HomeMy WebLinkAbout03516 - Technical Information Report - Geotechnicalr
� GEOTECHNICAL ENGINEERING STUDY
� PROPOSED FIRST SAVINGS BANK OF RENTON
�
C'C) WILLIAMS AVENUE SOUTH AND SOUTH SECOND STREET
RENTON, WASHINGTON
2
Submitted to:
08� �
First Savings Bank of Renton
201 Wells Avenue South
Renton, Washington 98057
Submitted by:
PROFESSIONAL SERVICE INDUSTRIES, INC.
3257 16th Avenue West
Seattle, Washington 98119-1706
March 9, 2004
PSI Project No. 712-45001
CITY OF RENTON
RECEIVED
MAR 3 0 2004
BUILDING DIVISIOt�
.s� 3 ��.S
h�� Info�����uztion
/r ,To Build Os�7
Enyineering • ConsuRing • Testing
March 9, 2004
First Savings Bank of Renton
201 Wells Avenue South
Renton, Washington 98057
Attention: Mr. Victor Karpiak:
Re: Geotechnical Engineering Study
First Savings Bank of Renton
Williams Avenue South and South Second Street
Renton, Washington
PSI Project No. 712-45001
Dear Mr. Karpiak:
Professional Service Industries, Inc. (PSI) has completed our geotechnical engineering study for
the proposed new banking facility at Williams Avenue South and South Second Street in
Renton, Washington. This report presents the findings of our field exploration as well as the
results of laboratory tests and engineering analyses.
PSI appreciates the opportunity to provide senrices to you during this phase of project and look
forward to working with you in the future. If you have any questions regarding this report or
need additional information, please call.
Respectfully Submitted,
PROFESSIONAL SERVICE INDUSTRIES, INC.
��"_ 1 ,�0 ��� ��_
Timothy D. Huntting, P.E. Troy Hull, P.E.
Department Manager Regional Geotechnical Engineer
Cc: Guy Peckham, Baylis Architects
TDH/TH:ab
P:1712 GE012004 Projects1712-45001 Renton 1st Savings Bank\712-45001 GES report.doc
O��Y WA��'��,a
� �w
i
E+ �'� � 7.
, �
o ,p 27at2 q ,cv`'�
�'c�' �GISTE4�' ti� � (
SSf�NAL E�� y l� 0�
EXPtRES '�- tL- 06
Professional Service Industries.Inc.•3257 16th Avenue,West•Seattle,WA 98119-1706•Phone 206/282-0666•Fax 206,�282-0710
PROFESSIONAL SERVICE INDUSTRIES, INC.
Information to Build On
TABLE OF CONTENTS
Page No.
1.0 INTRODUCTION..............................................................................................................1
1.1 Project Description...........................................................................................................1
1.2 Scope Of Services ...........................................................................................................1
1.2.1 Previous Exploration .................................................................................................2
1.2.2 Previous Laboratory Testing .....................................................................................2 '
1.2.3 Analysis and Reporting .............................................................................................2
2.0 SURFACE CONDITIONS.................................................................................................2
3.0 SUBSURFACE CONDITIONS .........................................................................................3
3.1 Local Geology.......................................................................................................
...........3
3.2 Soils.................................................................................................................................3
3.3 Groundwater....................................................................................................................3
4.0 CONCLUSIONS AND RECOMMENDATIONS.................................................................4
4.1 General....................................................................................................... '
.....................4
4.2 Seismic Considerations....................................................................................................4
4.2.1 Liquefaction...............................................................................................................4
4.3 Earthwork....................................................................................................
.....................5
4.3.1 Site Preparation ........................................................................................................5
4.3.2 Subgrade Preparation...............................................................................................5
� �- 4.3.3 Excavations...............................................................................................................5
4.3.4 Structural Fill.............................................................................................................6
4.3.5 Underground Utilities.................................................................................................7 -
4.3.6 Wet Weather Construction ........................................................................................8
4.3.7 Temporary Support...................................................................................................8
4.4 Foundations...................................................................................................................10
4.4.1 Mat Foundation.......................................................................................................10
4.5 Slab-on-Grade Floors.....................................................................................................11
4.6 Lower Level Building and Retaining Walls......................................................................11
4.7 Site Drainage .................................................................................................................11
4.7.1 Surface ...................................................................................................................11 ^
4.7.2 Subsurface..............................................................................................................'�2
4.8 Asphalt Pavement..........................................................................................................12 �
5.0 ADDITIONAL SERVICES...............................................................................................13
6.0 USE OF THIS REPORT.................................................................................................13
APPENDIX A Field Exploration and Laboratory Testing
LIST OF FIGURES �
Figure 1 Vicinity Map
Figure 2 Site and Exploration Plan
Figure 3 Cantilevered Soldier Pile Wall Lateral Earth Pressure Diagram
Figure 4 Braced Soldier Pile Wall Lateral Earth Pressure Diagram
Figure 5 Typical Soldier Pile Wall Drainage Detail
First Savings Bank of Renton March 9, 2004 II
PSI Project No.: 712-45001
PROFESSIONAL SERVICE INDUSTRIES, INC. .
Information to Build On
1.0 INTRODUCTION
This report presents the results of a geotechnical engineering study completed by Professional
Senrice Industries, Inc. (PSI) for a proposed banking facility to be located at Williams Avenue
South and South Second Street in Renton, Washington. The project location is shown on the
Vicinity Map, Figure 1. The Site and Exploration Plan, Figure 2, shows the project area and the
locations of explorations completed for this investigation. This report has been prepared based
on our understanding of the proposed development, our conversations with Mr. Guy Peckham
of Baylis Architects and Mr. John Smith of Coughlin Porter Lundeen, and data collected during
field explorations.
1.1 Project Description
We understand that First Savings Bank of Renton is planning to develop a new banking facility
on a rectangular parcel of land located at the southeast corner of the intersection of Williams
Avenue South and South Second Street in Renton, Washington. The proposed building will
have two stories of commercial space above grade and one level of below grade parking. The
building will occupy essentially the entire parcel. As reported to us by Mr. Guy Peckham of
Baylis Architects, maximum anticipated wall loads will be about 7,000 pounds (7 kips) per lineal
foot with isolated column loads ranging up to approximately 250 kips. Slab-on-grade live loads
will be about 50 pounds per square foot (psfl.
An excavation on the order of about 12 feet below surface grades is needed to construct the
garage level of the building. The project team has elected to shore this excavation to protect
and support adjacent streets, sidewalks, utilities, and buildings. A temporary wall consisting of
steel soldier piles set in concrete filled shafts and wood lagging has been selected as the most
effective system. Generally, the walls will be cantilevered, without tieback anchors or internal
bracing, to avoid interfering with underground utility lines and the excavation process. A portion
of the south wall may be braced to provide additional protection to an existing building on the
adjacent parcel.
The project also includes remodeling an existing bank building located at the southwest comer
of the intersection of Wells Avenue South and South Second Street, just east of the proposed
new facility. The remodeling work consists mainly of demolishing a portion of the existing
building, minor regrading, and new paving and landscaping. The proposed plan is contingent
on the City of Renton vacating the alley separating the two parcels.
If any of these design criteria are inconsistent or have been changed, we should be informed so
that we may review and re-evaluate the recommendations in this report. In any case, PSI
should be retained to perform a general review of the plans and specifications to verify that our
recommendations have been properly interpreted and incorporated into the final design.
1.2 Scope Of Services
PSI's scope was developed with the intent of providing geotechnical engineering crite�ia and
recommendations for the development and design of the proposed banking facility. Our specific
scope of services was outlined in a proposal to First Savings Bank of Renton dated January 16,
2004 and consisted of reviewing field and laboratory test data from a previous site study,
engineering analyses, and preparing this report. Written notice to proceed with these services
was provided by Mr. Victor Karpiak of First Savings Bank of Renton on January 22, 2004, by
signing our proposal.
First Savings Bank of Renton March 9, 2004
PSI Project No.:712-45001 Page 1
PROFESSIONAL SERVICE INDUSTRIES, INC.
Information to Build On
1.2.1 Previous Exploration
PSI previously conducted a geotechnical study on the west parcel for a proposed residential
development, consisting of one level retail space at ground level, four stories of apartments, and .
one level of underground parking. Results of our study were presented in a January 5, 2001
reported titled Geotechnica! Engineering Study, Proposed Williams Avenue Apartments to
Financial Engineering, Inc.
Our field exploration consisted of drilling five borings on October 31 through November 2, 2000.
The borings were drilled to depths varying from 25 to 48 feet below existing grade. One
monitoring well was also installed at the northwest corner of the site to observe groundwater
levels. The well was installed to a depth of about 24 feet. The boring and monitoring well
locations are shown on the Site and Exploration Plan, Figure 2. Details of our field exploration �
and logs of the explorations are presented in Appendix A.
1.2.2 Previous Laboratory Testing
Laboratory tests were conducted on selected representative soil samples to evaluate the
general physical properties and engineering characteristics of the materials encountered.
Moisture contents and particle size analyses were run on selected samples. Moisture content
determination results are shown at the respective sample depths on the exploration logs in
Appendix A. Samples analyzed for particle size are presented in the form of grain size •
distribution curves on Figures A-6, A-7, and A-8 of Appendix A.
1.2.3 Analysis and Reporting
Using the information obtained from the subsurface exploration and laboratory testing programs,
we analyzed the data to develop geotechnical recommendations for project design and
construction and to address several questions posed by the design team regarding specific
conclusions and recommendations we provided in our previous report for this site. Our
conclusions and recommendations regarding the following subjects are presented in this report: �
• Soil and groundwater conditions
• Site preparation and grading, including placement and compaction of fill soils
• Recommendations for imported structural fill
• Cut and fill slopes
• Temporary shoring and underpinning
• Foundations
� Slab-on-grade construction
� Earth pressure parameters for lower level and retaining wall design
• Surface and subsurface drainage
• Pavements
2.0 SURFACE CONDITIONS
The project site is located on the southeast corner of South Second Street and Williams Avenue
South in Renton, Washington. The general location of the site is shown on the Vicinity Map, '
Figure 1. The parcel is bounded by South Second Street to the north, Williams Avenue South to
the west, a 22-foot wide alley to the east, and commercial property to the south. Sidewalks
along South Second Street, and Williams Avenue South are 8 feet and 10 feet wide,
respectively.
First Savings Bank of Renton March 9,2004
PSI Project No.: 712-45001 Page 2
PROFESSIONAL SERVICE INDUSTRIES, INC.
