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Geotechnical Report
Proposed South Lake
Washington Street Improvements
Logan Avenue and Park Street
Renton, Washington
Kleinfelder Project Number: 43221
K9KLEl N FELDER
Ar enplrn ee owned company
1
M&q KLEINFELDER
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Prepared for:
W&H Pacific
3350 Monte Villa Parkway
Bothell, Washington 98011
Prepared by:
Frank D. Reinart, E.I.T.
Staff Geotechnical Engineer
r
James M. Schmidt, P.E., P.Eng.
Senior Geotechnical Engineer
Kleinfelder, Inc.
2405 - 140th Avenue NE
Suite A101
Bellevue, WA 98005
Phone: (425) 562-4200
Fax: (425) 562-4201
I
July 16, 2004
Copyright 2004 Kleinfelder, Inc.
All Rights Reserved
Geotechnical Report
Proposed South Lake
Washington Street Improvements
Logan Avenue and Park Street
Renton, Washington
Kleinfelder Project Number: 43221
EXPIRES 8/3 i % C 5-
UNAUTHORIZED USE OR COPYING OF THIS DOCUMENT IS STRICTLY PROHIBITED BY ANYONE
' OTHER THAN THE CLIENT FOR THE SPECIFIC PROJECT.
`q KLEINFELDER
TABLE OF CONTENTS
Page
1.0 INTRODUCTION AND SCOPE.....................................................................................1
1.1 GENERAL...............................................................................................................1
1.2 PROJECT DESCRIPTION......................................................................................1
1.3 PURPOSE AND SCOPE OF SERVICES...............................................................I
2.0
SITE CONDITIONS..........................................................................................................3
'
2.1
SURFACE...................................................................................
..3
2.2
SUBSURFACE........................................................................................................4
'
2.3
2.4
GROUNDWATER..................................................................................................5
LABORATORY TESTING.....................................................................................5
3.0
DISCUSSION
AND CONCLUSIONS
3.1
GENERAL . .............................................................................5
.5
3.2
DEMOLITION........................................................................................................6
'
3.3
EARTHWORK ...................................... :.................................................................
6
3.4
SITE DRAINAGE...................................................................................................7
3.5
PAVEMENTS..........................................................................................................7
3.6
DEWATERING.......................................................................................................8
4.0
DESIGN
RECOMMENDATIONS..................................................................................9
4.1
GENERAL...............................................................................................................9
4.2
SITE PREPARATION AND EARTHWORK........................................................9
4.2.1 Demolition..............................................................................................9
4.2.2 Site Grubbing/Stripping..........................................................................9
4.2.3 Excavation...............................................................................................9
4.2.4 Slopes....................................................................................................11
4.3
SEISMIC DESIGN CRITERIA.............................................................................12
4.3.1 UBC Seismic Design Criteria...............................................................12
4.3.2 IBC Seismic Design Criteria.................................................................13
'
4.4
LIQUEFACTION POTENTIAL ........................... :...............................................
13
4.5
VAULT FOUNDATIONS.....................................................................................13
'
4.6
4.7
SIGNAL POLE FOUNDATIONS........................................................................15
DRAINAGE...........................................................................................................16
4.8
UTILITIES.............................................................................................................16
'
4.9
PAVEMENTS........................................................................................................17
4.9.1 Structural Design...................................................................................17
4.9.2 Woven Geotextile Fabric Installation...................................................18
'
5.0
CONSTRUCTION RECOMMENDATIONS...............................................................18
5.1
GENERAL.............................................................................................................18
'
5.1.1 Description.................:..........................................................................18
5.1.2 Standard Specifications.........................................................................18
5.1.3 Reference Standards..............................................................................18
'
5.1.4 Geotechnical Engineer..........................................................................19
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5.1.5
Geotechnical Report ..............................................................................19
5.1.6
Construction Site Safety........................................................................19
5.2 EARTHWORK......................................................................................................19
5.2.1
Materials................................................................................................19
5.2.2
Terms.....................................................................................................20
5.2.3
Quality Control.....................................................................................20
5.2.4
Seepage Control....................................................................................21
5.2.5
Demolition............................................................................................21
5.2.6
General Excavation..............................................................................21
5.2.7
Structural Excavation............................................................................22
5.2.8
Weather Considerations........................................................................22
5.2.9
Structural Fill Construction...................................................................23
5.2.10
Utility Trench Backfilling and Compaction..........................................23
5.3 PAVING AND SURFACING...............................................................................24
5.3.1
General..................................................................................................24
5.3.2
Subgrade Preparation...........................................................................24
5.3.3
Placement and Compaction of Crushed Rock Base (CRB) Material ....
24
5.3.4
Placement and Compaction of Asphalt Concrete Pavement (ACP)
Material......................................................................................................24
6.0 ADDITIONAL SERVICES............................................................................................25
7.0 LIMITATIONS................................................................................................................25
FIGURES
Figure 1 — Vicinity Map
Figure 2 — Site Plan A
Figure 3— Site Plan B
Figure 4— Site Plan C
Figure 5 — Site Plan D
APPENDIX
A Field Exploration
B Geotechnical Laboratory Testing
C Third Parry Reliance Letter and General Conditions
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1.0 INTRODUCTION AND SCOPE
1.1 GENERAL
This report presents the results of Kleinfelder, Inc.'s (Kleinfelder's) geotechnical investigation
' for the proposed South Lake Washington Street Improvement project in Renton, Washington.
The streets to be improved include Logan Avenue North, Park Street, 8"' Street, and 10t' Street.
' This report was prepared in accordance with our January 19, 2004 proposal and our May 11,
2004 Contract Modification No. 1.
' 1.2 PROJECT DESCRIPTION
Our understanding of this project was developed through meetings and telephone conversations
' with the City of Renton and W&H Pacific, the scope of work described in the February 25, 2004
Supplemental Agreement No. 1, November 10, 2003 Partial and Full Buildout drawings
' produced by kpff Consulting Engineers, and a February 19, 2004 electronic site drawing
produced by W&H Pacific. This report is provided in support of the development of a 30
percent design by W&H Pacific.
We understand the proposed construction will consist of the construction of new street
' alignments, including a widening of the existing Logan Avenue, the extension of 8th Street west
to Logan Avenue, and the construction of 10t' Street between Park Street and Logan Avenue.
' The project area is shown in Figure 1 - Vicinity Map. The streets will be between 2 and 8 lanes
wide, with landscaping and sidewalks adjoining the streets. Based on the June 9, 2004
' conceptual cross sections, the proposed site grade throughout the alignment will for the most part
follow the existing contours. However, at various locations cuts and fills up to 3 feet are
expected.
'
1.3 PURPOSE AND SCOPE OF SERVICES
' The purpose of our study was to explore subsurface conditions at the site as a basis for providing
design and construction recommendations for support of the 30 percent design of the proposed
project. Specifically, our scope of services included:
• Historical Review: We reviewed the following geotechnical reports that were prepared
' for buildings and other structures in the area of the project site:
• "Proposed Manufacturing Plant Development, Renton, Washington", Dames &
Moore Inc., April 6, 1956;
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• "Report of Floor Settlement Investigation - Building 10.50 Complex, Jet
Transport Manufacturing Plant, Renton, Washington", Dames & Moore, January
30, 1964;
• "Report of Soils Investigation - Proposed Plant Expansion, Renton, Washington",
Dames & Moore Inc., 1965;
• "Report of Soils Investigation - Proposed Extensions to Building 4-81, Renton,
Washington", Dames & Moore Inc., December 17, 1965;
• "Geotechnical Report - Proposed Silkscreen & Tedlar Facility, Building 10-50
Addition, Renton Complex, Renton, Washington", Shannon & Wilson Inc.,
February 22, 1980;
• "Geotechnical Report - Proposed Interior Addition to Building 10-51, The Boeing
Company, Renton Complex, Renton, Washington", Shannon & Wilson Inc., July
30, 1980;
• "Geotechnical Engineering Design Study - Proposed 4-80 Building and 4-82
Building Addition, Boeing Commercial Airplane Company, Renton Division,
Renton, Washington", Hart Crowser Inc., June 6, 1989;
• "Geotechnical Engineering Design Report - Proposed New Substations and Logan
Avenue Crossing, Boeing Commercial Airplane Company, Renton, Washington",
Hart Crowser Inc., January 11, 1991;
• "Geotechnical Report - Tooling Machine Foundation, Boeing 10-50 Complex,
Renton, Washington", Shannon & Wilson Inc., April 1993;
• "Geotechnical Data Report - FAIT System No. 2 & 3 Foundations, Boeing 10-50
Complex, Renton, Washington", Shannon & Wilson Inc., November 1993.
• Utility Location: Applied Professional Services, Inc. was contracted by Kleinfelder to
locate underground utilities in the vicinity of each of the boring locations.
• Field Exploration: We explored subsurface conditions at the site on April 26 and 27,
2004, by advancing a total of five borings (designated B-1 through B-5) to a depth of 20
feet below ground surface (bgs) at the approximate locations indicated in Figures 2, 3, 4
and 5 (Site Plans A, B, C and D, respectively). Several borings were attempted at the
approximate locations indicated in Figure 5 — Site Plan D but were terminated when an
unidentified Portland cement concrete structure was encountered. The borings were
advanced using a truck -mounted Mobile B-59 drill rig with continuous -flight hollow -
stem augers. The boring logs are included in Appendix A of this report.
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Laboratory Testing: We performed a total of 20 moisture content and 8 grain -size
' distribution (sieve) tests on representative samples obtained from the borings. The results
of these tests are presented in the boring logs.
'
Geotechnical Analysis: We performed engineering analyses as a basis for
recommendations regarding support of the 30 percent design. Our design
'
recommendations, presented in this geotechnical report, include the following:
• Site preparation and grading including evaluation of the suitability of on -site soils
for use as fill, gradation criteria for imported fill soils, and placement and
compaction criteria of on -site and imported soils;
• Preliminary allowable soil bearing pressures for native soil and structural fill,
'
coefficient of friction for native and backfill materials to resist sliding, and
estimates of foundation total and differential settlement for shallow foundations
'
that can be utilized by miscellaneous structures anticipated for the project;
• Passive and active lateral earth pressures for native and backfill materials;
• The modulus of subgrade reaction;
• Support for pavements and design pavement section;
'
Seismic site coefficients;
• Temporary and permanent site drainage and erosion control measures;
Temporary and permanent slope inclinations.
• Geotechnical Report: We prepared this letter report, presenting our findings,
'
conclusions and recommendations.
'.
2.0 SITE CONDITIONS
2.1 SURFACE
The existing site is developed with portions of the Boeing Company (Boeing) Renton facility
buildings, asphaltic concrete -paved parking and drive areas, underground and aboveground
utilities, and surrounding city streets (Logan Avenue North and Park Street). A section of the
Burlington Northern -Santa Fe railroad extends along the alignment of Logan Avenue North. A
' narrow landscaped park area separates the railroad from the adjacent parking lot. An industrial
chain -link fence surrounds the Boeing facility. Gates, with guard post buildings and associated
facilities, are located near the intersections of 6th Street and Logan Avenue, 8th Street and Park
Street, and Park Street and the Boulevard of Champions. Buildings within the project site
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include the 10-100 office building and the 10-50 building complex (which consists of connected
buildings 10-50 through 10-58).
