 1 7 D-3 GS SP-SM,MC=22%
I I I I 10 MG Poorly graded SAND with silt,medium dense,grayish
12 brown,wet,homogeneous,no HCl reaction
15 I I I I (22) Length Recovered 1.1 ft,Length Retained 1.1 ftto I I 1 I J I I I I
5 ! I 1 I
J � I I I I
I I ( I
i I I I I
1 I I I 9 D-4 Poorly graded SAND,dense,grayish brown,wet,
I I I I 12 stratified,no HCI reaction,at 19'to 19.T(ML)slit layer
16 Length Recovered 1.3 ft,Length Retained 1.3 ft
% 6
20 3
Tammi Clark - Geotech Report.pdf Page 37 '
I'
Washington State LOG OF TEST BORING
.,' Department of Transportation I
_-• Job No. XL-1506 SR 101 HOLE No. H-4-02
PROJECT Lilliwaup Vicinity Slide Sheet? of-8—
Standard SPT 6 c
�d 2 Penetration Blowsv m m Desoipfion or Material 'g
a BtovraM (N) t.
f , 10 20 30 40 H h
I I I I
I I I I
I I I I I I
I I I I
I I 1 I
i I I I I
I I 1 I
7 1 I I I
I I I I D-5 Poorly graded SAND,dense,grayish brown,wet,
I I I I 13 homogeneous,no MCI reaction
15 48 Length Recovered 1.3 ft,Length Retained 1.3 ft
I I I I
1 I I I
I I t I
I I 1 I
I I I I
I I i
I I I 7 D•e Poorly graded SAND,dense,grayish brown,mast,
.12 homogeneous,no MCI reaction,upper W with light olive
17 brown color. Over reamed with HWT casing to 25'to
L�'�%3o I I I I (29) regain surface seal.
I I I I Length Recovered 1.4 ft,Length Retained 1.4 ft
I I I I
I I I I
I I I
r� 10 I I I I
I 1 I
I I I I 14 0-7 Poorly graded SAND,dense,grayish brownllight'olive
I I I I 17 brown,wet,stratified,laminated,no MCI reaction
f I I I I J 15 Length Recovered 1.4 ft,Length Retained 1.4 ft 35 1 I I I �)
1 I I I
I I I I
I I I I
I I I
I 1 I
o I I I I 8 D$ GS SM.MC=29%
I 1 1 12 MC Silty SAND,dense,grayish browMight olive brown,wet,
12 I I I I 17 stratified,laminated,no MCI reaction
40 I I I I (29) Length Recovered 1.3 ft,Length Retained 1.3 ft
4 I I I I
j]°� I I I I
2� I I I
I I 1 I Gradational contact between upper sand and lower silt +
(-� 13 I I 1 I
I I I I 7 D-9 SILT,medium dense,light olive brown,moist,laminated,
x I ! I I 10 no MCI reaction
I I I I 24 Length Recovered 1.5 ft,Length Retained 1.5 ft 4
45
I
�Tammi Clark_- Geotech Report.pdf- --_-- _ _ — _- Page 38
VVP__ Washington State LOG OF TEST BORING
Department of Transportation
\Job No. XL-1506 SR 101 HOLE No. H-"2
PROJECT Lilliwaup Vicinity Slide Sheet 3 of__I_
i
� E w Standard SPT
C o Penatralbn glpww $ m $ Description of Material
a slowarft (N) E t ~ c
t v4 c0
t•.1 10 20 30 40 ,
• I I I I
14 I I I I
I I I
• I { I
I I I I
I I I I 12 D10 GS ML MC 26%
15 I I I I 49 MC Sandy SILT,dense,greyish brown,moist,homogeneous,
1 I I I 28 no HCI reaction
l_i 50 I I I I (47) Length Recovered 1.5 ft,Length Retained 1.5 It
I I I I
• I I I I '
I
I I I I I
t_1 • ' I I I I �
I I I I
I I I I
16 I I I I
1 I I I 10 D•11 Sandy SILT,dense,light olive brown,moist,laminated,
1 I I I 17 no HCI reaction
25 Length Recovered 1.5 ft,Length Retained 1.5 ft
1 I I I (42)
• I 1 I
17
I I I I
• I I I I
I I I I �
I I I I 9 0-12 SILT with sand,dense,light olive brown with FeO stains,
J18 I I I I 1s moist,laminated,no HCI reaction,moist,at 61'drilling I I I 22 became denser.
60 1 I I 1 (37) Length Recovered 1.5 ft,Length Retained 1.5 ft
• I I I 1
I I I I
-
� I I I I
I I I I
19
tlu, I I I I
10 D-13 Silty SAND,dense,grayish brown,wet,stratified,no HCI
I ! I I 23 reaction,top.5'(ML)silt with sand light olive brown moist,
• I i I I 27 middle.4'(SP)grayish brown moist,approx.64.6(SP)
I 1 I I (50) very wet grayish brown.
a I I I { Length Recovered 1.3 ft,Length Retained 1.3 ft
I I I I
J I I I I
t i I I I
U I I I I
I I I I to ' a14 SILT with sand,dense,light olive brown with vertical FeO
2S I I I I 19 stains,moist,laminated,no HCI reaction
I I I I I 2b Length Recovered 1.5 ft,Length Retained 1.5 ft
y 4
70
_I
i l
Tammi Clark_ Geotech Report.pdf - Page 39
Washington state LOG OF TEST BORING." Department of Transportation
Job No. XL-1506
SR 101 HOLE No. H-4-02
PROJECT Lilliwaup Vlcrnnt r Slide Sheet < of B
r
Standard SpT 0
n Penetration Ellowsw m -M 8 9 v Description of Material
o a Bkmslft t-
(") ) t
.` 10 20 30 40
I I I I
• . I I I l
I I I
22 I I I I
1 I I I
I I I I 10 13-15 SILT with sand,dense,grayish brown,mast,laminated,
I I I I 20 no HCI reaction,at approx.7T color change to dark gray.
