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GEOTECHNICAL REPORT
Act III Theaters
SW 41 st Street and East Valley Highway
Renton, Washington
Project No. T-3062
1XXX
Terra Associates
1
Prepared for:
Act III Theaters
1 Portland, Oregon
1
1 January 30, 1996
1
r
0 0
TERRA ASSOCIATES, Inc.
' Consultants in Geotechnical Engineering, Geology
and
Environmental Earth Sciences
January 30, 1996
Project No. T-3062
t Mr.Tim Reed
Vice President, Real Estate and Facilities
Act III Theaters
919 SW Taylor Street,#900
Portland, Oregon 97205
Subject: Geotechnical Report
Act III Theaters
SW 41st Street and East Valley Highway
Renton, Washington
Dear Mr. Reed:
As requested, we have conducted a geotechnical engineering study for the subject project. The attached report
presents our findings and recommendations for the geotechnical aspects of project design and construction.
' In general, the site is underlain by five to six feet of dense granular fill over several feet of organic silt and peat.
The organic silt and peat are underlain by medium dense to dense alluvial sands. To reduce post-construction
settlements to what may be considered tolerable levels, we recommend that the building area be pre-loaded with a
surcharge fill. Following successful completion of the surcharge program, the proposed theater complex may be
constructed using conventional spread footings placed on the existing fill or on new structural fill, as required. If
estimated post-construction settlements of one to two inches cannot be tolerated by the construction, you should
plan for deep foundation support or removal of the organic consolidating layer.
^� The attached report describes our explorations and explains our recommendations in greater detail. We trust this
information is sufficient for your present needs. Please call if you have any questions or need additional
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information.
Sincerely yours,Al
Ne,`
TERR AS � >Esl :=>
'
Kevin P. Roberts, P.l41,
Project Ena*d'r , 267 j
heodore F sc e er,P.E.
Principal Engir et r 6, - ;—�-7---
cc: Mr. Bart Treece, Ho� orton—Dennis and Associates, Inc.
12525 Willows Road, Suite 101, Kirkland, Washington 98034 • Phone (206) 821-7777
TABLE OF CONTENTS
Page
' 1.0 Project Description 1
2.0 Scope of Work 1
-� 3.0 Site Conditions 2
' 3.1 Surface 2
3.2 Subsurface 2
3.3 Groundwater 3
3.4 Seismic Hazards 3
4.0 Discussion and Recommendations 3
4.1 General 3
4.2 Site Preparation and Grading 4
4.3 Surcharge Program 5
4.4 Spread Footings 6
4.5 Excavate and Refill Procedure 6
4.6 Timber Piling 7
4.7 Augercast Piling 7
4.8 Floor Slab Construction 8
4.9 Excavations 8
4.10 Utilities 9
4.11 Pavements 9
4.12 Drainage 10
5.0 Additional Services 10
6.0 Limitations 10
Figures
Vicinity Map Figure 1
Exploration Location Plan Figure 2
Unified Soil Classification System Figure 3
Boring Logs Figures 4 through 8
Consolidation Test Data Figure 9
Appendix
Field Exploration and Laboratory Testing Appendix A
-� Geotechnical Report
Act III Theaters
SW 41st Street and East Valley Highway
' Renton, Washington
a� 1.0 PROJECT DESCRIPTION
c The project will consist of the construction of a multiplex theater complex located at SW 41st Street and East
Valley Highway in Renton,Washington. The project location is shown on Figure 1.
The theater complex will consist of 13 individual auditoriums surrounding a centrally located lobby area. The
total seating capacity of the theaters will be 3,645. The building will be located in the western part of the site and
paved parking for 949 vehicles will be constructed in the eastern half.
We received a facsimile transmission from VLMK Consulting Engineers dated January 14, 1996 which gives
structural information for the project. The building will be constructed using masonry block bearing walls with
' clear span steel trusses. Bearing wall loads of about 3.0 to 3.5 kips per lineal foot are planned. Isolated columns
are planned for the lobby structure, with column loads ranging from 60 to 90 kips. We anticipate that building
floor loads will be light to moderate, ranging from 100 to 200 pounds per square foot (psf).