Inrormation to Build On
The commercial property to the south consists of a bar and restaurant building. The west half
(front) is one story and the east half is two stories. The north wall of this building abuts the
common property line. This wall consists of a 2-ft high concrete stem wall with concrete
columns spaced about 15 feet apart and infilled with concrete masonry units. The building
appears to be founded on a shallow strip footing based on our observations.
The site is currently is being used to store vehicles and equipment for an electrical contractor. It
is our understanding that a tire service center formerly occupied the site. Concrete slabs that
appear to be the floor of the former tire center cover the north two-thirds of the site. Large
cracks traverse various portions of the slabs. Two automobile lifts are present near the
northeast corner of the site. The south third is surfaced with asphalt pavement that is in
relatively good condition. The site is essentially level and at the same elevation as the adjacent
sidewalks, alley, and building to the south.
3.0 SUBSURFACE CONDITIONS
3.1 Local Geology
The Geologic Map of the Renton Quadrangle, King County, Washington published by the US
Geological Survey, 1965 identifies the soils in the area of the project site as urban or industrial
land modified by widespread or discontinuous artificial fill. These soils are described as chiefly
silty sand that includes some gravel.
Based on information in Washington Division of Geology and Earth Resources Open File report
92-7, Preliminary Maps of Liquefaction Susceptibility for the Renton and Auburn 7.5'
Quadrangles (S.P. Palmer, 1992), filling operations were performed in the early 1900s in .
conjunction with the Lake Washington Ship Canal project. Alluvial deposits, consisting primarily
of coarse sand and gravel from the Cedar River are present below the fills.
3.2 Soils
Based on the soils encountered in our previous exploration, the site is underlain by fill and
native alluvial deposits. The fill is composed of loose to very loose, silty sand and sand with
trace amounts of gravel. The fill was likely placed during development of the area in the early
1900s. The fill has an average thickness of about 10 feet, varying from 8 feet at Boring B-2 in
the southeast corner to 15 feet at Boring B-4 in the northwest corner.
Alluvial deposits consisting of coarse sand and gravel with varying amounts of silt underlie the
fill. Relative density of the native soil ranged from medium dense to very dense. Some of the
samples collected during exploration would be classified as loose based on blow count criteria.
We suspect that these values are artificially low and not indicative of true conditions because
the soil was disturbed due to flowing (heaving) conditions. The sand and gravel deposits are
known to extend beyond the depths of exploration. Practical auger refusal was encountered at
the bottom of the borings.
The preceding discussion is intended as a general review of the soil conditions encountered.
For more information, please refer to the Boring Logs, Figures A-1 through A-5 in Appendix A.
3.3 Groundwater
Groundwater was first encountered during drilling in three of the borings at depths ranging from
15 to 22 feet below the ground surface. An accurate depth to groundwater could not be
First Savings Bank of Renton March 9,2004
PSI Project No.:712�5001 Page 3
PROFESSIONAL SERVICE INDUSTRIES, INC.
Information to Build On •
measured in Borings B-2 and B-4 because water was added to the borehole as part of the
drilling method. The depth to groundwater was measured in the monitoring well at 18.4 feet
below ground surface on January 31, 2004. The depths to groundwater are shown on the
Boring Logs in Appendix A.
The borings were not allowed to remain open for an extended period of time, which would allow
for a more detailed evaluation of the groundwater observed. In addition, fluctuations in .
groundwater levels should be expected on a seasonal and annual basis. Recent rainfall,
amounts of rainfall, surface water runoff, activities at nearby sites, and other factors may
influence levels. Typically, groundwater levels rise during and shortly following the wet winter
months, and drop during the drier summer months.
4.0 CONCLUSIONS AND RECOMMENDATIONS
4.1 General
Based on our study, the site appears to be suitable for the proposed development from a
geotechnical standpoint. The primary geotechnical considerations for this project are 1)
excavation support, 2) total and differential settlements resulting from anticipated loads, and 3)
proper subgrade preparation.
Because the proposed building is to occupy virtually the entire site, open excavations needed to
construct the garage level would encroach upon the adjacent alley and roads to the east, north,
and west. There is no room for an open excavation to encroach on the property to the south �
because the adjacent building abuts the property line. As previously discussed, a cantilevered
soldier pile and lagging shoring system will be used to instead of sloping the excavation walls.
Based on our previous borings, the site is blanketed with about 8 to 14 feet of silty sand and
sand fill that is loose to very loose. Excavations to reach the foundation elevation should
remove most of the fill without having to overexcavate. However, the fill appears to extend
below the subgrade level in the northwest corner of the site. Footings founded on this material
are more likely to settle differential relative to the other footings. The loose soil should be .
removed or otherwise remediated.
The following sections provide PSI's opinions and recommendations regarding these issues and
other geotechnical considerations. Our recommendations should be incorporated into the
project design drawings and construction specifications.
4.2 Seismic Considerations
The site is located within Seismic Zone 3 as classified in the 1997 Uniform Building Code .
(UBC). Based on the soil conditions encountered and the local geology, we interpret the
underlying bearing soils to correspond to So, as defined in Table 16-J of the 1997 UBC. The So
profile type is defined as a stiff soil with an average N-value in the range of 15 to 50.
4.2.1 Liquefaction
Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to
an increase in water pressure induced by vibrations. Liquefaction mainly affects geologically
recent deposits of fine-grained sands that are below the groundwater table. Soils of this nature .
derive their strength from intergranular friction. The generated water pressure or pore pressure
First Savings Bank of Renton March 9,2004
PSI Project No.:712-45001 Page 4
PROFESSIONAL SERVICE INDUSTRIES, INC.
Information to Build On
essentially separates the soil grains and eliminates this intergranular friction, thus eliminating
the soil's strength.
Coarser grain deposits of sands and gra�els are normally not affected because their hydraulic
conductivity allows for drainage or dissipation of these excess pore pressures. Silts and clays
are normally not affected because of the cohesive component of their shear strength.
Washington Division of Geology and Earth Resources Open File report 92-7, Preliminary Maps
of Liquefaction Susceptibilify for the Renton and Auburn 7.5' Quadrangles (S.P. Palmer, 1992),
classifies the local vicinity under category I, which is described as manmade fill and modified
land. In this study, the risk of liquefaction susceptibility and associated hazards in this area was
ranked high.
Based on a review of pertinent geotechnical studies in the Renton area and on the soil and
groundwater conditions encountered at the site, it is our opinion that the risk of damage due to
liquefaction is low. The dense to very dense coarse sand and gravel below the surface fills is a
nonliquefiable layer that will enhance pore pressure dissipation during an earthquake event and
should prevent observable effects of any liquefaction at depth from reaching the foundation
level.
4.3 Earthwork
4.3.1 Site Preparation
To prepare the site for construction, building demolition debris should be removed from the site.
All deleterious material such as grass, roots, topsoil, and debris-laden fill should be stripped
from areas to be occupied by structures, pavements, or walkways. Cleared materials should be
disposed of offsite. Underground pipes to be abandoned should be plugged or removed. Voids
remaining after removing structures should be backfilled with structural fill and adequately
compacted.
4.3.2 Subgrade Preparation
After clearing, excavations to achieve desired grades may be initiated. As mentioned earlier,
overexcavation may be required where unsuitable soils extend below finished grade. To
mitigate this problem, we recommend ove�excavating loose, soft, or unstable soi�s found below
subgrade elevations. Site constraints, such as excavating next to the temporary shoring walls,
for example, are expected to limit the practical ability to remove all unsuitable soils. As a
minimum, loose soil should be overexcavated to a depth of at least 2 feet below subgrade
elevation. The excavation should extend laterally beyond the edges of the footings a minimum
distance of 2 feet in each direction. Overexcavated areas should be backfilled with structural fill,
controlled density fill (CDF), or lean concrete to subgrade elevation.
4.3.3 Excavations
The underground portion of the structure, footings, and utility trenches can be readily excavated
with conventional earthmoving equipment. Cave-in protection is required before workers may
enter any excavation except those excavations made entirely in stable rock or where the depth
of excavation is less than 4 feet and there is no indication of a potential cave-in. Suitable
protection systems include shoring, sloping or benching, or shielding. The Washington Safety
Standards for Construction Work (Chapter 296-155 WAC), Part N, provides standardized
systems and slope configurations that may be used for excavations less than 20 feet deep. The
type of soil at the site dictates the appropriate design of the protection system.
First Savings Bank of Renton March 9, 2004
PSI Project No.: 712-45001 Page 5
PROFESSIONAL SERVICE INDUSTRIES, INC.
Information to Build On
Based on these standards, soils within the upper 10 feet of the surface are classified as Group
C soils. Below this level, soils fall into the Group B category. Accordingly, for excavations more
than 4 feet but less than 20 feet in depth, the side slopes within the upper 10 feet should be laid
back at an inclination no steeper than 1.5:1 (Horizontal:Vertical). Below this level, side slopes
should be completed with a gradient of 1:1 or flatter.
Unprotected slopes should be excavated at the angles described above. Steeper angles may
be possible if the slopes are protected with a layer of fiber-reinforced shotcrete or other durable
material. The slope protection should be applied as soon as practical but no later than by the
end of the workday.
Groundwater seepage may be encountered. Based on our study, the volume of water and rate
of flow into the excavation should be relatively minor, and is not expected to impact the stability
of the excavations when completed as described above. Conventional sump pumping
procedures along with a system of collection trenches, if necessary, should be capable of
maintaining a relatively dry excavation for construction purposes.
The above information is solely for the benefit of the owner and other design consultants and
provides only basic guidelines for excavation work. There may be other site-specific conditions,
such as excavations deeper than 20 feet, variations in the subsurface, confined space issues,
and the presence of nearby structures, equipment, or stockpiles of materials, that could alter the
level of protection required. It is understood that job site safety is the sole responsibility of the
project contractor and that by providing this information, it should not be construed to imply that
PSI assumes responsibility for job site safety. All excavations at the site must be completed in
accordance with local, state, or federal requirements.
4.3.4 Structural Fill
Structural fill is defined as the compacted fill placed under buildings, slabs, or any ot�er load-
bearing areas. The suitability of soils used for structural fill depends mainly on the gradation
and moisture content of the material when it is placed. As the percent fines in a soil increases
above 5 percent, the soil becomes more sensitive to moisture changes, and achieving adequate
compaction may become di�cult or impossible.
