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� GE4TECHNiCAL REPORT
Younker Nissan
East �/alley Road and SW 34th Street
Renton, Washington
Project No. T-3063-1
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Prepared for:
Younker Nissan
Renton, Washington
August 22, 20QS
�ITYOFRENTON �
RECEIVED
APR 0 6 ��]
`:�IJI�.D1N�r�'�'��SION
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� TERRA ASSOCIATES, Inc.
Consultants in Geotechnical Engineering, Geology
and
Environ���ental Earth Science�
August 22, 2006
Project No.T-3063-1
Mr. John Vidmar
Younker Nissan
3820 East Valley High�vay South
Renton,Washington 98055
Subject: Geotechnical Report
Younker Nissan
East Valley Road and SW 3�th Street
Rentoi�, Washington
Dear Mr. Vidmar:
As requested, we liave conducted a geoteclulica] engineering study for the subject project. The attached report
presents oui•findings and recommendations for the geotechnical aspects of project design and construction.
In general, the site is underlain by five to six feet of dense granular fill overlying four to eight feet of clayey silt
or peat. The clayey silt and peat are generally underlain by medium dense to dense alluvial sands. A 6-to 8-foot
thick layer of very soft to medium stiff clayey silt was found at a depth of 26 feet.
To reduce post-construction settlements to wl�at may be considered tolerable levels, we recommend tliat dle
building area be pre-loaded with a surcharge fill. Following successful compietion of the surcl�arge program, the
proposed auto dealership facility may be construcied using conventional spread footings placed on tlie existing
fill or on new structural fill, as required. If the estimated long-term post-construction settlements of one to ti�o
inches cannot be tolerated by the construction, you should plan for alternative foundation support consisting of
GeopiersTM or piles. ,
The attached report describes our explorations and explains our reconuiiendations in greater detail. We trust this
information is sufficient for your present needs. If you have any questions or require additional inforn�ation,
please call. �,r.�,_:. ,. .
� �..(�� �
Sincerely yours, g.��pf ABy�'�T�
TERRA ASSOCIATES,INC. ��'
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Kevin P. Roberts, P.E. 'O�� q� 32039 �p ��' � �
Senior Engineer �. �' ��STEP' ��
E FssfONAtE��� 3 ',
KPR:mb �,
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1 ?�?5 \�1`illows Road, Suite 101, Kirkland, Washington 98034
Phone (425) 821-7777 • Fax (4?�l �?1-43 34
TABLE OT CONTENTS
Pase No.
l.0 Project Descriprion......................................................................................................... 1
2.0 Scope of Work................................................................................................................ 1 '
3.0 Site Conditions.........................•-�--................................._................................................2
3.1 Surface...............................................................................................................2
3_2 Soils...................................................................................................................2
3.� Mapped Soils.....................................................................................................3
� �
3.4 Groundwater......................................................................................................3 ,
3.5 Seismic.......................... �I
.....................................................................................3
4.0 Discussion and Reconunendations .................................................................................4 '
4.1 General...............................................................................................................4 I
42 Site Preparation and Grading.............................................................................5
4.3 Surface and Settlements.....................................................................................6
4.4 Excavarions........................................................................................................7
4.5 Foundarian Altematives........... ......................................................................S
....
4.6 Slab-on-Grade Floors.........................................................................................9
4.7 Lateral Earth Pressures......................................................................................9
4.8 Utiliries ............................................................................................................10
4.N Drainage...........................................................................................................10 i
4.10 Pavements........................................................................................................ 10 'i
5.0 Additional Services....................................................................................................... l l li
6.0 Limitations.................................................................................................................... 11 I
Fieures ',
. '�
VicinityMap........................................................................................................................Figure 1
Exploration Location Plan.... ........Figure 2
Typical Settlement Marker Detail ......................................................................................Figure 3 ��
.
Typical Wall Drainage Detail..............................................................................................Figure 4 I
Apnendix ,
Field Exploration and Laboratory Testing ................................................................... Appendix A
CPTLogs......................................................................................................................Appendix B
Geotechnical Report
Younker Nissan
East Valley Road and SW 34th Street
Renton, lNashington
1.0 PRO,T�CT DESCRIPTION
The project will consist of construction of an auto dealership facility in Renton, Washingto�l. The proposed
facility includes construction of a 30,000 square-foot, two-siory building containing areas for parts/serti�ice.
offices, and a sho���aom. Associated driveway and parking areas will surround#he sh-�cture.
Detailed building plans are currently una�ailable. Currently, the planned location of the structure is in the
southern portion of the site. Conceptual architectural design information provided by Nissan indicates the
building will likely be metal-framed with metal and ACM (aluminum composite material)exterior cladding. We
anticipate that structural loading to be lighi to moderate, with isolated columns carrying loads of 80 to 1d0 kips,
and bearing walls carrying 4 to 6 kips per foot. Ftoor slab loads are expected to be 200 to 300 pounds per square
foat(psfj. Proposed fill thiclmesses that may be required to establish finish site grades are eurrently unknown.
The recommendations in the following sections of this report are based on our understanding of tlie project's
�?esigi� feabare�. ��l�e should re��iew final design drawings and �pecifications t� verifv that our recommendations
have been properly interpreted and incorporated into project design.
2.0 SCOPE OF V4'ORK
On July 27, 2006, we advanced 2 cone penet�ation tests (CPTs) in the southern portion of the site. Each CPT
was pushed to a total depth of approximately 40 feet.
As part of ow previous geotechnical study at the site, on January 10, 1996, Terra Associates, Inc. logged 2 test
borings in the site's northern location to depths of 34 feet and 36.5 feet belo�v existing site grades. In addition,
on 7anuary 10, 1996, we observed the drilling of one test boring to a depth of 29 feet for a geotechnical study for
development of the adjacent western property (Fan��est Steel site). The previous site and adjacent tes# boring
data were reviewed and utilized for this study.
Using the infonnation obtained fr�rn the subsurface explorations; «e perforn�ed analyses to develop preliminan
geotechnical reconunendations for project design and constructio�l. Specifically, this repori addresses the
follo��ing:
+ Soil and groundwater conditions
• Seismic considerations, inctudin�20�3 IBC soil site class
• Site preparation and grading
• Surcharge and settlements
� Eacavations
August 22, 2006
Project No. T-3063-1 I
� Foundation aliernatives '
� Slab-an-grade floors !
o Lateral earth pressures I
� Uiilities I
� Pavements
� Drainage '
It should be noted that recommendations outlined in this report regarding drainage are associated with soil
strength, design earth pressures, erosion, and stability. Design and perfonnance iss�ies �vith respect to rnoisture
as it relates to the structure environment {i.e., humidity, mildew, mold} is beyond Terra Associates' purview. A
building envelope specialist or contractor should be consulted to address these issues, as needed.
