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GEOTECHNICAL ENGINEERING STUDY
PROPOSED KENNYDALE BUSINESS PARK
RENTON,WASHINGTON
9` G-0570-1
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Prepared for
Mr. Howard Seelig
Seelig Family Properties
1309 - 114'h Avenue SE, #107
Bellevue, WA 98004
August 17, 2004
By
Geo Group Northwest, Inc.
13240 N.E. 20th Street, Suite 12
Bellevue, WA 98005
Phone: (425)649-8757
Group Northwest, Inc• Geotechnical Engineers,Geologists
&Environmental Scientists
August 17, 2004 Project No. G-0570-1
Mr. Howard Seelig
Seelig Family Properties
1309 - 114`h Avenue SE, #107
Bellevue, WA 98004
Subject: Geotechnical Engineering Study
Proposed Kennydale Business Park
Renton, Washington
Ref. 1. Report titled, "Geotechnical Engineering Study, Proposed Sunset Heights,Renton,
Washington," dated October 1989, by Golder Associates, Inc.
2. Report titled, "Geotechnical Engineering Study, Shurgard Self Storage, Renton,
Exit 7, Renton, Washington, dated August 30, 1988, by Earth Consultants, Inc.
Dear Mr. Seelig,
At your request this geotechnical engineering study has been prepared to address the current site
development plans for the proposed Kennydale Business Park. The proposed development
includes two commercial buildings with under-building parking, exterior at-grade parking, and a
fire-lane/driveway. This study has been prepared based on our review of the following:
• Geotechnical engineering study by Golder and Associates, referenced above, including
their boring logs (site exploration) and laboratory testing of soil samples;
• Geotechnical engineering study by Earth Consultants, referenced above, including their
test pit logs and laboratory testing of soil samples. The Shurgard site is located on the
adjacent site west of the project site;
• Area geologic map;
• The current site development plans by CDA Architects.
The purpose of this study is to address the geotechnical aspects of the subject project, including
an evaluation of the site conditions, evaluation of site stability, and recommendations for: site
13240 NE 20th Street, Suite 12 Bellevue, Washington 98005
Phone 425/649-8757 •.FAX 425/649-8758
August 17, 2004 G-0570-1
Proposed Kennydale Business Park Page ii
preparation, grading, erosion control, structural fill, drainage, foundation design criteria, building
settlement estimates, retaining wall design criteria, and parking lot subgrade preparation. Based
on the subsurface site exploration conducted by others, the site is underlain with lacustrine (lake
deposited) silty clays with some interbedded lenses of dense sand. Some surficial fill soils are
present in the western portion of the site where the proposed buildings are to be located.
Based on the subsurface soil conditions described by Golder and Associates, Inc., it is our
professional opinion that the proposed buildings can be supported on a conventional spread
footing foundation bearing on the undisturbed stiff to hard native silty clay. Local areas of
unsuitable bearing soils may exist that will require overexcavation and replacement with structural
fill or lean-mix concrete, or deepening the foundation footings. Earthwork activities are
recommended for the drier summer months due to the presence of moisture sensitive soils and a
weathered, fractured, upper zone of soil that may be susceptible to sloughing and small slides.
Our recommendations, along with other geological and geotechnically related aspects of the
project, are discussed in more detail in the text of the attached report. We appreciate the
opportunity to perform this study and look forward to working with you in the construction phase
of the project. If you or your design team have any questions about the content of this report, or
if we can be of further assistance, please call.
Respectively Submitted
GEO GROUP NORTHWEST, INC.
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William Chang, P.E. A.
Principal _r
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ZONAL
EXPIRES; 2/19/
Geo Group Northwest, Inc.
TABLE OF CONTENTS
G-0570-1
1.0 INTRODUCTION PAGE
1.1 Project Description 1
1.2 Scope of Services 2
2.0 SITE CONDITIONS
2.1 Surface 3
2.2 Subsurface 3
2.3 Groundwater 5
3.0 SEISMICITY
3.1 UBC & JBC 5
3.2 Soil Liquefaction Potential 6
4.0 DISCUSSION AND RECOMMENDATIONS
4.1 General 7
4.2 Slope Stability Evaluation 7
4.3 Site Preparation and General Earthwork8
4.3.1 Structural Fill 8
4.4 Excavations and Slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
4.5 Basement Walls&Retaining Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
4.6 Foundation Design Criteria 11
4.6.1 Conventional Spread Footings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . 11
4.6.2 Piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
4.7 Slab-on-grade Floors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
4.8 Drainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
4.9 Pavements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14
5.0 LLWffATIONS . . . . . . . . ..I. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15
6.0 ADDITIONAL SERVICES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15
ILLUSTRATIONS
Plate I - Vicinity Map
Plate 2 - Topographic Site Plan
Plate 3 - Cross Section(A-A')
Plate 4 - Typical Basement Wall and Footing Drain Detail
APPENDIX A: Boring Logs By Golder and Associates
APPENDIX B: Test Pit Logs By Earth Consultants (Neighboring Shurgard Storage Site)
Geo Group Northwest, Inc.
GEOTECHNICAL ENGINEERING STUDY
PROPOSED KENNYDALE BUSINESS PARK
RENTON,WASHINGTON
Project No. G-0570-1
1.0 INTRODUCTION
1.1 PROJECT DESCRIPTION
The subject project site is located south of NE 48' Street, east of SR 405 in the Kennydale area
of Renton, Washington, as shown on the Vicinity Map, Plate 1. The property is rectangular in
shape and 4.8 acres in size, as shown on the Topographic Site Plan, Plate 2. The property slopes
down to the west at an average gradient of 30 percent. Based on the plans by CDA Architects
the site development will consist of two buildings, Building A and Building B, under-building
parking, exterior parking lots, and a fire-lane driveway that circles the buildings. The location of
the proposed site development is shown on the Topographic Site Plan, Plate 2.
Building A will have two-stories of commercial space and Building B one-story. Building B will
be a narrow building and be located west of Building A. Building A will have two parking levels
under it, P2 and P3. Building B will be one-story with a parking level (P4) under the south wing.
The two buildings will have combined commercial space of 104,871 square feet. There will be at-
grade exterior parking west of the north wing of Building B and east of the length of Building A.
Site access will be from NE 48' Street.
The following is our understanding of the proposed finished floor elevations:
Building A(east) Building B (west)
Elevation (feet) Elevation(feet)
Bldg A- Second Floor(N: & S. Wings) 123
Bldg A-First Floor(N. & S. Wings) 110
Bldg B -First Floor(N. & S. Wings) 77
Parking P 1 Level (exterior- East of Bldg B) 110
Parking P2 Level (N. & S. Wings Bldg A) 100
Parking P3 Level (N. & S. Wings Bldg A) 90
Parking P4 Level (S. Wing Bldg B) 65
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August 17, 2004 G-0570-1
Proposed Kennydale Business Park Page 2
The under building parking will have a maximum of two floors below Building A, with basement
walls of up to 20 feet in height. The cuts required to construct the basement walls will be up to
24.5 feet in height based on the existing site grades (as shown on Cross Section A- A' -Plate 3),
but can be made to be less if the site is regraded prior to excavation for the basement walls, which
is feasible from a geotechnical perspective. Floors for the buildings, parking levels, and exterior
terraces will consist of slab-on grade floors or structurally supported reinforced slabs.
Structurally supported reinforced slabs may be constructed to minimize the import and placement
of structural fill.
A retaining wall may be required along the west property line, from elevation 55 feet to elevation
64.5 feet, to raise the site grade for the fire lane west of the south wing of Building B. The fire
lane may be supported on a structural ramp that extends above the elevation of the retaining wall
in order to meet the grade requirements for the fire lane as it wraps around the south side of the
buildings.
A detention vault may be located at the southwest corner of the site under the fire lane. The vault
may be located against the west property line, thus eliminating a portion of the retaining wall.
A retaining wall is planned on the east side of the parking lot located east of Building A. The
parking lot has a proposed elevation of 110 feet. The height of the retaining wall and the required
cuts will depend on the amount of regrading of the slope to the east, but is anticipated that the
retaining wall and cuts will be about l0 feet.
1.2 SCOPE OF SERVICES
Geo Group Northwest, Inc. conducted a site reconnaissance and reviewed the previous
geotechnical engineering studies prepared for the site by Golder and Associates in 1989. We
reviewed the geologic map for the project site area, reviewed the geotechnical report by Golder
and Associates (October 1989) for the project site, reviewed the geotechnical report for the
neighboring Shurgard Storage site to the west by Earth Consultants, Inc. (August 1988),
reviewed the current site development plans prepared by CDA Architects, and discussed the
project plans with the developer, Mr. Howard Seelig. We found that the previous site exploration
by Golder and Associates combined with the soil analysis conducted by Earth Consultants was
adequate for the preparation of this study. This study addresses the following:
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- Surface and subsurface site conditions;
- Site stability;
- Site preparation, grading and earthwork procedures, including recommendations for
structural fill materials, placement and compaction;
- Foundation support, including soil bearing design criteria and expected building
settlements;
- Subgrade preparation recommendations for slab-on-grade floors, sidewalks,
driveways and paved parking areas;
- Retaining wall design criteria; and,
- Surface and subsurface drainage recommendations.