2.2 SUBSURFACE
' The locations of the borings are presented in Figures 2, 3, 4, and 5 (entitled Site Plan A, B, C,
and D, respectively). The locations were selected based on the proposed new street alignments
and their intersections with existing streets. These locations were measured in the field by taping
from existing site features, and the locations should only be considered accurate to the degree
' implied by the location method used.
Six boring attempts were made in the accessible area in the vicinity of the gate located at the
intersection of Park Avenue and 8th Street, within the area where utility clearance had been
performed. An unidentified Portland cement concrete (PCC) structure was encountered
approximately 18 inches below ground surface (bgs) at the locations where borings were
attempted. Utilities could not be located to clear another accessible area in the vicinity of this
intersection at the time of our field exploration activities. The type and purpose of this
subsurface structure was not apparent at the time of our explorations. However, based on W&H
Pacific's July 8, 2004 letter, we understand that an old PCC roadway lies 3 feet beneath the
' present day 8th Street. We encountered the PCC roadway approximately 1.5 feet beneath the
present day 8th Street during our site exploration.
Based on the conditions encountered, we characterized the soils and developed the general
stratigraphic profile described below.
Asphaltic Concrete Pavement Section: An asphaltic concrete (AC) pavement section is
encountered at the ground surface in each boring. The pavement section consists of 3 to
6 inches of AC pavement overlying approximately 6 to 12 inches of base course
aggregate gravel.
Fill: Fill is encountered beneath the AC pavement section in each boring. The fill ranges
in depth from 2 to 9 feet bgs and consists of medium dense to dense sand and gravel with
varying amounts of silt.
Alluvium: Alluvium is encountered beneath the fill in each boring, and was encountered
to the maximum depth explored in the borings (20 feet bgs). The alluvium consists of
interbedded loose to medium dense sand with varying amounts of silt and gravel, and
very soft silt with varying amounts of sand. Organics consisting of wood fragments and
logs were encountered in this layer during drilling. Based on our review of the historical
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' documents described it is our understanding that this layer extends to depths
previously,
' of at least 75 feet bgs in the area of the project site.
Based on our review of the historical documents described previously, we believe this
' stratigraphic profile is representative of that which will be encountered in the area of the project
site.
2.3 GROUNDWATER
Groundwater was encountered in the borings at depths ranging from 7 to 17. feet bgs during
' drilling. Historically, groundwater has been encountered at similar depths in borings performed
for previous geotechnical investigations in the project area.
The water table at this site will fluctuate seasonally, being highest during the wetter winter
months and lower during the dry summer month. At any given time, the groundwater level
within the project area can be expected to be highly variable. It should be noted that Kleinfelder
did not install groundwater monitoring piezometers, nor did we perform a hydrogeologic
evaluation at this site. The annual variability in groundwater depth at this site has not been
measured.
2.4 LABORATORY TESTING
A total of 20 natural moisture content and 8 grain -size distribution tests were performed on
representative samples obtained from the borings in accordance with ASTM testing standards.
Laboratory test results are presented in Appendix B - Geotechnical Laboratory Testing.
3.0 DISCUSSION AND CONCLUSIONS
3.1 GENERAL
Based on the results of our exploration and analysis, we present the following general
conclusions:
The proposed street improvements can be constructed, provided the existing pavement
and other structures in the proposed alignments are demolished and removed from the
site. The existing aggregate base can be reused for structural fill. Alternatively, the
existing aggregate base can be reused as aggregate base for the new roadway section
provided it can be segregated such that it meets the requirements presented herein.
P
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The new pavement section should be founded on a firm and unyielding native soil. Fill
' placed to raise the grade of the new street should also be placed on a firm and unyielding
native soil.
• Excavations of the on -site topsoil, fill, and alluvium can be performed with conventional
earthwork equipment.
• The existing aggregate base, on -site fill, and alluvium are suitable for use as structural fill
' material, provided deleterious materials encountered can be screened out and the material
meets the gradation recommendations described herein. These materials are moisture
' sensitive and therefore will be difficult to place and compact during rain events.
• The alluvium is considered a settlement sensitive soil unit and will consolidate (possibly
' up to several inches) under the weight of additional fill material to raise grade. We
suggest that consolidation testing and settlement analyzes be performed as part of a
subsequent geotechnical study.
The remainder of this section discusses these and other aspects of the project. Design and
' construction recommendations are presented in Sections 4.0 and 5.0, respectively.
' 3.2 DEMOLITION
Demolition at the site will include removal of the existing buildings, other structures, AC and
PCC parking and drive areas, and aboveground and underground utilities. During demolition
' activities, all excavations for footings, utility vaults, and utility lines should be backfilled with
compacted structural fill, as recommended herein. The demolition debris should be removed
' from the site, and disposed of properly. Alternatively, PCC demolition debris can be crushed
and used as structural fill.
' 3.3 EARTHWORK
Earthwork will include site grading required to meet the design plans, overexcavation as
recommended beneath the roadway subgrade, and excavations for the planned utilities and
vaults. Debris or boulders greater than 1 foot in dimension discovered at the planned subgrade
' should be removed and replaced with structural fill.
' The subgrade soils beneath the pavement sections should be prepared as outlined in Section 2-06
Subgrade Preparation of the Standard Specifications. This requires the upper 6 'inches of the
subgrade to be recompacted. However, given the presence of the fill and loose alluvium, we
recommend that the upper 12 inched be recompacted to at least 95 percent of the maximum dry
density as determined using Washington State Department of Transportation (WSDOT) Test
' Method No. 606. Alternatively, the modified Proctor test method (ASTM D-1557) could be
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' a slightly more stringent density standard. The exposed pavement subgrade areas should
used as sl g y g ty P
' then be carefully proofrolled to identify soft areas that require over excavation. Proofrolling
should be performed with a fully loaded tandem axle dump truck, a fully loaded scraper, and/or a
fully loaded front-end loader. A minimum of two passes should be performed when
' proofrolling. Proofrolling should be performed under the guidance and observation of the
geotechnical engineer. Soft soils encountered during proofrolling should be overexcavated to a
' firm and unyielding subgrade, and replaced with structural fill.
' The on -site aggregate base, fill, and native alluvium are suitable for use as structural fill, and
may also be used for general backfilling and grading purposes. Alternatively, an imported select
fill material that meets the requirements of Sections 9-03.10 or 9-03.14 of the Standard
' Specifications with the modification to allow only 5 percent passing the U.S. No. 200 Sieve based
on that portion passing the 3/4-inch Sieve.
' Soil containing organics, such as the topsoil found in the park area, is not suitable for use as
g
' structural fill, but can be used for rion-structural backfilling and landscaping purposes.
' 3.4 SITE DRAINAGE
Drainage control measures should be included in project design and construction.
' We believe site and construction drainage can be reasonably well controlled by careful
excavation practices. Typically, these include, but are not limited to, shallow upgradient
' perimeter ditches or low earthen berms, and temporary sumps in excavations to collect seepage
and prevent water from saturating the exposed subgrades.
' Drains should be included at the bottom of all temporary slopes to collect surface water flow
from the slope and prevent it from flowing onto exposed subgrades. All collected water should
' be directed under control to a positive and permanent discharge system, such as a storm sewer.
' Over the long term, more permanent measures such as installation of drains that may possibly be
included in the final design. All permanent drains should be directed to a positive and permanent
discharge point well away from the building.
3.5 PAVEMENTS
' Our pavement design recommendations were developed using the American Association of State
and Highway Transportation Officials (AASHTO) method for flexible pavement design. Our
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' recommended design pavement section is presented in Section 4.9. Our pavement section
' calculations are based on the following:
Annual maintenance such as sealing cracks in the pavement.
' . Design pavement life of 20 years.
The following anticipated average daily traffic (ADT) numbers (provided by W&H
Pacific):
• Logan Avenue North: 16,500 ADT; 4.5 percent trucks
• Park Avenue North: 28,500 ADT; 3.0 percent trucks
• North 1 Oth Street: 5,000 ADT; 6.0 percent trucks
• North 8th Street: 4,000 ADT; 6.0 percent trucks
• Adequate drainage of surface water to catch basins.
• California Bearing Ratio (CBR) values of 20, 15, and 8 for the crushed rock base,
existing fill, and alluvium, respectively.
Heavy construction traffic on asphalt pavements may exceed the design loads and could potentially
damage or shorten the life of the pavements. Therefore, we recommend the contractor take
appropriate measures to protect the pavement during construction.
Depending on the time of year roadway subgrade preparation is performed and the nature of the
subgrade soils at that time, it may help to include a geotextile fabric. Fabrics are typically used to
prevent roadway subbase or base materials from being compacted down into soft or compressible
subgrade soils. One of the major purposes of geotextile fabrics is to allow relatively free passage
of moisture from the subgrade to the free -draining road base and vice versa, without allowing fine
materials (silts and clays) to be flushed into the pavement materials. Given the presence of silt in
the fill and alluvium, we suggest that the separation geotextile be placed between the subgrade and
the crushed rock base in order to prevent the fine-grained soil from being flushed into the
pavement materials and the crushed rock base from being pushed into the subgrade. Further, the
separation fabric will also function as a soil stabilization fabric. This will allow wheel loads to be
distributed over a larger area, which should limit subgrade failure.
The geotextile fabric should meet the requirements presented in Section 9-30 Construction
Geotextile, Table 3, of the Standard Specifications.
3.6 DEWATERING
Depth to groundwater at the site varies from 7 to 17 feet at the time of our exploration. We
expect utility excavations could encounter groundwater; therefore, dewatering may be necessary.
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' Well or sumps with pumps s should be installed with sufficient capacity to remove
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' groundwater seepage from the excavation to a positive permanent discharge system. Because of
site history, the dewatering discharge may be contaminated and disposal of water from
dewatering into storm drains may not be allowed. The Washington State Department of Ecology
' (and the City of Renton, if appropriate) should be consulted regarding their requirements for
disposal of groundwater pumped from excavations.
4.0 DESIGN RECOMMENDATIONS
4.1 GENERAL
' The following paragraphs present our design recommendations for use by you and your
consultants on this project. For satisfactory and successful construction of this project, these
' recommendations must be applied in their entirety and in conjunction with the construction
recommendations provided in Section 5.0.
' 4.2 SITE PREPARATION AND EARTHWORK
4.2.1 Demolition
' Demolition activities at the project site are anticipated to include, but not be limited to, the
removal of the existing buildings, other structures, AC and PCC parking and drive areas, and
' aboveground and underground utilities. During demolition activities, we recommend that all
excavations, including excavations for footings, utility vaults, and utilities lines, be backfilled
' with compacted structural fill as recommended in this report. The demolition debris should be
removed from the site, and disposed of properly. Alternatively, PCC demolition debris can be
crushed and used as structural fill.
4.2.2 Site Grubbin /Stri in
g PP g
' Site grubbing and stripping will consist of removing the vegetation and topsoil from landscaped
areas in the project (particularly from the park area located along the west side of the project
' site). Materials from grubbing and stripping should be removed from the site and disposed of
properly. Topsoil is not suitable for use as structural fill.