I I I i 26 Length Recovered 1.5 it,Length Retained 1.5 ft
I I I ! (46) I
l } 75 I I I i I
23 I I I I
I
I I I I I
I I 1 I
• i I { I
• � , : I I I 1
I I r I >>
24 I I I I 13 D-16 SILT with sand,very dense,dark gray,moist,laminated,
I I I I 23 no HCI reaction
I I I I 32 Length Recovered 1.5 It,Length Retained 1.5It
• I I I I -
'
I I I I
• , I I I I
25 I I I I
I I I I
lU{ I I I I >> 12 a17 SILT with sand,very dense,dark gray,moist,laminated,
I I I I
22 no HCI reaction
I I I I 33 Length Recovered 1.5 ft,Length Retained 1.5 ft i
•26 I I I I
I I I 1 t
i I I I I
a I I I I
l $ •. I I I
• I I I
I I I I
I I I I » 12 D 18 Sandy SILT,very dense,dark gray,moist,homogeneous,
L�0 27 I I I I 24 no HCI reaction
i I I I 36 Length Recovered 1.1 ft,Length Retained 1.1 ft
o I I I I (60)
9D t I I I
f I I I
d
J _ 28 I I I
I I I
I I I I
I I I I >>I 1, 14 D-19 OS ML,MC=30%
27 Mc SILT,very dense,dark gray,moist,homogeneous,no
I I I I 45 HCI reaction
jI I I I (72) Length Recovered 1.5 ft,Length Retained 1.5 It
Tammi Clark - Geotech Report.pdf Page 40
WDepartment State LOG OF TEST BORING
'I/ Department of Transportation
I Job-No.
XL-1506 SR 101 HOLE No. H4••02
1ROJECT Lilliwaup Vicinity Slide Sheet 5 of5
e Standard SPT
Penetrallon Dimam- •�am 3 , Descripllon of Material
a BbwaAl (N)
E r
t
10 20 30 40
29 I I I
• I I I I
) I I I
I I I I
• I I I I
r� '• I I I 1
I I I I >>
30 I I I I 15 D•20 SILT with sand,very dense,dark gray,moist.
I I I I 29 homogeneous,no HCl reaction,from 98.5 to 98.8 wet
I I I I 50 zone
I I i I (79) Length Recovered 1.5 ft,Length Retained 1.5 ft
} 100 I I I )
• I I I I
I I I
I I I I (At approx.103'the water pressure dropped and.we lost
I I I I our water return.)
>> 11 D•21 SILT,very dense,dark gray,moist,homogeneous,no
I I I I HCI reaction
I I I I 37 Length Recovered 1.5 ft,Length Retained 1.5 ft
(59)
—32
I I I I
• I I l I
) I r )
I I 1 I
• I I f I
} I I I I
I 1 33 » 11 D-22 SILT with sand,very dense,dark gray,moist,
I I I 21 homogeneous,no HCI reaction
I I I I 33 Length Recovered 1.5 ft,Length Retained 1.5 ft
I 1 I I (54) (100%water loss)
110 I 1 I
• I I I
u 34 I I I I
• I I I I
R I I I
l I I I >> 12 D•23 SILT with sand,very dense,dark gray,wet,
23 blocky/disrupted,no HCI reaction
t I I I 29 Length Recovered 1.5 ft,Length Retained 1.5 ft
o I I I I (52) (100°�water loss)
115 35 I I I I
dLd I I I I
I I I I
I I I I
T.
36 I I I I >>4 10 o-24 os ML,MC=30%,LL=30
�J I I I ) 1a MC SILT,very dense,dark gray,moist,homogeneous,no
z 1 I I 1 33 AL HCl reaction
(51) Length Recovered 1.5 ft,Length Retained 1.5 ft
1 I I I (100%water loss)
120
I
Ti Clark - Geotech Report.pdf Page 41
1 Washington State LOG OF TEST BORING
A# Department of Transportation
Job No. XL-1506 SR 101 HOLE No. H-4-02
PROJECT Lilliwaup Vicinity Slide Sheet 6 of___A__
Standard SPT = c m
Penetration m z a 9
al8'
n m E Blaa nm $ '� Description of Material
m a Bloxafft
o (N) ) ca t c
to 20 30 40
• I t I 1
I I I I
t I I I I
37 I I I 1
. • I I I I
• I I I I
I I I I >> 14 -25 SILT,very dense,dark gray,moist,homogeneous,no
I I I I 24 HCI reaction —
I I I 1 29 Length Recovered 1.5 tt,Length Retained 1.5 ft =
I I I I 53 100%water loss —
( )
38 I I 1 I —
' 725 I I I I —
• I I I I —
} —
• I I I I =
I I I
( I I I
39 I I I
L I I 1 I 9 D-25 SILT,dense,dark gray,moist,homogeneous,no HCI _
1a
I I I I reaction,moist to dry —
I I I I 28 Length Recovered 1.5 it Length Retained 1.5 ft —
\ (42) 100%water loss _
I I I I
( I I I I —
JO _—
Ls"
• I I I I � —
I
40
I I I I
I I I I 10 D-27 SILT,dense,dark gray,moist,homogeneous,no HCI
` 17 reaction 133.6 to 134'was blocky with slickensides —
I I I I 31 Length Recovered 1.5 ft,Length Retained 1.5 ft —
r 1 41 I I I I (48) (100%water loss)
—
!.� 135 I I I
• I I I I =
—
� I I I I
US
—42
I I I I
j i I I I 9 D-28 SILT,dense,dark gray,moist,homogeneous,no HCI
17 reaction
I I I I 25 Length Recovered 1.5 ft,Length Retained 1.5 ft _
y I I I I (42) (100%water loss) —
140 I I I I
I I I I
o I I I I —
_ y 43
• I I I I
I I I I I
• r l 1 1
»I i 9 o-29 cs _ML,MC-27%,LL--
28
18 MC SILT,very derue,dark gray,moist,homogeneous,no
I I 1 1
• 33 AL HCI reaction
44 ( I I ( (51) Length Recovered 1.5 ft,Length Retained 1.5 ft
(100%water loss)
.' f1
I
N.mmi Clark -Geotech Report.pdf Page 42-ij
l -- Washington State LOG OF TEST BORING
.,' Department of Transportation
�1
Job No. XL-1506 SR 101 HOLE No. H-"2
PROJECT Lilllwaup Vicinity Slide Sheet 7 of--A—
Standard
SPT
L.1• `m
F Ez i
Penetration l3lowsl8' acreg 'm ffi Description of Material
' 3