Our subsurface exploration indicates that most of the fill soils have a large percentage of fine
material and at the time of our study, their moisture contents appeared to be above optimum.
Drying the soils or other means to condition the material will probably be necessary to facilitate
proper compaction. Given the limited space on site for storing and treating soils, this does not
appear to be practical. Therefore we recommend using imported granular materials for use as
structural fill instead of the existing fill. The native soils generally contained lesser amounts of
fine material. These soils should be suitable for reuse as structural fill.
Any suitable, inorganic, predominately granular soil may be used for fill material, provided the
material is properly moisture conditioned prior to placement and compaction. Any imported
structural fill for construction during wet weather should consist of clean, well-graded sand and
gravel meeting the recommended grading requirements shown in following table.
First Savings Bank of Renton March 9,2004
PSI Project No.:712-45001 Page 6
-
PROFESSIONAL SERVICE INDUSTRIES INC. I
�
Information to Build On -
TABLE 1
GRADING FOR IMPORTED GRANULAR MATERIAL
U.S. Standard Sieve Size Percent Passing by Dry Weight
3 inch 100 :
3/< inch 50 —100
No. 4 25 —65
No. 10 10 —50
No. 40 0—20
No. 200 5 Maximum
All structural fill underlying footings, floor slabs, pavements, walkways should be placed in .
horizontal lifts not exceeding 8 inches in loose thickness and compacted to a minimum
percentage of its laboratory maximum dry density, as specified in the following Table 2. The
maximum dry density should be determined in accordance with the ASTM D 1557 test method.
Fill materiafs should be placed at or near their optimum moisture content, as determined by this
test method. Fill within landscaped areas should be compacted to reduce the potential for
excessive settlement.
TABLE 2 '
MINIMUM COMPACTION REQUIREMENTS
PERCENT OF DRY DENSITY
Location
Depth* Building Pavement Trench Retaining Landscape
Areas Areas Backfill Wall Backfill Areas
Upper 12 95 % 95 % 95 % 95 % 85 %
inches
Below upper g5 % 90 % 90 % 95 % 85 %
12 inches
* From finish subgrade elevation.
4.3.5 Underground Utilities
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 abo�e and to the minimum densities
recommended in Table 2. Around pipes, compaction should be done by carefully tamping the �
material with hand tools or light compaction equipment to prevent damaging or displacing the
pipe. Backfill should be placed to at least 12 inches above the crown of the pipe before any
heavy compaction equipment is used.
Soils excavated on-site shoufd be suitabfe for use as backfill material provided their moisture
contents can be controlled to near the optimum point. If utility installation takes place during the
wet winter months, it will likeiy be necessary to import suitable wet weather fill for trench
backfilling. ,
First Savings Bank of Renton March 9, 2004
PSI Project No.: 712-45001 Page 7
PROFESSIONAL SERVICE INDUSTRIES, INC.
Information to Build On
4.3.6 Wet Weather Construction
Care must be taken to protect on-site soils exposed during construction. Soils exposed by
subgrade preparation operations may become unstable should their moisture content be
allowed to increase to above optimum. Ideally, site preparation and initial construction activities
should be scheduled to minimize ground disturbance during the wet season. Earthwork should �
be done in small sections to minimize the soils exposure to wet weather. Any excavations or
removal of unsuitable soils should be immediately followed by the placement of backfill or
concrete for footings. No soils should be left uncompacted or exposed to wet weather
conditions. Surfaces should be rolled to seal out the water.
To protect building subgrade and to create a stable working surFace, it may be desirable to
place a 6-inch thick layer of 2- to 4- inch angular rock (quarry spalls), after the subgrade has
been properly prepared and before installing the drainage system and utilities.
Work areas may be covered with plastic sheeting to protect against wet weather. Prior to
starting fill activities each day, any wet soil surfaces should be removed. Construction traffic
should be limited to specific areas to prevent widespread disturbance of the subgrade.
4.3.7 Temporary Support
Excavations will extend 10 to 12 feet below the surrounding surface grade to construct the lower
level garage. As mentioned previously, loose soil conditions within the excavation depths and
site constraints prevent excavating slopes to Washington State safety standards. A system to
protect and support the soils surrounding the excavation is required. Vertical excavation
protection is needed along the adjacent building to the south and around a traffic signal pole at ,
the northwest corner. '
Protection schemes that the project team has discussed have included steep slopes with
shotcrete facing, soil nailing, stacked block concrete walls, and cantilevered, braced, and
tieback soldier pile walls. Underpinning of the building to the south has also been considered
for additional protection but this option does not appear to be necessary, considering building .
loads, property values, and latitude on location of the south wall. The presence of numerous
underground utilities within the street and alley rights-of way on the east, north, and west sides
of the property could interfere with proper slope construction and are also obstacles to
designing and constructing soil nailed or tied back walls. The most practical and cost-efficient
scheme appears to be cantilevered solder pile and wood lagging walls around the east, north,
and west sides of the excavation. Preliminary analyses by the structural engineer of a
cantilevered wall on the south side show that the size of piles needed are substantially more
massive than for the other three walls. As of the date of this report, the use of rakers or tieback .
anchors on the south wall to reduce the size of the soldier pile members is being considered but
a final decision has not been made.
Vertical surcharges from nearby traffic and the adjacent building create an additional pressure
on the wall. Our recommended distribution of lateral earth pressures on cantilevered soldier pile
walls is shown on Figure 3. Figure 4 presents a recommended distribution of lateral earth
pressures for the south soldier pile wall, assuming it will be braced or anchored. The pressure
distribution from the building is a simplified model of the Boussinesq theory for a line load.
It should be noted that the pressure diagram presented in Figure 4 is based on "apparent" earth �
pressures. These pressures are based on empirical relationships developed from studying the
observed behavior or braced excavations and are intended for estimating the maximum tieback
or strut loads that can reasonably be expected for the site soil conditions and a given depth of
cut.
First Savings Bank of Renton March 9,2004
PSI Project No.:712-45001 Page 8 �
PROFESSIONAL SERVICE INDUSTRIES, INC.
Information to Build On
In addition to the earth pressure distributions shown in Figures 3 and 4, PSI has developed the
following soil parameters for use in design of temporary shoring walls.
TABLE 3
CONSTANTS FOR SHORING WALL DESIGN
Friction Angle of Existing Soil 30 Degrees
Friction Angle of New Fill 36 Degrees
Unit Weight of Existing Soil 110 pcf
Unit Weight of New Fill 130 pcf
Active Earth Pressure Coefficient 0.33
Passive Pressure Coefficient 3.0
Seismic Active Pressure Coefficient 0.40
Equivalent Active Fluid Pressure 35 pcf
Equivalent Passive Fluid Pressure 300 pcf
Lateral Subgrade Modulus, Ks 1,500 kcf
Anchor Adhesion 650 psf
A typical tieback anchor consists of a steel tendon inserted into a pre-drilled hole and then
grouted into place. Adhesion (skin frictions) between the grout and the suRounding soil creates
the anchorage capacity, The anchorage zone soils are expected to be similar to the onsite fill
soils encountered in the borings. The anchoring end of the tieback must be positioned far
enough behind the retained excavation face to develop capacity with a stable soil mass. We
recommend that all anchors be located beyond a "no-load" zone delineated by an imaginary line
angled at 65 degrees from horizontal and originating from the pile centerline at a depth below
the bottom of the excavation equal to half of the exposed wall height. For example, if the wall
height is 12 feet, the no-load line would start at 6 feet below the bottom of the excavation.
We recommend that the soldier piles have a final maximum center-to-center spacing of 8 feet.
Design lateral pressures for a typical soldier pile cantilever wall is presented on Figure 3. To
account for arching effects, lateral loading on the lagging can be reduced by 50 percent.
Unshored excavation heights should not exceed 4 feet. No part of the excavation should
remain unsupported overnight,
A monitoring program should be implemented to verify the performance of the shoring
system and the effects on adjacent properties. The first step of the monitoring program
should consist of documenting the condition of the existing adjacent properties and
pavements, before any excavation or shoring installation. This documentation should
include a pictorial record. PSI would be pleased to provide these services for you. A
registered land surveyor should be retained to obtain baseline data and obtain the
readings. The monitoring should include surveying the vertical and horizontal alignment
of the top of each soldier pile. Shoring system monitoring should be performed at least
twice a week during excavations, and every week when the excavations are complete.
Monitoring of the shoring system should continue until the permanent lower walls are
braced. The structural and geotechnical engineers should review the monitoring data
weekly. '
First Savings Bank of Renton March 9,2004
PSI Project No.: 712-450o1 Page 9
PROFESSIONAL SERVICE INDUSTRIES, INC.
Injormation to Build On
4.4 Foundations
Because development involves removing the upper 10 to 12 feet of soil for the underground
garage, the net pressure acting on the underlying materials will not change significantly with the
new construction. Therefore, it is feasible to support the structure on a shallow foundation
system consisting of either conventional strip and isolated column footings or a mat foundation.
The footings should bear on undisturbed, medium dense or denser native soil or on at least 2
feet of structural fill placed over native soil.
Based on conditions encountered in the borings, it appears that medium dense or denser soil
will be will be present at the planned footing subgrade elevations throughout most of the site �
except in the northwest portion. Loose fill or native soil is expected at footing elevations in this
area. Interpolating among the boring locations, we have estimated the lateral extent where
loose soil can be expected at the footing elevation. This boundary is shown on the Site and
Exploration Plan, Figure 2.
We recommend dimensioning foundations located north and west of this boundary line for a net
bearing capacity of 2,500 psf. This value assumes that loose soil will be removed to a depth of
2 feet below footing subgrade and repfaced with either structural fill or equivalent material.
Footings supported on undisturbed native soil south and east of the boundary may be sized for '
a net bearing capacity of 5,000 psf. For short term loads, such as wind and seismic, a one-third
increase in the allowable capacities can be used. Based on the subsurFace conditions
encountered, site geology, and past experience, we anticipate that properly designed and
constructed foundations supported on the recommended materials should experience total and
differential settlements of less than 1 inch and 'h inch, respectively. The majority of these
settlements are expected to occur during construction,
Lateral foundation loads can be resisted by friction between the foundation base and the .
supporting soil, and by passive earth pressure acting on the face of the embedded portion of the
foundation. For the latter, the foundation must be poured "neaY' against undisturbed native soils
or lateral overexcavations need to be backfilled with structural fill. For frictional resistance, a
coefficient of 0.4 can be used. For passive earth pressure, the available resistance can be
computed using an equivalent fluid pressure of 300 psf per foot of embedment. These lateral
resistance values include a factor of safety of 1.5. All footing excavations should be examined ,
by a representative from PSI, prior to placing forms or reinforcing steel, to verify that subgrade I
conditions are as anticipated in this report. �
;
We recommend that continuous footings have a minimum width of 18 inches. Foundations
exposed to the weather should bear at a minimum depth of 18 inches below final exterior
grades. Interior foundations can be constructed at any convenient depth below the floor slab.