2.0 SITE CONDITIONS
2.1 SURFACE
The subject property is 4.8 acres and measures 635.2 feet iri the north/south direction by 329.2
feet in the east/west direction, as shown on the Topographic Site Plan, Plate 2. The subject
property slopes moderately down to the west at an average gradient of 30 percent. The project
site is bounded to the west by a Shurgard Storage, to the north by NE 481' Street, to the east by
single family residences and to the south by the Cedar Rim Apartments. An existing storm sewer
is located in the roadway of NE 48th Street. A 12" diameter culvert empties onto the site in the
middle of the east property line, as shown on Plate 2. Vegetation on the property consists of
deciduous trees, underbrush and blackberry vines.
2.2 SUBSURFACE
Golder and Associates drilled nine (9) exploratory borings on the subject property to a maximum
depth of 49 feet below the ground surface, referenced report dated October 1989. The
approximate location of the borings are indicated on the Topographic Site Plan, Plate 2.
Geotechnical Consultants, Inc. (GCI), report dated May 23,-1989, for the site included ten test
pits, however, the report was not available for our review.
Based on the boring logs (Appendix A), the subsurface soils are characterized as consisting of
glacially consolidated lacustrine silty clays with some interbedded lenses of dense sand. The
lacustrine material is characterized as consisting of primarily very stiff to hard silty clay with a
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August 17, 2004 G-0570-1
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trace of sand and gravel. The upper 10 to 15 feet is reportedly a weathered, fractured variety of
the silty clay, although this information was not recorded on the boring logs. The deeper sections
of the silty clay, below approximately elevation 80 feet, has occasional sand lenses that appear
wet. Up to 7 feet of surficial fill soils consisting of sandy silt and silty clay.were encountered in
Borings B-7, B-8 and B-9 located in the western third of the site. The fill soils are in a medium
dense, dense and medium stiff state according to the standard penetration test (SPT) information
recorded on the boring logs.
The GCI report and test pit logs were not available to us for this study, however the results of a
portion of their findings were presented in the 1989 Golder report. Reportedly, a 2-foot thick
deposit of post glacial, soft, gray, silty volcanic ash was encountered at a depth of 8 feet in Test
Pit TP-5 located in the west central portion of the property. The volcanic ash unit was apparently
preserved by being covered by a small landslide. The volcanic ash deposit was reportedly not
encountered in the borings by Golder& Associates.
According to the "Preliminary Geologic Map of Seattle and Vicinity Washin on," by Howard H.
Waldron, et al., dated 1962 and published by the Department of the Interior, United States
Geological Survey, the surficial soil unit covering the subject parcel is classified as "Older clay, till
and gravel", (Qc). Accordingly, deposits of Older clay, till and gravel consist of silt, clay, fine
sand and till, very compact, and locally contains lenses of sand and gravel.
Stratigraphically overlying the Older clay, till and gravel (Qc) is Vashon till, (Qt). Vashon till is
described as consisting of compact, concrete-like mixture of silt, sand, gravel and clay. Vashon
till covers the upland areas above the subject site. Soils at the base of the hill are mapped as
Alluvium (Qa) which are recent.deposits of sand and silt, including lenses of clay and peat, that
are typically found in low land areas such as river valleys.
Earth Consultants, Inc. performed a geotechnical study dated August 30, 1988 for the site
immediately to the west of the subject site for the Shurgard Self Storage project. The site was
explored with 13 backhoe test pits and included four plasticity index soil tests. The test pit logs
by Earth Consultants are included in Appendix B of this report. The plasticity index tests
indicated the presence of high plasticity clays(CH). High plasticity clays were not noted in the
1989 Golder report for the subject site as they did not conduct the plasticity index tests on their
soil samples. It is our opinion that clays present on the subject site are of the high plasticity
variety, based on the analyses conducted by Earth Consultants.
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2.3 GROUNDWATER
Stand-pipes were installed in three of the nine borings by Golder and Associates, Borings B-3, B-
6 and B-9. Very little water accumulated in the stand-pipes based on the water level data
recorded on the boring logs. Zones of perched water were encountered in.the coarser sand lenses
within the lacustrine silty clay deposit and some perched water seepage, limited in volume, should
be anticipated in excavations that intercept the sand lenses. Preparations should be made prior to
excavation to intercept and collect the water seepage in sumps. It should be noted that perched
water seepage levels fluctuate seasonally, depending on rainfall, surface runoff, surface water
infiltration and other factors.
3.0 SEISMICITY
3.1 UBC & IBC
Uniform Building Code
According to the 1997 Uniform Building Code (UBC), western Washington is classified as
Seismic Zone 3 (Figure 16-2), which is assigned a Seismic Zone Factor, Z, of 0.30 (Table 16-1).
The soil conditions correspond best to a Soil Profile Type of SD and Soil Profile/Description of
stiff soils (Table 16-J). Based on a Seismic Zone Factor(Z) of 0.3 and a Soil Profile Type of SD,
the Seismic Coefficient Ca is 0.36 (Table 16-Q) and the Seismic Coefficient Cv is 0.54 (Table 16-
R) for the site.
International Building Code
In accordance with the 2003 IBC, the project site is classified as Site Class=D (Stiff Soil Profile)
from Table 1615.1.1. The maximt1m considered earthquake spectral response accelerations at
short period and 1-second period adjusted for site class effects are:
Site Coefficient Values: S. = 1.50 g
Sm1 = 0.75 g
where: S.,, = F.*S,
Fa = 1.0 Table 1615.1.2(1).
S, = 1.50g As mapped for 0.2 sec. spectral responses accelerations, Fig. 1615(1).
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Sm1 =Fv*SI
F„= 1.50 Table 1615.1.2(2).
Sl = 0.50g As mapped for 1.0 sec spectral response accelerations, Fig. 1615(2).
The five-percent damped spectral response accelerations for short period (SDS) and 1-second
period (SDI) accelerations are:
SDS = 2/3 Sm, = Log
SDI = 2/3 Sm1 = 0.5g
3.2 SOIL LIQUEFACTION POTENTIAL
The site is not susceptible to liquefaction due to the stiff to hard nature of the cohesive soils,
dense nature of the sand lenses, and lack of a high groundwater table.
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4.0 DISCUSSION AND RECOMMENDATIONS
4.1 GENERAL
Open cuts up to 24.5 feet in height (based on existing site grades)will be required for the
basement retaining walls of the parking garage of Building A, with the largest cuts occurring at
the middle/east side of Building A. Regrading of the site prior to excavation for the parking level
basement retaining walls would reduce the cut. Cuts for the P4 parking level below the southeast
corner of Building B will require cuts of about 10.5 feet based on existing site grades.
The main geotechnical considerations for the development of the site include the existence of
moisture sensitive clay soils, anticipated surface water seepage, the height of the proposed cuts,
the presence of a weathered and fractured upper soil zone and associated risk of shallow soil
movements, potential impacts of the loose fill soils along the west side of the site, the need for
adequate foundation support, proper slab and driveway subgrade preparation, erosion control and
drainage considerations. Clay soils are known to creep and the upper 10 to 15 feet of soil is
weathered and fractured and may be susceptible to sloughing and small surficial slides. The fill
soils present in the northwest area of the site(Boring B-9)may require over-excavation to reach
suitable bearing soils for the foundation footings and slab-on-grade floor of Building B.
It is our opinion that the foundation retaining walls will have to be designed for an at rest
condition which requires higher design lateral soil pressures due to the presence of the clay soils.
It would be advantageous to limit the proposed cuts to 10-feet or less to limit the total wall
pressures and to reduce the risk of cut slope instability during the wall installation. All cuts will
require monitoring by the geotechnical engineer. Specific recommendations regarding site
development considerations are presented in the following sections.
4.2 SLOPE STABILITY EVALUATION
Based on past discussions with Mr. Larry Jones of the Coal Creek Utility District, Mr. Jason
Fritzler with the City of Renton, and Mr. Mike Mengelt with the geotechnical firm Golder and
Associates, hillside movement has forced the replacement of about 60 feet of the sewer line in
Lake Washington Blvd NE,just south of the intersection of NE 50' Street. In general the area of
instability appears to be located north of the Kiewit office building property. No known slope
instability is located at the project site.