3.4 SITE CONDITIONS
3.1 Surface
We canducted a surface reconnaissance at the site on July 13, 2006. We also conducted a site reconnaissance in
.ianuary I996 as part of our previous geotechnicai study. The site occupies die souti�west corner of the
intersection of SW 34th Street and East Valley Road in Renton, Washington. The site's location is shown on the
��icinity Map, Figure l. The site is bounded to the south and north by a retail facility and SW 34th Street,
respectively. �ast Valley Road bounds the site on the east. A steel products distriburion facility bounds the site
to the west.
The site and vicinity are flat. An existin� railroad spur track enters the northwest corner of the property and
curves in a southwestward direction to join a track leading west of the site. We noted that the track was raised
slightly above surrounding grades. Vegetation at the site consisted of sparse grasses. Duriilg our site visit in
January 1996, standing water was observed over much of the site. No standing water was noted at the site during
our recent visit.
3.2 Soils
Revie�v of the Test Boring Logs indicates that the soil conditians at tlie site generally cansists of fill overlying a
variably thick iayer of compressible peat or clayey silt. The compressible soils were underiain by layers of
alluvial sands, silty sands, and silt,
Each test boring encountered fill soil comprised of gravelly to silty sand to depths of five to six feet. This
material was generaIly medium dense to dense, but became loose near the contact with ths underiying
compressible strata. The compressible native soil under the fill mostly consisted of dark brown io gray brown
soft to stiff organic silt, clayey siit, and peat. Interbeds of gray to black sandy silt, silty sand, and sand that was
stiff or medium dense to very dense was found underlying the compressible layer at depths ranging fram 9 to 13
feet.
Page No. 2
August 22,2006
ProjectNo.T-3053-1
At a depth of 26 feet, we encountered a 5- to 6-foot thick layer of very soft to medium sriff, brown gray to gray,
clayey silt. Tl�e clayey silt was underlain by very fine to fine-grained silty sand that was gray and medium dense.
Borings B-1 and B-2 were terminated�vithin the medium dense silty sand.
Co�te Penetratiolr Tests
Re��iew of the CPT soundings indicates medium dense to very dense fill consisting of gravelly sand/sand grading
with depth to silty sand/sandy silt was found to a depth of approximately fitire feet. The filt is underlain by
interbedded layers of soft peat and clay to depths of nine and eight feet in CPT-1 and CPT-2, respectively. The
soundings show alluvial sands that are medium dense to dense underlying the peat and clay. A layer of soft clay
was encountered within the sands at a depth of appraximately 28 feet in each'of the CPT soundings.
3.3 Manned Soils
The Geologic Map of tlle Rerrton Qrradrangle, Ki�tg Cotnrty, i3�nshingto�r by D.R. Mullineaux (1965) shows that
the soils are mapped as peat (Qlp). The peat seen in Boring B-2, and interpreted from the CPT soundings
correlates with the published description of this soil unit.
The United States Deparhnent of Agriculture NSDA) Soil Conservation Service (SC5) maps shows the sails in
the �vestern portion of the site mapped as Snohontish silt loani {So}. The SCS maps show the soiis in the eastern
portion of the site mapped as Tir�-►i�ila muck(Ti�). '
3.4 Groundwater ��
We encountered groundwater in all of the test borings at depths ranging from five to ten feet belo��v the ground I�',
surface. Groundwater levels observed are recorded on the attached Boring Logs,Figures A-2 throu�h A-4. Some II
fluctuation in ihe depth of the groundwater will occur seasonally and annually. Given that the test borings �vere
completed in January,the observed levels likely represent near seasonal highs.
Groundwater levels were interpreted from the CPT soundings to be approximately at 11 feet and 9 feet in CPT-1 I,
and CPT-2, respecrively. These levels are expected to represent dry season groundwater levels at the site, due to II
the CPTs being conducted in late July. �
3.5 Seismic i
Based on the soil conditions encountered and the local geology, per Secrion 1615 of the 2003 International
Buildi�ig Code (IBC), site class"D" should be used in design of the structures.
Liquefaction is a phenomenon where there is a reduciion or complete loss of soil strength due to an increase in
water presswe induced by �7brations. Liquefaction mainl�� affects geologically recent deposits of loose, fine-
grai�led sand and silty sand belo�v the ground���aier table.
Page No. 3
August 22, 2006
Project No. T-3063-1 '
Our suUsurface explorations sho��� that the soiIs at the site are alluvial in origin. Analysis based on methods
II
outlined in Grourtd Motious nnd Soil Liguefaction During Earthquakes, by H. Bolton Seed and I.M. Idriss
(1982), indicate that an approximately 5-foot thick layer of silty sand to sand found between depths of
approhinlately 34 and 39 feet could liquefy during ground shaking associated with a severe seismic event.
Though analysis indicates a potential for soil liquefaction, in our apinion, because of the depth of the potentially
liquefiable zone below anticipated building foundarion elevatians, the risk for the expression of soil liquefaction
in the form of ground settlements or reduction of bearing capacity at the ground surface and the associated risk of
da�nage to site struetures are lo�v.
4.0 DISCUSSION AND RECOMI�'IENDATIONS
41 General
Based on our study, in our opinion, tliere are no geotechnical conshaints that would preclude aonstruction of the
' proposed auto dealership facility. The primary geotechnical eoncern for construction at this site is the 4- to 8-
foot thick layer of clayey silt and peat at depths of 5 to 13 feet below existing grades. Consolidation of these
soils will occur when subjected to loads comparable to those expected from project construction. Our analysis
also shows that some compression of the very soft to medium stiff clayey silt layer found at a depth of 26 feet ,
�vill also occur.
A fill surcharge program implemented prior to constroction will consolidate the compressible soil layers and
induce most of the primary settlements under the er.pected loads. Once tiie primary settlements are complete,
lesser amounts of secondary settlement will continue throughout the life of the structure. These secondary
settlements are in addition to settlements from placement of the building's foundarion. I
Following completion of a surcharge fil] program, buildings that are relatively settlemenY-tolerant can be
supported on conventional spread faotings bearing on a minimum of two feet of compacted granular structural
fill. The site explorations indicate the existing fills were previously compacted to a medium dense to very dense
state. These fills �vill provide adequate suppart for foundation footings. If fooring construction occurs at
elevations lower than approximately three feet below existing site grades, in order to provide adequate Uearing, it
may be necessary to overexcavate to a depth of two feet beneath the footings, and restore footing subgrades with
compacted granular siructural fill.
Analysis indicates that over a 50-year span, approximately I.5 inches of total secondary settlement and 3/4-inch
differential settlement are expected. If the settlements ca�ot be #olerated by the facility, alternative foundation
types will need to be considered. As an alternative, in our opinion, suitable building support can be derived from
GeopiersT"' installed beneath the building. GeapiersT"' are a proprietary foundation system consisting of drilled
shafts that are filled with crushed rock that is compacted in lifts. Regularly spaced GeopiersTM have the effect of
improving ground conditions,thereby inereasing bearing capacity and mitigating building settlements.