4.4.1 Mat Foundation
A reinforced concrete mat foundation is also a viable option for supporting the building. The mat
foundation could be placed on soils with variable density but must be designed to be stiff
enough to resist differential settlement. We recommend designing the mat foundation using a
modulus of subgrade reaction value of 20 pounds per cubic inch (pci), and an allowable bearing
capacity of 1200 psf. For designing the mat foundation to resist lateral Ioads, friction and
passive earth pressure acting on the base of the foundation may be used, as discussed in the
preceding section.
First Savings Bank of Renton March 9, 2004
PSI Project No.: 712-45001 Page 10
PROFESSIONAL SERVICE INDUSTRIES, INC.
Information to Build On
4.5 Slab-on-Grade Floors
Siab-on-grade floors may be supported on undisturbed native soil or properly compacted
structural fill, provided the subgrade is prepared in accordance with the recommendations in this
report. After the subgrade has been prepared, we recommend placing a capillary break layer to
serve as a drainage blanket and to guard against wetting of the slab by capillary movement of
water in the supporting soils. The layer should consist of at least 6 inches of clean, free-
draining coarse sand or gravel containing less than 3 percent fines (minus No. 200 mesh sieve).
Based on the data collected it appears the depth to groundwater typically is at least 4 feet below
the planned garage floor elevation. We believe that a subfloor drainage system is not
necessary, given the planned use of the bottom floor as a parking garage. However, if subfloor
drainage is not installed, provisions for allowing groundwater to flow into the interior of the
garage should be incorporated into design. This will allow water levels to equalize; balancing
hydrostatic pressures in the unlikely event groundwater does rise to the garage floor elevation.
Alternatively, the slab and lower basement walls could be designed to resist hydrostatic
pressures. We can provide recommendations for a subfloor drainage system, if necessary.
Construction activities and exposure to the environment may cause deterioration of the
prepared subgrade. Therefore, we recommend that our field representative observe the
condition of the finish subgrade immediately before slab-on-grade construction and, if
necessary, perform further density and moisture content tests to determine the suitability of the
final subgrade.
4.6 Lower Level Building and Retaining Walls
The magnitude of earth pressure developed on lower level walls or retaining walls will partly
depend on the quality of the wall backfill. We recommend placing and compacting wall backfill
as structural fill. To guard against hydrostatic pressure development, wall drainage should also
be installed as recommended in the site drainage section. .
With wall backfill placed and compacted as recommended ancl drainage properly installed, we
recommend designing unrestrained walls for an active earth pressure equivalent to a fluid with a
weight of 35 pcf. For restrained walls fixed only at the top, the wall should be designed for an
equivalent fluid weight of 55 pcf. For seismic considerations, an additional uniform pressure of
6*H psf should be included, where H is the wall height in feet. Traffic loads behind the wall may
be modeled as equal to an additional 2 feet of backfill height. These values assume a
horizontal backfill condition and that no other surcharge loading, such as sloping embankments
or adjacent buildings, will act on the wall. �
Friction at the base of foundations and passive earth pressure will provide resistance to these
lateral loads. Values for these parameters are provided in the Foundations section.
4.7 Site Drainage
4.7.1 Surface
Final exterior grades should promote free and positive drainage away from the site at all times. �
Water must not be allowed to pond or collect adjacent to foundations or within the immediate
building area. Except for paved locations, we recommend providing a minimum gradient of
three percent for a minimum distance of 10 feet from the building perimeter. In paved locations,
a minimum gradient of two percent should be provided unless provisions are included for
collection and disposal of surface water adjacent the structure.
First Savings Bank of Renton March 9,2004 �
PSI Project No.:712-45001 Page 11
PROFESSIONAL SERVICE INDUSTRIES, INC.
Inrormation to Build On
During construction, loose and exposed surfaces should be adequately compacted to reduce
the potential for moisture infiltration into the soils. In addition, surface water must not be
allowed to flow in an uncontrolled manner over the crest of any slopes. Surface water should be
directed away from the slope crests to a point of collection and controlled discharge.
4.7.2 Subsurface
Groundwater was encountered within our exploratory borings at depths varying from 15 to 22
feet below existing grade. At this depth, groundwater should not directly affect excavations or
foundation construction. If groundwater seepage is encountered during construction, we
recommend the contractor slope the bottom of excavation, direct the water to ditches, and
collect it in prepared sump pits from which the water can be pumped and discharged into
approved storm drain systems.
To reduce the potential for buildup of seepage and hydrostatic pressures behind subterranean
walls, a drainage layer should be placed adjacent to the wall. The drainage material should
consist of free-draining, granular material such as 3/� inch washed rock or pea gravel. The
drainage layer should extend at least 18 inches behind the wall. Alternatively, a composite
drainage fabric, such as Miradrain, Enkadrain, or equivalent, may be used. If any such product
is used, it should be designed and installed in accordance with the manufacturer's
specifications.
Groundwater seepage should be collected in rigid, 4-inch minimum diameter, perforated
drainpipes placed at the base of the wall. Perforations should be less than '/4 inch in diameter.
The pipe should be surrounded by at least 12 inches of free-draining granular material
regardless of the type of wall drainage used. Pipes should be routed to convey collected water
to a suitable outlet. A typical retaining wall drainage detail is shown on Figure 4.
4.8 Asphalt Pavement
Pavements should be constructed on subgrades prepared as described in the Subgrade
Preparation section. The top 12 inches of subgrade soil should be compacted to the density
requirements of structural fill. Regardless of the degree of relative compaction achieved, the
subgrade must be in a firm and relatively unyielding condition before paving. Proofrolling the
subgrade with heavy construction equipment should be completed to verify this condition.
The pavement design section is dependent upon the supporting capability of the subgrade soils �
and the traffic conditions to which it will be subjected. We anticipate the parking and access
drive area will receive relatively light automobile traffic, with truck traffic consisting of occasional
service vehicles. With a stable subgrade prepared as described herein, we recommend either
of the following minimum pavement sections:
• Three inches of asphalt concrete (AC) over four inches of crushed rock base (CRB)
• Three inches of AC over three inches of asphalt treated base (ATB)
Paving materials used should conform to the Washington State Department of Transportation
(WSDOT) specifications for Class B asphalt concrete, ATB, and CRB.
Long-term pavement performance will depend on surface drainage. A poorly drained pavement
section will be subject to premature failure because of surface water infiltrating into the
subgrade soils and reducing their supporting capability. For optimum pavement performance,
we recommend surface drainage gradients of no less than two percent. Regular maintenance
should be planned to seal cracks when they occur. .
First Savings Bank of Renton March 9, 2004
PSI Project No.: 712-45001 Page 12
�
PROFESSIONAL SERVICE INDUSTRIES, INC.
Information to Build On
,'
�> 5.0 ADDITIONAL SERVICES �I
PSI recommends that we be retained to review the geotechnical-related portions of the design ,
drawings and specifications. The purpose of the review is to verify that the recommendations
presented in this report have been properly interpreted and implemented in the design and ,
specifications. '
- We also recommend that PSt be retained to perform geotechnical-monitoring services during
construction. The purpose of these services would be to observe compliance with the design �
, concepts, specifications, and recommendations of this report, and to simplify design or '
construction changes in the event that subsurface conditions differ from those anticipated before
the start of construction.
A representative of the geotechnical engineer should observe all building areas and footing
excavations. Observations should be conducted during and immediately after the demolition
and removal of existing landscaping, structures, and utilities. A final observation of footing
excavations should also be conducted to determine if the soil bearing capacity has been altered .
by construction activities following site preparations. The footings should be observed after the
reinforcing steel has been placed and within 24 hours before placing concrete.
We recommend that a geotechnical field representative be present to observe other excavations
and temporary shoring, to monitor fill placement and compaction activities, to observe proof-
rolling operations, to document that design subgrade conditions are obtained beneath building
and paved areas, and to confirm appropriate drainage material use and placement. We
recommend that in-place density testing be performed on fills, backfills, and finished subgrade
surfaces. Conformance testing of imported materiafs may also be needed to �erify compliance �
with project specifications and our recommendations.
In addition to our geotechnical monitoring services, PSI also offers construction materials testing
and special inspection services. Our technical knowledge and expertise includes the following
areaso '
• Reinforced Concrete • Post-Tension Concrete
• Structural Shotcrete • Pre-Tension Concrete
• Fireproofing • Structural Steel Fabrication .
• Reinforced Masonry • Structural Steel Erection
• Roofing and Waterproofing • Nondestructive Examination
• Floor Flatness • Batch Plant Inspection
PSI would be pleased to provide these services to you on this project
6.0 USE OF THIS REPORT ,
PSI prepared this report for the exclusive use of First Savings Bank of Renton and their design ,
consultants for specific application to the proposed new banking facility at Williams Avenue �,
South and South Second Street in Renton, Washington. The use by others is at their sole risk. !,
The findings, conclusions, and recommendations contained in this report are based in part upon
the data obtained from on-site explorations. The boring logs do not provide a warranty as to the
conditions that may exist at the entire site. There may be some variation in subsurface soil and
groundwater conditions at the site, and the nature and extent of the variations may not become
evident until construction. Accordingly, a contingency for unanticipated conditions should be
First Savings Bank of Renton March 9, 2004
PSI Project No.: 712-45001 Page 13
PROFESSIONAL SERVICE INDUSTRIES INC.
�
In1'ormatio�to Build On
included in the construction budget and schedule. If conditions appear to be different from II
those described in this report, PSI shoul� be notified before construction continues so that we I,
may re-evaluate our recommendations. �
This report, in its entirety, should be included in the project contract documents. The I,,
reproduction of this report, except in full, by any method and its transmittal by any means to a
third party without the written permission of PSI, is prohibited. �
Within the limitations of scope, schedule, and budget, we conducted our services in accordance �
with generally accepted geotechnical engineering principles and practices in this area at the
time this report was prepared. No other warranty, express or implied, is made as to the '
professional advice included in this report.