' 4.2.3 Excavation
Excavation: The subgrade soils beneath the pavement sections should be prepared as outlined in
' Section 2-06 Subgrade Preparation of the Standard Specifications. This requires the upper 6
inches of the subgrade to be recompacted. However, given the presence of the fill and loose
alluvium, we recommend that the upper 12 inched be recompacted to at least 95 percent of the
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' maximum d density as determined using WSDOT Test Method No. 606. Alternatively, the
dry tY g
modified Proctor test method (ASTM D-1557) could be used as a slightly more stringent density
standard.
' The subgrade beneath utility vaults may require over excavation in order to provide a firm and
unyielding subgrade. We recommend over excavation extend to a depth of 2 feet below the
utility vault base. The over excavation should be backfilled with structural fill.
Proofrolling and Overexcavation: The exposed pavement subgrade areas should then be carefully
' proofrolied and/or hand probed to identify soft areas that require over excavation. Proofrolling
should be performed with a fully loaded, tandem axle dump truck, a fully loaded scraper, and/or
' a fully loaded front-end loader. A minimum of two passes should be performed when
proofrolling. Proofrolling and handprobing should be performed under the guidance and
observation of the geotechnical engineer. Soft soils encountered during proofrolling or probing
should be overexcavated to a firm and unyielding subgrade, and replaced with structural fill.
' Overexcavation should extend beyond the footing a distance equal to the depth of the excavation
below planned subgrade elevation.
' Structural Fill: Structural fill consists of the soil materials used to establish grade beneath
structural elements, such as spread footings, floor slabs and pavement sections. Structural fill
' should consist of existing aggregate base, on -site fill, native post -glacial alluvium, and/or
imported select fill that meets the requirements of Sections 9-03.10 or 9-03.14 of the Standard
' Specifications with the modification to allow only 5 percent passing the U.S. No. 200 Sieve based
on that portion passing the 3/4-inch Sieve. Structural fill should be compacted to the following
minimum relative compaction based on WSDOT Test Method No. 606. Alternatively, the
modified Proctor test method (ASTM D-1557) could be used as a slightly more stringent density
standard.
' . Utility Foundations: 95 Percent
' . Pavement Subgrades: 95 Percent (upper 2 feet)
Pavement Subgrades: 90 Percent (below 2 feet)
' Soil containing organics, such as the topsoil, is not suitable for use as structural fill, but can be
used for non-structural backfilling and landscaping purposes.
' Fill Placement and Compaction: Upon completion of stripping, general excavating,
proofrolling/hand probing, and overexcavating, structural fill should be placed and compacted in
' accordance with Section 2-03.3(14)C, Method B of the Standard Specifications. This requires the
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upper 2 feet of structural fill within new sidewalk and pavement areas to be compacted to at least
95 percent of the maximum dry density as determined using WSDOT Test Method No. 606 for
granular soils. Fills placed below this depth such as utility trench backfill should be compacted to
at least 90 percent of this same maximum dry density. Alternatively, the standard Proctor test
method (ASTM D-698) could be used as a comparable density standard, or the modified Proctor
test method (ASTM D-1557) could be used as a slightly more stringent density standard.
4.2.4 Slopes
Temporary Slopes (Maximum height of 10 feet)
• Cut: Maximum 2:1 H:V
(horizontal : verti cal)
• Compacted Structural Fill: Maximum 1:1 H:V
Permanent Slopes (Maximum height of 10 feet)
• Cut: Maximum 2.5 :1 H:V
• Compacted Structural Fill: Maximum 2:1 H:V
Temporary Excavations
General
All excavations must comply with applicable local, state, and federal safety regulations including
the current OSHA Excavation and Trench Safety Standards and WISHA Safety Standards for
Construction Work. Construction site safety is the sole responsibility of the Contractor, who
shall also be solely responsible for the means, methods, and sequencing of construction
operations. We are providing the information below solely as a service to our client. Under no
circumstances should the information be interpreted to mean that Kleinfelder is assuming
responsibility for construction site safety or the Contractor's activities; such responsibility is not
being implied and should not be inferred.
Excavations and Slopes
The Contractor should be aware that slope height, slope inclination, or excavation depths
(including utility trench excavations) should in no case exceed those specified in local, state,
and/or federal safety regulations (e.g., OSHA Health and Safety Standards for Excavations, 29
CFR Part 1926, or successor regulations). Such regulations are strictly enforced and, if they are
not followed, the Owner, Contractor, and/or earthwork and utility subcontractors could be liable
for substantial penalties.
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' Construction Considerations
Heavy construction equipment, building materials, excavated soil, and vehicular traffic should
' not be allowed within one-third the slope height from the top of any excavation. Where the
stability of adjoining buildings, walls, or other structures is endangered by excavation operations,
' support systems such as shoring, bracing, or underpinning may be required to provide structural
stability and to protect personnel working within the excavation. Earth retention, bracing, or
' underpinning required for the project (if any) should be designed by a professional engineer
registered in the State of Washington.
During wet weather, earthen berms or other methods should be used to prevent runoff water from
entering all excavations. All runoff water should be collected and disposed of outside the
' construction limits.
' Slope Protection
Temporary slopes should be protected from the elements by covering with a protective
membrane consisting of plastic sheeting or some other similar impermeable material. Sheeting
rsections should overlap by at least 12 inches and be tightly secured with sandbags, tires, staking,
or other means to prevent wind from exposing the soils under the sheeting.
Permanent slopes should be planted with a deep-rooted, rapid -growth vegetative cover as soon as
possible after completion of slope construction. Alternatively, the slope should be covered with
' plastic, straw, etc. until it can be landscaped.
4.3 SEISMIC DESIGN CRITERIA
The following seismic design criteria should be used for the design of the proposed signal poles
and vaults. Recommendations for the Uniform Building Code (UBC) and the International
Building Code (IBC) are provided.
4.3.1 UBC Seismic Design Criteria ,
In accordance with Section 1636 of the 1997 UBC, the following seismic design criteria should
' be used:
Site Profile:
i
Seismic Zone:
• Seismic Source Type:
• Seismic Coefficient, Ca:
• Seismic Coefficient, C,,:
SE (soft soil profile)
3; Z = 0.30
A
0.36
0.84
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4.3.2 IBC Seismic Design Criteria
In accordance with the 2003 IBC and based on the results of the standard penetration tests
performed at the site, we believe a Site Class of E is appropriate. Spectral parameters for short -
duration period and 1-second period accelerations for Site Class E in the vicinity of the site are
' calculated at 1.33g and 1.22g, respectively.
4.4 LIQUEFACTION POTENTIAL
Liquefaction refers to a phenomenon in which saturated, granular soil loses strength during an
' earthquake allowing it to move vertically and/or laterally. Consequently, structures founded on
liquefying soils could be damaged during an earthquake. The potential for liquefaction is
dependent on several factors:
• seismic- intensity and duration of ground motion
• soil moisture- only saturated soils will liquefy
• soil grain size- fine sand and coarse silts are most prone to liquefaction
The South Lake Washington Street Improvements project is located in a seismically susceptible
region with historic occurrences of earthquakes. Most instances of documented liquefaction in
the region occurred in river valleys where normally consolidated alluvial soils and high
' groundwater table were present.
The proposed roadway developments are situated on lenses of loose alluvium that are saturated
and potentially liquefiable. We recommend that additional subsurface data (i.e., SPT blow
counts and soil type) and laboratory testing (i.e., grain size and Atterberg limit) be performed as
part of a site -specific liquefaction study.. This study should be performed for critical structures
(such as signal poles and large utility vaults and pipelines) in order to confirm or deny the
presence of liquefiable lenses within the alluvium.
This study should be performed during subsequent/final designs.
4.5 VAULT FOUNDATIONS
' We understand that underground vaults and other utility facilities are proposed for this project
development. It is our present understanding that these structures may be founded on a shallow
foundation system, such as a mat -style structural slab. The following recommendations are
provided for the foundation of these structures.
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• Foundation -Bearing Soil:
A minimum of 2 feet of compacted
structural fill bearing on a firm and
unyielding subgrade
Preliminary Allowable Soil Bearing Pressure: 500 pounds per square foot (psf)
Note: The design of underground vaults and facilities were not available at the
time of this report. Once the size, depth, and design of these structures are
developed, we can evaluate the possibility of a higher allowable soil bearing
pressure. Preliminary allowable soil bearing pressures are for all dead and live
loads and may be increased by one-third for temporary short-term wind and seismic
loads.
Lateral Earth Pressures
Active - Wall free to rotate at top:
Fill:
Alluvium:
Active - Wall fixed at top:
Fill:
Alluvium:
Traffic surcharge:
(where applicable)
42 pounds per cubic foot (pcf) equivalent
fluid weight (EFW)
45 pcf EFW
63 pcf EFW
65 pcf EFW
250 psf over upper 10 feet
of wall
Note: These values do NOT include lateral loads due to floor, hydrostatic, seismic, or
other vertical loads. Any such loads should be added to the above soil pressures for
design.
Passive Resistance:
Fill:
Alluvium:
Coefficient of Friction:
Fill:
Alluvium:
187 pcf EFW
147 pcf EFW
0.30
0.30
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' Note: The above lateral loading criteria are based on the assumption that
' hydrostatic forces will not be allowed to develop behind subsurface walls.
Therefore, drainage measures should be designed and included. The passive
resistance includes a safety factor of about 2 and is based on the assumption that all
backfill around the foundation has been placed and compacted as recommended in
Section 5.0. The upper foot of soil should be neglected in design computations unless
' protected by pavement or a slab -on -grade. The coefficient of friction includes a safety
factor of 1.5.
' Static Settlement
' Total Settlement: less than 1-1/2 inch
Differential Settlement: less than 1-1/4 inch over 50 feet
Time Rate: approximately 90 percent during
' construction
' Note: The project site has likely already experienced settlement induced by the
loading conditions of the existing structures. However, some areas (such as areas of
' current landscaping) have not been subjected to these loading conditions and
settlement in these areas should be anticipated. The addition of fill to raise the site
grant will likely cause additional settlement. The evaluation of this settlement was
' not within the scope of this preliminary geotechnical investigation.
• Modulus of Subgrade Reaction
KS:
250 kips per cubic foot (kcf)
4.6 SIGNAL POLE FOUNDATIONS
The WSDOT design guidelines for signal pole foundations were used to develop allowable
lateral bearing pressures for design of the signal pole foundations. The allowable lateral bearing
pressures are:
Fill
Alluvium
1,000 psf
700 psf
' Given the loose nature of the sand and gravel encountered within the fill, there is a good
likelihood that caving conditions may be encountered. Consequently, we recommend that signal
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' pole foundations that are drilled be cased through the fill. Alternatively, the drilled piers can be
' drilled using mud -rotary techniques. Caving conditions are not expected in the alluvium.
Kleinfelder can provide the signal pole foundation depth if provided (X)(Y)(Z) loadings.
' 4.7 DRAINAGE
Short-term drainage control measures should be included in project design and construction.