• I� ore n 8krwsM (N) f-
h ` 10 20 30 40 w
• I I I I
i»I I I I I
I I I I
• I I I I
f 45 I I I I
I1 I I I I
LiI I I I 11 D-30 SILT,dense,dark gray,moist,blocky/homogeneous,no
I I I I i6 HCI reaction,149'to 149.5'bladry with sActcensides
I I I I 27 Length Recovered 1.5 ft,Length Retained 1.5 ft
I I 1 1 (45) (100%water loss)
150 I I I I
• I I I i
^') 46 I I I I
I I I I
(..•} I I I l
I I I
• I I I 1
1 I I i
I I i I 11 031 SILT,dense,dark gray,moist,homogeneous,no NCI
I I I I 18 reaction
I I i I 30 Length Recovered 0.2 ft,Length Retained 02 ft
� 47 I I I I (48) (100%water loss)
I ' I I I I
• I I I I
r� • " I I I I
I I I I
ij I I I I
I I I I
—48
I I I I
I I I I
I I I I >> 10 D-32 SILT,v 9 dense,dark ra moist,homogeneous,no
23 HCI reaction
Y
I I I I I I I I 34 Length Recovered 1.3 ft,Length Retained 1.3 ft
I I I I (57) (100%water loss)
I I I I
49
� I I I I
I I
• I I I I
I I I
» 11 D-33 SILT,very dense,dark gray,moist,homogeneous,no
I I I I 22 HCI reaction,moist to dry
$ 50 I I I I 50 Length Recovered 1.5 It,Length Retained 1.5 ft
I I I (72) (100%water loss)
JJJ $ 165 I I I I
� •' I I I I
I I I I I
• . I I I I
I i I I
j 51 I I I I
1 I I I I » 10 D-34 SILT,very dense,dark gray,moist,Homogeneous,no
U I I I 23 HCIreaction
I I I I 36 Length Recovered 0.6 ft,Length Retained 0.6 ft
100%w ter foss
h w
170
Cammi Clark - Geotech Report.pdf Page 43
l �_a Washington State LOG OF TEST BORING
.', Department of Transportation
Job No, XL-1506 SR 101 HOLE No. H-"2
`
PROJECT Ulliwaup Vicinity Slide Sheet 8 of---A—
Standard a ^ m
9 ;.
e Penetration Blowsl5- a g B u Description of Material
it 2 a Blowslft
10 20 30 40
M1 5Z I I I I
I I I I End of test hole boring at 169.5 ft below ground elevation.
,•� I I I I
I I I I
I I I I This is a summary Log of Test Boring.Soil/Rock
I I I I descriptions are derived from visual field identifications
I I I I and laboratory test data.
I I I I
I I I I
53 I I I I
I I I I
I I I I
175 I I I I
I I I 1
I I I I
54
J I I I I
I I I I
I I I I
i I I 1 I
L'`.. .AO
55 I I 1 I
1 r 1 I
I I 1 I
I 1 I
I I I I
I I I I
I I I I
55 1 1 1 1
U l I 1 I
185 I I I t I
L I I I
I I I I
57 I I I I
I I I I
1 I I I
o I I I I i
I I I I
�. 190 5a I I 1 I
e 1 I I I
1 rs I I
4, 59 I I I I
I I I I
I I I I
j_ 196
[Tammi Clark - Geotech Report.pdf Page 441
77Washington State LOG OF TEST BORING
Department of Transportation
APF
'-1
.....�Job No. XL-1506 SR 101 HOLE No. H-4A-02
PROJECT Lilliwaup Vicinity Slide Sit 1 of 2
i SR-101 M.P.326.8 Vicinity Inspector Brian Hilts
'l Station 19+38.92 Offset 349.99ft Lt. Equipment CME 850 w!autohammer
Latitude Longitude Method Wet Rotary
r,
j E Northing 787345.66 Easting 995920.64 Casing HWTx42
1 Ground Elevation 233.0(71.0 m) Start Date August 8,2002 Completion Date August 8,2002
i V E Standard SpIr c m
Penetration E
�( o Blays/G- $ �i m m Description of Material 'g
i E a BlowsM (N) rE
10 20 1 40 uJ O
I I I I 8 D•1 Poorly graded SAND with gravel,dense,grayish brown;
I I I I 8 wet,homogeneous,no HCI reaction
I I I I 8 Length Recovered 1.5 ft,Length Retained 1.5 ft
I I I I (24)
I I I I
I I I I
I I I I
I I I I
iv t I I I I
I I I I
l I I I I
• I I I I
I I I I
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Tammi Clark- Geotech Report.pdf _ Page 4
Washington state LOG OF TEST BORING
.,, Department of Transportation
�.
Job No. XL-1506 SIB 101 HOLE No. HAA-02
PROJECT Ulliwaulp Vicinity Slide Sheet 2 of
1 i I sStandarde 6
F E n SPT p sW' o
c u Penetration Blow ! B g Description of Materfei
�--I i BbwafR (N) —
tb 20 30 40
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r•-; i I ! I
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I I ! !
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( 7 I I I I
I I I I
I I I I
25 I I I I
I I I I
I I I I
a I I I I
a I I I I
I ! I I
I I I I
i I 1 I I
I I I I
9'30—
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I I I I
I I I I
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1 I I
10 I I I I
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I I
I
{ , 35 I I I
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o I I I 1
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m '12 I I I I i
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o 40 1 I ! I
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i I I I I End of test hole boring at 40 ft below ground elevation.
I I I I This is a summary Log of Test Boring.Soil/Rork
13 j j j j descriptions are derived from visual field identifications
and laboratory test data.