First Savings Bank of Renton March 9,2004
PSI Project No.:712-45001 Page 14
PROFESSIONAL SERVICE INDUSTRIES, INC.
Information to Build On
I
APPENDIX A
FIELD EXPLORATIONS
AND
LABORATORY TESTING
First Savings Bank of Renton March 9,2004 �
PSI Project No.: 712-45001
�� S 3Ts' _ ,i '- ` � '
� . �r� f_ � � -'IIS�i
�Il ��3i�T� re �ta ti � '� � �
�1_� . � - ��.— � �� � �
; , � 1,,�, _ � �f �,.�,�.
; ^,' ��� �� - .�kv"i� 1 � � /.' ! � � ,,S;. � 1 �: 5.;._�..
p� � � �• ,��.� ar.� �:;.- _ -. � y``^-
�--..��^-�-� ;�-- Sr�E _ "''' y �� 1 �' � ° `-"
2, .� �. °lk�..._\ - ��,4 _ �,� 5.:��:3 ■� �:\� '�
�; ��.:_ � ; �' �� �II � - � � �I�; � �, ��
� � ���,t�\D�mnoiq Q _i� .-�a.a�./ ��'. '�M •� -�--- ' _�. � . 1
,om_Ssh_.,.�a h+ddk- h ) �I � , � ``, _ _ -- - 1� �
,.� ,r..� a�a �Tn�er �' � '?-
S K E 1+M� - \ J,,,,_„\� ti� "R E R TG N o�._ � ,� ��, �
1 JVT � i �� � � �..`� � �MUNlCIRC,L I , � ;� i
'11` '.+--.� �ATRP�R'F _flenton � � .� -'-�--.�
�yT.•�' rk_ --.�� i � � � I� � Stad;um _� ■ r� :.-
. I Q f_� ,� ,� �E �.. !� <',`�'-�C
•';� - e�� Y�a `i�. i� p;� . _ ,
�-���'-� �_ - -�;� � � •—�- 4 j * �' ,' �,
�-? —�1,c _ - r`� r i 4 }-;�— � � i - � '� "'�`���:.... � � x; � ..
�ton�Aite�n�(t1�,- � ��� � 1_:�' � y �j ��' ' 4 �34 ....�...�....5�� i 7NV'TI � I
��:,��9� S�� � -- � ,'� --f' _ =_� .��� �"BM��� ��NT�1� r _�-'-'
�_..�...� ,, , , { ,, �
��_- _�� / // r`j i, F+a��t ,` � �---�1_.--'� �-.
-- �'._ �i -�.,ef"n i . �, ; _ � �� f .'"`.� `
,�..---�c- -i
��� ;\r :' (.�/� �- '_'.V` .� �' ��. �� � � ,��� } .•�
1-� Vl,� . - •�- r� s � 3r
�=-_^�J'�.� ,�/- . ' .y � �� Pi� � Park � � �'i i�
� "`'�`��'�`�:- - � 1''� : q�?; High. Gegi�q'��' �`. Park, � �\ �_' �`r;
�^�` - � � �J Sch � Sta� � � � ���' r��
�� f �
p r � 3
_ �',t , g ' .S � T E � =J�= �; Hal•s"; / � � \�� �v
ea�jfi"fdn _
— �-�r�...�Par10``-+�..� ;� _ - � 1 ,
�� "'� T_ ` - ,.� �' _- ";. ' �`:
1 � , • � � _ �.�
� � ; � ;.�'�,,_ - � ' �� , _�
�.,,�„�; r `°v— .;�- ., , : � .a-,
=�E�;,���� i a�` � Si:4n+�oo���r Pbrk-�-- � r'�41J �' �\;r
�-� � ; �..�--,, �� ,� . :-� i Y Y � ` ;.. _ '���
+� `��.��--� � f. �►' �; ��, .--�;� �--� ii a �F �\��'; � .�
V 3� �.r`�; � �a� 3� ` � �' � � � Z���� \
-'! �� � . �, _ f `_'r_�i I t � ,� �',,,��� y ( ^-\ �.
J;� -- ��-� 1 �.� � 1r ' � / \/
�� - �t- �
� � _ i � � j s, ��ti
� a! ■■ � ,1 ' .,,� �>j!` - �7 � � � �{}�lip Araold �
�C t � :� °� � `i��
• • 'i;, .� � �L � �� � ' . �x �d05 ���. � �377 i� .� -. .: �I.
- �i � ■'I �'F '��.r�- ..�~ Pov✓ '�� ��� � 1 <� . �,�s
�. � �.� . a� � �' i Plant' i �f `�;��.��; � I t�" i� �/j
+ `, �� � ��.- � € /_ ,� � �� ( ��`
vage QlsA9sai� � �Y �� � � ,��' --- 5 ; �` t,'I ��G _ .
z� h'� � �- ,�y .f �� � r ;: � 1� '�' � . �
� �'•�� _ ' _ � '�'�'''� ( i1[�' sy�taudQ. —
�� � 1- �i a 4. r..r�--. t `� \ I �.i` _�__-_
� � � � . • � �.-�'��'�t__,�'�...� '' 1������' � i-1:�� ,_ �, �� ..
-,�'_.' . ,� � � -���� -....__ . � �r--f-r -y, \ ( � �'.1'� d� ; 1�� � -�Tr�'—_�_
__ _ _ .._.... � � � `� 7+0 �""7,po_INh
i1 � '�bsta� � � 1 i�:�.� �� : .�..f. �i � x_` J ; � �!� t�,i,Y 9
� \ 1 � � _: ��+' ^�J' -/
f;_ _ _ � __, ,� '� ,ji; _� , f,�� �, ;. �. �;;
� �:� � �� �, � =-=�- ,�
_ : , -
--- � �.�.:�.. � ��,��;.�� � r � ��,y�;
— . _ . _- _____.� r ._. � , a=-, >� :,�. .�,�� �
� i1� 615, ���--�� � ` ,�,..*� sc`_`
. . - '� ,-1 a � � ' � ���, .. .� J�1F�e.;_, .. � . 't���'� �...._
VICINITY MAP '
Source:USGS Renton Quadrangle Map. 1994 SCALE: 1:24,000
Project No.: 712�i5001 First Savings Bank of Renton ��� j12fOy771CltlOy2
Date: March 2004 Williams Avenue South and South �i ;ToBuild Dn
Drawn by: TDH Second Street Engineering• Consu/ting• Testing
Renton, Washington Fi ure 7
Checked by: TH g
SOUTH SECOND STREET
I � I / ��� i I I
- --� - � �
— — -�T — � � _- ------- �-
� ,
, � - - .. , e
• �
'� ' � � i t,j � ---------.------�-� �� __
;__� :�: , � ' � i,�
( ��i � B-3 (Monitoring Welly'' � � � � B-4 "
-,
�������' ___ ->�/�— — — — — — — -_a _� ' '
� ' � � � ,�,
� s.. � �
��v • I I / � d_� I ��`;� � a
. �
a
4 �
— - - - --� 4 - - - -J/ — �-__� — _ _ � l � � � . � ,
: _� i ' .�—(�`
- — - � J
k � � � � I ; 5 I
��„ � � � i E-
r ; - i ` ' '"`i
_ - - - -» - - - �p ,,,,. - - -` �7 -�/ ���
. � I �� � ��'I(--.+ �.�..4;,—"" e�.--- � 4
� — — � i��F�— ---u— �—�($�— — — ---1_" � — u+
� �
w I I / I Q � R ` I I i �u
a
� � � � � . ~ � � � y 4
> - -- ' - --m- - ��-- �� --�--1 - �,_ - �
��- �
can ( ---- , � � �� :, � �; i ��
� �i /; , , ; �; � A �
� � ° � � B-t'J I' I i; . �
-� i y_ � + � . ,� . � �� �` i
� ) � � �.
- - �-�- - & - -�- - - -- - � 1�- - � - �! - ' N
I y I I� (�i —r�l--Y�-�1----��� ' . � �; �
� �a x u � �� f . . i
'a i � ... ,,I �� I t � I I I I §I
�$ r.t---v �
��' I--'---�a I a;l, i ` I_�'Z � �l. � i
�4�1J
a �
� _--- �\, -------- -- � —� �i _ I ,�,.
� ���, � , ` �� � �--
�� ; ��� � � �� � � i-------�-.-1 I
,a��.� � �;------ i/' i
��_ O B-� $ �� � � �--- � � B-2 ; x
-- ,'`� � t` ,�.
- — _ — - — — - - - - - - -- — - — `;
.;...�.���,��.::�,��..: ������.�...�:> ����«..,::.���.�:.... . ---------r ;
, , $
, I \� : I
i
'{ � ���� e I .. i � I F�g��
I I � I I ,N i
t"�Y
LEGEND y- _ '
� Approximate Boring Location
Note: Southeast of boundary, subgrade soil expected to be dense
- - - Bearing Pressure Boundary sand and gravel with allowable bearing pressure of 5,000 psf.
(See Note) Northwest of boundary, soil at footing elevation expected to be
loose silty sand. Replacement with structural fill required
providing atiowable bearing pressure of 2,500 psf.
SITE & EXPLORATION PLAN
Source:BaylisArchitects, P1 F1oorPlan, 12/29/03 APPROX. SCALE: 1:360
f'roject No.: 7'12-45001 First Savings Bank of Renton N�j I12fpy7?2C1t1012 �
Date: March 2004 Williams Avenue South and South /�+�� .ToBuild On
Drawn by: TDH
Second Street Engineering• ConsuJting • Testing �
Renton, Washington
Figure 2
Checked by: TH
T
i �
i
�
;
�
Active Earth Pressure - equivalent
� fluid density of 35 pcf, applied over
H pile spacing
(See note)
i
�
i
i
i
�
r , „
��`i .,:i' � i,''' +� x,',
��' x u:;:
Neglect Passive Pressure �, 2 ft ;:.u.:�;:,�;
.;o;,.:a.r
;:f4:;:;:)L'.•;
:'H%:',t1ri
';iY:i.:d;;
::�;�;:ri�:
�:ii-::%1[�:
;�H�:�i1�7:�
%,jY;};;4';:
Passive Earth Pressure - :�:::;ri�;: Active Earth Pressure - equivalent
e uivalent fluid densit of �"+'`"' fiuid densit of 35 cf, a lied over ;
q Y ;:H�:`u:.: Y P PP
300 pcf, applied over 2 ���u-:"'°': 1 pile diameter I
::u;:;;ri•;.
pile diameters :::�.�':;:•H�::
;•Hr:�::ui
:+it:'�':fl!- '
::ii.;.;�ri::
:'ri;;iU:
`i[:;>ii::;
;'u.`;;u;
n•;;:ri�;
ii�;'"H:•:
',�H::'::�tt;'
;u;;;�a;:
;u;i:n::
ri:::�x�:
�:�;:;u;.