Fracturing is reported in the upper portion of the clayey site soils which may indicate past shallow
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slope movement and/or shrinkage of the soils. No recent slope movement was apparent based on
our site reconnaissance, such as scarps, slumps, slides, or tension cracks. In general, the site soils
are very stiff to hard and appear to be stable with minimal groundwater seepage encountered in
the borings and minimal water accumulation in the monitoring wells installed by Golder and
Associates. Temporary cuts, permanent cuts, and fill slopes for the proposed site development
should follow the recommendations in Section 4.3, Excavations&Slopes.
4.3 SITE PREPARATION AND GENERAL EARTHWORK
The fine grained site soils are highly moisture sensitive and will be difficult to work with during
wet weather. With the moderately sloped site conditions and the existence of a upper weathered
and fractured zone, there is an increased risk for sloughing and small slides if construction takes
place during the wet winter months. Therefore, we recommend that the earthwork related
construction activities be limited to the drier summer months.
Silt fences should be installed along the downslope/west property line to prevent sediment-laden
surface runoff from being discharged off-site. A rock construction entrance should be used to
mitigate tracking onto streets. The building, sidewalk, driveway and parking areas should be
stripped and cleared of surface vegetation. During wet weather exposed soils, subject to erosion,
should be covered with straw mulch and/or plastic tarps.
Prior to placing fills, the site should be prepared by cutting benches. Fills should be placed on
very stiff or denser soils. Soft soils below driveways and exterior parking areas should be
removed prior to placement of fill soils to achieve final site grades. To identify soft or disturbed
subgrade soils we recommend proof-rolling with a loaded dump truck under the supervision of
the geotechnical engineer. Soft.or disturbed soils thus detected should be replaced with
compacted structural fill or crushed rock. If wet soil conditions are encountered, we recommend
that a woven geotextile fabric, such as Mirafi 500X, or equivalent, be used to provide soil
reinforcement and separation of the import material from the underlying fine grained soils.
4.3.1 Structural Fill
Prior to placing fills, the site should be prepared by cutting benches. Fills should be placed on
very stiff or denser soils. All fill material used to achieve design site elevations below building
foundations, slab-on-grade floors, sidewalks, driveways and parking areas should meet the
requirements for structural fill. The existing site soils are moisture sensitive and likely will not be
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suitable for use as structural fill. We recommend that a free draining,pit-run type of material (less
than 5-percent fines) be imported for use as structural fill and as backfill behind
basement/retaining walls. Material to be used as wall backfill or structural fill for the project
should have the following specifications:
1. Be free draining, granular material, which contains no more than five (5) percent fines
(silt and clay-size particles passing the No. 200 mesh sieve);
2. Be free of organic and other deleterious substances;
3. Have a maximum size of three(3) inches.
All structural fill material should be placed at or near the materials optimum moisture content.
The optimum moisture content is the water content in soil that enables the soil to be compacted to
the highest dry density for a given compaction effort. Structural fill required under floor slabs and
footings should be placed in thin horizontal lifts not exceeding ten inches in loose thickness. Each
lift should be compacted to at least 95 percent of maximum dry density, as determined by ASTM
Test Designation D-1557-78 (Modified Proctor). Fill under pavements, under sidewalks, behind
basement walls, and retaining was, should be placed in similar thin horizontal lifts and be
compacted to at least 90 percent of maximum density, with the exception of the upper twelve (12)
inches. The top twelve (12) inches should be compacted to at least 95 percent maximum density.
4.4 EXCAVATIONS AND SLOPES
Based on the proposed building finished floor elevations and the site topography, the buildings
will be constructed on cuts, with fills potentially under the west portion of the bottom floor slabs.
The up-slope basement retaining walls for the parking levels will require potential cuts of up to
20-feet, unless the existing topography is regraded. Final grading for the driveway was not
available.
Under no circumstances should temporary excavation slopes be greater than the limits specified in
local, state and national government safety regulations. Temporary cuts greater than four feet in
height should be sloped at an inclination no steeper than 1H:1V(Horizontal:Vertical), unless
approved by the geotechnical engineer. Steeper temporary cuts may be possible in the very stiff
to hard clay provided the steeper temporary cuts are pre-approved and monitored by the
geotechnical engineer.
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It may be possible to acquire a temporary easement from adjacent property owner(s)in order to
open cuts along the property line(s). If temporary open cuts cannot be constructed due to
property line or other restraints, temporaryshoring may be necessary. Criteria for the design of
temporary shoring can be provided by Geo Group Northwest, Inc., if required.
Permanent fill slopes should be inclined no steeper than 2.5H:1 V. Steeper fill slopes may be
constructed with the use of geogrids for soil reinforcement. Criteria for the design of geogrid soil
reinforcement can be provided by Geo Group Northwest, Inc. if required. Permanent cut slopes
should be inclined no steeper than 2H:1 V.
All permanently exposed slopes should be planted with an appropriate species of vegetation to
reduce erosion and improve the stability of the surficial layer of soil.
4.5 BASEMENT WALLS&RETAiNING WALLS
Basement walls and retaining walls should be designed for lateral soil pressure under the at-rest
condition due the presence of clay soils. The design lateral soil pressure should have an
equivalent fluid pressure of 65 pcf for level ground and 90 pcf for ground sloped at 30 percent
behind the wall. Any surcharge loads due to traffic, planters, etc. should be added to the above
equivalent fluid pressures. Where the retaining wall backfill is not supporting slabs, or structural
loads, the backfill should be compacted to at least 90% of the maximum dry density determined
by ASTM D 1557-91 (Modified Proctor Method).
To prevent buildup of hydrostatic pressure behind the foundation retaining walls, backfill material
should consist of free draining grahular material, as previously defined. Due to anticipated water
seepage, we recommend a vertical drain mat (Miradrain 6000 or equal), be used to facilitate
drainage behind the retaining walls, as illustrated on the Typical Basement Wall and Footing Drain
Detail, Plate 4. The flat side of the drain mat core is placed against the foundation wall with the
filter fabric side facing the backfill. The drain mat extends from the finished surface grade, down
to the footing drain pipe. The footing drain should be bedded in a minimum of 18 inches of clean,
free-draining, washed rock or crushed rock. The remainder of the backfill behind the foundation
retaining wall should consist of free draining granular fill. With the above exceptions, footing
drain recommendations and installation procedures should be followed as per the Drainage
section of this report.
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4.6 FOUNDATION DESIGN CRITERIA
4.6.1 Conventional Spread Footing Foundations
Based on the encountered site conditions it is our opinion that a conventional spread footing
system, bearing on the stiff undisturbed site soils or on structural fill or lean mix concrete
extending down to suitable bearing soils may be used to support the proposed buildings. Due to
the existence of fill soils and a surficial zone of weathered, fractured site soils, we recommend that
the soil bearing capacity be verified by the geotechnical engineer at the time of construction.
Soft to medium stiff soils will require over-excavation and replacement with structural fill or lean
mix concrete. To properly transfer building loads to the suitable bearing stratum, structural fill
placed below footings should create a prism that extends out and below the footing at 1H:1 V.
Lean mix concrete may extend vertically below footings provided the width of the lean mix is as
wide as the footing and the footing is centered over the lean-mix concrete. Individual spread
footings may be used for supporting columns and strip footings for bearing walls.
Due to the presence of high plasticity clays at the site, swell pressure tests should be
performed on the clay soils to determine if a minimum bearing pressure is needed to
prevent uplift of foundations due to swell pressures.
Our recommended design criteria for the convention spread footing foundations are as follows:
Allowable bearing pressure, including
all dead and live loads
Undisturbed, stiff to hard silty clay =2,000 psf
Structural Fill =2,000 psf
Existing Fills, Soft to Medium Stiff Clays, and Volcanic Ash Unsuitable
Minimum depth to bottom of perimeter footing
below adjacent final exterior grade = 18 inches
Minimum depth to bottom of interior footings
below top of floor slab = 12 inches
Minimum width of wall footings = 18 inches
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Minimum lateral dimension of column footings =24 inches
Estimated post-construction settlement = 1/2 inch
Estimated post-construction differential settlement
across building width = 1/2 inch
A one-third increase in the above allowable bearing pressures can be used when considering short-
term transitory wind or seismic loads.
Lateral loads can also be resisted by friction between the foundation and the supporting
compacted fill subgrade or by passive earth pressure acting on the buried portions of the
foundations. For the latter, the foundations must be poured "neat" against the existing
undisturbed soil or backfilled with a compacted fill meeting the requirements of structural fill.