I
3l
3
1
.lob No. XL-1506 Date March 10,2003
Hole No. H-1-02 Sheet 1 of 1 LaboratoryS Washington State
umma Summary -„ Department of Transportation I(�
Project Lillfwaup Vicinity Slide
Depth Depth � 1
(ft) (m) Sample No.. USCS Color Description MC% LL PL PI
• 6.5 1.98 D-2 MIL See Boring Log SILT with SAND 36
m 15.5 4.72 D-6 SP-SM See Boring Log POORLY GRADED SAND with SILT and GRAVEL 11 TI
♦ 29.5 8.99 D-9 ML See Boring Log SILT with SAND 29 CD
'i
0 Ib
US Sieve Opening In Inches I US Sieve Numbers I Hydrometer Analysis Q
GRADATION FRACTIONS 3• 3r4- u4 s10 a40 9200
100
Ur M
%Gravel %Sand %Fines Cc Cu 90
i
• 1.9 20.9 77.3
80
m 21 A 71.9 6.7 0.7 15.2
70
♦ 0.0 22.0 78.0
60
T
m
50
I �
0 40
GRADATION VALUES li
i 30
D60 D50 D30 D20 D10
20
•
j 10
i
m 2.308 1.44 0.61 0.31 0.151
0
5 4 3 3 10 a 54 J 2 1 e S 4 7 7 0.18 54 7 2 0,016 6 I 3 3 O.001
Grain Size In Millimeter
Gravel Sand Slit and Clay
i Coarse Medium Fine
CD
3
3
i A
- 00
00
I
.lob No. XL-1506 Date March 10,2003 ^
Hole No. H-2-02 Sheet 1 of 1 LaboratoryS Washington State u J
umma Summary -" Department ofTransportadon
Project Lilllwau VicinitySlide
Depth Depth Sample No. USCS Color Description MC% LL PL PI
(ft) (m)
• 9.0 2.74 U-21A ML See Boring Log SILT 33 37 26 11 ` n
M 11.0 3.35 D-3 ML See Boring Log SILT 33 30 T
♦ 24.0 7.32 D-8 SM See Boring Log SILTY SAND 36 C
O
i � I
US Sieve Opening In Inches I US Slave Numbers I Hydrometer Analysis Q''
GRADATION FRACTIONS ' T. 3/4• 64 e10 "o A200
100
I
%Gravel %Sand %Fines Cc Cu
e0
• 0.0 2.8 97.2
90
M 0.0 1.0 99.0
70
♦ 2.4 66.9 40.7
s0
a
m
ti
8 40
GRADATION VALUES
0.
so
D60 D50 030 D20 D10
20
•
10
03
♦ 0.177 0.16 0 1: ±---- - . I
e a x toe a s s 2 t o e 4 3 x 0.1e s 3 x 0.019 e 4 3 x 0.001
Grain Size In Millimeter
Gravel Sand SIR and Clay
coerce Medlum Fine
I
I'
1
Job No. XL-1506 Date March 10,2003 Washi ^
Hole No. H-3-02 Sheet 1 of 2 LaboratorySummary T Department ton
UJ
ry If UP
Department of Transportation (D
Project Lilliwau VicinitySlide O
Dep(ftlth Depth Sample No. USCS Color Description MC% LL PL PI
• CD
10.5 3.20 D-3 NIL See Boring Lop SANDY SILT with GRAVEL 24 26
03 26.0 7.92 D-9 SM See Boring Log SILTY SAND with GRAVEL 24 26 TT''
N
♦ 30.0 9.14 D-10 MIL See Boring Log SILT with GRAVEL 23 CD
* 36.0 10.67 D-11 MIL See Boring Log SILT 28 30 O '3
O 40.0 12.19 D-12 MIL See Boring Log SILT 32 31
US Sieve Opening In Inches I US Sieve Numbers Hydrometer Analysis CL
GRADATION FRACTIONS 3- 3r4" S4 #10 #40 r200 h
100
%Gravel %Send %Fines Cc Cu eo
• 18.1 20.9 61.0
80
i
M 28.5 30.3 41.2
70
♦ 14.4 13.3 72.3
k 0.0 1 1.9 98.1
T
O 0.0 1 6.1 93.9 c 50
u-
qt 40
GRADATION VALUES
a
30
D60 D50 D30 D20 D10
20
10
m 0.993 0.21
♦ 0 6 1 3 2 10 8 5 4 3 2 1 8 5 4 3 2 0.1 8 5 4 3 2 0.018 5 4 3 2 0.001
* Grain Size In Millimeter
Sand
Gravel Silt and Clay '?
Coarse Medium Fine ,
'i
M4h,;
co
3
3
- --- '- .1�- C C._1 i---) im
I
Job No. XL-1506 Date March 10,2003 ^
aaaaaa���� Washington State 1J,
Hole No. H-3-02 Sheet 2 of 2 Laboratory Summary '/` Department of Transportation CD
Project Lilliwau VicinitySlide AV 0
Depth Depth Sample No. USCS Color Description MC% LL PL PI r
ft
• 45.0 13.72 D-14 ML See Boring Log SILT with SAND 30 38 29 9 0
m 50.0 16.24 D-15 ML See Boring Log SILT 33 27
p
US Sieve Opening In Inches I US Sieve Numbers I Hydrometer Analysis Q.