;u::i;a�::
;u':.�n-:
n;:H-:
Note: Increase H by 2 feet to account for traffic surcharge, where applicable.
CANTILEVERED SOLDIER PILE WALL
LATERAL EARTH PRESSURE DIAGRAM
Not to Scale
Project No.: 712�i5001 First Savings Bank of Renton �,�� jj2 py7�1n�Zpy2 I
Williams Avenue South and South �7I � 7
Date: March 2004 ��TO Bl.11 L�Ql''Z �
Drawn by: TDH Second Street Engineering• Consu/ting• J�sting
Renton, Washington
Checked by: TH Figure 3
I QL
� , i i �;�� , `,\ i
I � i 0.25 • H
� �
I� 6n `%
�
i �_,
H 6h I
�,,
Lateral Earth Pressure - '
�
ah = 25 - H psf, applied � ���'
over pile spacing ,� I
Building Surcharge Lateral
' I� Pressure-ah = 10% of vertical
, ! line load, Q�,applied over pile
, �--,� spacing (Resultant force =
' � %` 0.56 -Q� acting at 0.60 H)
' �
, �� '_'' ': ,�_i
� -; ,.�� �x:��i[;.
,, :::ic;;::;u�: 0.15 - 6h
Neglect Passive Pressure �, 2 ft :;u:f:;:c►�;
`;(1�;•;�;7k;
'ik`;;x.�:
;;j[;:;!:il;
;tir;<:`p;
i a:;;i4;;
'i4�':-'H;
;ii�:;u:
�u`:J�f i
Passive Earth Pressure - :�;:;;�;
e uivalent fluid densi of ��""�'��
q tY ii�;;:f�i'�
300 pcf, applied over 2 pile �"-�`�°�
:=a;�:::ri�;
d ia m ete rs ����+��:�:H�:
;ii•::ir.;
,;�...;:-�..
;:ii!;::»;
:;n;:;:w: Active Earth Pressure-equivalent
"%'�"�' fluid densit of 35 cf, a hed over
�u,�:;u� Y P PP
��{�`��%:f4'• 1 pile diameter �
.,,n.,.:.Hr:
;��`>u'
;w�:::-d::
::u::n;:
:�rir:�H>:
'i[ �;tii;
:'tr':';':u�::
::'d;:;;i�:
!4;;;:j(::: I
I
I
BRACED SOLDIER PILE WALL
LATERAL EARTH PRESSURE DIAGRAM �
Not to Scale ;
I
i
Project No.. 712�5001 First Savings Bank of Renton ��� jj2f����y��tip)Z I
Date: March 2004 Williams Avenue South and South �� ,7'OBI,�IlC��Yl. I
Drawn by: TDH Second Street Engineering• Consulting• Testing �
Renton, Washington j
Checked by: TH Figure 4 �
Slope to Drain
� , ,.
/:;�
' �
;:>;:
Composite Drainage Panel
Soldier Pile and Lagging
; ��; Floor Slab
I4 �:
`: I := 6" Min.
�
. �
I . rti � � %;:, � �
��
rG � 12'Min
ir ti �v
%u.. tk i�
ii �
it:�..;�.; -,
;u �r i:
;u � ;:
h n{ '
n k
;;.,
tt.,:u.. ,;
;11 1V i:
;ri.:;:y{.;;�j:
':;7t 1� �:i
'..k:`::,1+7 .:.
i:�
u>';:ry�;;.;
» n ;.
n u �
;1L;.`:`�ty;i;r
��;�tF 11! ,�
' " " ' LEGEND
�: �rs,.�
'u:��;u; .�;'
� ,ri � i-:
`r1 ly� ,� �
n u ; ; Undisturbed Earth
,� �,
;�:
- fr?ii i f r'.:;•'��. �+ ♦
rf!i/•..i:•'%. l,�nC.�ele
:�I;rFi r���ij
%:'.
;{T`�{?S;t: I
S { { {
Capillary Break
} } ;
r:::::;:::.: Pipe Bedding
�
'�`, Drain Pipe ,
Note: See body of report for recommended material
specifications and additional information.
TYPICAL SOLDIER PILE WALL DRAINAGE DETAIL
Not to Scale
Project No.: 712-45001 First Savings Bank of Renton ��.■ _ jj2�fpyYt2�l�l nj2
Date: March 2004 Williams Avenue South and South �� 7'OBLIlIC�� '
Drawn by: TDH Second Street Engineering• Consulting• Testing
Renton, Washington
Checked by: TH Figure 5
PROFESSIONAL SERVICE INDUSTRIES, INC.
Inrormation to Burld On
+
FIELD EXPLORATIONS AND LABORATORY TESTING
We conducted our field exploration on October 31 through November 2, 2000. The program
consisted of advancing five test borings and installing one monitoring well. The borings were
drilled to depths varying from 25 to 48 feet below existing grade. The monitoring wel! was
drilled to a depth about 25 feet below existing grade. The borings and monitoring well were
completed using truck mounted drilling equipment. Approximate boring and the monitoring well
locations were deiermined by pacing from existing features. It should be noted that locations of
the explorations are considered accurate only to the degree implied by the method used. These
locations are shown on the Site and Exploration Plan, Figure 2.
In each boring, Standard Penetration Tests (SPTs) were performed at selected intervals in
substantial accordance with ASTM Test Designation D 1586. A split spoon sampler was driven
with a 140-pound automatic hammer constantly falling 30 inches. The number of blows
required to dri�e the last 12 inches of penetration is called the "N-value". This value is used to
characterize the relative density of sandy soils or consistency of clayey soils.
Our engineer who supervised the field exploration recorded soil and groundwater conditions
encountered by maintaining a log of each boring, obtained representative samples, and
observed pertinent site features. The logs included in this report represent our interpretation of
the field logs and results of laboratory examination and tests of selected samples. The
stratification lines on the logs represent approximate boundaries between soil types. Actual
transitions of varying soil strata may be more gradual in the field.
Collected soil samples were returned to the laboratory for further examination and limited
testing. Representative samples were selected for testing to evaluate general physical
properties and engineering characteristics of the materials encountered. Tests consisted of
moisture content determinations and particle size distribution analysis. Tests were completed in
general accordance with ASTM standard procedures. Moisture content results are presented
on the boring logs. The particle size results are presented in Figures A-6 and A-7.
First Savings Bank of Renton March 9,2004
PSI Project No.: 712-45001
BORING LOG PSI
PSI Pro'ect �10: 712-45001
Client: First Savin s Bank of Renton (borin s erformed for ro'ect 745-05051)
Pro�ect: First Savin s Bank of Renton Location: SW corner of site
Borin No: B-1 ( 1 of 1) ,'Total De th: 25 ft i Elevation: 41 ft ft i Groundwater: 15
Method: HSA I Started: 10-31-00 Com le�ed: 10-31-00 'Driller: PSI
�
I DESCRIPI'ION OF 1GITERIALS
Elevation Depth � - '.�� ? Remarks
(Classitication) a � � Nioisture Content(%) O
9 ? � Plastic Limit �� Liquid Limit
" � z 1-Value Graph(bpFl �
� 10 20 30 40 50 (�(1 70 80 9(1
� I
40 SM 2" �hk. As halt Pavement I �
`1" [hk. Base Rock i I 'i
; ;;� Brown Silty Sand, Moist, V. Loose � q �
(FILL) I S-1
� 1 �
I I
t
I i
5 ;::;.;i SP Brown Fine Sand w/Smal( Size ' � � i S-2
- 35 Gravel, Moist, Loose (FILL) �
' _ � I
.. SM Lt. Brown Silty Sand, Moist, Loose 4 � S-3
(FILL} � '-
� ; � �
! i� .::: ` 9 � � S-4 I
��►:•=� GP- Brown Coarse Sand w/Gravel, �
30 –a �{::±` SP Moist, Dense l4 ;
I ri' �
� !��":'r' li 18 I
r...•
�j�:. 22
.....
�:::�.
r;�:= �
;��� ' � ,
ti�f� I
— 15 �,�y GM- i Brown Silty Sand w/Gravel, Wet, i S'S �
25 SM j Dense la i
, I is 33 i
' � i
� ; � '
20 .::.. j �
` �'��� GP- Orange/Brown Sand w/small ro i � S-6
20 `�' �' '
rt�� SP medium size Gravel, Wet, Loose 5
� ;'�s'': (blow counts suspect} ; i � ' j
:` ��• �
::�,. i 3 �
::: �
� ::�,K..
� : ;�; � I �
�.'"� , ,
�� :'M. �
15 l� y✓ '.. i Boring completed at 25 feet I
� Groundwater encountered at 15 feet
; �
�
� � �
i i
;
30
I 10 j
� � � , ;
� � I
� � �
-; i I
� �s ; � i
s � - ' ' ' �
; ; ;
NOTES: Fi�ure No. .�-i
BORING LOG PSI
PSI Project No: 712-45001
Client: First Savin s Bank of Renton (borin s erformed for ro'ect 745-05051)
Pro'ect: First Savin s Bank of Renton Location: SE Corner of Site
Borin No: B-2 � 1 of 1 j Total De th: 26 ft Elevation: 42 ft ft Groundwater:
Method: Mud Rotarv 'Started: 11-01-00 Com leted: 11-01-00 i Driller: PSI
� DESCRIPI'ION OF 61ATERIALS �
Glevation Depth I - U = Remarks
(Classification) o, 3 �Moisture Content(%) O
I I a 3 �Plastic Limit F-� Liquid Limit
� m z'N-Value Graph(bp� 0
� 10 20 30 411 50 GO 70 RO 90 j
i O SM Z" thk. As halt Pavement '
1" thk. Base Rock � ;
'�� Brown Silty Sand, Moist, V. Loose o S-1
(FILL) ; j
; ' i
1 I
' i �
5 :� SP Brown Sand, Moist, V. Loose 3 S-2
, (FILL) � ;
35 !
�i���� 4 ° ° S-3
���:::.;i GP- � Brown Coarse Sand w/Gravel, ,
SP I Moist, Loose �
�;;; �
� 10 .:r�I Becomes Med. Dense � S-4
:+:;�"
:......