Structural fill requirements can be found in the Site Preparation and General Earthwork section of
this report. Our recommended parameters are as follows:
Passive pressure =350 pcf equivalent fluid weight
Allowable friction below footings =425 psf
Allowable friction below slab = 70 psf
Footing drains should be installed around all perimeter footings and behind all basement walls and
retaining walls, as discussed in the Drainage section of this report.
4.6.2 Piles '
The building, parking and ramp structures may be supported on piles if higher foundation
capacities are needed or if over-excavation of the soft to medium stiff soils is not economically
feasible. Geo Group Northwest will provide the geotechnical design parameters for reinforced
concrete piles if needed.
4.7 SLAB-ON-GRADE FLOORS
Settlement may occur where fills exceed 8 feet (+/-) in thickness and are supported by the medium
stiff to stiff surficial site soils (material with SPT blow counts below N=15, as recorded on the
boring logs). We recommend slab-on-grade floors be reinforced and be doweled into the
foundation walls.
Geo Group Northwest, Inc.
August 17, 2004 G-0570-1
Proposed Kennydale Business Park Page 13
In preparing the subgrade, native soils disturbed by construction activity should be replaced with
compacted, well-draining, structural fill, or crushed rock. Prior to placing the capillary break, the
subgrade should be proof-rolled with a piece of heavy construction equipment, if feasible to do
so. Soft spots or disturbed areas thus detected should be replaced with structural fill.
Slab-on-grade floors should be placed on a capillary break to prevent wicking of moisture through
the slab. The capillary break should consist of a minimum of six (6) inch thick free-draining layer
of 1.5 inch minus gravel or 2 inch size crushed rock containing no more than five(5) percent fines
Opassing the No. 4 (1/4-inch) sieve. To reduce water vapor transmission through the slab below
living space or dry storage space, we recommend installing a 10-nil reinforced vapor barrier
between the capillary break and concrete floor slab, such as Moistop®by Fortifiber Corporation.
Two to four inches of sand may be placed over the membrane for protection during construction.
4.8 DRAINAGE
Water should not be allowed to stand in areas where footings, slabs or pavements are to be
constructed. During construction, loose surfaces should bd sealed at night by compacting the
surface to reduce the potential for moisture infiltration. Final site grades should provide drainage
away from the building, such that surface water is collected and tightlined to the storm sewer.
We suggest that the ground be sloped at a gradient of three (3) percent for a distance of at least
ten feet away from the building except in areas that are to be paved.
Some surface water seepage is anticipated from the hillside. We recommend that surface water
runoff above the buildings/retaining walls be collected in shallow trenches and routed to the storm
sewer. The 12-inch concrete culvert that empties onto the subject property in the middle of the
east property line should be addressed by the civil engineer by either tight-lining the discharge
water to the storm sewer or other appropriate discharge location.
Footing drains should be installed around the building foundation perimeter, and also behind all
basement walls and retaining walls. The footing drains should consist of a four(4) inch minimum
diameter, perforated or slotted, rigid drain pipe laid at or just below the invert of the footing with
a gradient sufficient to generate flow. The drain lines should be bedded on, surrounded by, and
covered with a minimum of 18-inches of washed drain rock and the drain rock wrapped with a
geotextile filter fabric such as Mirafi NON, or equivalent, as illustrated on the Typical Basement
Wall and Footing Drain Detail, Plate 4.
Geo Group Northwest, Inc.
August 17, 2004 G-0570-1
Proposed Kennydale Business Park Page 14
Once the drains are installed, the excavation behind the foundation walls should be backfilled with
a free draining granular fill material. The top twelve(12) inches of the fill should consist of
compacted and relatively impermeable soil. This cap material can be separated from the
underlying more granular drainage material by a layer of geotextile fabric. The surface should be
sloped to drain away from the foundation wall. Alternatively, the surface can be sealed with
asphalt or concrete paving.
Roof downspout drain lines should not be connected to the footing drain system. Roof
downspouts should be separately tightlined to discharge. The footing drain lines and roof drain
lines should discharge into the storm sewer. We recommend that sufficient cleanouts be installed
at strategic locations to allow for periodic maintenance of the footing drain and downspout
tightline systems.
4.9 PAVEMENTS
The adequacy of site pavements is strictly related to the condition of the underlying subgrade. If
this is inadequate, no matter what pavement section is constructed, settlement or movement of the
subgrade will be reflected up through the paving. In order to avoid this situation, we recommend
the subgrade be compacted and proof-rolled with a loaded dump truck under the observation of
the geotechnical engineer. Areas of soft, wet or unstable subgrade identified by proof-rolling may
require over-excavation and replacement with compacted structural fill or crushed rock. We
recommend parking and driveway area pavement section designs consist of the following:
MINIMUM PAVEMENT SECTION
HEAVY TRAFFIC AREAS
Class 'B".Asphalt Concrete (AC) 3-inches
Crushed Rock Base(CRB) 6-inches
LIGHT TRAFFIC AREAS
Class "B" Asphalt Concrete (AC) 2-inches
Crushed Rock Base(CRB) 4-inches
If the pavement section construction is performed during wet weather, resulting in soft or unstable
subgrade, it may be necessary to separate and confine the base materials. The geotechnical
engineer should review the site conditions and provide subgrade stabilization recommendations.
Geo Group Northwest, Inc.
August 17, 2004 G-0570-1
Proposed Kennydale Business Park Page 15
5.0 LIMITATIONS
This report has been prepared for the specific application to the subject project site, for the
exclusive use of Seelig Family Properties and the project design team. Our recommendations and
conclusions are based on the site soils conditions recorded by others, our engineering analyses,
and our experience and engineering judgement. The conclusions and recommendations are
professional opinions derived in a manner consistent with the level of care and skill ordinarily
exercised by other members of the profession currently practicing under similar conditions in this
area. No other warranty, expressed or implied, is made.
The recommendations submitted in this report are based upon the subsurface conditions reported
by others. Soil, groundwater and slope stability conditions may vary from those anticipated. If
variations appear, Geo Group Northwest, Inc. should be notified and the recommendations herein
re-evaluated, and where necessary, be revised prior to proceeding with the construction.
6.0 PLAN REVIEW AND CONSTRUCTION MONITORING
It is recommended that we be retained to perform a general review of the final design and
specifications to verify that the earthwork, foundation, and other recommendations have been
properly interpreted and implemented in the design and engineering plan documents.
It is recommended that we be retained to provide geotechnical monitoring services during
construction. This will allow us to confirm that the subsurface conditions are consistent with
those described in this report and allow design changes in the event subsurface conditions dimer
from those anticipated prior to the start of construction. It will allow us to evaluate whether the
erosion control, earthwork, and foundation construction activities conform to the intent of the
contract plans and specifications. While on the site during construction, we will not direct or
supervise the contractor or the contractors work, nor will we be responsible for providing or
reviewing on-site safety or dimensional measurements.
INSPECTIONS
The following site preparation items should be inspected by the geotechnical engineer
during construction:
Erosion control
• Excavations
Structural fill placement and compaction testing
Geo Group Northwest, Inc.
August 17, 2004 G-0570-1
Proposed Kennydale Business Park Page 16
• Verification of allowable bearing conditions for foundations
• Placement of capillary break material
• Utility trench backfill and compaction testing
• Installation of subsurface drainage
• Subgrade preparation for pavements, proof-rolling, and subgrade stabilization
The contractor should provide us with a minimum of 24 hours advance notice to perform the
above inspections so that we can arrange to have personnel available.
We appreciate the opportunity to provide you with this geotechnical engineering study. If you or
your design team have any questions regarding this report or need additional information, please
call us.
Sincerely,
GEO GROUP NORTHWEST, INC. CO
1116
Posed Ge
Wade J. Lassey
Wade J.
Engineering Geologist
Lassey
y.NM C�
William Chang, P.E.
Principal
�CISIE�"
��lONAL v"
EXPIRES: 2I19/d�
Geo Group Northwest, Inc.
ELLUSTRATIONS
G-0570-1
Geo Group Northwest, Inc.
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ADDRESS MARK AT -oCSL`gmnol! - -
RENTON, WA
LA •
!Ell.ld FAMLLr Rl�PlRf'IHtt .�r"`•T•-'*•:r'+-+•-�--rR•,.._
y 51TE SURVEY �,. �—__•::_`----
H
N
S.E. 76th STREET
33 ♦O46 30 ,.
so 65.
TP-8 F4nce,
1 Bldg.
1 F TP-l0
Approximate Scale
TP-70 20 40 80ft.
INW
1 -P-9
1 -
1P-241•
LEGEND
TP-1 Approximate Location of
Existing
of. No.