GRADATION FRACTIONS 3• 3/4• 84 #to 140 ezoo S
100
i 1
%Gravel %Sand %Fines Cc Cu vo
• 0.0 16.7 83.3
80
M 0.0 2.0 98.0
70
t '
� 60
o
ki 50
c
iL
40
GRADATION VALUES �
a
30
D60 D50 D30 D20 D10
20
10
m
0 5 4 3 2 10 5 5 4 3 2 1 a 5 4 3 2 0.1 8 5 4 3 2 0.016 5 4 3 2 0.001
Grain Size In Millimeter
i
Gravel Sand Silt and Clay
coarse Medium Fine
CD
Q
I
Lu
3i
3
t
Job No. XL-1606 Date March 10,2003 �_ Washington State U J
Hole No. H-4-02 Sheet 1 of 2 Laboratory Summary 'I/ Department of Transportation (p
Project Lilllwau VicinitySlide -,' 0
Depth Depth Sample No. USCS Color Description MC% LL PL PI
CD
• 13.6 4.11 D-3 SPSM See Boring Log POORLY GRADED SAND with SILT 22
m 38.6 11.73 D-8 SM See Boring Log SILTY SAND 29 TT
s N
♦ 48.5 14.78 0-10 ML See Boring Log SANDY SILT 26
it 93.0 28.35 D-19 ML See Boring Log SILT 30 ,',O
O 118.0 36.97 D-24 ML See Boring Log SILT 30 30
US Sieve Opening In Inches I US Sieve Numbers I Hydrometer Analysis CL
GRADATION FRACTIONS 3. 3r4• as #10 s40 8200
100
%Gravel %Sand %Fines Cc Cu 90
• 0.0 91.8 8.2 1.6 2.6
80
I
m 0.0 62.2 37.8
i
70
♦ 0.0 37.0 63.0
60
* 0.0 11.7 88.3 �
m
O 0.0 0.9 99.1 50
ti
GRADATION VALUES d 40
a
30 {
D60 D50 D30 D20 D10 4 j
20
0 0.211 0.20 0.16 0.13 0.081
10
m 0.113 0.09
iLIF
♦ 0 5 4 3 2 10 a s 4 3 2 1 a 3 4 3 2 0.18 5 4 3 2 0.018 3 4 3 2 0.001
* Grain Size In Millimeter
Gravel Send Silt and Clay
Coarse Medium Fine
C
I
N �
3
n
C� C.=; 1 J U
.lob No. XL-1606 Date March 10,2003
Hole No. H-4-02 Sheet 2 or 2 Laboratory Summary Washington State
_/— .Department of Transportation CD
Project Lilliwau Vicinity Slide
Depth Depth r--1.
(ft) (m) Sample No. USCS Color Descrlption MC% LL PL PI (D
• 143.0 43.69 D-29 ML See Boring Log SILT 27 28
N
(D
0
r
US Sieve Opening In Inches I US Sieve Numbers �I Hydrometer Analysis Q
GRADATION FRACTIONS 3. 3r4• p4 #10 NO 9200
100
%Gravel %Sand %Fines Cc Cu 90
• 0.0 1.2 98.8
80
70
rn
y� 60
T
m
50
���; 40
GRADATION VALUES a
30
D60 D50 D30 D20 D10
20
•
10
0 5 4 3 2 10 a 5 4 3 2 1 6 6 4 3 2 0.10 5 4 3 2 0.018 6 4 3 2 0.001
Grain Size In Millimeter
Sand
Gravel Silt and Clay
Coarse Medium Ile
i
e
�-Tammi Clark - Geotech Re ort.pdf Page 52
j
' Appendix C
Groundwater Data
1
ul.
J
U
F-
L
u
- ---- --- ------- —
Tammi Clark Geotech Report.pdf Page 5.3]
Table 1: Summary of Piezometer Readings (Water Level)
I , H-lA-02
' I
t , *
Date of ReadingWater Level Comments
r 7/31/2002 -8.0 feet Piezometer installed to a depth of 15.9 feet below
9/18/2002 -8.2 feet the ground surface. The screened interval of the
1/10/2003 -5.0 feet piezometer was isolated in the slide debris.
n
11
1 H-2A-02
Date of Reading Water Level* Comments
7/31/2002 -14.0 feet Piezometer installed to a depth of 17.8 feet below
J 9/18/2002 -14.3 feet the ground surface. The screened interval of the
1/10/2003 -9.0 feet piezometer was isolated in the slide debris.
i H-3A-02
Date of Reading Water Level* Comments
�l 7/31/2002 -23.6 feet Piezometer installed to a depth of 52.2'feet below
9/18/2002 -23.7 feet the ground surface. The screened interval of the
1/10/2003 -6.0 feet piezometer was isolated in the slide debris.
1�
`4
1r1 H-4-02
L�
Date of Reading Water Level* Comments
n 7/31/2002 -58.7 feet Piezometer installed to a depth of 118.0 feet below
} 9/18/2002 -58.7 feet the ground surface. The screened interval of the
` 1/10/2003 -59.1 feet piezometer was isolated in the slide debris.
I �
H-4A-02
Date of Reading Water Level* Comments
y 7/31/2002 -36.9 feet Pieiometer installed to a depth of 39.0 feet below
9/18/2002 -37.1 feet the ground surface. The screened interval of the
1 1/10/2003 -37.0 feet piezometer was isolated in the slide debris.
*The groundwater level below the existing ground surface in feet.
1
John Sliva- Rock Buttress Backup Calcs.pdf 1
RE."GEIVED
AUG 10 2006
AgElkL
Washington State p^G Cy e�?9°:f't1 f't1fdiDLIli ORKS
Department of Transportation (j�
Design Calculations
SR 101 MP 326.84 to 326.87 Job No. XL-2425 Date April-2006
Project Lilliwaup Slide Vicinity
This calculation package was prepared by and reviewed by the following individuals:
Michael Mulhern Tom Badger
EXPIN£S
The calculations package consists of this page and the following pages/items:
Page(s) Description
2 XSTABL analvsis for shear-key buttress
Calcs stamp sheet
John Sliva- Rock Buttress Backup Calcs.pdf 2
AdW Design Calculations
�� Washington State Materials Laboratory
Department of Transportation
Project Sheet No. of Z Sheets
S.R. /di Made by MdL Checked by
�LxR.iQt�2e1:_ 1
' -dts�e STtkrxntp►>'re S�� ('o1Js,srS or vPa�k. o��S�� �
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,�IG v%r 1 '6�►•►OondJ fil�D .. �'�i�:L.s, �✓✓�h./i5= T1J's -30'S,hh7r4^-is-.s'
4i0,r Z: S,a7 s r was L.4.t>L Osse,s�,.✓ufwcs t�,Qy.�orJ, w+�2 -•-s'll�,ws.a
SOIL- W17- 3'L,utao44wSTa.at SIu si Al kwt.s= ✓s�/Of„�sc/ ..1 T�%Wpj a,)
156IL 9'AJL., ✓Oy!a,/N v4�45
kn- tsw C =
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SOIL IIT Z /'f /- 790e
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$ol4_ Om r T. AO /dp p 2,�4
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1-14I_+Z LoJu=Trt°� sr•D•5 � 3 1 f.236
DOT Farm 232-007F
Revised B/93
John Sliva - Rock Buttress Backup Calcs.pdf 3
Design Calculations
. Washington State Materials Laboratory
Department of Transportation
Project Sheet No. y of Sheets
S.R. Made by Checked by Date Supv.