; ::;.;�
30 '::;.�:� � ; �
::::.:r:_ i , lq �
�
����� � �
.::s:. � I '
'+'ti� i �
� 15 :'.+:
�r.:;:; Becomes V. Dense i � S-5
; � �scil: �I is
"?�+`4: 20
25 �••s�� 24 �
7:...I
��� � , �
i -�+..w'.
� ,S,..q-�.
� �S Y�l,�
i "�+f'i?7 %
ZQ �i!�i Y �� I
� e�.,•4 � 50/6 S-6
';�4 5��- �
�::
20 �±�.:..
-� ,«:y.r
.::r.:: �
�,iiE:?!� I
tK:��� t
►::t•i.:Pr (
.h�:�':; I
.A���
25 .r:.:'s ' Gravel collapsing at hole �
t:�:: i
' � Auger refusal at 26 feet
15 Boring completed at 26 feet
�
� 30 ' , , I ,
i
� I
I
10 ' � i
I � i
i � I �
1 3s — , + � ; i � , �
i � ; �
i
NOTES: Figure No. A-2
BORIlVTG LOG PSI
PSI Pro'ect No: 712-45001
Client: First Savin s Bank of Renton (borin s erformed for ro'ect 745-05051)
Pro'ect: First Savin s Bank of Renton Location: N`i'Corner of Site
Borin No: B-3 f 1 of 1 j Total De th: 25 ft Elevation: 41 ft ft Groundwater: 22
Method: HSA Started: 11-02-00 !,Com leted: 11-02-00 ,Driller: PSI
I DESCRIPTION OF b1A1'FRIALS r
Elevadon Depth = L = Remarks
(ClassiGcation) m �Ioisture Content(°lo) O
� �Plastic Limit �-I Liyuid Limit
'� � z N-Value Graph(bpn �
� � ' 10 20 30 40 50 60 70 80 90
SM 4" thk. Concrete Slab
�� � 1" thk. Base Rock, Silt, Sand i I '
� Brown Silty Sand, Moist, V. Loose :o o i !
� (FILL) i ( S-1
� i i i
� Z ' I
5 ���� SM- Brown silty Sand to Sandy Silt, 3 ; S-2
� �
35 —1 ML Moist to Wet, V. Loose (FILL) ' i I ( �
i ;
1 ° S-3
i �1 i 2 �
i
i
i ip ; 1
� , ,' Sv1 Brown Silty Sand, Moist, L,00se 2 S-4 `
� 30 �. .....: (FILL) i
�
� � i
� �
�i i � ; � ' i I
_;+1:: � 3 i
! ! ;
15
: GM- i Gray Sand w/Gravel, Moist, Loose � i i S-5
25 S:�i i i i i �
�
� � i
i 5 1 i
' ?o ! ! I I
' Becomes Wet and Dense � , S-6
' 20 � ' I � �o � a
-� � ' , i9 I i
_ s�, : � 49 i
5' of sand heave at the bottom of j I
auger �
� 1 ; I
Zs ' � Boring completed at 25 feet i �
', 15 � � I Groundwater encountered at 22 feet �
i, i �
i i � � ;
� � � 1
i
3� � i
10 -� i i
� j j i �
I � � j
, ; I �
� , ;
' i � � ' � �I
,
; 35 � ' , I
I ,
5 � �
�
NOTES: Figure A�o. :�-3
BORING LOG PSI
� PSI Pro�ect No: 712-45001
' Client: First Savin s Bank of Renton (borin s erformed for ro'ect 745-05051)
Pro'ect: First Savin s Bank of Renton Location: NE Corner of Site
Borin No: B-4 ( 1 of 1) Total De th: 25 ft Elevation: 41 ft ft Groundwater:
Method: HSA Started: 11-02-00 Com leted: 11-02-00 Driller: PSI
�
DESCRIPTIOIY OF 61ATERIALS
Elevation Depth � J = Itemazks
� (ClassiCication) a � z D4oisture Content(%) O ,
I � 3 � Plastic Limit �--� Liquid Limit
l m Z N-Value Graph(bpq n
� O 10 2� 30 40 �0 GII 70 30 9f1
40 SM `��� �� Concrete Slab � i
1" thk. Base Rock, Silt, Sand � !
Brown Silty Sand, Moist, V. Loose I
(FILL) i S-1 I
i � �
i i
5 ' � S-2
35 j � i
I 1
I GM- Brown Silty Sand w/Gravel, Moist, 1 3 S-3
�
� � � SYI Loose 1 � ,
�
1 � I �
� 10 Becomes Dense 6 g � S-4
30 � 11 �
i 23
' � �� 43
,, , ,.'. i
�I � � � ,
�
15 �
::,:... S-5
25 -� �':�:.:; GP- Orange Coarse Sand and gravel, I I
���y SP Moist, Med. Dense 16 I
�'�'��- ' i i
-��'r1 27
:!a�'"
�:::��I �
� �1
�i•f�K� �
��M:;� I
20 �`�.;: S-6
tr�;�:� ;
20 .,:.:; � lo �
�;�,::, i
�t:�+::1 is i
-�, , �
C�'+1 12 , i
i�::..:� 27 i
'�::':T:. '�
�...��y � '� � .
��I!: i�: � '
�..... �
.����:; 1.�' of sand heave at the bottom
�:;.�. ' �
;:�::��- I I
25 �,,�•;:- of auger ; �
, Boring completed a�25 feet �
' 15 � � i �
�J i ;
I �
�
i I � �
30 �
10 i ' I
� ,
1 � ;
� �
, i
� i i
35 i � I � I
5 � , � ; �i
I i ;
NOTES� Figure I�o. :�-4
i
BORING LOG PSI ',
PSI Project No: 712-45001 I
Client: First Savin s Bank of Renton (borin s erformed for ro'ect 745-05051)
' Pro'ect: First Savin s Bank of Renton Location: Middle of Site ,
! Borin No: B-5 ( lof 2) �Total De th: 48 ft 'Elevation: 41 ft ft Groundwater: 18.5 ',
'.vlethod: HSA Started: 11-02-00 Com leted: ll-02-00 Driller: PSI '
�''Glevation Depth � DESCRIPTION OF 1�IATERIAIS �� j � Remarks
(Class�cation) I a � � hloisture Content(%) O
� � � � Plastic Limit I---i Liquid Limit
' I� � z N-Value Graph(bp� �
� I 10 20 30 40 50 60 70 80 911
� 40 � ' ; SM 4" thk. Conc. Slab ; � �
� 1" thk. Base Rock, Silt, Sand ;
' Brown Silty Sand, Moist, V. Loose � o
{FILL) n l S-i
' , �-i I i
j � � �
; 5 —� � I 1 S-2
� 35 � ',€: C i ; �
, 1 i I
' I o oj
i S-3
2 I
II �I' �
I : ' 1
':€: : I 1
I 10 �::=ta GP- Brown Sand w/Gravel, '.Vloist, � 3 ! I S�
30 -1 ';���: SP Dense ' i i I
:��� I �° i i i
l; �hy;; i i 42 i I �
� w � � ! I i I
i ~ � '��-x 1 I
� � �
.'j7:: i
i :xr�.
� "�::A ' � I I
; -� 15 i'.'�; ':
Becomes Med. Dense � ; , � S-5
i ZS _;'.s.. I ?
� :,:•. ,
.:�� � I � � I
! 1� �
'j�':_�':i ls ; ( �
;"+`� � 30 � � ;
— R�n:' i i I
�
•E:.:,.'.+�, i
- :i:;;;�� � i
.k�w:,�
I � �
20 •�.".�`� �
� Y::::►r � Becomes Wet and V. Loose (blow ; ; S-6
IZp •::^�:s� ' counts suspect) i I ; �
� f%���t; , 2
.r.?E i I, �
r,�:� ' I
� �.�::::••. 3 � �
ryi
'SLWr�� ! ; I ,
�;�y I '
'c � ��1 � I !
'j��: �I ..
� �J ���2::::: I
f::�
»'..' I � �
15 {�,��i;' � I
~��� I
:;'�;s;'
_,�:��,;., I
ir:�_;;�
:;:�:;� � �
:.x'� I I
:::::::
', �o �.�'� I
•.:<� ,
io � :,�:� j
'�� -� .�:,::
' ,�_-,�'
,,�
� .��:�.,
•�R�'I
�[r.�.::.� I
`�~�}�
•i fY:
I W 1W:
•�I_Y:' i
� ':".'... �/.
i 3S �;`r.
Ii.: ; , I
5 ���
NCTES; Fiaure '.vc, <�-5
BORING LOG PSI 'I
PSI Proiect No: 712-45001
Client: First Savin s Bank of Renton (borin s erformed for ro'ect 745-05051) '
Pro�ect: First Savin s Bank of Renton I.ocation: Middle of Site '
Borin No: B-� ( 2of 2) Total De th: 48 ft 'Elevation: 41 ft ft Groundwater: 18.5 '�
Method: HSA ,Started: 11-02-00 Com leted: 11-02-00 Driller: PSI
� �'
�
DESCRIPTI0�1 OF MATERIAIS
Elevation DeQth = U � Remarks
(ClassiCication) a > a D�Ioisture Content(%) O
� v ° �Plastic Limit �� Liquid Limit
� z Y-Value Graph(bp� �
; 10 20 30 40 50 60 70 80 9(1 '
' '��-` Intermittent gravel to 36 feet , � �
� .;.:..... I
' � "�
:1'.1:�.
•if;:
��[�:::
�.��
�%'~'� 9' of sand hea�re at the bottom of `
+� ��c
••�`-. auger '
40 ':k���
O �;�:'�:
'�r:;:z;
..�::4
`1fl;9:
�y�h
'�f•... Intermittent gravel between 43 and
-� `_'�`:� 48 feet I
I r:`'�� �
, � 45 �s'�:..;
.�:.
�I -5 — ::*,,�. i
,:. �
`�`�� I � � i
Iii::�
l s:"':w�. � I
j ���w:' 1
; Boring completed at 48 feet ; I �
, i � ,
' � , �
; �o �
-io ;
i � I
i ,
1 I
� j
� 55 � �
I
-15 -� I I
� i
� �
i� � � i �
, ,
I � 60 i � i
i ; i I '
-20 -� ;
i �
�
i �
� �
� 65 � I
, �
_25 � j
; � �
� i I
, i i
i ' j
,
�� i �
-30 — I � I
i ' , ' '
�tiGTES: Fieure �10. _�-�
Particle Size Distribution Report II
- � S � o
� m o 0
� - - - _ _ � ,�� : � � � � : � ,
,00 � , , , , , � , �
, � � ; ; � i , I '
I ,' � 4 � � , � ' � i I �i� � � ; I I � � � I � ' �
90
� � � i,i 'i i , i � i , � i i�j
'ii I � � I { I 'I '. I I � I I I i i 1 I I� .I I . � I �.