A review of the Preliminary Storm Drain, Water Sewer and Grading Plan by Horton Dennis and Associates, Inc.
t dated December 19, 1995 indicates finished floor elevations for the structures will be at about Elev. 22. Site
grades in the building areas will be raised three to five feet above the current ground surface elevation to establish
the desired floor slab elevation. Grades in parking areas will be raised approximately one to two feet.
The recommendations in the following sections of this report are based on our understanding of the project's
design features. We should review final design drawings and specifications to verify that our recommendations
have been properly interpreted and incorporated into project design.
2.0 SCOPE OF WORK
Our scope of work on this project included review of existing soils data obtained from our previous study of the
site summarized in our Geotechnical Report, Project No. T-2303 dated April 19, 1993. Using this data, we
developed project specific geotechnical recommendations for design and construction of the theater complex.
• January 30, 1996
Project No. T-3062
Specifically, this report addresses the following:
• Soil and groundwater conditions
Site preparation and grading, including recommendations for design and construction of a building
' surcharge program
• Foundation support alternatives
• Slab-on-grade construction
• Pavements
a;
' Utilities
• Subsurface drainage
s �
3.0 SITE CONDITIONS
3.1 Surface
The property consists of an irregularly-shaped parcel covering approximately 13 acres. The property has about
800 feet of frontage on East Valley Road and is bounded on the west by wetlands and Lind Avenue. Immediately
south of the proposed building site is an existing warehouse building. A railroad spur which terminates at the
northeast corner of the warehouse extends westward to Lind Avenue and beyond. An existing HomeBase store
and parking lot bound the site to the north.
The project site and surrounding areas have been filled and graded. Topographically, the site is generally level,
t having been raised several feet from the original grade. Vegetation consists generally of sparse, low-lying
' groundcover and scattered saplings. Standing water in ruts and shallow depressions was visible during our study.
In the past, prior to filling, the area had been used for farming.
3.2 Subsurface
Three major geologic units were encountered during our previous exploration. These are artificial fill, alluvium,
and estuarine deposits. All are common to the Duwamish River valley floor.
The upper five to six feet of soil across the site is fill consisting of medium dense, silty, gravelly sand. Alluvial
soils underlie the fill to a depth of about 32 feet. The upper portion of the alluvium deposit, to a depth of nine to
ten feet below existing grade, is soft organic silt and peat. The organic silt includes partially decomposed organic
matter (peat) in varying amounts. In several of the test borings, fibrous peat was found as a separate soil unit,
either within or immediately below the organic silt.
Page No. 2
January 30, 1996
Project No. T-3062
1
The organic silt and/or peat is underlain by medium dense to very dense, gray to black alluvial sand. Occasional
silt layers were encountered within the sand unit. The alluvial soils are underlain by estuarine deposits which
typically vary in composition from clayey silt to sand and gravel. Shells are typical within these deposits. Gray.
silt with shell fragments was found in four of the borings underlying the black sand.
The Geologic Map of the Renton Quadrangle, King County, Washington by D.R. Mullineaux (1965) shows that
the soils are mapped as peat (Qlp). While some peaty soils were observed at the site, the native organic silt and
clay underlying the fill at the site correlates better with the description of the nearby mapped alluvium (Qaw).
3.3 Groundwater
Groundwater was encountered in all of the test borings at a depth of about ten feet. Wet fill soils and wet organic
' soils were also observed above this level. Groundwater levels can vary seasonally with rainfall and other factors.
3.4 Seismic Hazards
The Puget Sound area falls within Seismic Zone 3 as classified by the Uniform Building Code (UBC). Based on
' the soil conditions encountered and the local geology, Table 16-J of the 1994 UBC indicates a site coefficient of
1.5 should be used in design of the structure.
We reviewed the results of our previous field and laboratory testing and analyzed the potential for liquefaction of
the site's soils during an earthquake. Liquefaction is a phenomenon where there is a reduction or complete loss of
soil strength due to an increase in pore water pressure induced by vibrations from a seismic event.