Over the short term, we believe site and construction drainage can be reasonably well controlled
by careful excavation practices. Typically, these include, but are not limited to, shallow upgrade
perimeter ditches or low earthen berms, and temporary sumps in excavations to collect seepage
and prevent water from damaging exposed subgrades.
Drains should be included at the bottom of all temporary slopes to collect surface water flow
from the slope and prevent it from flowing onto exposed subgrades. All collected water should
be conveyed under control to a positive and permanent discharge system, such as a storm sewer.
4.8 UTILITIES
The contractor should be responsible for the safety of personnel working in utility trenches. We
recommend all utility trenches, but particularly those greater than 4 feet in depth, be supported in
accordance with state and federal safety regulations.
Utility trench backfill should consist of structural fill constructed as discussed above. If
backfilling is performed during periods of wet weather (typically November through April), it
may not be possible to achieve adequate compaction with silty portions of the on -site soil.
Alternatively, import select fill can be used for structural fill.
We anticipate settlement will occur in areas where fill material is placed to raise site grade.
Settlement will have an impact on new and existing utilities. We understand that some existing
site utilities are experiencing reverse flow because of settlement. Consequently, we recommend
that new utilities be surrounded with a flowable bedding and backfill material, such as pea
gravel. This will allow the bedding and backfill material flow around the utility, thus
minimizing the amount of utility settlement.
The percent compaction required for the upper 2 feet of utility trench backfill below finished
grade is 95 percent of the maximum dry density of the backfill, as determined in the laboratory
by ASTM D1557 (modified Proctor). Below 2 feet, the percent compaction required for utility
trench backfill is 90 percent of the maximum dry density of the backfill. Particular care should
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be taken to make sure bedding or fill material is properly compacted in place to provide adequate
support to the pipe. Jetting or flooding is not a substitute for mechanical compaction and should
not be allowed.
4.9 PAVEMENTS
4.9.1 Structural Design
The design pavement sections should consist of a layer of Crushed Rock Base (CRB), base
course placed on firm and unyielding scarified and recompacted subgrade and overlain by an
Asphalt Concrete Pavement (AC). These materials are defined in Section 5.0 of this report. The
design pavement section should consist of one of the following:
fl
It should be noted that the minimum City of Renton pavement structural thickness is 4 inches of
' AC overlying 6 inches CRB. Prior to placement of pavement material, the subgrade should be
proofrolled and overexcavated and repair performed as recommended herein.
' The soft on -site alluvium is anticipated to settle over time, particularly if additional loading is
applied (such as from additional fill material placed above the existing site grade). Given the
' anticipated maximum fill height of 3 feet, we anticipate that total settlement may be on the order
of several inches over time. Differential settlement may also be on the order of several inches
' over time. It should be noted that our scope of services for this phase of the project did not
include performing consolidation tests and calculating a settlement estimate. Once the fill
' heights and locations have been confirmed, a supplement geotechnical engineering study should
be performed to confirm the amount of settlement.
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' In all areas where the subgrade will be raised by two or more feet, utilities should be surrounded
' with a flowable bedding material, such as pea gravel, to maintain uniform support of the utilities
in the event of settlement under the additional fill loading conditions.
' 4.9.2 Woven Geotextile Fabric Installation
Depending on the time of year roadway subgrade preparation is performed and the nature of the
' subgrade soils at that time, it may help to include a geotextile fabric. Fabrics are typically used
to prevent roadway subbase or base materials from being compacted down into soft or
' compressible subgrade soils. One of the major purposes of geotextile fabrics is to allow
relatively free passage of moisture from the subgrade to the free -draining road base and vice
' versa, without allowing fine materials (silts and clays) to be flushed into the pavement materials.
Given the presence of silt in the fill and alluvium, we suggest that the separation geotextile be
' placed between the subgrade and the crushed rock base in order to prevent the fine-grained soil
from being flushed into the pavement materials and the crushed rock base from being pushed into
' the subgrade. Further, the separation fabric will also function as a soil stabilization fabric. This
will allow wheel loads to be distributed over a larger area, which should limit subgrade failure.
' The geotextile fabric should meet the requirements presented in Section 9-30 Construction
Geotextile, Table 3, of the Standard Specifications.
' 5.0 CONSTRUCTION RECOMMENDATIONS
' 5.1 GENERAL
5.1.1 Description
This section presents our recommendations for the geotechnical aspects of construction.
' Specifically, we cover earthwork, drainage, and pavement. Our design criteria are based on
these construction recommendations; therefore, these recommendations should be incorporated
' into the project specifications in their entirety.
' 5.1.2 Standard Specifications
Where possible, we refer to the 2004 Edition of the State of Washington Standard Specifications
for Road, Bridge, and Municipal Construction (Standard Specifications).
5.1.3 Reference Standards
' Reference Standards are referred to by agency or association initials and are from the latest
editions of the following:
' . ASTM - American Society for Testing and Materials: Annual Book of ASTM Standards
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5.1.4 Geotechnical Engineer
' We recommend you retain Kleinfelder during construction to observe and test the geotechnical
aspects of the contractor's work. This will allow us to compare the actual conditions
' encountered with those expected by this investigation and to modify our recommendations, if
necessary. Kleinfelder should be present at the site on a full-time basis to check that the contrac-
tor's work conforms to the geotechnical aspects of the plans and specifications.
The daily field reports and final report form an important record of construction. Observation
' and testing by the geotechnical engineer, however, should not in any way release the contractor
from the responsibility of performing the work in such a manner as to provide a satisfactory job
' that meets the requirements of the project plans and specifications, or from meeting contractual
obligations to the owner.
' 5.1.5 Geotechnical Report
This report has been prepared for W&H Pacific and its design consultants for the design of this
' project only. The entire report should be provided to contractors for their bidding or estimating,
but not as a warranty of the subsurface conditions. We cannot be responsible for the
' interpretation by others of the information contained in this report.
5.1.6 Construction Site Safety
' Our scope of services did not include construction safety practices and this report is not intended
to direct construction means, methods, techniques, sequences, or procedures, except as
' specifically described, and then only for consideration in design, not for construction guidance.
The contractor should be made responsible for construction site safety and compliance with
' local, state, and federal requirements.
5.2 EARTHWORK
' Earthwork consists of overexcavating, placing and compacting fill, utility backfilling, and all
subsidiary work necessary to complete the grading of the developed areas to conform to the
lines, grades, and slopes shown on the plans.
' 5.2.1 Materials
The aggregate base, on -site fill, and alluvium obtained at the project site during excavation are
suitable for use as a structural fill beneath roadways, vaults, and utilities. These materials can
' also be used for general backfill and landscaping purposes. Soil containing organics, such as the
topsoil, is not suitable for use as structural fill, but can be used for non-structural backfilling and
' landscaping purposes. Portions of the alluvium unit contain significant amounts of silt and are
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considered moisture sensitive. The silty portions of the alluvium will be difficult to place and
' compact during periods of wet weather.
Imported select fill material should consist of clean, free -draining sand and/or gravel meeting the
' requirements of Sections 9-03.10 or 9-03.14 of the Standard Specifications with the modification
to allow only 5 percent passing the U.S. No. 200 Sieve based on that portion passing the 3/4-inch
' Sieve. Greater fines content is acceptable, provided it is approved in advance by the
geotechnical engineer.
' The contractor should submit samples of each of the required earthwork materials to the
geotechnical engineer for evaluation and approval prior to use. The samples should be submitted
' at least 4 days prior to their use and sufficiently in advance of the work to allow the contractor to
identify alternative sources if the material proves unsatisfactory.
' 5.2.2 Terms
Terms used in this section are defined as follows:
' Percent Com action is the required in -place dry density of the material, expressed as a
percentage of the maximum dry density of the same material as determined by WSDOT Test
Method No. 606. Alternatively, the modified Proctor test method (ASTM D-1557) could be used
as a slightly more stringent density standard.
Optimum Moisture Content is the moisture content (percent by dry weight) corresponding to the
maximum dry density of the same material as determined by WSDOT Test Method No. 606.
Alternatively, the modified Proctor test method (ASTM D-1557) could be used as a slightly
' more stringent density standard.
Moisture -Sensitive Soil is soil containing more than 10 percent fines (silt- or clay -sized particles)
' based on the fraction passing the 3/4-inch sieve.
Structural Fill is fill material placed and compacted in areas that underlie structures or
' pavements. It should be compacted to the Percent Compaction specified herein. It has a
maximum particle size of 6 inches.
' 5.2.3 Quality uali Control
' Proper geotechnical observation and testing during construction is imperative to allow the
geotechnical engineer the opportunity to verify assumptions made during the design process.
The recommendations provided in this report are based on the assumption that an adequate
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1
program of tests and observations will be conducted during the construction phase in order to
evaluate the compliance with our recommendations.
5.2.4 Seepage Control
Runoff or groundwater seepage that would interfere with the contractor's work should be
controlled during construction. Control may consist of temporary drainage ditches or subsurface
drains. Installation of such measures should be the contractor's responsibility.
5.2. S Demolition
Demolition at the site will include removal of the existing buildings, paved parking and drive
areas, roadway pavement, and other site developments and debris found in the area of the
proposed roadway alignment. We recommend that the current owner backfill all excavations
made during demolition activities, including excavations for footings, underground storage
tanks, and utilities, with compacted structural fill as recommended in this report. The demolition
debris should be removed from the site, and disposed of properly. Alternatively, PCC
demolition debris can be crushed and used as structural fill.
5.2.6 General Excavation
General excavation consists of removing soil to sufficient depth to achieve design grades. The
contractor should be responsible for excavating and disposing of or reusing excavated material.
Based on the June 9, 2004 conceptual plan produced by W&H Pacific, the proposed roadway
improvements, we anticipate cuts and fills of less then 3 feet will be required. Excavation work
can be performed with conventional earthmoving equipment.
The exposed pavement subgrade areas should then be carefully proofrolled to identify soft or
unstable areas requiring additional excavation and replacement with structural fill. These
procedures help delineate soft or weak soils. Proofrolling should be performed with a fully
loaded tandem axle dump truck, a fully loaded scraper, and/or a fully loaded front-end loader. A
minimum of two passes should be performed when proofrolling. Hand probing should be
performed by the geotechnical engineering technician with a '/2-inch-diameter steel bar.
Proofrolling and handprobing should be performed under the guidance and observation of the
geotechnical engineer. Soft soils encountered during proofrolling or hand probing should be
overexcavated to a firm and unyielding subgrade, and replaced with structural fill. All final
surfaces exposed by the complete excavation should be finished true to line and grade and
present a smooth, firm surface.
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' After a rainfall, construction equipment travel on the exposed site subgrade should be minimized
until the soils have been allowed to dry sufficiently. Otherwise, traffic activity on the wetted
t subgrade will degrade the exposed materials and result in additional excavation of the disturbed
materials.
1
5.2.7 Structural Excavation
' The work addressed in this section covers excavation and backfill for structural elements such as
the proposed foundations and pavements.
' Prior to construction of the vaults and pavement sections, the subgrade should be prepared as
described above to meet the design grades. Overexcavation should extend to a firm and
' unyielding native subgrade. Prior to placement and compaction of structural fill, the subgrade
should be proofrolled and/or hand probed as described previously.