9P,-Y4.fs 3s X.rs "'i D-ww s. kw
64cvrQ 44 S,c.T
Sc�9L rMsS is 5rv4a 4 Tp.ahOa Sov - D of �NoJtcr• dSSQ S� `i
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A:'6�u_6 Z'd,4X ahAUss A.O- S. = 1,2 y
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m
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X—AXIS (feet)
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A 7nC XOOtnv+ rNN NNN WNNNrrrr N-�•FI c
O w to W AOM VAOW VA r QIN rr toiZCO V OE r
O 0000 OO A tl1 V N1 N O O V N N t.q W-4 VIV0 N CO
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A O O O w _0
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Vi 00-i to tnNwlA to tnOOVvirNVOO n n
O r r r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 w 0
viWN V1NN tpV VfWN VAN Al �
to to ao O O to 0 V100 V O O to vi r
. . . . . . . . . . . . . .
0 o aCL
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0000 �
N N NA NNIVAW N NNrrrr VAQOVAOONVArOINrrtp tD ODV 'A N ,
V OCAO VtnNOOVNNtn OOVNiVOtn to
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LIU-At 4-24-** 7:40
Lilliwaup A—A': Buttress 35x35 TIC
250 10 most critical surfaces, MINIMUM JANBU FOS = 1 .317
200
2
i15
a�
y--
cr,
X
Q 10
I
3
a
vi
_UI
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mCo X—AXIS (feet)
=31
m '
Y
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L
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John Sliva- Rock Buttress Backu Calcs. df _ 7
PROFIL FILE: LILI Al 4-24-** 7:39 ft
Lilliwaup A-A' : Buttress 35x35
31 19
.0 30.0 25.0 30.0 3
25.0 30.0 65.0 62.0 5
65.0 62.0 100.0 62.0 5
100.0 62.0 120.0 70.0 2
120.0 70.0 174.0 80.0 2
174.0 80.0 203.0 90.0 2
203.0 90.0 224.0 100.0 2
224.0 100.0 240.0 110.0 2
240.0 110.0 255.0 120.0 2
255.0 120.0 278.0 130.0 2
278.0 130.0 293.0 140.0 2
293.0 140.0 301.0 150.0 1
301.0 150.0 307.0 160.0 1
307.0 160.0 314.0 170.0 1
314.0 170.0 323.0 180.0 1
323.0 180.0 346.0 190.0 1
346.0 190.0 369.0 200.0 1
369.0 200.0 386.0 210.0 1
386.0 210.0 400.0 220.0 1
25.0 30.0 31.0 27.0 3
31.0 27.0 56.0 27.0 3
56.0 27.0 61.0 30.0 3
61.0 30.0 70.0 36.0 4
70.0 36.0 100.0 62.0 2
70.0 36.0 188.0 37.0 4
188.0 37.0 240.0 66.0 4
240.0 66.0 293.0 140.0 4
61.0 30.0 188.0 31.0 3
188.0 31.0 240.0 60.0 3
240.0 60.0 293.0 140.0 3
293.0 140.0 400.0 174.0 3
SOIL
5
125.0 130.0 100.0 36.00 .000 .0 2
115.0 120.0 .0 30.00 .000 .0 1
120.0 130.0 500.0 26.00 .000 .0 3
110.0 120.0 .0 24.00 .000 .0 1
135.0 135.0 .0 45.00 .000 .0 1
WATER
3 62.40
7
31.0 27.0
56.0 28.0
98.0 55.0
120.0 62.0
188.0 78.0
240.0 100.0
293.0 140.0
293.0 140.0
310.0 158.0
400.0 190.0
.0 20.0
240.0 30.0
400.0 40.0
John Sliva-Rock Buttress Backup Calcs. df 8
BLOCK
300 3 .0
60.0 30.0 90.0 35.0 15.0
150.0 35.0 200.0 37.0 20.0
210.0 60.0 250.0 70.0 40.0
LILL42 4-24-** 7:52
Lilliwaup A—A': Buttress 35x35 dqm
250 10 most critical surfaces, MINIMUM JANBU FOS = 1 .243
200
w2
(D 150
a�
V)
X
Q 100
i
w
M
U
100 150 200 250 300 350 400
00 X—AXIS (feet)
a�
in
Y
U
O
0C
L
O
... ,_ ..