Ditch
Test Pit, Pr
E-4002 , .July 1988
1 F`1 Proposed Building
1 3c is
TP-13
Property► -6 Approximate Location of
Line
Spring / Seepage Zone
81dg. A Bldg. 8 Bldg. C Bldg. D
7-3•
1
i •
• �Bldg. E � !:
1 Reference
.� Job- No. 88-730
Site Pion
By Ruh[-.Parr a Associates
a� Doled. 7/14/88
IP-5
TP-12
'° :Earth
1 sultants• Inc.
Testi- Pit LAcdtion: Plan
TP`4'
Shurgard Self Storage.
Fence
Cou 1Al Shi
.0 46 — -- Pte}:°:Noy:. 4002. Date: J61Y'86- •per. 2' .
Basement
Wall
Slope to Drain- +
Relatively Impermeable Soil Unless Paved Vertical Drain Mat
_ (lldaradrain 6000
o'—--a o or equivalent)
o
1 ° GRANULAR BACKFILL
0
1 0 MATERIAL (Compacted to 90%
0 0 (Min) or 95%if supporting
slabs/footiggs)
0 0
o �
0 0
0 O O
0
0 O
0 0 •'
•.
[. [„ C4PIL'LARY.
STR UCTURAL FILL
GEOT&YTILE FOOTING DRAIN
FILTER FABRIC Minimum 4-incl:diameter rigid slotted, or
(Mirafi 190 N, or
perforated PYC pipe with positive gradient to
discharge
equivalent)
Free Draining Material
(Washed gravel)
NOT TO SCALE
NOTES:
1.) Do not replace rigid PVC pipe with flexiible corrugated plastic pipe.
2.) Perforated or slotted PVC pipe should be tight jointed and laid with perforations or slots down,
with positive gradient to discharge.
3.) Do not connect roof downspout drains into the footing drain line system.
4.) Backfill on the exterior of the basement wall should be compacted to 90%of the maximum dry
density based on Modified Proctor(ASTM D-1557). The top 12-inches to be compacted to 95%
of maximum dry density if backfill is to support sidewalks, driveway,etc. Fill below slab-on-
grade concrete floors should be compacted to 95%maximum dry density.
5.) Capillary Break: Minimum of six(6)inch thick layer of free-draining gravel containing no more
than five(5)percent finer than No. 4(1/4-inch)sieve. A 10-mil reinforced plastic vapor barrier, is
recommended over the capillary break,protected with sand.
TYPICAL BASEMENT WALL AND
AM&
Group Northwest, Inc. FOOTING DRAIN DETAIL
Geotechnical Engineers,Geologists,s PROPOSED KENNYDALE BUSINESS PARK
Environmental Scientists RENTON,WASHINGTON
SCALE NONE DATE 8/17/04 MADE WJL CHKD WC JOB NO. G-0570-1 PLATE . 4
APPENDIX A
BORING LOGS BY GOLDER AND ASSOCIATES
G-0570-1
Geo Group Northwest, Inc.
PROJECT: SUNS--J HEIGHTS RECORD OF BOREHOLE B-1 SHEET. 1 of T
PROJECT LOCATIo,r RENTON,WA BORING DATE: a-14-89 DATUM: RELATIVE
PROJECT NUMBER: 893-1119 BORING LOCATION-
J Op SOIL PROFILE SAMPLES PENETRATION RESISTANCE
< = O BLOWWFT■
tOn 1- Ci O Q 20 40 60 90 PIEZOMETER
Gi ui ELEV W k OR
Z DESCRIPTION a ? BLOWS/ N < WATER CONTENT,PERCENT STANDPIPE
m 1 DEPTH z woo Cly I VA INSTALLATION
20 4a eo a0
a 130.98
Firm,brown and grey, o.00
mottled fine sandy SILTY ML
CLAY,(ROAD FILL)
128.881 1. 1 SS 459 14 te/ta ■
8 4.00 2 SS 5 13 21 34 18/18
Hard,light brown.mottled,
SILTY CLAY
3 SS 8 17 24 41 18/18
10 4 SH 15•
becomes dark grey
5 SS 8 18 23 36 18/18
15 6 SS 112128 46 1181le I ■
7 SS 101825 43 18/18 ■
20 9 SH 1b.Dus
6 SS 01832 st 18/1a IN
2s
CL
10 SS 112530 64 18/1a ■
30
11 SS 11 1928 47' 18/19 1 ■
35 •
12 SS 17 28.4 82 19/18
40
13 SS 102943 72 lana 1 ■
45
81.88 14 SS 81831 47 lens IN
50 Boring Terminated at 48.5 46.00
feet.8/22/89
S3
e0 _
e3
70
ea
DRILL AIG: Mobile
LOGGED: Steve Butler
DRIWNG CONTRACTOM D.U. CHECKED: OCL
PROJECT: SUNT—'"HEIGHTS RECORD OF BOREHOLE B-2 SHEET: 1 of 1
PROJECT LOCATION: RENTON,WA. BORING DATE: B-22.89 DATUM: Relative �Q
PROJECT NUMBER: 893-1119 BORING LOCATION: O
O
SOIL PROFILE SAMPLESTN
PENETRATION RESISTANCE
U = t7 SLOWS/FT■
rn O 20 40 60 8o PIEZOMETER
�u L) tiH
m w
2 � ORt7 DESCRIPTION U BLOWS/ STANDPIPE
a = y = 3WATER CONTENT,PERCENTOw ¢ < Z 8 In WPI 612 1" INSTALLATION
0 � 20 40 80 80
0
Soft to Firm,light brown a00
mottled sandy SILT w/trace
organics and gravel,(ROAD FILL) MH t SS 1 t 3 4 terse ■
5 117.52 2 SS 223
S 18/16 ■ -
6.00
Solt to stiff,light brown SILTY CLAY 3 SS 1 2 3 1 s to/Is ■
w/trace organics and gravel CL
10 4 SS 350 13 tete ■
111.02
Hard,dark grey,SILTY CLAY, 12.50 5 SS 41121 33 terse ■
i5 trace fine 6 SH I tr PUS
sand and gravel
7 SS 101520 41 18/18
20 8 SS 01523 38 18/18 _
0 1 SH I 1 t 'PUS
25 m _
10 SS 82028 4a 18/16 ■
30 CL
11 SS 12 26 43 68 16/18 ■
35
12 SS 16 36 48 ea 18/16 I ■
40
13 SS 11 22 34 54 Ie/IS ■
45
75.52 14 SS 172436 60 18/18
48.00
50 Boring terminated at 48.0 feet
8/22/89
55 -
so -
63 -
70 -
78 -
a0 -
DFLLLFW. -Mobile LOGGED: Steve Butler,
PROJECT. SUN: 1EIGHTS RECORD OF BOREHOLE B-3 SHEET: 1 OF 1
.'PROJECT LOCATION RENTON,WA. BORING DATE: DATUM: RelativeQ
•
PROJECT NUMBER: 893-1119 BORING LOCATION: Renton,Wa
SOIL PROFILE SAMPLES PENETRATION RESISTANCE
U x t7 SLOWS/FT ■
U) O ¢ 20 40 80 80 PIEZOMETER
2 DESCRIPTION L� _ �� W BLOWS/ N < WATER CONTENT,PEACENT STANDPIPE
t] Ir 9 a. DEPTH i a In ¢ WP t n}rr �1H INSTALLATION
m t7
20 40 8800 80
0 127.43
Stiff,brown mottled sandy 0.00
SILT w/little gravel. SM t SS 6 a 13 t9 tele
(ROAD FILL) •' 123.85
Very stiff,brown mottled, 3•�
s SILTY CLAY w/trace fine sand CL120.95 2 SS 41218 30 ta/ta ■
Hard,light brown SILTY CLAY. 8•50 3 SS t3 38 53 99 tate ■
w/trace tine sand and gravel
10 4 SH •PUS
15 5 SS 31626 42 19/18
8 SH 1jr PUS
20 7 SS a 12 33 43 18/19 If bentonRe
8 SS 51427 41 ta/18
25 m
SH 1U
CL PS I
30
10 SS 8 14 23 37 18/18 ■
35
11 SS 13 23 3a 59 18/18
40
12 SS 12 24 43 67 18/18 ■
sand
45
78.45 13 SS 123844 80 Isms T
50Boring terminated at 49.0 feet 49.00
8/23/89 8/23/89
55
Ito
80
70
is
ORILLRIG: Mobile LOGGED: Steve Suaer
PROJECT: SUNIEIGHTS RECORD OF BOREHOLE B-4 SHEET: 1 OF 1
PROJECT LOCATION: RENTON,WA. BORING DATE: 8-23-89 DATUM: Relative
PROJECT NUMBER: 893.1119 BORING LOCATION: Renton,We. 0
W In SOIL PROFILE SAMPLES PENETRATION RESISTANCE