' Excavation for the vaults and pavements should be performed after site preparation is completed.
Excavations for vaults should be performed so as to avoid disturbing or loosening adjacent soils.
' The contractor should inform the geotechnical engineer after the excavations have been
' completed and before placement of reinforcing steel, formwork, concrete, or aggregate base.
The geotechnical engineer should then observe excavations and provide written confirmation
that the subgrade meets the requirements of this report. After placing foundation concrete,
' backfilling with structural fill should be performed.
' 5.2.8 Weather Considerations
During winter weather and in areas where the exposed subgrade may consist of moisture -
sensitive soils (soils containing more than 10 percent fines based on the fraction passing the 3/4-
inch sieve), the contractor should take measures to protect foundation excavations once the
geotechnical engineer has approved them. These measures could include, but are not limited to,
' placing a layer of pea gravel, crushed rock, or lean concrete on the exposed subgrade, or
covering the exposed subgrade with a plastic tent. If additional overexcavation is required
' because the subgrade was not protected, the cost of such additional work should be borne by the
contractor.
During dry weather, the contractor should take measures to protect the foundation excavations'
exposed subgrade soils from drying out. These measures may include watering the subgrade as
' necessary. If the subgrade soils dry out and become loose, they should be moisture conditioned
and recompacted to the percent compaction specified.
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' 5.2.9 Structural Fill Construction
' This section covers placement and compaction of earth materials to create structural fill.
Soil used for structural fill should be moisture conditioned to within 2 percent of optimum
' moisture content, should be placed and compacted in accordance with Section 2-03.3(14)C,
Method B of the Standard Specifications. This requires the upper 2 feet of structural fill within
' new sidewalk and pavement areas to be compacted to at least 95 percent of the maximum dry
density as determined using WSDOT Test Method No. 606 for granular soils. Fills placed below
' this depth such as utility trench backfill should be compacted to at least 90 percent of this same
maximum dry density to produce a firm and unyielding surface. Alternatively, the standard
Proctor test method (ASTM D-698) could be used as a comparable density standard, or the
' modified Proctor test method (ASTM D-1557) could be used as a slightly more stringent density
standard.
If field density tests indicate the required Percent Compaction has not been obtained or the
' surface is pumping and weaving under construction traffic, the fill material should be
reconditioned as necessary and recompacted to the required percent compaction before placing
any additional material.
' Fill slopes should be compacted b sloe rolling and trimmin or should be overfilled and
p p Y P g g�
' trimmed back to plan grade to expose a firm, smooth surface free of loose material.
5.2.10 Utility Trench Backfilling and Compaction
' This section covers backfilling of all utility trenches at the site.
t The contractor should be responsible for the safety of personnel working in utility trenches and
vault excavations. We recommend all utility trenches, but particularly those greater than 4 feet
in depth, be supported in accordance with state and federal safety regulations.
'
Utility trench backfill should consist o i f structural fill constructed as discussed above. If
' backfilling is performed during periods of winter weather, it may not be possible to achieve
adequate compaction with structural fill material unless it is sufficiently well drained. Within
' building areas, and the upper 2 feet below grade in the surrounding parking areas, utility trench
backfill should be compacted to at least 95 Percent Compaction; below 2 feet in the surrounding
parking areas, it should be compacted to at least 90 Percent Compaction. Particular care should
' be taken to make sure bedding or fill material is properly compacted in place to provide adequate
support to the pipe. Jetting or flooding is not a substitute for mechanical compaction and should
' not be allowed.
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I
C
5.3 PAVING AND SURFACING
5.3.1 General
This section covers the placement and compaction of aggregate and asphaltic materials in the
parking and traffic areas of the site to the lines and grades shown on the plans.
The materials that should be used for this purpose are as follows:
Crushed Rock Base should consist of clean, free draining gravel or crushed rock meeting the
requirements of Section 9-03.9 Crushed Surfacing, Base Course in the Standard Specifications.
Asphalt Concrete Pavement should consist of one or more courses of plant mixed asphalt
concrete composed of asphalt and aggregate, with or without mineral filler, nixed in proportions
to provide a homogeneous, stable and workable mixture. It should meet the requirements of
Section 9-03.8 Aggregates for Hot Mix Asphalt, in the Standard Specifications.
Paving Asphalt should meet the requirements of Section 9-02.1(4) Asphalt Cements in the
Standard Specifications.
5.3.2 Subgrade Preparation
After satisfactory installation and compaction of utility trench backfills in areas to be paved,
subgrade soils should be moisture conditioned and compacted to provide a firm, smooth,
unyielding surface. After compaction, the subgrade should be kept moist to prevent it from
drying out and cracking before placement of the Crushed Rock Base.
5.3.3 Placement and Compaction of Crushed Rock Base (CRB) Material
After satisfactory completion of subgrade preparation, the Crushed Rock Base should be placed
in a manner to prevent segregation and should be compacted with vibratory compaction
equipment to provide a tight interlock between aggregate particles.
5.3.4 Placement and Compaction of Asphalt Concrete Pavement (ACP) Material
After placement and compaction of the CRB base layer, the contractor should be responsible for
the preparation of the exposed base layer surface, the placement and the compaction of an ACP
course, or courses, to the lines and grades shown on the plans and described in the specifications.
The ACP, its placement, and compaction should meet the requirements of Section 5-04, Hot Mix
Asphalt of the Standard Specifications.
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6.0 ADDITIONAL SERVICES
The recommendations made in this report are based on the assumption that a subsequent
geotechnical study will be performed to verify the settlement estimate, evaluate liquefaction
risks, and verify that an adequate program of tests and observations will be made during
construction to verify compliance with these recommendations. The subsequent geotechnical
study should comprise subsurface explorations in the vicinity of the maximum amount of fill,
collection of undisturbed samples within the soft portions of the alluvium, laboratory testing, and
engineering analyses.
' Testing and observations performed during construction should include, but not necessarily be
limited to, the following:
' . Observations and testing during site preparation, earthwork, and structural fill placement.
o Testing and inspection of concrete, masonry, structural steel, fireproofing, and roofing
' materials.
Consultation as may be required during construction.
' We further recommend that project plans and specifications be reviewed by us to verify
' compatibility with our conclusions and recommendations.
Also, Kleinfelder maintains fully accredited, WABO-certified laboratory and inspection
' personnel, and are available for this project's testing and inspection needs. Information
concerning the scope and cost for these services can be obtained from our office.
7.0 LIMITATIONS
' Recommendations contained in this report are based on the field explorations and our
' understanding of the proposed project. The investigation was performed using a mutually agreed
upon scope of services. It is our opinion that this study was a cost-effective method to explore
' the subject site and evaluate the potential geotechnical concerns.
The soils data used in the preparation of this report were obtained from exploratory borings
' completed for this study. It is possible that variations in soil and groundwater conditions exist
between the points explored. The nature and extent of these variations may not be evident until
' construction occurs. If soil or groundwater conditions are encountered at this site that are
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' those described in this report, our firm should be immediate) notified so that we
different from p y
' may make any necessary revisions to our recommendations. In addition, if the scope of the
proposed project, locations of facilities, or design building loads change from the descriptions
' given in this report, our firm should be notified.
The scope of our services does not include services related to construction safety precautions and
our recommendations are not intended to direct the contractor's methods, techniques, sequences
or procedures, except as specifically described in our report for consideration in design.
' This report has been prepared for use in evaluating the feasibility of development of the subject
property by W&H Pacific in accordance with the generally accepted standards of practice at the
' time the report was written. No warranty, express or implied, is made.
' This report may be used by W&H Pacific and its design consultants for the purposes stated
within a reasonable time from its issuance. Land use, site conditions (both on- and off -site), or
' other factors including advances in man's understanding of applied science may change over
time and could materially affect our findings. Therefore, this report should not be relied upon
after 12 months from its issue. Kleinfelder should be notified if the project is delayed by more
' than 12 months from the date of this report so that a review of site conditions can be made, and
recommendations revised if appropriate.
' It is the responsibility of W&H Pacific to see that all parties to the project including the designer,
contractor, subcontractors, etc., are made aware of this report in its entirety. The use of
information contained in this report for bidding purposes should be done at the contractor's
option and risk.
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Figures
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sk" KLEINFELDER
PROJECT NO. 43221 July 2004
Vicinity Map
Proposed South Lake Washington
Street Improvements
Renton, Washington
1 L
tr
Not to Scale
FIGURE
i�
I
Approximate Location
0 100 200
Scale: 1" = 100'
' Reference: Site drawing provided by W&H Pack, dated February 19, 2004. J
FIGURE
&%I
Proposed South Lake Washington Street Improvements Site Plan A
Renton, Washington L
LCLEINFELDER Project: 43221 July 2004
a
N. 6TH ST.
N. 61H _-ST1.
=71r.
--3
10
-o I �71
K\14'
Legend
Boring Number and
B-3 Approximate Location
Reference: Site drawing provided by W&H Pacific, dated February 19, 2004.
L=4
E
t
4-
J
1 L
441
r
0-1
0 100 200
Scale: 1" = 100'
F-
Ll
�FIGURE
ufib Proposed South Lake Washington Street Improvements Site Plan B
'!tJ Renton, Washington July 2004 3
.LEINFELDER Project. 43221
I
V
Y Ai <
7
>
YK
, �q
Y
4t.
7W X NET
A
7-
z
Le end
Boring Number and
B-4 Approximate Location
Reference: Site drawing provided by W&H Pacific, dated February 19, 2004.
X�
VA; -
z 66
L
i Jili i I
j 1 i z
Ir
0 100 200
Scale: 1 100'
Ir FIGURE
J&n Proposed South Lake Washington Street Improvements Site Plan C
Renton, Washington 4
ILEINFELDER Project- 43221 July 2004
— 1
►IED
1
c
t k -7 '
x�
19 j I
AT
Yr y
lop
1
t f ...) r ' L .
D,. r
24.5 T Ti
I_
Ire'; —E 24.4LZJ
I
rTt
Legend
1 Approximate Location of
Attempted Borings
l Reference: Site drawing provided by W&H Pacific, dated February 19, 2004.
L'J
8TH S
\ T;.,,IH
I
/ j
T,Jr
r�.�
} `, 4J
El
22
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1
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—
fti
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------------
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i
f'-
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0 20 40
Scale: 1" = 20'
(►A9
1
FIGURE
k%1
Proposed South Lake Washington Street Improvements Site Plan D
Renton, Washington 5
1 '�LEINFELDER Project: 43221 July 2004
e
Appendix A
In KLEINFELDER
' APPENDIX A
FIELD EXPLORATION
' We explored subsurface conditions at the site on April 26 and 27 2004 using 6 exploratory
P P � g P D'
borings (designated B-1 through B-5). The borings were advanced to a maximum depth of 20
feet below the existing site grade at the approximate locations indicated in Figures 2, 3, and 4
' (Site Plans A, B, and C, respectively). The borings were advanced using a truck -mounted drill
rig, equipped with continuous -flight hollow -stem augers.