Detailed recammendations regarding these issues and other geotechnical design considerarions are provided in
the following sections. These recommendations should be incorporated into the final design drawings and
construction specifications.
Page I�o. 4
�u��st Zz, ?oo�
Project No. T-306�-1
4.2 Site Prenaration and Gc•adin�
Following stripping of vegetation, the site's fill surface should be prooirolled w�il� hea�ry const�-uction equipmei�t
prior to placement of additional fill. In order to achieve proper compaction of the building f 11,the subgrade must
be in a relatively stable condition. If an excessively soft and yielding subgrade is obsen�ed and it cannot be
stabilized in place by aeration and compaction, stabilizing by the use of an additive, such as cement, CKD, or
lime will need to be considered. Alternatively, tlie unstable soils can be excavated and replaced with clean
granular sh-uctural fill. Typically, stabilization of soft yielding soils that, due to excess maisture cannot be
stabilized in place, requires an�ending or othenvise removing and replacinc affected soils to a de}�th of 12 to 18
inches.
As noted, follo��Jing a surcharge fill program, we recommend that spread footing foundations obtain support on a
minimum of rivo feet of compacted granular structural fill. The structural fill should extend laterally from the
edge of the footing a minimum distance of one foot. The structwal fill used for this purpose should consist of
wet weather structural fill, as outlined later in this section, or equivalent granular material. Finish floor grades
are cumently unavailable for our review. With competent fills underlying the site to a depth of approximatel}�
five feek,we anticipate footing construction will occur with adequate bearing soil thiclrness. We recommend that
we review the building p]ans in order to assess the need for foundation subgrade improvement at the site.
We anticipate the existing fills will be suitable for reuse as structural fill at the site, provided it is free of
excessive organics and deleterious materials. If grading activities are planned during the wet winter rnonths, and
the on-site soils become too wet to achieve adequate cornpaction, the owner or contractor should be prepared to
treat soils with CKD, lime, or cement, or import wet weather structtu-al fill. For wet weather structural fill, «e
reco�nmend importing a granular soil that meets the following grading requirements:
U.S. Sieve Size Percent Passin
G inches 100
No.4 75 maximum
No.200 5 maximum*
*Based on the 3/4-inch fraction.
Prior to use, Terra Associates, Inc. should exatnine and test all materials to be imported to the site for use as
structural filL If the building subgrade is constructed using native soils and will be exposed during wet weather,
it would be advisable to place 12 inches of this granular structural fill on the building pad to prevent deterioration
of the floor subgrade.
Structtiral fill should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of
95 percent of the soil's maximum dry density, as determined by ASTM Test Designation D-698 (Standard
Proctor). The moisture content of the sail at the time of compaction sllould be within ri�vo percent of its optimum,
as determined by this ASTM standard. In nonstructural areas or for backfill in utility trenches below a depth of 4
feet, the degree of compaction can be reduced to 90 percent. Struetural fill placed in rights-of-way must confonn
ta tlie n�aterials and compaction specifications set forth by the applicable jwisdiction.
Page 1�'0. 5
August 22,2006
Project No.T-3063-1
4.3 Surcharee and Settlemenfs
As discussed, for spread footing foundation support and slab-on-grade construction, we recommend placing a
surcharge fill over the building area. Tlle surcharge program is necessary to limit building settlements to �vl�at
rnay be considered tolerable levels. Our surcharge and settlement analysis is based on an assumed two-foot thick
fil] pad placed to achieve finish site grades. We should review the final foundation and grading plans in order to
better assess expected settlements.
Pt•i�1ra►y Co�rsolidation
The site grades should be raised using structural fill as outlined in Section 4.2 of this report. Once grade is
achieved, we reeommend tliat an addirional four feet of surcharge fill should be placed in tl�e building locations.
The surcharge fill should extend a minimum of two feet Ueyond the edge of the perimeter building foohing. This
surcliarge fill does not need to meet any special requirements other than having a minimum in piace unit weight
of 125 pounds per cubic foot (pe fl. However, it is advisable to use a good quality fill which could be used to
raise grades in other portions of the site, such as parking and driveway areas,if necessary.
We do not believe it is necessary #o place a surcharge of fill within the parlang and access easement areas if
grades at these areas are raised to elevations comparable to the building area. In any case, the structural fill
required in the pavement areas should be placed as soon as possible to allow time for cansolidation of the
campressiaie ia�ers and reduction of potentiai senlement impacts on pavement and utilities.
The estimated total primary settlements under the recommended surcharge range from four to eight inclies across
the building area. These settlements are expected to occur 12 to 16 weeks following full application of the ,
surcharge loading. The actuai period for completion and magnitude of the primary settlements will be governed '
by variations in subsurface conditions at the site. ,
To verify the amount of seitlement and the time rate of movement,the surcharge program should be monitored by I�,
installing settlement markers. The settlement markers should be installed on the existing grade prior to placing ''�
any building or preload fills. Once installed, elevations of both the fill height and marker shouid be taken daily '�
until the full height of the preload is in place. Once fully preloaded/surcharged,readings should continue weekly ',
until the anticipated settlements have occurred. Monitoring data should be forwarded to us for review when I
obtained. A detail showing typical settiement marker installation is attached as Figure 3. �',
It is critical tUat the grading contractor recognize the importance of the settlement marker installations. Al] '
efforts must be made to protect the markers from damage during fill placement. It is difficult, if not impossible,
to evaluate the progress of the surcharge program if the markers are damaged or destroyed by consh-uction '�
equiptnent. As a result, it may be necessary to install new markers and to e�tend the surcharging time to ensure
that settlements have ceased and building consmaction can begin.
Post-Constrr�ction Settlenients
I Primary consolidation of compressible soils at the site �vill be achieved upon completion of the surcharge
program. Secondary consalidation wrll continue at the site throughout the life of the structure.
Page No. 6
_ August 22,2006
ProjectNo.T-3063-1
During secondary consolidation, you shouid expect a maximum post-construction settlement of approximately l
Y: inches and differential settlement of 314-inch. These values represent eapected settlements over a 50-year
period. Vt'e anricipate that most of these settlements «�ill occur within five to ten years after completion of the
structure,
Impacf ofSurCI1[11gL'o�r Atljace�:t Roc�r��vay merl Utilities
Depending on its location, the proximity of the surcharge fill pad to the adjacent railroad spur and road��rays may
result in settlement of these structures due to soit beneath tl;em being influenced by the pre-load fill pad. We
recommend placing monitoring points on the roadway curbs and pavement to record possible movements during
surcl�arge. A similar monitoring program should be implemented for the railroad spur if it cannot tolerate
possible settlement fram the pre-load. Sufficient monitoring points should be established since some of these
paints wi11 likely be disturbed by tra�c. In addition, we suggest making a photographic survey of the pavement
before pIacing the surcharge to document if new cracks develop during and after the area is surcharged.