< O BLOWS/Ff ■
O p 20 40 80 8o PIEZOMETER
_� y V ELEV m W OR
DESCRIPTION U BLOWS/ N STANDPIPE
a U. Z y = WATER CONTENT,PERCENT
o it a DEPTH z e In W WP 1 dy WI INSTALLATION
m ¢ 20 40 6600 too
0 92.32
0.00
Stili,grey and brown,
SILTY CLAY,w/trace sand and gravel CL 1 u 6108 1e 1418
e 87.32
Hard,dark grey,SILTY CLAY a.00 2 S3 240 to to/ta ■
w/trace line sand
3 SS 348 1 10 lone ■
10 4 H I t PUS
3 Ss 511 13 24 lane In
iS a ss 01318 31 ta/te IN
7 SS 112123 44 18/18 ■
20 a SS 81117 3a 18/18
w/trace to little gravel and cobbles
23
CL
30
9 SS 2 9 18 23 18119 ■
33
40
11 SS 2150/51 7o 18/16 ■
43
12 SS 61325 38 19/18
43.32
50 Boring terminated at 49.0 last. 49.00
8/23/89
5
80
as
70
7s
so
DRILL AIG: Mobas LOGGED: Steve Buller
PROJECT: SUNS" 'EIGHTS RECORD OF BOREHOLE B-5 SHEET: i OF 1
.PROJECT.LOCATION: flENTON,WA. BORING DATE: 8-17-89 DATUM: Relative
PROJECT NUMBER: 893-1119 BORING LOCATION: Renton,Wa
W p SOIL PROFILE SAMPLES PENETRATION RESISTANCE
< O BLOWS/FT■
y p 20 40 60 so PIEZOMETER
DESCRIPTION U = ELEV W SLOWS/. N WATPFi CONTE,�NvT,PERCE�NT STANDPIPE
OQ i DEPTH 2 e In w wp i "--1 MA INSTALLATION
Om cc Q 2040 80 so
0 t 05.75
Stiff,grey mottled fine 0•.7
sandy SILT w/little gravel MH t so 12129 21 18/18
102.25
Firm,olive mottled SILTY CLAY 3.50
5 w/trace organics and trace 2 SS 344 0 18/18 ■
gravel CL
87.25 S SS 235 8 18/18 ■
8.50
10 Very stiff,brown SILTY CLAY 4 SS 385 11 12/18 ■
w/trace fine sand and trace
gravel
5 SH 1 'PUS
13 8 SS 3510 15 18/18 ■
CL 7 SS 5610 18 18/18 1
20 8 SS 369 15 18/19 ■
0 SH
8-PUS
25 m 78.75
Hard,dark grey sandy SILTY 26.00
CLAY w/little gravel to ss 62950 a� Isle ■
30 .
w/traces of dry slit and
sand 11 SS 1321 28 40. 18/18 ■
35
CH 12 SS 15 32 47 70 18/18'
40
13 SS 101020 42 19/18
4s
14 SS 71320 33 18/18 ■
se.7s
40.00
50 Boring terminated at 49.0 leeL
8/25/89
e0
85
70
75 '
DRILL RIG: Mobile LOGGED: Steve Buffer
PflOJECT: SUN. -IEIGHTS RECORD OF BOREHOLE B-6 SHEET: i OF 1
PROJECT LOCATION: RENTON,WA. BORING DATE: 8-18.89 DATUM: Relative
PROJECT NUMBER: 893-1119 BORING LOCATION: Renton We.
0
p SOIL PROFILE SAMPLES PENETRATION RESISTANCE
O BLOWS/FT 11�U O 20 40 80 80 PIEZOMETER
WrO n V ELEV m w OH
DESCRIPTION STANDPIPE
BLOWS/ N
rn x 3: WATER CONTENT,PERCENT
LUO a DEPTH Z e In w Wp I dy Vrl INSTALLATIONOm 0 ¢ 2040 90
0 100.00
Very stiff,brown mottled 0.00
SILTY CLAY w/trace organics
1 SS as 11 1 10 Ilatis
5
2 SS 3014 23 13/19 1 ■
3 SS 47 10 17 18/18 1 ■
10 C
4 SH I is'PUS
3 SS 359 14 1 19/18 ■
1s
e 1 SS 61217 20 18/19 ■
181.00 7 SS 172916 45 13/19 ■
20 Compact,brown coarse silty SP 10-0 e s 51PUS bentonite
SANG 78.00
Hard,brown sandy SILTY CLAY 22.00 a SS 242528 53 118/16 ■
w/little to some gravel
25 m CL
71.00 10 SS 21 38 50 98 18/16 ■
30 Hard,fractured brown mottled 29'00
SILTY CLAY W/trace gravel
It SS 12 27 34 al 18/18
35
12 SH 5-PUS
CL
40
w/trace dry silt and One /3 SS 82330 53 18/18 ■
sane
4s sand
81.00 14 SS 194250 02 "VIS IS
�—. .
50 Boring terminated at 49.0 feet 49.00
8/24/89
. 8/25/89
55
80
70
75
e0
DRILL M:'Mobile LAGGED: Steve Butler
PROJECT: SUNSa-IGHT RECORD OF BOREHOLE B-8 SHEET: 1 OF
PROJECT LOCATION: Renton,Wa BORING DATE: 8-1"9
89 DATUM: Relative
PROJECT NUMBER: 893-1119 BORING LOCATION: Renton,Wa 0
SOIL PROFILE SAMPLES PENETRATION RESISTANCE
BLOWS/FT■
U 20 40 60 80 PIEZOMETER
z w 2 rn o ELEV m w � OR
DESCRIPTION U BLOWS/ N STANDPIPE
I-LL z > WATER CONTENT,PERCENT
ow ¢ a OEPTH i s In W WP t Cly � INSTALLATION
Om 1 ¢ 2040 -' 80 e0
0 84.00
Loose,gray and brown mottled 0•�
silty SAND w/trace gravel,(FILL)
1 SS 91417 31 14/t8 ■
SM
82 SS 91318 1 31 112fiB ■
77.00
Very stiff,brown mottled 7'00 3 SS 7816 24 ■
SILTY CLAY w/trace gravel
10 4 SS 31013 21 114118 ■
5 SS 913 21 28 14/18 ■
w/traceGravel and thin layers of medium to
15 One sand a SS 91315 28 18/18 ■
CL
7 SS 447 11 18/18 ■
20
4'layer of silty gravel
a SH 24
9 SS 121313 29 14/18
21 m
158.00
26.00
Very dense,very moist brown
to SS 192832 SB t4/1e
silty One to medium SAND w/
some gravel
30
SM
11 SS 182029 4a 18/1635
■
48.00
Hard,dark gray,SILTY CLAY w/ 36'00
Interbedded sequence of wet silty 12 SS 252418 42 tens
One sand CL
40
42.00
■
Hard,dark grey SILTY CLAY 42•00 13 SS 81319 32 lama
45 CL
SS 102032 52 14/19 ■
35.00
49.00
50 Boring terminated at 49.0 IeeL
8/23/89
ss
eo
70
75
so
DRILL RIG: 'M6b9e IAGGED: Stew 9uoar
PROJECT: SUNT—j(EIGHTS RECORD OF BOREHOLE B-7 SHEET. 1 OF 1
• -PRO'JECT LOCATibrli: RENTON,WA. BORING DATE: 8-15-89 DATUM: Relative �Q
PROJECT NUMBER 893-1119 BORING LOCATION: Renton,We.
p SOIL PROFILE SAMPLES PENETRATION RESISTANCE
O BLOWS/FT ■
C.)
O 20 40 80 8o PIEZOMETER
_ U ELEV Lu W OR
= DESCRIPTION C� BLOWS/ N STANDPIPE
s a DEPTH i e In w'!
CONTENT,PERCEIM INSTALLATION
m � ¢ 20 4 8800 a0
0 70.00
Compact,brown silly SAND W/ 0.00
some gravel, (ROAD FILL) SM .'
1 SS 1098 17 10/18 ■
66.00
5 Stiff,brown mottled SILTY 4.00 2 SS 477 14 18/19 N
CLAY w/trace gravel and
organics
• 3 SS See 1s 18/18 ■
10 4 SH 4'PUS
CL
15 w/little to some 5 SS S 5 7' 1 14 18/18 IS
coarse sand and gravel
e SS 458 13 1 1a/18 IS
150.00
20 Stiff,dark grey SILTY CLAY 20.00
w/trace gravel
8 SS 81930 49 18/18 IS
CL
25 m
42.00 9 SS 385015' 88 15/18 ■
Very dense,very moist,grey 28'00
30 to brown silty SAND w/some
fine sand and gravel
10 SS 3450/5' 84Ila/IS ■
SM
33
It SS 31 52/8' 83 12/18 IS
31.00
39.00
40 Hard,dark grey SILTY
CLAY w/laminae of dry silt
12 SS 191932 51 18/18 ■
CL
45
13 SS 122125 49 18/18 ■
21.00
00 Boring terminated at 49.0 feet 48.00
35
80
as
70
78
AO
DRILLRKI:. Mobile LOGGED: Steve Butler
DRItLNfi CONTRACTOR: D.U. CHECKED: CCL
APPENDIX B
TEST PIT LOGS BY EARTH CONSULTANTS
G-0570-1
Geo Group Northwest, Inc.
a '! _J ' e • to r Ar
x w, . ITIn �!