Six boring attempts were made in the accessible area in the vicinity of the gate located at the
intersection of Park Avenue and 8th Street, within the area where utility clearance had been
' performed. An unidentified Portland cement concrete structure was encountered approximately
18 inches below ground surface (bgs) at the locations where a borings were attempted. Utilities
' could not be located to clear another accessible area in the vicinity of this intersection at the time
of our field exploration activities. The type and purpose of this subsurface structure was not
apparent at the time of our explorations. Discussions with W&H Pacific and Boeing indicated
' that it was also not apparent what this structure might be. At this time it is believed that this
structure may be an old Portland cement concrete roadway or utility vault.
' Soil samples were collected from the auger borings at 5-foot intervals, using Standard
Penetration Test (SPT) sampling techniques (ASTM D1586). The SPT consisted of driving a 1-
' 3/8-inch inside -diameter split spoon sampler a distance of 18 inches into the bottom of the
boring. The sampler was driven with a 140-pound hammer falling 30 inches. The number of
blows required to drive the sampler each of three 6-inch increments was recorded on the boring
logs. The number of blows required for the last 12 inches of penetration is called the standard
penetration resistance (N-value). This value is an indicator of the relative density of granular
soils or the consistency of fine-grained soils. Representative soil samples were obtained and
' were classified in accordance with ASTM Standard D2488. All samples were sealed to limit
moisture loss, labeled, and returned to our laboratory for further examination and testing.
IThe boring locations were located in the field by taping from existing on -site features.
' The borings were monitored by our geologist/engineer who examined and classified the
materials encountered, obtained representative soil samples, and recorded pertinent information
including soil sample depths, stratigraphy, soil engineering characteristics, and groundwater
' occurrence. Upon completion of drilling, the borings were backfilled with a combination of
native soil and bentonite chips, and capped with Portland cement concrete.
432211SEA4R082.doc Page 1 of 2
Copyright 2004 Kleinfelder, Inc.
KLEINFELDER
' Soil classifications were made in the field in accordance with the Unified Soil Classification
System, presented on Appendix A-1. Sample classifications and other related information were
' recorded on the boring logs, which are included in this appendix. The stratification lines, shown
on the individual logs, represent the approximate boundaries between soil types; actual
transitions may be either more gradual or more severe. The conditions depicted are for the date
and location indicated only, and it should not necessarily be expected that they are representative
' of conditions at other locations and times.
' 43221/SEA4R082.doc Pate 2 of 2
Copyright 2004 Kleinfelder, Inc.
SOIL CLASSIFICATION CHART
MAJOR DIVISIONS
SYMBOLS
TYPICAL
DESCRIPTIONS
GRAPH
LETTER
GRAVEL
GRAVELS
• 0 *N so;,is
�� �: •
GW
WELL -GRADED GRAVELS, GRAVEL -
SANDMIXTURES, 0% TO 15%
000
0000 00 0 O
O 00 p
O O p O
GP
POORLY -GRADED GRAVELS,
GRAVEL -SAND MIXTURES, 0% TO
15% FINES
AND
GRAVELLY
SOILS
(uTTLE OR NO FINES)
COARSE
GRAINED
SOIL
0O COARSE 50%
FRACTION
RETAINED ON NO.
4 SIEVE
GRAVELS WITH
FINES
(APPRECIABLE
AMOUNT OF FINES)
°
o 00
O
°
p
°°
00 p
GM
SILTY GRAVELS, SILTY GRAVEL -
SAND MIXTURES
GC
CLAYEY GRAVELS, CLAYEY GRAVEL-
SAND MIXTURES
SAND
CLEAN SANDS
..
SW
WELL -GRADED SANDS, GRAVELLY
SANDS, 0% TO 15% FINES
MORE THAN 507.
OF MATERIAL IS
LARGER THAN NO.
200 SIEVE SIZE
AND
SANDY
SOILS
(LITTLE OR NO FINES)
.........•..
S P
POORLY -GRADED SANDS,
GRAVELLY SAND, 0% TO 15%
FINES
SANDS WITH
FINES
SM
SILTY SANDS, SILTY SAND -GRAVEL
MIXTURES
MORE THAN 50%
OF COARSE
FRACTION
PASSING ON NO.
4 SIEVE
(APPRECIABLE
AMOUNT OF FINES)
SC
CLAYEY SANDS, CLAYEY SAND -
GRAVEL MIXTURES
M L
INORGANIC SILTS AND VERY FINE
SANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
FINE
GRAINED
SOIL
SILTS LIQUID LIMIT
AND LESS THAN so
CLAYS
CL
INORGANIC CLAYS OF LOW TO
MEDIUM PLASTICITY, GRAVELLY
CLAYS, SANDY CLAYS, SILTY
CLAYS, LEAN CLAYS
OL
ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW PLASTICITY
-------
MORE THAN 50%
INORGANIC SILTS, MICACEOUS OR
OF MATERIAL IS
SMALLER THAN NO.
200 SIEVE SIZE
MH
DIATOMACEOUS FINE SAND OR
SILTY SOILS
CH
INORGANIC CLAYS OF HIGH
PLASTICITY
SILTS
AND LIQUID LIMIT
GREATER THAN 50
CLAYS
OH
ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY
HIGHLY ORGANIC SOILS
::::::::
PT
PEAT, HUMUS, SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS
Proposed South Lake Washington APPENDIX
kn Street Improvements SOIL CLASSIFICATION LEGEND
Renton, Washington Awl
KLEINFELDER Project: 43221 July 2004
TESTING PROGRAM
LABORATORY
FIELD
J
r WELL/PIEZO
W
W-
CONSTRUCTION
'2-
ZW
a
v� L ►�
�-�
H
a
F
az
Ga
A
a
F
Oz�-
U
C'nZ
�O
`a
U
a
z
O
0-
5
110-
115-
120-
U.S.C.S.
W o SOIL DESCRIPTION
z
Surface: asphaltic concrete pavement
Asphaltic concretei3 inches thick_
Base coarsegrayel_
GP
Qo
_ _ _ _ _ _ _
GRAVEL WITH SAND (GP) brown,
op<
moist, dense, fine- to coarse -grained, some
O
silt.
o Qo
(FILL)
D
- fades to gray.
o
6.2 21
10
S1-1
SM
SILTY SAND WITH GRAVEL (SM):
16
gray to gray -brown, moist, dense, fine- to
coarse -grained.
14
(FILL)
ML
SILT (ML): gray, moist, very soft, some
sand, trace organics, unconfined
compressive strength = 0.75 - 1.5 tsf
.(pocket penetrometer).
33.7: 88
1
Sl-2
(ALLUVIUM)
1
1
- grades to dark gray, wet, unconfined
compressive strength = 0.0 tsf (pocket
penetrometer).
s
SM
SILTY SAND (SM): dark gray, wet, very
43.7
0
S1-3
loose, fine-grained, trace organics.
0
(ALLUVIUM)
i
;P-SN
SAND WITH SILT (SP-SM): gray, wet,
loose, fine- to medium -grained, with wood
fragments.
23.7
1
Si 4
(ALLUVIUM)
3
- zrades to medium- to coarse -grained.
Boring completed to a depth of 1u feet
below ground surface. Groundwater was
encountered at a depth of 13.5 feet below
ground surface during drilling. Boring was
backfilled with cuttings and bentonite
chips, and capped with Portland cement
concrete.
DATE DRILLED: 4-27-04 SURFACE ELEVATION (feet): 25.0 DRILLING METHOD: HSA
LOGGED BY: F. Reinart TOTAL DEPTH (feet): 20.0 DRILLER: Holt Drilling
REVIEWED BY: J. Schmidt DIAMETER OF BORING (in): 8 inches CASING SIZE: N/A
P
Proposed South Lake Washington
Appendix
YStreet
Improvements
k4KLEINFELDER
Renton, Washington
A - 2
nGEOTECHNI AL AND NTAL ENGINEERS
BORING LOG
SOILS AND MATERIALS TESTING
PROJECT NUMBER: 43221
B_1
PAGE 1 of 1
TESTING PROGRAM
LABORATORY
FIELD
WELL/PIEZO
C7U
�C
CONSTRUCTION
Zrw
cnZ
A
�c
a
o z
c
5
10-
115-
120-
U.S.C.S.
SOIL DESCRIPTION
z �
Surface: asphaltic concrete pavement
Asphaltic concrete L6 inches thick)_
B_asec_oars_egravel.____ ______
P-S
SAND WITH SILT AND GRAVEL
(SP-SM): yellow -brown, dry, loose, fine -
to medium -grained.
(FILL)
9.8 13
3
S2-1
4
4
25.2 : 29 -
0
S2-2
-grades to moist, VerY_lOOseLSome ravel _
1
ML
SILT WITH SAND (ML): gray to
SM
:
-brown, moist, very soft.
1
,gray
------(ALLUVIUM)._-----/
SILTY SAND WITH GRAVEL (SM):
gray -brown, moist, very loose, fine-grained.
(ALLUVIUM)
SP
SAND (SP): dark gray, wet, medium
dense, medium- to coarse -grained, trace
silt.
14.8
4
S2-3
(ALLUVIUM)
7
11
10.9
4
S24
- grades to with gravel.
9
Boring completed to a depth of 20 feet
below ground surface. Groundwater was
encountered at a depth of 12 feet below
ground surface during drilling. Boring was
backfilled with cuttings and bentonite E
chips, and capped with Portland cement
concrete.
DATE DRILLED: 4-27-04 SURFACE ELEVATION (feet): 25.0 DRILLING METHOD: HSA
LOGGED BY: F. Reinart TOTAL DEPTH (feet): 20.0 DRILLER: Holt Drilling
REVIEWED BY: J. Schmidt DIAMETER OF BORING (in): 8 inches CASING SIZE: N/A
k4KLEINFELDER
Proposed South Lake Washington
Street Improvements
Appendix
Renton, Washington
A - 3
GEOTEC NICAL AND SOILS AND MATERIALS TESTING NTAL ENGINEERS
BORING LOG
PROJECT N-UMBER: 43221
B-2
PAGE 1 of 1
TESTING PROGRAM
U.S.C.S.
LABORATORY
FIELD
8
4 WELLIPIEZO U
t
SOIL DESCRIPTION
.: CONSTRUCTION
F-
inri
F
3
z
F
a
E�-Z
.a
,j
A
u
�z
3
CZ
0
��`-
0
� �
Surface: asphaltic concrete pavement
0
U
a
` z
p
Asphaltic concretei4 inches thick_
p o
Base coarse gravel._
SM
::
SILTY SAND WITH GRAVEL (SM):
yellow -brown, moist, medium dense,
fine-grained.
(FILL)
33.0 .
32
1
S3-1
ML
-Fades to brown.
1
E- ).
SILT yellow -brown, moist, very
soft, with organics.
1
(ALLUVIUM)
li
SP
SAND WITH GRAVEL (SP): red -brown
to brown, wet, medium dense, medium- to
13.6 3 4 S3-2
coarse -grained, trace silt.
5
(ALLUVIUM)
5
10
18.2 6 S3-3
- grades to dark Bray.