We understand a fiber optic telephone transmission cable is located within a utility easement adjacent fo SW 34th
Street and Eas# Valley Road. This utility line as well as other utilities within tlie easement may experience
vertical and/or latera] movement as a result of the stress changes in the soil associated with the ptacement oF the
site fill and surcharge pads. Utility organizations should be prepared to relocate utiliries as required prior to
construction of the surcharge fill pad.
4.4 Excavations �
All excavations at the site associated with confined spaces such as urility trenches musl be completed in
accordance with lacal, state, or federal requirements. Based on current Washington Industrial Safety Health Act
(WISHA) regulations, the upper loose and medium dense soils at the site would be classified as Type C soils.
Accordingly, for properly dewatered excavations more than 4 feet,but less than 20 feet in depth, the side siopes
should be laid back at a minimum sIope inclination of 1.5:1 (Horizontal:Vertical). If there is insufficient room to
complete the excavations in this manner, or if excavations greater than 20 feet in depth are planned, using
temporary shoring tfl support the excavations may need to be considered. Utility trench side�valls can be
supported by a properly designed and installed shoring trench bax.
Groundwater should be anticipated within excavations extending to depths of five feet and greater belaw existing
surface grades. For excavations below ten feet, the volume of water and rate of flow into the excavarion may be
significant and dewatering of the excavations may be necessary. Shallow excavations that do not extend n�ore
than two to three feet below the groundwater table can likely be dewatered by conventional sump-pumping
procedures,along with a system of coIlection trenches. Deeper excavation may require dewatering by well paints
or isolated deep-pump wells. The utility subcontractor should be prepared to implement excavatian dewatering
by well poini or deep-pump wells, as needed. This will be an especially critical consideration for any deep
excavatians at the site.
This information is provided solely for the benefit of the owner and other design consultants, and should nat be I
construed to imply that Terra Associates, Inc. assumes responsibility for job site safety. 3ob site safety is the sole I
responsibility of the project contractor. '�
Page No. 7
August 22, 2006
Project No.T-3063-1
4.5 Foundation AltertiutiS�es
Sprear!Foofitegs
Foliowing the successful completion of the surcharge program, if the above estimated settlements are considered
tolerable, the building may be supporied on canventional spread footing foundations bearing on a minimum of
h��o feet of structural fill. Existing competent fills may be included in determining the depth of the bearing soil
structural fill. Perimeter foundations exposed to the weather should be at a minimum depth of 1.5 feet below
final exterior grades.
We reconunend designing foundations for a net allo�vable bearing capacity of 2,500 psf. For short-term loads
such as �vind and seismic, a one-third increase in this allowable capacity can be used. With the anticipated loads '
and bearing stresses,the estimated total settiements are as discussed above. ,
A hase friction coefficient of 035 can be used for designing foundations to resist lateral loads. Passive earth '
pressures acting on the side of the footing and buried portion of the foundation stem wall can also be considered.
We recommend calculating this lateral resistance using an equivalent fluid weight of 350 pcf. We recommend
not including the upper 12 inches af soi] in this computation because they can be affected by weather ar disturbed
by future grading activity. This value assumes the foundation will be construc#ed neat against competent fill soil
or backfilled with structura] fill as described in the Site Preparation and Grading Section. The recommended
lateral resistance and base friction coefficient values include a safety factor of 1.5.
Geopiers'�"
As noted above, GeopiersT"' would be an acceptable alternative foundation type far building support. Geopiers''"'
consist of aggregate columns that are densely compacted in predrilled holes. The procedure improves the
foundation subgrade by effectively pre-stressing the soil both vertically and horizontally, and providing a
supporting column of structural fill that extends below the soft, compressible soils. Conven#ional spread footing
foundations and slab-on-grade floors can then be constructed on the GeopiersT"'. We expect that Geopier''"' tip
elevations will extend to depths of approximately 15 feet belo�v eaisting site grades. Due to the relatively weak
nature of the alluvial soils underlying the fills, there is a potential for caving or ground loss into open shafts
drilled during Geopier''M construction. Casing of drilled shafts may be required to stabilize the soils during
construction.
Typically, GeopierzA' foundations are designed by Geopier Foundation Company. Their northwest office is
located in Bellevue,Washington(phone number 425-646-2995).
Other deep foundation alternatives such as driven timber piles, driven jetted erout piles, and auger cast-in-place
concrete piles can be considered for deep foundation support of the building. ���e can revieur these aliematives
and provide geotechnical design and construction recommendaiions, if needed.
Page No. 8
August 22,20flb
Project No. T-3053-1
4.G Slab-on-Grade F[oors
Slab-on-grade may be supported on the subgrade, as recommended in Section 4.2 of this report. in�unediately
belo«� the floor slab, we recommend placing a four-inch thick capillary break layer composed of clean, coarse
sand or fine gravel that has less than three percent passing the No, 200 sieve. This material will reduce tl�e
potential for upward capillary movement of water through tiie underlying soil and subsequent wetting of the floor
slab.
; , The capiltary break layer will not prevent moisture intrusion through t}3e slab caused by water vapor
transmission. Where moisture by vagor transmission is undesirable, such as covered floor areas, a common
practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a
layer of clean coarse sand or fine gravel to protect it from damage during construction, and aid in uniform curing
of the concrete slab. It should be noted that if the sand or gravel Iayer overlying the membrane is saturated prior
to pouring the slab, it wiil be ineffecdve in assisting uniform curing of the slab, and can actually serve as a water
supply far moisiure transmission through the slab and affecting floor coverings. Therefore, in our opinion,
covering the membrane with a tayer of sand or gravel should be avoided if floar slab construction occurs during
the wet winEer months and the layer cannot be effectively drained. We recommend floor desigrters and
contractors refer to the 2003 American Concrete Institute{ACn Manual of Concrete Practice, Part 2, 302.1R-96,
for further information regarding vapor barrier installation beiow slab-on-grade floars.
A subgrade modulus (Ics) value of 200 pounds per cubic inch (pci} ean be_used for design of the project's floor
slabs constructed on grade.
4.7 Lateral Earth Pressures
T'he magnitude of earth pressure development on site retaining walls will partIy depend on the quality of the wall
bac�ll. We recommend placing and compacring wall bacicfill as siructural fill. Wal]backfiil below structurally
laaded areas, such as pavements or floor slabs, should be compacted to a minimum of 95 percent of its maximum
dry density, as deternuned by ASTM Test Designation D-G98 (Standard Proctor). In unimproved areas, the
relative compaction can be reduced to 90 percent.
To guard against hydrostatic pressure development, drainage must be installed behind the wall. A typical waIl
drainage detail is shown on Figure 4.
With wall bacl�ll placed and compacted as recommended and drainage pro�erly installed; unrestrained walls can
be designed for an active earth pressure equivalent to a fluid weighing 35 pcf. For restrained walls, an additianal
uniform lateral pressure of 100 psf should be ineluded. These values assume a horizontal backfill condition and
that no other surcharge loading, such as ii-affic, sIoping embanlanents, or adjacent buildings, will act on the wall.