John live- Rock Buttress Backu Calcs. df 10
PROFIL FILE: LILI_A2 4-24-** 7:52 Pt
Lilliwaup A-A' : Buttress 35x35
31 19
.0 30.0 25.0 30.0 3
25.0 30.0 65.0 62.0 5
65.0 62.0 100.0 62.0 5
100.0 62.0 120.0 70.0 2
120.0 70.0 174.0 80.0 2
174.0 80.0 203.0 90.0 2
203.0 90.0 224.0 100.0 2
224.0 100.0 240.0 110.0 2
240.0 110.0 255.0 120.0 2
255.0 120.0 278.0 130.0 2
278.0 130.0 293.0 140.0 2
293.0 140.0 301.0 150.0 1
301.0 150.0 307.0 160.0 1
307.0 160.0 314.0 170.0 1
314.0 170.0 323.0 180.0 1
323.0 180.0 346.0 190.0 1
346.0 190.0 369.0 200.0 1
369.0 200.0 386.0 210.0 1
386.0 210.0 400.0 220.0 1
25.0 30.0 31.0 27.0 3
31.0 27.0 56.0 27.0 3
56.0 27.0 61.0 30.0 3
61.0 30.0 70.0 36.0 4
70.0 36.0 100.0 62.0 2
70.0 36.0 188.0 37.0 4
188.0 37.0 240.0 66.0 4
240.0 66.0 293.0 140.0 4
61.0 30.0 188.0 31.0 3
188.0 31.0 240.0 60.0 3
240.0 60.0 293.0 140.0 3
293.0 140.0 400.0 174.0 3
SOIL
5
125.0 130.0 100.0 36.00 .000 .0 2
115.0 120.0 .0 30.00 .000 .0 1
120.0 130.0 500.0 26.00 .000 .0 3
110.0 120.0 .0 24.00 .000 .0 1
135.0 135.0 .0 45.00 .000 .0 1
WATER
3 62.40
7
31.0 27.0
56.0 28.0
98.0 55.0
120.0 62.0
188.0 78.0
240.0 100.0
293.0 140.0
293.0 140.0
310.0 158.0
400.0 190.0
.0 20.0
240.0 30.0
400.0 40.0
C-
0
m
to
X
0
w C) W
x �
0
I
r to o� y
000W
600
O
X
C
m
O A
rnwm � i�
otno
000 a
N N r
Un O A
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000
0�70
000
.A N W
000
O O O
.a
N
LILh43 1-30-** 9:30
i
Lilliwaup A—A': Buttress 35x35 AND
250 10 most critical surfaces, MINIMUM JANBU FOS = 1 .294
200 /
W2
(D 150
a)
X
Q 100
I
_0 ,__ _ .w3
n'
CD
U '
Cu
0 , 100 150 200 250 300 350 400
CoX—AXIS (feet)
m
U W
iI
Co
>_
C '
L '
OI
� I
John Sliva Rock Buttress Backup Calcs pdf 13
N*
PROFIL FILE: LILI A3 1-30-** 9:30 ft
Lilliwaup A-A' : Buttress 35x35
31 19
.0 30.0 25.0 30.0 3
25.0 30.0 65.0 62.0 5
65.0 62.0 100.0 62.0 5
100.0 62.0 120.0 70.0 2
120.0 70.0 174.0 80.0 2
174.0 80.0 203.0 90.0 2
203.0 90.0 224.0 100.0 2
224.0 100.0 240.0 110.0 2
240.0 110.0 255.0 120.0 2
255.0 120.0 278.0 130.0 2
278.0 130.0 293.0 140.0 2
293.0 140.0 301.0 150.0 1
301.0 150.0 307.0 160.0 1
307.0 160.0 314.0 170.0 1
314.0 170.0 323.0 180.0 1
323.0 180.0 346.0 190.0 1
346.0 190.0 369.0 200.0 1
369.0 200.0 386.0 210.0 1
386.0 210.0 400.0 220.0 1
25.0 30.0 31.0 27.0 3
31.0 27.0 56.0 27.0 3
56.0 27.0 61.0 30.0 3
61.0 30.0 70.0 36.0 4
70.0 36.0 100.0 62.0 2
70.0 36.0 188.0 37.0 4
188.0 37.0 240.0 66.0 4
240.0 66.0 293.0 140.0 4
61.0 30.0 188.0 31.0 3
188.0 31.0 240.0 60.0 3
240.0 60.0 293.0 140.0 3
293.0 140.0 400.0 174.0 3
SOIL
5
125.0 130.0 100.0 36.00 .000 .0 2
115.0 120.0 .0 30.00 .000 .0 1
120.0 130.0 500.0 26.00 .000 .0 3
110.0 120.0 .0 24.00 .000 .0 1
135.0 135.0 .0 45.00 .000 .0 1
WATER
3 62.40
7
31.0 27.0
56.0 28.0
98.0 55.0
120.0 62.0
188.0 78.0
240.0 100.0
293.0 140.0
3
293.0 140.0
310.0 158.0
400.0 190.0
.0 20.0
240.0 30.0
400.0 40.0
John Sliva- Rock Buttress Backup Calcs.pdf 14
BLOCK
300 3 .0
30.0 18.0 50.0 18.0 15.0
150.0 35.0 200.0 37.0 20.0
210.0 60.0 250.0 70.0 40.0
i
LILLA4 1-30-** 14:01
A—A . Buttress 35x35
250 10 most critical surfaces, MINIMUM JANBU FOS = 1 .258
200
a 150
a)
x
Q 100
I
N3
a
vi
_U
(0
U
a
0 100 150 200 250 300 350 400
Co
Cn X—AXIS (feet)
I
a�
Co
Y
U W
O
C
t
0
., e
John $lva- Rock Buttress Ba ck up Calcs.pdf 16
NSA
PROFIL FILE: LILI A4 1-30-** 14:01 ft
A-A' : Buttress 35x35
34 20
.0 30.0 25.0 30.0
25.0 30.0 44.0 45.0
44.0 45.0 65.0 62.0
65.0 62.0 100.0 62.0
100.0 62.0 120.0 70.0
120.0 70.0 174.0 80.0
174.0 80.0 203.0 90.0
203.0 90.0 224.0 100.0
224.0 100.0 240.0 110.0
240.0 110.0 255.0 120.0
255.0 120.0 278.0 130.0
278.0 130.0 293.0 140.0
293.0 140.0 301.0 150.0
301.0 150.0 307.0 160.0
307.0 160.0 314.0 170.0
314.0 170.0 323.0 180.0
323.0 180.0 346.0 190.0
346.0 190.0 369.0 200.0
369.0 200.0 386.0 210.0
386.0 210.0 400.0 220.0
44.0 45.0 80.0 45.0
80.0 45.0 100.0 62.0
25.0 30.0 31.0 27.0
31.0 27.0 56.0 27.0