7
10
15
21.4 : 7 S34
7
9.5
Boring completed to a depth of 19.5 feet
below ground surface. Groundwater was
encountered at a depth of 8.5 feet below
ground surface during drilling. Boring was
backfilled with cuttings and bentonite
chips, and capped with Portland cement
concrete.
a
L
Y
DATE DRILLED: 4-26-04 SURFACE ELEVATION (feet): 25.0
DRILLING METHOD: HSA
LOGGED BY: F. Reinart TOTAL DEPTH (feet): 19.5
DRILLER: Holt Drilling
REVIEWED BY: J. Schmidt DIAMETER OF BORING (in): 8 inches
P
CASING SIZE: N/A
Proposed South Lake Washington
Appendix
k4KLEINFELDER
Street Improvements
Y
t
Renton, Washington
A - 4
nGEOTEC NICAL AND
TESTING NTAL ENGINEERS
BORING LOG
OILS AND MATERIALS
PROJECT NUMBER: 43221
B-3
PAGE 1 of 1
1
1
1
1
1
1
a-----
---
-
----
,a WELL/PIEZO
��_,..,
[:]o
F:
F•
VL,
F.,
E
a�
CONSTRUCTION
tea
Fz
F
�y
_U
A
Qo
py
o Q
Cl)Z
3
�O
a
a
ez
c
0
�
M
110 -
115-
120-
U.S.C.S.
U o SOIL DESCRIPTION
z �
Surface: asphaltic concrete pavement
9.8 20
4
4
3
S4-1
SP
SM
SP
:..
Asphaltic concretei3 inches thick_
Bgr ase coarseavel_ _ _ _ _ _ _ _ _
SAND WITH GRAVEL (SP): brown, dry,
dense, fine- to medium -grained, some silt.
SILTY SAND WITH GRLAVEL (SM): —J
gray with brown mottling, moist, loose,
fine- to medium -grained.
(ALLUVIUM)
- grades to wet.
SAND (SP): gray, wet, loose, fine- to
y
medium -grained, some silt, trace gravel.
(ALLUVIUM)
26.4 :
3
S4-2
4
4
3I.0 :
1
S4-3
OL
--
ORGANIC SILT (OL): brown, wet, very
0
=
soft, with organics and wood fragments.
=
(ALLUVIUM)
0
SM
SILTY SAND (SM): gray, wet, very loose,
fine-grained.
(ALLUVIUM)
32.6
2
S4-4
1.
Boring completed to a depth oI lU Ieet
below ground surface. Groundwater was
encountered at a depth of 7.5 feet below
ground surface during drilling. Boring was
backfilled with cuttings and bentonite
chips, and capped with Portland cement
concrete.
DATE DRILLED: 4-27-04 SURFACE ELEVATION (feet): 25.0 DRILLING METHOD: HSA
LOGGED BY: F. Reinart TOTAL DEPTH (feet): 20.0 DRILLER: Holt Drilling
REVIEWED BY: J. Schmidt DIAMETER OF BORING (in): 8 inches CASING SIZE: N/A
Proposed South Lake Washington Appendix
Street Improvements
KLEINFELDER Renton, Washington A - 5
GEOTEC NICAL AND O AND MATERIALS TESTING NTAL ENGINEERS BORING LOG
PROJECT NUMBER: 43221 B-4 PAGE 1 of 1
.a
LABORATORY
I
FIELD
,- WELL/PIEZO
�4
c
[�.�
aG:t
CONSTRUCTION
Cis
g
zw
rFn
y
F
W
;:)z
14H
a
a�
a
o = a
�nz
c
3
oz
o
a
ez
o
0
+1
110-
115-
120-
U.S.C.S.
JzQ z SOIL DESCRIPTION
�
Surface: asphaltic concrete pavement
Asphaltic concrete Q inches thic)�_
GP
GRAVEL WITH SAND (GP): dark brown,
<
dry, dense, fine- to coarse -grained.
P-S
— — — — — — — — �FILLZ-------J
SAND WITH SILT AND GRAVEL
(SP-SM): gray, dry, medium dense, fine- to
SM
medium -grained. /
10.7 33
6
S5-1
J
`SILTY
SAND WITH GRAVEL (SM):
6
gray to gray -brown, moist, medium dense,
g
fine-grained.
(FILL)
ML
SILT (ML): gray, moist to wet, very soft,
some organics.
(ALLUVIUM)
46.4:
0
S5-2
1
SM
SILTY SAND (SM): gray, wet, very loose,
fine-grained, trace organics.
1
(ALLUVIUM)
55.4
1
S5-3
- log encountered during drilling.
1
2
23.6
5
S54
- grades to wet, medium dense.
7
- Boring completed to a depth of 20 feet
below ground surface. Groundwater was
encountered at a depth of 17.5 feet below
ground surface during drilling. Boring was
backfilled with cuttings and bentonite
chips, and capped with Portland cement
concrete.
DATE DRILLED: 4-26-04 SURFACE ELEVATION (feet): 25.0 DRILLING METHOD: HSA
LOGGED BY: F. Reinart TOTAL DEPTH (feet): 20.0 DRILLER: Holt Drilling
REVIEWED BY: J. Schmidt DIAMETER OF BORING (in): 8 inches CASING SIZE: N/A
Proposed South Lake Washington
Street Improvements Appendix
k4KLEINFELDER Renton, Washington A - 6
o GEOTEC NICAL AND SOILS AND MATERIALS TESTING NTAL ENGINEERS BORING LOG
PROJECT NUMBER: 43221 B-5 PAGE 1 of 1
m
m m m
Appendix B
1 k9l KLEINFELDER
' APPENDIX B
GEOTECHNICAL LABORATORY TESTING
' B.1 GENERAL
We conducted laboratory tests on several representative soil samples to better identify the soil
classification of the units encountered and to evaluate the material's general physical properties
and engineering characteristics. A brief description of the tests performed for this study is
' provided below. The results of laboratory tests performed on specific samples are provided at
the appropriate sample depths on the individual boring logs. However, it is important to note
' that these test results may not accurately represent in situ soil conditions. All of our
recommendations are based on our interpretation of these test results and their use in guiding our
engineering judgment. Kleinfelder cannot be responsible for the interpretation of these data by
others.
' In accordance with your requirements, the soil samples for this project will be retained a period
of 3 months following completion of this report, or until the foundation installation is complete,
unless we are otherwise directed in writing.
B.2 SOIL CLASSIFICATION
' Soil samples were visually examined in the field by our representative at the time they were
obtained. They were subsequently packaged and returned to our laboratory where they were
reexamined and the original description checked and verified or modified. With the help of
information obtained from the other classification tests, described below, the samples were
described in general accordance with the Unified Classification System, ASTM Standard D2487.
' The resulting descriptions are provided at the appropriate locations on the individual boring logs,
located in Appendix A, and are qualitative only.
B.3 MOISTURE CONTENT
' Moisture content tests were performed on 20 samples obtained from the borings. The purpose of
these tests is to approximately ascertain the in -place moisture content of the soil sample at the
time it was collected. The moisture content is determined in general accordance with ASTM
Standard D2216. The information obtained assists us by providing qualitative information
regarding soil compressibility. The results of these tests are presented at the appropriate sample
' depths on the boring logs.
' BA GRAIN -SIZE DISTRIBUTION
Detailed grain -size distribution analyses were conducted in general accordance with ASTM
Standard D422 on 8 representative soil samples to determine the grain -size distribution of the on-
' 43221/SEA4R082.doc Page 1 of
Copyright 2004 Kleinfelder, Inc.
k'q KLEINFELDER
' site soil. The information gained from this analysis allows us to provide a detailed description
and classification of the in -place materials. In turn, this information helps us to understand how
the in -place materials will react to conditions such as heavy seepage, traffic action, loading and
slope stability, potential liquefaction, and so forth. The results of these tests are presented
I
attached to the end of this report.
43221/SEA4R082.doc Page 2 of 2
Copyright 2004 Kleinfelder, Inc.
U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER
e 9 1 111) 1 a In is 1n sn inn Inn
b 1 1.0 4 3/0 4 6 14 LV 4V OV
100
95
90
85
80
75
70
65
w 60
m 55
W 50
Z
LL
z 45
w
040
w
a
35
30
25
20
15
10
5
0
100 10 1 0.1
GRAIN SIZE IN MILLIMETERS
0.01 0.001 I
COBBLES
GRAVEL
SAND
SILT OR CLAY
coarse
fine
coarse I
medium fine
Specimen Identification Classification LL PL PI Cc Cu
• B-1 3.5 SILTY SAND with GRAVEL (SM)
Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt I %Clay
r
• B-1 3.5 19 1.617 0.173 28.1 51.1 20.8
KLEINFELDER
k424051 405 140th Avenue NE, Suite A101
Bellevue, WA 98005
Telephone: 425-562-4200
Fax: 425-562-4200
GRAIN SIZE DISTRIBUTION
Proposed South Lake Washington Street
Improvements
Renton, Washington
U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER
o . 11n 1 a in is in sn Inn Inn
100
95
90
85
80
75
70
65
2
w 60
m 55
w 50
Z
LL
z 45
w
40
w
a
35
30
25
20
15
10
5
0
re -
Mmmm�ftmII�r±•vaivlu�•��.:
100 10 1 0.1
GRAIN SIZE IN MILLIMETERS
0.01 0.001 I
LCOBBLES
GRAVEL
I SAND
SILT OR CLAY
coarse
fine
coarse
medium fine
Specimen Identification Classification LL PL PI Cc Cu
• 1 B-1 8.5 1 SILT (ML)
Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt I %Clay
o • B-1 8.5 9.5 0.1 12.4 87.5
KLEINFELDER
k424051 405 140th Avenue NE, Suite A101
Bellevue, WA 98005
Telephone: 425-562-4200
Fax: 425-562-4200
GRAIN SIZE DISTRIBUTION
Proposed South Lake Washington Street
Improvements
Renton, Washington
U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER
d _ 7 _ 1 1/7 4 A in iR 4n Sn inn Inn
10C
9°
9C
K
80
75
70
F— 65
w 60
m 55
w 50
Z
LL
z 45
w
40
w
a
35
30
25
20
15
10
5
14U
I�
1UU I 1 0.1
GRAIN SIZE IN MILLIMETERS
0.01 0.001 I
COBBLES
SAND
SILT OR CLAY
��GRAVEL
fine
coarse
medium
fine
Specimen Identification Classification LL PL PI I Cc Cu
• B-2 3.5 SAND with SILT AND GRAVEL (SP-SM)
Q
Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt %Clay
0B-2 3.5 25 0.658 0.202 18.5 68.1 13.4
KLEINFELDER
k4 24051 405 140th Avenue NE, Suite A101
Bellevue, WA 98005
Telephone: 425-562-4200
Fax: 425-562-4200
GRAIN SIZE DISTRIBUTION
Proposed South Lake Washington Street
Improvements
Renton, Washington
U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER
e 1 a 1n I an an inn inn
100
95
90
85
80
75
70
65
w 60
m 55
w 50
z
LL
z 45
w
40
w
a
35
30
25
20
15
10
5
6 3 1.5
4 —3/8 4
8'" 14 '" 20 "" 40 "-
60 '"- 140 `"-
I
I
I
I
I
I
100
10
1
0.1
0.01
0.0
GRAIN SIZE IN MILLIMETERS
COBBLES
I GRAVEL
I SAND
. SILT OR CLAY
coarse
I fine
coarse
medium
I fine d
01 1
Specimen Identification Classification LL PL PI Cc Cu
• B-2 8.5 SILTY SAND (SM)
�I Specimen Identification D100 D6.0 D30 D10 %oGravel %Sandi %Silt I %Clay
21101 B-2 8.5 19 0.452 0.082 9.6 61.0 29.3
KLEINFELDER
k42405 140th Avenue NE, Suite A101
Bellevue, WA 98005
Telephone: 425-562-4200
Fax: 425-562-4200
GRAIN SIZE DISTRIBUTION
Proposed South Lake Washington Street
IT
Renton, Washington
U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER
.i I i i/I 1 R in iC. an Sn inn Inn
6 3 3/4 "`3/8 4 8'" 14 " 20 "" 40 '" 60 "' 140 `--
100 I
95
90
85
80
75
70
65
� 60
w
>- 55
m
w 50
z
5=
F- 45
z
w
40
w
a
35
30
25
20
15
10
5
0.-'T-t-'-'T'1i1L" Tr-
100 in 1 0.1 0.01 0.0
GRAIN SIZE IN MILLIMETERS
COBBLES
GRAVEL
I SAND
SILT OR CLAY
coarse
fine
I coarse I medium
fine
01 1
Specimen Identification Classification LL PL PI Cc Cu
• B-3 3.5 SILTY SAND with GRAVEL (SM)
<I Specimen Identification D100 D60 D30 D10 %Gravel %oSand %Silt I %Clay
9B-3 3.5 37.5 6.976 42.8 25.7 31.5
KLEINFELDER
k424051 405 140th Avenue NE, Suite A101
Bellevue, WA 98005
Telephone: 425-562-4200
Fax: 425-562-4200
GRAIN SIZE DISTRIBUTION
Proposed South Lake Washington Street
Improvements