If such conditions exist, then the imposed loading must be included in the wall design. Friction at the base of the
wall foundation and passive earth pressure wil] provide resistance to these lateral loads. Values for these ,
parameters are provided in Section 4.5 of this report.
T II
Page�o. 9 ,
August 22,2006
Project No. T-3063-1
4.$ U#ilities
Utility pipes should be bedded and backfilled in accordance with American Public Works Association (APWA),
or City of Renton specifications. As a minimum, trench backfill should be placed and compacted as structural
fill, as described in Section 4,2 of this repori. As noted, na�ive soils, when excavated, will be wet of optimum
moisture and the utility contractor must be prepared to dry the soil by aerarion or amend �vith CKD, cement, or
lirne to stabilize the moisture to facilitate proper compaction. Alternatively, or if utility construction takes place
during the wet winter months, it may be necessary to import suitable wet weather fill for utility trench
backfilling. Due to the potential for long-term settlements, utility pipe joints and coru�ections should be flexible
so as to allow up to one-inch of differendal movement.
4.9 Draina�e
Sulface
Final exterior grades should promote free and posiii��e drainage away from the building areas at all times. Wat�r
must not be allowed to pond or collect adjacent to foundations or within the immediate building area. We
recommend providing a gradient of at least three percent for a minimum distance of ten feet from the building
perimeter, except in paved locations. Ir► paved iocations, a minimum gradient of one percent shouid be provitied
unless pravisions are included for oollection and disposal of surface water adjacent to the structure.
Siibsurface
In our opinion, with the area immediately adjacent to the structure paved, and positive surface drainage
niaintained,perimeter foundation drains would not be necessary. If the grade is not positively drained away from
the structure or is landscaped,perimeter foundation drains should be installed.
4.10 Pavements
With subgrade soils as prepared as described in Section 4.2 of this report, suitable support for pavement
construction should be provided. Haweti�er; regardless of the compaction results obtained subgrades must be in a
stable non-yielding condition prior to paving. Immediately prior to paving, the area of the subgrade shouid be
proofrolled with heavy construetion equipment to verify this condition.
The required pavement thickness is not only dependent upon the supporting capabiiity of the subgrade sails but
also on the traffic loading conditions which will be applied. For iight commercial vehicles and typical passenger �
vehicle traffic the following pavement sections are recommended: !
�
� Two inches of Hot Mix Asphalt(HMA)over four inches of erushed rock base (CRB) '
� T���o inches of HR�IA over three inches of asphalt-trea#ed base (ATB)
Page No. 10
August 22,2006
Pro}ect No.T-3063-1
' For heavy truck traffic areas,we recommend the following pavement sections:
� Three inches of HMA over six inches of CRB
* Three inches of HMA over four inches of ATB
Asphalt eoncrete should meet the requirements for %-inch HIvIA, as outlined in 2046 Washingion Siate
Department of Transportation's (VJSDOT) standard specifcations. Aspha�t-treated base and crushed rock base
should also meet WSDOT requirements.
If there rs a potential that �avement construction wil3 be delayed until the wet winter months, the subgrade soils
must consist of a clean granular rnaterial as described in Section �.2 of this report. In addition, we strongly
suggest that the subgrade be further protected by placing a layer of ATB on which canstruction traffic could
access the project v��ithout excessively disturbing the subgrade soils. The ATB thickness far this purpose should
be four inches. Repair of failed ATB areas should be anticipated prior to final paving. However, the overall
integrity of the subgrade soils will be considerably less impacted with this protection provided.
Because of secondary compression of the clayey silt or peat layer some degree of pos#-consixuction settlement
'.- ' within the pavement structure should be anticipated. This settlement will probabIy result in some longitudinal
and transverse cracking of the pavement. Cracks in the pavement should be sealed in a timely fashion to�revent
� excessive surface water infiltration into the subgrade soils.
5.0 ADDITIONAL SERVICES
" Terra Associates, Inc, should review the final design drawings and specifications in order to verify that earthwork
and foundarion recommendations have been properly interpreted and implemented in project design, We alsfl
recommend that �ve provide geotechnical serviees during construction to observe �campliance with our design
concepts, specifications, and recommendations. This will allotiv for design changes if subsurface eonditions
differ from those anticipated prior to the start of construction.
6.0 LINIITATIONS
We prepared this report in accordance with generally accepted geoteclYnical engineering practices. No othet
tivarranty, expressed or implied, is made. This report is the copyrighted property of Terra Associates, Inc. and is
intended for specific applicativn to the Younker Nissan project. This report is for the exclusive use of Younlcer '
Nissan and its authorized representatives. ,
The analyses and reconunendations presented in this report are based on data obtained from the test borings and �I,
cone penetration tests advanced on the site. Variations in soil conditions can occur, the nature and extent of �!I
which may not become evident untii construction. If variations appear evident, Terra Associates, Ine. shouId be �
requested to reevaluate the recommendations in this report prior to proceeding with construction.
Page No. 11
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NOTE: LEGEND:
APPROXIMATE BORING LOCATION FROM TERRA ASSOCIATES � APPROXIMATE SCALE IN FEET
TNIS SITE PLAN IS SCHEMATIC. ALL LOCATIONS AND '�' REPORT T-3063,DATED FEBRUARY 1996.
DIMENSIONS ARE APPROXIMATE.IT IS INTENDEQ FOR � APPROXIMATE BORING LOCATION FROM TERRA AS50CIATES .� - ���� Terra EXPLORATION LOCATlON PLAN
REFERENCE ONLY ANO SHOULD NOT BE USED FOR �'•'�'"'�
REPORTT-3064,DATED FEBRUARY 1986. ••%`"�'�•�� � YOUNKER NISSAN
DESIGN OR CONSTRUCTION PURPOSES. �" Associafes I t7G
REFERENCE: � APPROXIt�AATE CONE PENETRATION TEST(CP'i)LOCATION � � � RENTON, WASHINGTON
• •�'� Consultants in Geotechnical Engineering
SITE PLAN PROVIDED BY CLIENT Geotogy and Pf0 No. T-3063-1 Date AUG 2006 FI Ufe 2
Environmental Earih Scienoes 1• 9
STEEL ROD
PROTECTIVE SLEEVE
... `- . . � _ � HEIGHT VARIES � � . :� . . . � . . . . .. . . .
, � . , SURCHARGE : (SEE NOTES) � :. � : SURCHARGE . ..�. .