I `L ■
6 S_ 4 s M1jratmn%� V
Lake
FT
IN
OvasAlurox
w :,�::w �, • a a te ❑ a � r
N it 'p J�.'.F .�.� � ' f P■ '1 - t=
>€
� � I i ■ 1>r �� ��� I
7
• 3 ! 4
V SE t" i
AL&AA 1E Mq t • 1
AOMWi SE
22
Mr
ST
_IISTi NLLS A-4
51
AIN
I :r a !' �•• '
2L e E AS
27
-' ! � w+sMo�ciwli � �••'� I � � �
I i.E, LAXWO
3 !
w X I
Tmmpo
691E
.4.... .. .^" �! .......
i
ro+rc,
.eST � li eN�
A
4
32 '
1 IT 33
AL
-I +
Reference
King- County / Mop 28
By Thomas Brothers Maps
Doted Sffl
Vicinity Mop
nthShurgard Self Storage
li nsultants Inc. King. County, Washington
:..CsotachWeatEnOnKring and Geology
Prof.No. 4002 Date Juy 188 Plate 1
MAJOR DIVISIONS GRAPH LETTER TYPICAL DESCRIPTION
SYMBOL SYMBOL
Gravel ;v v�4'r e�°o; GW Well-Graded Gravels,Gravel-Sand
And Clean Gravels °'°'0 'e. o.°.° gW Mixtures, Little Or No Fines
Gravelly (little or no fines)
Coarse Soils . 0, . ♦ , Poorly-*Graded Gravels,Gravel-
Grained gp Sand Mixtures, Little Or No Fines
Soils More Than
50% CoarseGM Silty Gravels,Gravel-Sand-
Fraction Gravels With gm Silt Mixtures
Fines(appreciable
Retained On amount of fines) GC Clayey Gravels,Gravel-Sand-
No. 4 Sieve
CIC Clay Mixtures'
Sand o o °°°°oO° SW Well-Graded Sands, Gravelly
And Clean Sand o°,e; pO°°o SW Sands, Little Or No Fines
More Than Sandy (little or no fines)
50% Material Soils SP Poorly-Graded Sands, Gravelly
Sp Sands, Little Or No Fines
Larger Than More Than •I:I••
No.200 Sieve I SM
Size 50% Coarse Sands With Silty Sands, Sand- Silt Mixtures
• ;�;I;I; I g fp
Fraction Fines(appreciable
Passing No.4 amount of fines) SC
Sieve SC Clayey Sands, Sand-Clay Mixtures
ML Inorganic Silts d Very Fine Sands,Rock Flour,Silty-
(pl Clayey Fine Sands;Clayey Silts w/Slight Plasticity
Fine Silts Liquid Limit CL Inorganic Clays Of Low To Medium Plasticity,
Grained And Less Than 50
Soils Clays CI Gravelly Clays, Sandy Ctays, Silty Clays, Lean
I I I I I I I I I I I OL Organic Silts And Organic
Silty Clays Of Low Plasticity
More Than MH Inorganic Silts, Micaceous Or Diatomaceous Fine
50% Materialmh Sand Or Silty Soils
Smaller Than Silts Liquid Limit
And CH Inorganic Clays Of High
No.200 Sieve Clays Greater Than 50 Ch Plasticity, Fat Clays
Size
OH Organic Clays Of Medium To High
Oh Plasticity, Organic Silts
Highly Organic Soils
PT Peat, Humus, Swamp Soils
Pt I With High Organic Contents
Topsoil .... Humus And Duff Layer
Fill Highly Variable Constituents
The Discussion In The Text Of This Report Is Necessary For A Proper Understanding
Of The Nature Of The Material Presented In The Attached Logs
Notes:
Dual symbols are used to indicate borderline soil classification. Upper
case letter symbols designate sample classifications based upon lab—
oratory testing; lower case letter symbols designate classifications not
verified by laboratory testing.
I
2-O.D. SPLIT SPOON SAMPLER C TORVANE READING, tsf
7� I.D. RING SAMPLER OR
SHELBY TUBE SAMPLER qu PENETROMETER READING,tsf
11 SHE
P SAMPLER PUSHED W MOISTURE, percent of dry weight
SAMPLE NOT RECOVERED pcf DRY DENSITY,pounds per cubic ft.
SZ WATER LEVEL (DATE) LL LIQUID LIMIT,percent
WATER OBSERVATION WELL PI PLASTIC INDEX
Earth LEGEND
S22MUta"!s Inc.
nEand Geology
Proj. No. 4002 Date Aug'88 Plate 3
SOIL LEGEND `.
MH: High Plasticity SILT
CL: CLAY
A SM: Silty SAND A r
160 160
W
w EXISTING
BLDG A GRADE
u 140 � .: . . 140
x
U
z
2nd FF= 123'
z — _
O hn 120
Ey M:
W 1st FF= 110' s_ 9
d 100 P2 FF=100'
U 3 100
.., A
E„ / (:FT mp-C'v.T
w P3 FF=90' �
> BLDG B
so 3r. S so
FF=77' -3f Blow Counts°
'N' Values
XT .CL
AsE4 xl. . Boring B2
603 z TD @ 4860
TP-5 Boring B5
(Projected) TD @ 49'
40 40
5F° Boring B8 TD @ 49'
I I I I I
0 30 60 90 120 150 180 210 240 270 300 330
HORIZONTAL SCALE: 1-INCH=30 FEET
.= CROSS SECTION A - A'
Group Northwest, Inc. PROPOSED KENN,YDALE BUSINESS PARK
Geotechnical Engineers,Geologists,& RENTON,WASHINGTON
Environmental Scientists
SCALE As Shown IDATE 8/17/04 MADE WJL CHIS WC JOB NO. G-0570-1 PLATE 3
TEST PIT NO.
Logged By STL
Date 7/21/88
E lev. 74't
Depth '
(ft.) USCS Soil Description W
0 M
ml Light gray sandy SILT with scattered gravel, moist 17
ons
ml Brownish gray SILT, low plasticity, moist, soft
15
5 24 qu=1.25
CH Brownish gray CLAY, moist, medium stiff to stiff tsf
LL=53
PL=25
Gray and brown mottled at 8 feet qu=1.5
I
10 Gray and stiff below 9 feet tsf
qu=2.5
31 tsf
33 qu=1.5
cf
Test pit terminated at 12 feet below existing grade. No
groundwater seepage encountered during excavation.
15
I
Logged By STL
Date 7/21/88 TEST PIT NO. _..2.. EIev. 701±
I
0-ml I Grayish brown SILT, low plasticity, moist, soft 21
j cl/ Gray and brown mottled silty CLAY/clayey SILT, 23 qu=2.25
ml moist, stiff, with scattered cobbles � tsf
5 ,
cl Gray and brown silty CLAY, moist, stiffu=2.5
32 tsf
10 Test pit terminated at 9 feet below existing grade. No
groundwater seepage encountered during excavation.
i
15
w�b.wao.oawna�u a•o+�wd ww..a"au obnrw"ion a1 u,.1Mn..nd ar�ion d uw«pwr«y no+...wdnsw M«�prwr:q�•.•�wr.K.«,e
OA*Wramb.rfty amd oai, *y�`"a~•a cow tM"arw roaei«w.w.wma accw a.pon"ty a.ft�..«kowpmubm by a w d
loq.
TEST PIT LOGS
T ' Earth SHURGARD SELF STORAGE
KING COUNTY, WASHINGTON
Consultants Inc.
MGeotechnical Engineering and Geology
Proj. NO. 4002 Date Aug'88 pl8te 4
TEST PIT NO. ..._
Logged By STL
Date 4/21/88
Elev. 6_7
Depth '
(ft.) USCS Soil Description W
0 M
cl Dark gray silty CLAY
cl Gray and brown silty CLAY, moist, stiff 25 qu=2.5
tsf
i 5
27 qu=2.0
tsf
i
47
qu=1.75
10 Test pit terminated at 9.5 feet below existing grade. No
groundwater seepage encountered during excavation.
i
15
Logged By STL
Date
7/21/88 TEST PIT NO. Elev. 57'±
0 ml I Gray sandy SILT with roots, moist, loose
18
1
l 17---
CL
Gray brown SILT, low plasticity, moist, medium qu=1.75
stiff____ _ 19 tsf
Gray brown mottled silty CLAY, moist, stiff qu=2tsf
5
19 LL=31
PL=18
qu=2.5
tsf
10 23
Test pit terminated at 10 feet below existing grade. NO
groundwater seepage encountered during excavation.