Based on information obtained, and considering the additional confining stresses from the building and fill
1-1
weight, it is our opinion that the risk of liquefaction-related impacts to the structure are minimal.
1
4.0 DISCUSSION AND RECOMMENDATIONS
4.1 General
The primary geotechnical concern for construction at this site is the presence of the two to four foot thick organic
silt layer underlying the existing fill soils at the site at a depth of five to six feet below the existing surface grade.
Consolidation of these soils will occur when subjected to loads comparable to those expected from the
construction of the theater complex.
A fill surcharge program implemented prior to construction will consolidate the compressible soil layer and
induce most of the primary settlements under loads expected from the project. Once the primary settlements are
complete, lesser amounts of secondary settlement will continue throughout the life of the structure. Analysis
indicates that over a 50 year span, 1.5 inches of secondary settlement are expected. These secondary settlements
are in addition to settlements that will occur from placement of the building's foundation.
Page No. 3
' January 30, 1996
Project No. T-3062
Buildings that are relatively settlement tolerant can typically be supported on conventional spread footing
foundations following completion of a surcharge program. We expect some cracking of masonry block walls
with the post-construction settlements of a magnitude anticipated at this site. If the settlements cannot be tolerated
by the facility, other foundation alternatives will need to be considered. These alternatives can consist of:
• Overexcavation and removal of the organic soils and replacement with a structural engineered fill for
foundation support
• Piling support using either timber or augercast piling systems
The foundation option chosen for design of the theater complex will depend on how much risk of damage to the
structure from differential settlement that is acceptable to the owner. The following sections provide more
detailed recommendations and discussion regarding the anticipated settlements for each foundation option.
4.2 Site Preparation and Grading
Building and pavement areas should be stripped of vegetation and any other deleterious material. The stripping
depth to remove vegetation is expected to be limited, in the range of two to six inches.
Following clearing, the fill surface should be proofrolled with heavy construction equipment prior to placement of
additional fill. Soft, yielding areas should be overexcavated to firm bearing soil and replaced with structural fill.
Where excavations to achieve firm conditions are excessive, the use of a geotextile fabric such as Mirafi 500X in
conjunction with limited overexcavation and replacement with a structural fill can be considered. Typically, 18
inches of clean granular stnuctural fill over the fabric will achieve a stable subgrade.
Existing fill soils excavated on the site, excluding those containing excessive vegetation debris and organic
matter, could be used as structural fill. However,the ability to use these soils as structural fill will depend on their
moisture content and the prevailing weather conditions at the time of construction. It will be difficult to achieve
proper compaction of these soils when their moisture content is above optimum. When the moisture is excessive,
the soil can be dried by aeration to a moisture content which will allow for proper compaction. Alternatively, an
additive such as lime or cement can be used to accelerate the drying process to provide a more stable and
workable soil.
We recommend that the structural fill imported to the site to achieve site grades consist of inorganic free-draining
granular soil meeting the following grading requirements:
Maximum Aggregate Size 6 inches
Minimum Retained on the No. 4 Sieve 25 percent
Maximum Passing the No. 200 Sieve 25 percent
(Based on the Minus 3/4-inch Fraction) (see following narrative)
Page No..4
January 30, 1996
Project No. T-3062
For fill placement during wet weather or conditions where the moisture content of fill containing fines cannot be
controlled, we recommend importing fill soil that has a maximum of five percent passing the No. 200 sieve.
Structural fill materials should be placed in uniform loose layers not exceeding 12 inches and compacted to a
' minimum of 95 percent of the soils' maximum density, as determined by ASTM Test Designation D-698
(Standard Proctor). The moisture content of the soil at the time of compaction should be within about two percent
of its optimum, as determined by this same ASTM method.
4.3 Surcharge Program
In order to use spread footing foundations for the theater structures, a surcharge program in the building areas will
be necessary to induce primary settlements. For this procedure, following placement of building fills required to
achieve desired construction grade, an additional four feet of fill material should be placed. The surcharge should
extend laterally at least five feet beyond the building perimeters.