56.0 27.0 61.0 30.0
61.0 30.0 70.0 36.0
70.0 36.0 80.0 45.0
70.0 36.0 188.0 37.0
188.0 37.0 240.0 66.0
240.0 66.0 293.0 140.0
61.0 30.0 188.0 31.0
188.0 31.0 240.0 60.0
240.0 60.0 293.0 140.0
293.0 140.0 400.0 174.0
SOIL
6
125.0 130.0 100.0 36.00 .000 .0 2
115.0 120.0 .0 30.00 .000 .0 1
120.0 130.0 500.0 26.00 .000 .0 3
110.0 120.0 .0 24.00 .000 .0 1
135.0 135.0 .0 40.00 .000 .0 1
120.0 125.0 .0 38.00 .000 .0 1
WATER
3 62.40
7
31.0 27.0
56.0 28.0
98.0 55.0
120.0 62.0
188.0 78.0
240.0 100.0
293.0 140.0
3
293.0 140.0
310.0 158.0
400.0 190.0
John -5rva- Rock Buttress Backup Calcs.pdf 7
3
.0 20.0
240.0 30.0
400.0 40.0
BLOCK
300 3 .0
60.0 30.0 90.0 35.0 15.0
150.0 35.0 200.0 37.0 20.0
210.0 60.0 250.0 70.0 40.0
Co
LILLA5 1-30-** 13:59
A—A': Buttress 35x35
250 10 most critical surfaces, MINIMUM JANBU FOS = 1 .229
200
w2
a 15
a)
4-
X
Q 10
I I
Cn
01
M
UI
Q
0 100 150 200 250 300 350 400
mrn X—AXIS (feet)
rn
Co
OI
(U i
C
O'
Jo n Sliva- Rock Buttress Backu qMl df
N*
PROFIL FILE: LILI A5 1-30-** 13:59 ft
A-A' : Buttress 35x35
34 20
.0 30.0 25.0 30.0
25.0 30.0 44.0 45.0
44.0 45.0 65.0 62.0
65.0 62.0 100.0 62.0
100.0 62.0 120.0 70.0
120.0 70.0 174.0 80.0
174.0 80.0 203.0 90.0
203.0 90.0 224.0 100.0
224.0 100.0 240.0 110.0
240.0 110.0 255.0 120.0
255.0 120.0 278.0 130.0
278.0 130.0 293.0 140.0
293.0 140.0 301.0 150.0
301.0 150.0 307.0 160.0
307.0 160.0 314.0 170.0
314.0 170.0 323.0 180.0
323.0 180.0 346.0 190.0
346.0 190.0 369.0 200.0
369.0 200.0 386.0 210.0
386.0 210.0 400.0 220.0
44.0 45.0 80.0 45.0
80.0 45.0 100.0 62.0
25.0 30.0 31.0 27.0
31.0 27.0 56.0 27.0
56.0 27.0 61.0 30.0
61.0 30.0 70.0 36.0
70.0 36.0 80.0 45.0
70.0 36.0 188.0 37.0
188.0 37.0 240.0 66.0
240.0 66.0 293.0 140.0
61.0 30.0 188.0 31.0
188.0 31.0 240.0 60.0
240.0 60.0 293.0 140.0
293.0 140.0 400.0 174.0
SOIL
6
125.0 130.0 100.0 36.00 .000 .0 2
115.0 120.0 .0 30.00 .000 .0 1
120.0 130.0 500.0 26.00 .000 .0 3
110.0 120.0 .0 24.00 .000 .0 1
135.0 135.0 .0 40.00 .000 .0 1
120.0 125.0 .0 38.00 .000 .0 1
WATER
3 62.40
7
31.0 27.0
56.0 28.0
98.0 55.0
120.0 62.0
188.0 78.0
240.0 100.0
293.0 140.0
293.0 140.0
310.0 158.0
400.0 190.0
John Sliva- Rock Buttress Backup Calcs.pdf 20
3
0 20.0
240.0 30.0
400.0 40.0
BLOCK
300 3 .0
50.0 40.0 140.0 40.0 30.0
150.0 35.0 200.0 37.0 20.0
210.0 60.0 250.0 70.0 40.0
N
LILLA6 1-30—** 13:57
A—A`: Buttress 35x35
250 10 most critical surfaces, MINIMUM JANBU FOS = 1 .271
200
w2
i 150
ay
4—
{ U)
X
Q '00
1
i
w3
vi
N
U
C
100 150 200 250 300 ► 400
cc
X—AXIS (feet)
a�
m
U
O
Q'
OI
�J
John Sliva Rock Buttress Backup Calcs pdf 22
NA
PROFIL FILE: LILI A6 1-30-** 13:57 ft
A-A' : Buttress 35x35
34 20
.0 30.0 25.0 30.0
25.0 30.0 44.0 45.0
44.0 45.0 65.0 62.0
65.0 62.0 100.0 62.0
100.0 62.0 120.0 70.0
120.0 70.0 174.0 80.0
174.0 80.0 203.0 90.0
203.0 90.0 224.0 100.0
224.0 100.0 240.0 110.0
240.0 110.0 255.0 120.0
255.0 120.0 278.0 130.0
278.0 130.0 293.0 140.0
293.0 140.0 301.0 150.0
301.0 150.0 307.0 160.0
307.0 160.0 314.0 170.0
314.0 170.0 323.0 180.0
323.0 18010 346.0 190.0
346.0 190.0 369.0 200.0
369.0 200.0 386.0 210.0
386.0 210.0 400.0 220.0
44.0 45.0 80.0 45.0
80.0 45.0 100.0 62.0
25.0 30.0 31.0 27.0
31.0 27.0 56.0 27.0
56.0 27.0 61.0 30.0
61.0 30.0 70.0 36.0
70.0 36.0 80.0 45.0
70.0 36.0 188.0 37.0
188.0 37.0 240.0 66.0
240.0 66.0 293.0 140.0
61.0 30.0 188.0 31.0
188.0 31.0 240.0 60.0
240.0 60.0 293.0 140.0
293.0 140.0 400.0 174.0
SOIL
6
125.0 130.0 100.0 36.00 .000 .0 2
115.0 120.0 .0 30.00 .000 .0 1
120.0 130.0 500.0 26.00 .000 .0 3
110.0 120.0 .0 24.00 .000 .0 1
135.0 135.0 .0 40.00 .000 .0 1
120.0 125.0 .0 38.00 .000 .0 1
WATER
3 62.40
7
31.0 27.0
56.0 28.0
98.0 55.0
120.0 62.0
188.0 78.0
240.0 10010
293.0 140.0
293.0 140.0
310.0 158.0
400.0 190.0
I
John Sliva - Rock Buttress Backup Calcs.pdf 23
i
3
0 20.0
240.0 30.0
400.0 40.0
BLOCK
300 3 .0
30.0 18.0 50.0 18.0 15.0
150.0 35.0 200.0 37.0 20.0
210.0 60.0 250.0 70.0 40.0