OR FILL - � . . •��� � � � � OR FILL � �
� . .. .. , . ' �. � ,. - .� . . . . � ; :� . : . . . � .,'. .. ; . �. � . , ,I
` , � ., . .�T. � i
NOT TO SCALE �
NOTES:
1. BASE CONSISTS OF 3/4"THICK, 2'x2' PLYWOOD WITH CENTER DRILLED'S/8" DIAMETER HOLE.
2. BEDDING MATERIAL, IF REQUIRED, SHOULD CONSIST OF CLEAN COARSE SAND.
3. MARKER ROD IS 1/2"DIAMETER STEEL ROD THREADED AT BOTH ENDS.
4. MARKER ROD IS ATTACHED TO BASE BY NUT AND WASHER ON EACH SIDE OF BASE.
5. PROTECTIVE SLEEVE SURROUNDING MARKER ROD SHOULD CONSIST OF 2"DIAMETER
PLASTlC TU81NG. SLEEVE IS NOT ATTACHED TO ROD OR SASE.
fi. ADDITIONAL SECTIONS OF STEEL ROD CAN BE CONNECTED WITH THREADED COUPLiNGS.
7. ADDiTIONAL SECTIONS OF PLASTIC PROTECTIVE SLEEVE CAN BE CONNECTED WITH PRESS-FfT
.PLASTIC COUPLINGS.
8. STEEL MARKER ROD SHOULD EXi'END AT LEAST 6"ABOVE TOP OF PLASTIC PROTECTIVE SLEEVE.
9. PLASTIC PROTECTIVE SLEEVE SNOULD EXTEND AT LEAST 1"ABOVE TOP OF FILL SURFACE.
:f�=���� Terra TYPiCAL SETTLEMENT MARKER DETAIL
:�':������ YOUNKER NISSAN
, , '• Associates, I11C. RENTON, WASHINGTON
Consultants fn Geotechnical Engineering
Geology and Pro N�. T-3063-1 Date AUG 2006 Fi ure 3
Envfronmental Earth Sciences 1• 9
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APPENDIX A
FIELD EXPLORATION AND LABORATORY TESTING
Yonnker Nissan
Renton, WasLington
On January 10, 1996, we performed our �eld exploration using a truck-mounted hollow stem auger drill rig. ��►Te
explored subsurface soil and o oundwater conditions at the site by dril3ing 2 hollow stem auger test borings to a
maximum depth of 36.5 feet below exisring grade. An additianal test boring was drilled on the neighboring site.
This log is attached as Figwe A-4. The test boring locations are shown on Figure 2. The Boring Logs are
presented an Figures A-2 through A-4.
On July 27, 200b, we advanced�cone penetrafiion tests(CPTs)at d�e southern portion of tile site. Each CPT ti��as
pushed to a total depth of appraximately 4fl feet. The CPT soundings are attached in Appendix A. The locations
of the CPTs are shown on Figure 2. ,
An engineer from our office maintained a log of each test boring as it was drilied, classified the soil conditions
encountered, and obtained representative soil samples. All soil samples were visually classified in accordance �
u�i#3i the Unified Soil Classification System shown on Figure A-l. �
' Representative soi3 samples were obtained from the test borings using san�pling procedures outlined in ASTM
Test Designarion D-1586. The samples were placed in jars or tubes {ring samples) and taken to our laboratory
for further examination and testing. The moisture content of each sample was measured and is reported on the
Boring Logs. Plasticity charaeteristics of the fine-grained soits were determined by conducting Atterberg limits
tests. A consolidation test was performed on a sample of the peat obtained during drilling of Boring B-2. Grain
size analyses were performed on three of the samples. The results of the grain size analyses and cvnsolidation
test are presented as Figures A-5 and A-6. Consolidation test data are shown in Figure A-7.
Proiect No. T-3063-1
MAJOR DIVISIONS LETTER TYPICAL DESCRIPTION
SYMBOL
C1Bet1 GW We11-graded gravels, gravel-sand mixtures, little or no
� GRAVELS Gt'avels fines.
J � (less than GP Poorly-graded gravels, gravel-sand mixtures, little or
O � u More than 5% fines) no fines.
cn �'v� 5�% of coarse Silty gravels, gravel-sand-silt mixtures, non-plastic
fraction is G M
� � � Gravels �ines.
W � larger than No. vyjth fines
z ��� 4 sieve
� (jC Clayey gravels, gravel-sand-clay mixtures, plastic fines.
� o�
� a cav Clean SW Well-graded sands, gravelly sands, little ar no fines.
o SANDS Sands
� �Z (less than Poor(y-graded sands or gravelly sands, little or no
� � c More than 5/o fines) SP fines.
Q �� 50% of coarse �
�U �� smallte� than Sands � SM Silty sands, sand-silt mixtures, non-plastic fines.
No. 4 sieve with fines
SC Clayey sands, sand-clay mixtures, plastic fines.
Inorganic silts, rock flour, clayey silts with slight
J �o SILTS AND CLAYS M� plasticity.
�o
� �� CL Inorganic clays of low to medium plasticity, (lean clay).
� o � liquid limit is less than 50%
Wo Z•� QL Organic silts and organic clays of low plasticity.
Z � c�a �
� �`.� MH �norganic silts, elastic.
� � a� SILTS AND CLAYS
W v � CH InorganiG•clays of high plasticity, fat clays.
Z � N Liquid limit is greater than 50%
�- Q�-{ Organic clays of high piastic(ty.
HIGHLY ORGANIC SO1LS PT Peac.
DEFlNITION OF TERMS AND SYMBOLS
� Standard Penetration 2^ OUTSIDE DIAMETER SPLIT
J Densitv Resistance in Blows/Foot I SPOON SAMPLER
� Very lo�se 0-4 2.4" 1NSIDE DIAMETER RING SAMPLER
� Loose 4-10 � OR SHELBY TUBE SAMPLER
TMedium dense 10-30
� Dense 30-50 1 WATER LEVEL (DATEj
v Very dense >54
Tr TORVANE READINGS, tsf
Standard Penetration Pp PENETRqMETER READING, tsf
C�nsistencv Resistance in Blows/Foot
� , DD DRY DENSITY, pounds per cubic foot
� Very soft 0-2 LL LIQUID LIMIT, percent
w Soft 2-4
= Medium stiffi 4-8 PI PLASTIC INDEX
� Stiff 8-16
V Very stiff 16-32 N STANDARD PENETRATION, blows per io�t
Hard >32
- Terra UNIFIED SOlL CLASSIFICATION SYSTEM
��� � YOUNKER NISSAN
�� '�• • " Associafes Inc.
� RENTON, WASHINGTON
Consultanis in Geotechnical Engineering
Geology and
Environmental Earth Sdences P�oj. No. T-3063-1 Date AUG 2046 FIgU�e A-1
Boring No� B-i
Logged by: KPR
Date: 1/10/96 Approximate Elev. 20
a�
Graph/ Relative Depth E Blow�s/ Content
USCS Soil Description Density (ft.} � foot (%)
Brown to gray silty fine to
medium-grained sand FILL
cuttings,moist.