I
15
6ubarrt o.eandflbrr d.pCW eP• our obwvNIM.rK 00*M ra bmian cog*w*lor "hob,rwffod by-9h w k wft,wfyw..nd
Awp ff-*-TMy not wpwarYy mp sewwti»of MW*rm WW bea0orr.ft carwof SCOW rwporr6ft for Ve um or YruprotWon by Own of
idorm.lbn pwwnyd on#a bp.
TEST PIT LOGS
Earth SHURGARD SELF STORAGE
KING COUNTY, WASHINGTON
Consultants Inc.
Geotechnical Engineering and Geology
Proj. No. 4002 Date Aug'88 [plate 5
i
1
TEST P I T
NO.
Logged By STL
Date 7/21/88
E lev. 4
-4 5
Depth
(ft.) USCS Soil Description W
p (96)
Fill: Light brown silty SAND with gravel,
sm moist, loose 4
- concrete rubble at 3 feet
i 5
lcl 2-inch grass layer 20
+f Gray silty CLAY, moist, medium stiff
Gray and brown mottled below 7 feet 31 qu=1.75
10 tsf
a
i Test pit terminated at 11 feet below existing grade. No
groundwater seepage encountered during excavation.
15
Logged By STL
Date 7/21/88 TEST PIT NO. �._ Elev.-
0
ml Fill: Light gray sandy SILT with organic matter,
i.e. roots, wood pieces, concrete rubble
--- -- 100
Gray CLAY, moist to wet, soft
CH
- slow seepage at 4.5 feet Q qu=0.75
1 5 LL=69
gray-brown mottled below 5 feet PL=32
-------------- 26 qu=.75
i
cl Dark gray silty CLAY, moist to wet, soft tsf
!� qu=.75
1 10 --- ---------- tsf
cl Gray-blue silty CLAY, moist, soft
31
qu=1.0
1 tsf
Test pit terminated at 13 feet below existing grade. Ground-
15 water seepage encountered at 4.5 and 9 feet during-excavation.]
suwurtam cm ushm da;" rapraa" ow 0bWv*tlwn a1 ma*"ane'x.non 01"61VbrMwy na..naan.a b�«wirr.rirw r.n.rry...a�a
iM�o , ion piwrod on we ra nh M o1 cow*FM and beatbn.Y1r cannot arothkpt ra.pariDMMy for er UM or irupe•tation by otnara of
TEST PIT LOGS
Earth ' SHURGARD SELF STORAGE
KING COUNTY, WASHINGTON
Consultants Inc.
Geotechnical Engineering and GeeWgy
Proj. No. 4002 Date Aug'88 Plate 6
TEST PIT NO.
Logged By STL
Date _ 7/21/88
Elev. 37'±
Depth '
(ft.) USCS Soil Description W
0 M
ml Fill: Light gray SILT 17
cl/ :aand brown clayey SILT, moist, very stiff
ml qu=4.0
23 tsf
5 ---cl d gray silty CLAY, moist, soft
qu=1.0
tsf
31
10 qu=1.0
Test pit terminated at 10 feet below existing grade. No
groundwater seepage encountered during excavation.
15
Logged By STL
Date 7/21/88 TEST PIT NO. E lev. 45_±
0
M
I. ght gray SILT with gravel and cobbles in upper 20
foot
and gray silty CLAY, moist, stiff u=2.5ts
40 L=74
5 PL=31
u=1.5ts
ISI
cl Dark gray silty CLAY, moist, soft 255
10 IIIII
Test pit terminated at 10 feet below existing grade. No
groundwater seepage encountered during excavation.
15
} ^��
Pft*ffwg-on Dr+�wwd M wr ph NWNW%Ww d alflions ww b—oft.V*crud+caps m �y for r nn use a kowpmUdw by oMrr.d
TEST PIT LOGS
i1
j Earth SHURGARD SELF STORAGE
Consultants Inc.
KING COUNTY, WASHINGTON
Geotechnical Engineering and Geology
Proj. No. 4002 Date Aug'88 Plate 7
TEST PIT NO.
Logged By STL
Date 7/21/88
E lev. 45_±
Depth '
(ft.) USCS Soil Description W
o (961
ml Light gray sandy SILT with gravel, moist, loose 8
sc Gray and brown clayey SAND, moist, soft
5 26
IN cl Gray and brown silty CLAY, moist, medium stiff 41 qu=1.5
tsf
IIII
IIII
10 IIII
Test pit terminated at 10.5 feet below existing grade. No
groundwater seepage encountered during excavation.
15
Logged By STL
Date 7/21/88 TEST PIT NO. 10_ Elev. 57'±
0
Mi
Light gray sandy SILT, moist, loose 11
' Il
�I cl Gray and brown silty CLAY, moist, medium stiff 40 qu=1.5
i
5 i�i� tsf
II
IIIA
Test pit terminated at 7 feet below existing grade. No
10 groundwater seepage encountered during excavation.
i
15
Bubaurf�a oordNiar dapcfa0 nprafrnt our oDaanratbir of tl»flow and location d ffda axpforrory frofa,modNiad� taala,arWysia.ane
ice-They an not ftmna*nrpnaanlaliN of ww timaa and loatioir.Y1tt ewiot naporWbfUty br t1r w or 4wrpnfation by othara of
Htformatia pfft~an ft ft.
TEST PIT LOGS
�! Earth SHURGARD SELF STORAGE
KING COUNTY, WASHINGTON
Consultants Inc.
Geotechnical Engineering and Geology
Proj. No. 4002 Date Aug'88 Plate 8
TEST PIT NO.
Logged By STL
Date - 7/21/88
Elev. 55'±
Depth W
I (ft.) USCS Soil Description M0
ml Fill: Light gray sandy SILT, moist, loose 16
gm Fill: Gray sandy GRAVEL
5 cl Brown and gray silty CLAY, moist, stiff 29
qu=2.0
tsf
Test pit terminated at 7.5 feet below existing grade. No
10 groundwater seepage encountered during excavation.
15
Logged By STT
Date 7/21/88 TEST PIT NO. Elev. 55'±
0 ml Fill: light brownish gray sandy SILT, moist, 17
sc Brown and gray clayey SAND, moist, soft u=1.0ts
5 i
23
IIMl Gray sandy SILT, moist, loose
II
10 Test pit terminated at 9 feet below existing grade. No
groundwater seepage encountered during excavation.
15 &ksu
1t+ riao mi br dap¢tad rowe"m our obaarwnd bna at ow Uma abca w d We arplora o hole, nodtyrad ey erprra Ju bate,NW"1a.and
Ydorr nent-T anaaarrad of rapraaarMatira dor w Unca and bmiona.ft cannot aooap raaponq"fty for Ur uaa orNrarprrlation t y athero d
bp.
TEST PIT LOGS
ii Earth SHURGARD SELF STORAGE
Consultants Inc• KING COUNTY, WASHINGTON
Geotechnical Engineering and Geology
Proj. No. 4002 Date Aug'88 Plate g
f
TEST PIT N0.
Logged By STT,
Date 7/2i nn
Elev. 56,._
Depth W
(ft.) USCS Soil Description
0
sm Fill: Brownish gray silty SAND, moist, loose
4
sc Gray and brown clayey SAND, moist to wet, very u=0.5
soft q
5 27 tsf
- light seepage at 5 feet d
light seepage at 7 feet d
10 cl Gray and brown CLAY, moist to wet, soft
Test pit terminated at 12 feet below existing grade.
Groundwater seepage encountered at 5 and 7 feet during
15 excavation.
I
1
i
i
i
t3ubaurtaca chey a e n dapice arwy mw our ateeairm of on;tl 1M tines and loetlion d tha auplaatory tqN,modNiad by anpinasrinp bsb,analysis,and i
Nd mahon 71wy aro nab necres bo.iy raptas.rKtlir.d attw times and loctliona.We canna ax.
�'^��txMuiMd on lids lop.. Pt rasponwiblliy br Uw uw or interpnution by aUwra of
7. TEST PIT LOGS
l! Earth SHURGARD SELF STORAGE
Consultants Inc. KING COUNTY, WASHINGTON
Geotechnical FngirweAng and Geology
Proj. No. 4002 Date Aug'88 Plate 10