I I
80 i I', � � i �� �i I � � � �� I � I �I' � i I I
i' I i Ii i ; I i � 'ii ' I � i i
I I+�� ( i i i �� 3 � �. � �� � i i i '� �I � � � � � � i � �
' �i' i , i �� � , I �i � , i iI !
70 �, � � � � � i ,
� � i i i � j, , i � � j ii i � il' il.. I I ' � i . .
' i�, i ' 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 i I ! I i
W 6 0 �, � � ;� � � ��.
Z li �i i � � ' ; 'i �i � ! 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 iI i '
w 5� I i i i , i i i i i ii i i i i,�
��, � � I i � i I i � �1�I i
U '. 1� .I �: I I . , I .; I � I '�i � il 1 I I j
'y � I�� I - I I - I� I I I �, � . , I I � � I
LL. I', I �' I �I � I � I ', I I I j ' �'
W 4� I� I II 1 I I I I I I
Q- . � i,i i ' i i t . � I ! � �I I , �i � , i i � j j � � ' � ..
� � � � � ' I � , � � I, � I � I
�I, i ' i � I� i � I i � i i , �f � iI I I I � i � i �
30 ' ; � � � � � � � ; ' �
� � � � � � � , ,
; ' , � � � i ' '� � , , � I � � � i
I i � i �i i li i; i ' ! �ii ii i i; � I i i
� i ! i li . i li . i', i . , I li ��, i� �� t I i
�, � i � � ! I
20 ' � � � '� ' ' � '
i � � � 44 � � i � ! � ,. ;
I i' i � j� ; �I �, I � �� I, � ��i I � ' i I ; � ! i
� I j j p i l i ��i i i i I �
j I ! � ; i ij I �� i �il I ' i, i � � i � !
10 i I r, i i i I i ii 1 i i, , I � i
I � t i d I i i � ' � ����} I �
� ' ' '
i i , I i
0
500 100 �� 10 ? 0.1 0.01 � 0.001
GRAW SIZE - mm
%COBBLES %GRAYEL %SAND %FINES
CRS. FINE CRS. MEDIUM FINE SILT CLAY
0.0 0.0 0.0 0.1 I 37.4 56.9 5.6
SIEVE PERCENT SPEC.� PASS? Soil Descriptian
SIZE FINER PERCENT (X=NO) Poorly graded SAND with silt
#4 100.0
?#10 99.9
#20 973
#40 62.5 Atterberq Limits
#100 8.9 PL= LL= PI=
#200 5.6
Coefficients
D85= 0.655 Dgp= 0.407 D50= 0.344
D30= 0.245 D�5= 0.180 D�p= 0.156
�
C�= 2.61 C�= 0.95
Classification
USCS= SP-SM AASHTO= A-3
Remarks
i
* (no specification provided)
Sample No.: B-t, S-3 Source of Sample: Date: 12,�04�`00
Location: Southwest comer of site EIev.lDepth: 7.5-9.0 ft
Client: First Savings Bank of Renton
; PROFESSIONAL SERVICE INDUSTRIES Project: First Savings Bank
� i
� Pro'ect No: ?12-45001 Fi ure A-6
Particle Size Distribution Report
� - - - c �p S < O
� _ _ _ � � � h � �k �t ik ik k i!
100 � � , � � ; j � I � � �
i �. '.. i ', . �' . ' , . �� � � � . II i I ! I �.
i Ili
� . �� � � � �I � . � i '� i . �. �. � �� i � � � � �
� � � � � �i � � �I i � , ��i � � � '�..i � ; �, .
9� � � . � � , , � , . i .
�, '. I i.� I � i i I � 'I ' �. � � i :i . i �� �. i . �
��� I I I 'I I � '�� I � ., � I''., ' i I'. II�I . ' � .
�
I !
� I I .
i � i i'
', li i i i I i . i i � I ', �� �� � I
i i i �.� i � i 1� �I : il'� �
$0 i , , .. �., . ' ' "Tt , I .
� I I i i i 'i � i � ; � i I i i � . � i � �, '. . i � �
� i i t i i � i I i j j � i , i � I
i� � I i i i �i � i �� . i i I i I � : i . j
�i i �i i � i� � � �� i � ��
70 i � ; � � �, � �� � � ; ; � � ! I ( �i ; � I
I i h 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 ii I i � i i i ' i i i
W 60 � � � ,� � � : � � � � .
Z � ' 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 t i i h I i i i � � i i i i !
� 50 i � i i ;i i ' � i I i i i i i i
Z � i i r i �i i � � i i i � i i
W � t i !i i i n i i 'i � i � i i i , :. � , .
U � � , �� :i i . Ii i I i I. I i i i i i j I 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
W 40 i i i i �i � i i i i i i �
� i, � i i' i ; i : i i ' i ' i i i i � , �
��� , � , � � , �� , � � l, � i , l
I, I li, i ; i i i i j,i i , i i i ,i i �
' �i' i i i i li i � � i � ! '
30 , 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 1 I 1 I �.� � � �'. .
�I I I I II I I I 1 I I 1 I I
20 � I � 1 I I I � 1 I I I
, ,� i . i i �� i I �i i i ii i i i i ii � . �.
� �� �� I �i � � � .i � � �. � i I i� . r i �i . . . � i � �.
II � � �� �� � �i � i i i ' i �lil � � ii , � i � . �
, ,� ; ; , � ; ,, j �
i � ; , : �, � � � � � ���� ; ; , , , ; i ;
10 � � �� � � ��,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 �
0 ' ' I
500 100 10 ' 1 I 0.1 0.01 0.001
GRAIN SIZE - mm
%COBBLES %GRAVEL I %SAND %FINES
CRS. FINE i CRS. MEDIUM FINE SILT CLAY
0.0 0.0 0.0 ! 0.0 0.7 34.7 64.6
SIEVE PERCENT SPEC.' PASS? Soil Description
SIZE FINER PERCENT (X=NO) Sandy SILT
#10 100.0
#20 99.9
#40 993
#100 80.6 Atterberq Limits
#200 64.6 pL= LL= P1=
Coefficients
D85= 0.187 Dgp= D50=
�30- �15' �10'
C�= C�=
Classification
USCS= ML AASHTO= A-4(0)
Remarks
See Report FR]4117 12/Ol/00
Tested by H.Hua 12/O1/00
Checked by S.Mowar
*
(no specification provided)
Sample No.: B-3, S-2 Source of Sample: Date: 12,�04/00
Location: Vorthwest corner of site EIevJDepth: 5.0-6.5 ft
Client: First Savings Bank of Renton
i PROFESSIONAL SERVICE INDUSTRIES � Project: First Savings Bank
�
I Pro'ect No: 712-45001 Fi ure A-7
Particle Size Distribution Report
- � < < a
_ _ N ` m�-O � � k ik i! i! ik k
s
100 _��" �
, �' � � �� i �
90 � � I� � � � j i � � � � I ; i j
� � � � � � � j I ,� , �� � � i � '
� � � � � � i � � � , � i �
, � i � � � � ' � � , �
80 I i i i i i � i i i ii � I i i -
I
i i i i i i i � � il � I
i i � � i i I � I i � i iI I I I
� i i i i i � i ��, � i � I�'� , �
7� -•- — �.. t-; � . '�� -�—
��. i i i i i i I i , �. � . i i � ' �i �i I .
I
i
I I 1 I 1 I I I i I I II � �' '. ' I I � , ��.
� ' � i I i' i i i � I ; � � , i , � �I I I � I �'
� � � � � � � � � �
W 60 � � � � � � � i -- � i,i ; i ; -,---
Z I i i i i � i i i � i ,ii i i �
� i i i i i � i I I , � i ii ' i ; I I ; I
F-- � � t � � � I ' � '� � � I �
Z 50 � � �� � � � , ; , — — ;, � ; , ----
W � I I 1 I I 1 � �, I .. . � I I I � I � (
V I i i i i i i � I � �I � ii I ii I I
� � i i i i i i I � i i ii � �
W 40 :_ � � � � � � � �
� � � � � � , , ' I � ' I
d i i i i i i � I i i , j i i �
j i i i i i i I i i � I ; � i �, � ; �
i I � i i i i i � � : i ii I
30 � � � � , � � ' — , ----
� � � � � , � ,� 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 � .
20 -- � I :�' i � � � � � � ' ! , , ' �' ;
. i: i i � : � '. i i, i � i i ' � i .
I 1 i. I I I I I � � I . I ' � ��I I 1 '�, I � � I ( � I
j II I�. f I 1 1 I I ��', I 'I I 1 ., i ', I 1 I� �' I I ', ' I I I . �
I 1 I I: .' i I��. I '�: i I I I �� .. �� t� � '� I I � I I I
�� — - ��. . . �. , � � � . . �, ; � i :
Q � . . . , .� . . . '�.
500 100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm
%COBBLES %GRAVEL °/a SAND %F1NES
CRS. FINE CRS. MEDIUM FINE SILT CLAY
0.0 0.0 0.3 0.1 7.6 69.6 22.4
SIEVE PERCEN7 SPEC.' PASS? Soil Description
SIZE FINER PERCENT (X=NOy Siltv SAND
3/4 in. in. 100.0
#4 99.7
#10 99.6
#20 98.1 Atterberq Limits
#40 92.0 I PL= LL= P1=
#100 44.1
�200 22.4 Coefficients
D85= 0.346 Dgp= 0.208 D50= O.171
D30= 0.0998 D�5= D�Q=
Cu= C�=
Classification
USCS= SM AASHTO= A-2-4(Ol
Remarks
See Report FR 14117 12!Ol/00
� Tested by H.Hua 12;O1r00
i Checked bv S.Mowar
� (no specification providedl
Sample No.: B-4,S-1 Source of Sample: Date: 12/04,'00
Location: Northeast corner of site Elev.lDepth: ?.5 -4.0 ft
� ; Client: First Savings Bank of Renton
I PROFESSIONAL SERVICE INDUSTRIES i Project: First Savings Bank
! Pro'ect No: 712-45001 Fi ure A-8