SM Very Dense = 50+ 10.4
FILL: Gray sifty sand with few =
gravel,fine to medium grained, 5
moist. 5 11.9
�,T Dark brown,silty PEAT Medium Stiff 1
^� �� amo hous, moist to wet. Medium Stiff LL=83
�H Gray-brown, clayey SILT,mediu, 5 74.9 PL=44
lastici ,wet to saturated. .�0 PI=39
Black to gray sandy SILT, Stiff Bentonite slurry
ML saturated,non plastic. = 8 41.3
! I added to hole t
i
� 15 control heave
---•--- _ ' ---------------------------------------- -----------------------
i Black SAND,as above.
� Biack SAND,as above but fine Medium Dense � 11 30.9
- � to medium grained. 2Q
SP;'SM
Black SAND,as above. Very Dense � .1_ 59 26.2
�j 25
Brown-gray clayey SILT, low LL=54
MH plasticity,saturated. S0� = 3 47.6 PL=34
- - - - -------------------------------------- ----------------------
30 P�=2°
SM Gray silty SAND,with clamshells, Medium Dense = 14 28.2
very fine to fine-grained,saturated
Test boring terminated at 34 feet.
Groundwater encountered at 5 and 7 feet.
Hole plugged with 1 bag of bentonfte chfps mixed with cut�ngs.
BORING LOG
TERRA YOUNKER NISSAN
�, .
� \\\ ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants
Proj. No. T-3063-1 Date AUG 2006 Figure A-2
Boring No. B-2
Logged by: KPR
Date: 119 0/96 Approximate Elev. 20
Graph/ Relative Depth E giow�s� Cantent
USCS Soil Description Density (ft•) u� foot {%)
I
. . Dark gray sandy,gravel with siit. �
; SP.' • FILL cuttings,wet. Medium Dense �
�, : � .P. No recovery. 24
•tCfid`,�,'f,� -------------------------------------- ------------------------ rj
nnnnnnn
n n n n n n n Dark brown PEAT,fibrous, Medium Stiff 7 204.4 eo 4.46
n n�n n n n WBt. G�=2.47
^ PT ^^ unit wt=67.8pcf
������� �p s
�������
„„��n,,,, Dark brown PEAT,as above
n n n n n n n but saturated. Medium Stiff T
1 33 29.8
SP Black SAND with silt,fine- Dense
./S� grained,saturated. � 'J�
- - 1-- - - ----------------------------------- ------------------------
Black SAND,fine to medium
, grained,saturated, 3 inch thick Medium Dense I 17 �.3
' layer of brown,silty very fine- 20
f ' grained sand at 18 feet.
' SP SM
Biack SAND,as above but fine- Very Dense � = 84 23'7
, grained and without silty sand 25
-1- - - layer--------------------------------- -----------------------
Gray clayey SILT,low plasticity, Medium Stiff LL=46
saturated. = g 45.6 PL=32
ML PI=94
Gray clayey SILT,as above. Very Soft 30 � 2 47 9 LL=37
PL=28
- - - ----------------------------------------- ------------------------ � PI=9
Gray silty SAND with clamshells,
SM fine-grained,saturated. 35
Medium Dense � �g 24.3
Test boring terminated at 36.5 feet.
Groundwater enc�untered at 10 feet.
Hofe plugged with 1 bag of bentonite chips mixed with cuttings.
BORING LOG
TERRA YOUNKER NISSAN
� '�` '\ •\� ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants ' proj. No. T 3063-1 Date AUG 2006 Figure A-3
Bor�ng No. B-3
Logged by: KPR
Date: 1/10/96 Approximate Elev. 20
Graph/ Relative Depth E gjow}s/ Content
USCS , Soil Description Density (�•) cn foot (%)
; Brown,medium-grained sand Bentonite slurry
�.:���--- .. ; FILL cuttings with few g�avel, = added fo hole
"'` : wet. to contro!heave
r. �S`��p , FILL: As above butsaturated. Medium Dense � 16 16.9
FILL: As abave but gray. Loose 5
T' � � Dark brown�rganic SILT with peat T 4 27.0
I I I � I �bers,low plasticity moist to wet. Soft 1
Gray-brown clayey�ILT,tow plastici
� ��H I saturated,5(nch fhick layer of
I I I I f brous peat at 8 teet;black,fine- Medium Stiff � 5 69.1 LL=73
fnp�,silty sand In sampjBl,jR�— pL=fi4
1Q PI=9
I Dark gray,silty SAND,very
SM fine to flne-grained,saturated. Medium Dense
I 19 33.7
-�-�- 15 �
a• ------------------------------------------
-----------------------
,
: ,a
~ Black SAND,with thin interbeds
5 of dark gray silty SAND,fine Medium Dense � �� 33.2 �
to medium-grained,saturated.
20
SM aark brown-gray silty SAND, Medium Dense ,
i very fine-grained,saturated. ,
��i:.� � :., Z
'� Black SAND,fine to medium- Medium Dense 16 31.5
`� ' arained,saturated.
2�
S Pi
Black SAND,as above. Dense 36 ; 24.6
Tast boring terminated at 29 feet.
Groundwater encountered at 1.5 feet and 7 fest.
Hole plugged with 1 bag oi benionite chips mixed with cuttings.
BORING LOG
TERRA YOUNKER NISSAN
� •�>
�� \ ASSOCIATES RENT�N, WASHINGTON
Geotechnical Consultants
Proj. No. T 3063-1I Date AUG 200fi Figure A-4
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Pressure (tsf)
Key 8No � (ft{h USCS Soii Description � � � is ur �pr�ty
e ore er t
t B-2 7,0 PT PEAT 2.47 .�24 4.46 204.4 126.8 22.i
C� = Vrgin Gompression Index
C� = Coefficient of Secondary Compression (at 0.83 tsf)
ea = Inplace Void Rotio
�-���:�� Terra CONS�LIDATI4N TEST DATA
���y`���'�� YOUNKER NISSAN
, ~, • Associates, If1C. RENTON, WASHINGTON
Consultants(n feotechnlcal Engineering
Geology and Pro No. T-3063-1 Date AUG 2006 Fi ure A-7
Envlronmental Earth Scfences �• 9
�
�A
� C7
O
W a
� F
� �
�, U
Q
Terra Associates
Operafor: Nowak CPT Date/Time: 7/27/2006 5:38:50 AM
Sounding: CPT-1 Location: Younker Nissan
Cone Used: DSG0708 Job Number: T-3063-1
Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type' SPT N•
Qc TSF FslQc('%) Pw PSI Zone:UBC-1983 6096 Hammer
0 250 D 4 -10 50 D 12 0 50
0
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I 1 1 I 1 1 1 1 I I I I 1 1 1 ! 1 1 1 1 1 1 I I I I 1 I 1 �1 1 I I '.