Renton, Washington
U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER
A I A in 1A 'An sn inn qnn
100
95
90
85
80
75
70
65
w 60
m 55
w 50
Z
LL
z 45
w
40
w
o-
35
30
25
20
15
10
5
0
100 10 1 0.1
GRAIN SIZE IN MILLIMETERS
U.U1
0.001 1
COBBLES
GRAVEL
SAND
SILT OR CLAY
coarse
fine
I coarse
I medium
fine
Specimen Identification I Classification I LL PL PI Cc Cu
• B-3 8.5 1 POORLY GRADED SAND with GRAVEL(SP) 1 0.83 8.22
Q
Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt I %Clay
1 • B-3 8.5 25 2.178 0.694 0.265 25.1 71.6 3.3
ELDER
24051
2405 40th Avenue NE, Suite A101
Bellevue, WA 98005
Telephone: 425-562-4200
Fax: 425-562-4200
GRAIN SIZE DISTRIBUTION
Proposed South Lake Washington Street
Improvements
Renton, Washington
',T NUMBER: 43221
1
1
1
1
1
1
1
U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER
6 4 3 2 1.5 1 3/4 112318 3 4 6 810 14 16 20 30 40 50 60 100 140 200
100
I
I
I
I I
95
90
85
80
75
70
65
F-
w 60
>- 55
m
w
50
z
LL
F— 45
z
w
40
w
a
35
30
25
20
15
10
5
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
COBBLES
GRAVEL
SAND
SILT OR CLAY
coarse fine
coarse
medium
fine
U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER
6 4 3 2 1.5 1 :JL4 1123/8 3 4 6 810 1416 20 30 40 50 f0 100 140 200
100
I
I
I
I
I
I
95
90
85
80
75
70
65
H
60
w
r 55
m
w 50
z
H 45
z
w
40
w
o_
35
30
25
20
15
10
5
1TI
0
I
100 10 1 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
COBBLES
GRAVEL
SAND
SILT OR CLAY
coarse
fine
coarse
medium
fine
Appendix C
k'q KLEINFELDER
[Date]
[Name of Third -Party Representative]
[Third -Parry's Full and Formal Name]
[Third -Parry's Address]
Re: Agreement Concerning Release of Report
Report Number [Report Number]
Dear [Name of Third -Party Representative]:
The attached report was prepared pursuant to a specific scope of service and written
contract between [Name of Kleinfelder's Client], (Client) and Kleinfelder, Inc.,
(Kleinfelder) dated [Date of Contract]. Client has given us permission to release the
report to you. You may rely on this report as though it were addressed to you at the time
of the issuance for a period of six months from the date of issuance, with the express
understanding that Kleinfelder shall not be responsible for problems arising from events
or changes that may have occurred subsequent to our preparation of said report.
This reliance letter is expressly contingent upon your acceptance of the General Terms
and Conditions attached hereto and actual payment of $[Amount]. Your payment shall
also indicate your acceptance of the attached General Terms and Conditions which
' include a provision limiting Kleinfelder's liability, whether such liability arises in breach
of contract or warranty, tort (including negligence), strict or statutory liability, or any
other cause of action, to the maximum extent permitted by law. This reliance letter shall
' be void in the event your acceptance and said consideration is not received within seven
days of the above date.
Sincerely,
Kleinfelder, Inc.
[Name of Kleinfelder Representative]
[Representative's Title]
Attachments: Report
General Terms and Conditions
[Name of Third -Party Representative]
[Third-Party's Full and Formal Name]
[Third-Party's Address]
43221/SEA4R082.doc
Copyright 2004 Kleinfelder, Inc.
Pace 1 of 2
9j KLEINFELDER
I acknowledge and accept the Letter Agreement Concerning Release of Report
dated regarding Report No. including the attached
General Terms and Conditions, and remit payment of the consideration in the
amount of $
[Name and Title]
43221/SEA4R082.doc
Copyright 2004 Kleinfelder, Inc.
Date
Page 2 of 2
k'g KLEINFELDER
KLEINFELDER, INC. GENERAL CONDITIONS (PROFESSIONAL SERVICES)
1. Services. This Agreement is entered into between Third Party and Kleinfelder, Inc. ("Consultant") wherein
Third Party engages Consultant to provide a reliance letter to support professional services ("Services") in
connection with the project for Consultant's client (Client) described in the proposal ("Project") to which these
General Conditions apply. Third party agrees that services not specifically described in the Scope of Services
identified in Consultant's proposal to Client are not included in the Scope of Services described by Consultant.
This Agreement, including the original or any revised proposal, these General Conditions, any Consultant
Addenda and Fee Schedule, represents the entire Agreement between the parties and supercedes any and all
agreements between the parties, either oral or in writing, including any purchase or work order issued by Client
or Third Party.
2. Work Product. Services provided under this Agreement, including all reports, information,
recommendations, or opinions ("Reports") prepared or issued by Consultant, are for the exclusive use and
benefit of Client or Third Party in connection with the Project, are not intended to inform, guide or otherwise
influence any other entities or persons with respect to any particular business transactions, and should not be
relied upon by any entities or persons other than Client or Third Party for any purpose other than the Project.
Third Party will not distribute or convey such Reports to any other persons or entities without Consultant's prior
written consent which shall include a release of Consultant from liability and indemnification by such party.
Consultant's Reports, boring logs, maps, field data, drawings, test results and other work products are part of
Consultant's professional services, do not constitute goods or products and are copyrighted works of
Consultant. Third Party understands that Third Party may rely upon the final report for a period not to exceed
180 days from the date the report was issued by Consultant to the Client.
' 3. Standard of Care. Consultant has performed the Services in a manner consistent with that level of care
and skill ordinarily exercised by members of the Consultant's profession practicing in the same locality under
similar circumstances at the time the services were performed. This Agreement creates no other representation,
' warranty or guarantee, express or implied.
'4. Limitation of Liability. Consultant's potential liability to Third Party is grossly disproportionate to
Consultant's fee. Therefore, unless Third Party and Consultant otherwise agree in writing in consideration for
an increase in Consultant's fee, Third Party, including its directors, officers, partners, employees, agents,
'contractors and their respective assigns, agree to limit Consultant's liability (whether arising from contract,
statutory violation or tort) to the greater of $5,000 or the amount of Consultant's fee. This limitation of liability
shall apply to all phases of Services performed in connection with this Project, whether subsequent to or prior to
'the execution of this Agreement. In no event shall Consultant be liable for consequential, incidental or special
damages.
'5. Indemnification. To the fullest extent permitted by law, Third Party, including its directors, officers,
partners, employees, agents, contractors and their respective assigns, waives any claim against and agrees to
indemnify, defend, and hold harmless Consultant, its directors, officers, employees and subcontractors from and
'against all claims, liability, damages, or expenses ("Claims") arising out of, in connection with or relating to
any alleged act, failure to act, or other conduct of Consultant, including but not limited to, Claims alleging the
negligence or other fault of Consultant, but specifically excepting Claims arising out of Consultant's sole
tnegligence or willful misconduct. Third Party shall indemnify Consultant even if Third Party is partially or
wholly without fault for such Claims.
'43221/SEA4R082.doc Page 1 of 2
Copyright 2004 Kleinfelder, Inc.
I
kn KLEINFELDER
' 6. Dispute Resolution. The parties shall attempt resolution of any dispute arising under or related to this
Agreement by mediation. Either party may demand mediation by serving a written notice on the other party
'stating the essential nature of the dispute. The mediation shall be conducted in accordance with, but not under
the supervision of, the AAA Construction Industry Mediation Rules then in effect within forty-five (45) days
from the service of notice. The parties shall share the fees equally. If mediation fails, either party may institute
litigation in the state or federal court of the county in which Consultant's office issuing the proposal is located.
The prevailing party shall be entitled to attorneys' fees, cost, including costs incurred in the mediation and costs
of enforcement of any judgment. The parties expressly waive any statute of limitations for a longer period of
'time and agree that any action shall be brought within one year from the date of Consultant's final report. The
parties expressly waive any and all rights to a trial by jury in any action, proceeding or counterclaim brought by
either of the parties against the other with respect to any matter relating to, arising out of or in any way
' connected with this Agreement.
7. Changed Conditions. If during the course of performance of this Agreement conditions or circumstances
'were discovered which were not contemplated by Consultant at the commencement of the agreement,
Consultant shall notify Third Party of the newly discovered conditions or circumstances, and Third Party and
Consultant shall renegotiate, in good faith, the terms and conditions of this Agreement. If amended terms and
' conditions cannot be agreed upon within thirty (30) days after notice, Consultant may terminate this
Agreement.
' 8. Governing Law. The laws of the State where the Agreement was entered into shall govern interpretation of
this Agreement. If any term is deemed unenforceable, the remainder of the Agreement shall stay in full force
and effect.
1
9. Additional Provisions. Neither party may assign its interest in this Agreement without the prior written
consent of the other. Any modification to this Agreement will be effective only if it is in writing signed by the
party to be bound, except that if Consultant has performed services in reliance on Third Party's verbal approval
to proceed, Third Party shall be bound by such verbal approval. One or more waivers of any term, condition or
covenant by either party shall not be construed as a waiver of any other term, condition or covenant. This
Agreement may be signed in counterpart.
43221/SEA4R082.doc Page 2 of 2
Copyright 2004 Kleinfelder, Inc.