� i i� i f i � i '.i i i i � � � � � � i i i � i i � i i i � i ��i � �..
i i t i i i i i i i i i i i � i� � � i i i i i i i i i � i���t t
� i �� i i r• i i i ,i i i i iii �� � � � i ii i i i i i i i�r. �
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i i i � i �� i i i 'i i i i i � � � iiii � i i i i i i i i i i i1i
i i � � � i i i 'i i i i ii � i � � i � � � i � i i � i i i�i i �
, � i � i i i i I� i � � i i i i � � Y i i � i i i i i i i i ,i i �
, 25 '-J���'L''_L'�..J�'� 'I�_J__i_ L i�J_�_1 Li-41-I J J J J 1 1 L 1 3 J J J_� 1_
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f 1 1 I 1 1 � 1 I I 1 1 l: I 1 1 I 1 I I il I 1 I 1 1 I I 1
30 --�----r---r---�--- -r-�--T- r-r-t-Y-r -i���Tr T���-i-ri-
i � � i i � i i i � i__i- i i i i i i � Ii i i i i � i i �
� i � i i � i � � � � �. iiii � � i �i � � i � iiii
� i i i i- i i i i i i i i � iiiii i � iiiiiii
� i � � `r� � � i i � i i � � � � � � 7i � � � iii � �
� � , , z � � � � , � , � � , , , 1 � � � , � � � ,
� � � � � � � � � , �� � � � � � � , � � � � � � � �
� � � � � � � � � � � � � � � � �,i � � � � � � �
� i � i i i i i � r � � i i i � i i � i � i i i i
i " i � i �i i i � f i i � � � � � i i � i i i i i � t i � i � 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 i � i i �i i i i i i
35 --�----�----i i �_'--�--i_ i�i_i_i_i i i � � i i � i i i i i i iJi i � � i i i
t i � ----i--- -� � i i n i � � �i i I�i-ii"i i i i i i T�i ii-i-i-i-i
� i i i 1 � i i i i � i 1 i i � � i � � � i i � i iri i � i i i �
i i i i � � i �� i i � � j� i i t � � � i i i i i r,� i i i i i i
i i i i f i � i i � i � i � � i � i i i i � � � � i � � i � i i i i
i � i i i � i i �� � � � i li � � � � � i � ii � iiijiiiiii
� � i � i i � � � � � i I � t �t � � ii � ii iii'i,i � iii
i i i i � � i i i � i i iiiii � i � � iii i i � i�� i i i i
i i; i i � i � � i i � iii � � i � � i � ii iii � i � iii
i � i i � i � � � � i i � ii � ii � ii � ii i i i �� i i i i
40 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
Maximum Depth=40.19 feet Depth Incremenl=0.164 feei
L_ 1 sensitive fxie grained ■9 silty cfay to day ■7 silty sand to sandy sflt � 10 gravelly sand to sand
�2 organic material �5 clayey silt to silty clay G 8 sand lo siity sand ■11 very stiff fine grained(')
�3 clay �6 sandy si�to clayey slll 9 sand ■12 sand to clayey sand(')
'Soil behavior type and SPT based on dala from U6C-1983
Northwest Cor.e Exploreticn
Terra Associafies
/ 006 6:08:57 AM
Operator. Nowak CPT OatelTime: 7127 2
` Sounding: CPT 2 Locatlon: Younker Nissan
Cane Used: DSG0708 Job Nurr�ber. T-3063-1
' Tip Resistance Frictian Ralio Pore Pressure Soil 8ehavior Type' SPT N'
Qc TSF FslQc(%) Pwr PSI Zone:UBC-19B3 60%Hammer
Q 250 0 4 -10 50 0 92 0 50
0
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Depth Z� -- -- �, --- -
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1 1 1 I 1 1 I 1 `I 1 1 1 1 1 1 � t 1 1 1 I I I I I I 1 1 I 1_� I 1
I 1 1 I 1 I I 1 li � i i �i � �� i �� ri i i � i i i i �� i i
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1 '1_ I �I I I 1 �I I 1 1 1 1 1 1 ( 1 I 1 I 1 I I 1 I I 1 1 I I
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i 1 ,I I 1 I 1 f 1 1 �1 1 1 1 1 1 I I I 1 1 I I I I I 1 �I I
I I I I '1 1 I 1 I I 1 1 1 1 1 t 1 1 I I 1 1 I I I I I 1 1.'1 I I
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30 � --y----r---r---�--- -r'a^-T- r'r�--r-r� 'i-���Tr T����-�-r
i � i i r' i i i i i i il Vii � � � � i � i � �� iiiiiiii
1 1 I � I --J I I I 1 1 I r` 1 I 1 i I I I 1 I 1 I I 1 1 I I 1 1 1 1
� � i � iri i i i � i � I i i � i i i i i i � i �� i i i i i i i i
i � � C � � � � � i 5 1t .- � � � � i � ii � � � � � i
i i i _T i i i i � i i ; � � ii li � iii � ii
' � i i i i i i i � :� i � i � i i i � i i i i i i i
� I I . I 1 I 1 1� 1 1 I ' I I I I 1�1 1 I I 1 1 1 1
I I i , I 1 1 1 I �.1 1 1 I I I I 1 I(1 I I I 1 I i
I I 1 ' `� I I � 1 t 1 I 1 I I I I 1 �/1 I I I 1 I 1
I I 1 � I I I 1 I' 1 1 1 . I I I I I 1 I I I 1 I i
�. I I 1 1 �'� I 1 I 1 I 1 1 I I I I I I 1 I I I 1 I 1
i i � � -�--�--�- ' �=!-!-! i i i i i r � i i i i i i
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5 i i i i i i � i-I � i i i � i � � � i � � iii i i i i i�i-i-i i
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i � � i � i i i i i i i i � � � i � � , iii iiriiiiiii
� � , � ! � � � � ! � � � , � , , , � � ' � , � � � �� � � � � � �
, � � , � � � � � � � � � � � � � � ��� � � � � � �
� � � � � � � � , � , � � � , � � � � � � � � � �
� � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � �
���� i � i i � i i � il i i i � � , , � i � i i i i i i�i i i i � i i
I � � � � � � � 1 �' � I t � 1 � I � 1 � � i � � � c � � � � 1 1 i
I� 1 1 I i I 1 1 1 1 i�'1 I I '1 1 1 1 1 1 1 I I I I I Il+l 1 1 I 1 1 I
1� 1 1 1 �1 I 1 1 I 1 I ,t I I �� 1 1 1 1 1 1 I I I I 1 I J 1 1 1 1 1 I I
il 1 1 1 I 1 1 ! 1 1 +1 1 1 I 1 1 1 1 1 I I I I I I�1 1 1 I I 1 I
40 '
Maximum Depth=4D.03 feet Depth Incr�meni=0.164 feet
i..1 sensiGve fine grained ■4 slity Gay to ctay �7 sflty sand to sandy siK � 10 graveliy sand to sand
�2 organic matenal �5 clayey silt to silty clay L� B sand io silly sand �11 very stif�fine grained(')
�3 clay �6 sandy sill to clayey siH B sand ■12 sand to ciayey sand�")
'Soil behavior type end SPT hased on data from UBC-19e3
Northwest Cone Exploration