The soil used for the surcharge has no structural requirements other than it should be placed in a uniform manner
with a final unit weight in place of no less than 120 pcf (pounds per cubic foot). For planning purposes, it is
advisable to use a soil which meets the requirements of a structural fill so that when the surcharge program is
completed, it can be used in other areas of the site, such as parking areas, to establish subgrade elevations.
The estimated total primary settlement under the fill weight is six to eight inches. The primary settlements should
be completed in approximately eight to ten weeks. If desired, the rate of consolidation can be accelerated by
increasing the height of the surcharge fill. We estimate that by increasing the surcharge fill height to seven feet
the estimated time for the desired settlements to occur would be reduced to five to seven weeks.
It will be necessary to monitor settlement progress in the field in order to verify the degree of settlement and the
' rate of movement. For this purpose, we recommend installing at least 14 settlement markers prior to placement of
the buildings and surcharge fill. The settlements should be monitored daily during placement of the fill and then
weekly thereafter. The settlement readings should be obtained by a registered land surveyor and based on an
established benchmark well away from the building area.
The settlement markers should be clearly flagged and protected from potential damage by equipment during
grading work and placement of the surcharge fill. It is imperative that the earthwork contractor recognize the
importance of the settlement markers and that all efforts are taken to prevent them from disturbance and damage.
It is extremely difficult to evaluate the settlement progress with markers that have been hit and displaced or
completely destroyed during grading activities.
Once field measurements have verified that the anticipated settlements have occurred, the surcharge material may
be removed. If the surcharge material is of suitable quality, it may be used to grade the parking areas. Estimated
settlements in the parking areas as a result of this fill placement are 1.5 to 2 inches. It is advisable to allow these
anticipated settlements to take place prior to the utility installations or pavement construction.
Page No. 5
' • January 30, 1996
Project No. T-3062
Post-primary foundation settlements after surcharging are estimated to be 3/4 to 1 inch, of which 50 percent will
be differential. These settlements are expected to occur within one to two months following the application of
building loads. Post-floor slab settlements [assuming a 200 pounds per square foot (psf) floor slab loading] in the
i range of 1/4 inch and less is expected. However, because the consolidating layer is organic, secondary
settlements from continued compression of the organic soil mass should be expected. Analysis indicates that over
a 50 year span, an additional one inch of settlement is expected. Of this amount, 50 percent should occur in the
first year and about 70 percent should occur within five years of construction.
4A Spread Footings
With site preparation and grading completed as described and following successful completion of the surcharge
program, suitable support for spread footing foundation construction should be provided. Foundations can obtain
bearing within either the newly placed structural fill soils or existing fills. However, there should be a minimum
distance of four feet between the base of the footing and the top of the organic consolidating layer. Where
foundations will be exposed to frost, they should obtain bearing at a minimum depth of 18 inches below final
exterior grades.
Spread footing foundations obtaining support as described can be dimensioned for an allowable bearing capacity
of 3,000 psf. A 1/3 increase in this capacity can be used when considering short-term transitory loading such as
wind or seismic. For resisting lateral loading, a base friction coefficient of 0.4 can be used. In addition, passive
resistance developing in the opposite direction of the lateral thrust on the sides of the footing and foundation stem
wall can be considered. We recommend computing the passive resistance using an equivalent fluid weight of 350
pcf. This value assumes that the foundation will be constructed neat against the excavation or backfilled with a
' structural fill. This value is provided with a safety factor of 1.5.
4.5 Excavate and Refill Procedure
For this procedure, the consolidating soil layer will be excavated and removed from below the foundations with
grades then restored to the desired construction elevation using structural fill. Based on information obtained,
excavations of nine to ten feet below existing surface grades will be necessary. The excavation will also need to
be oversized to allow for placing structural fill a distance laterally from the edge of the foundation equal to 1/2 the
depth of the fill below the foundation.
Once removed, grades can be restored using a structural fill placed and compacted in accordance with the
recommendations in the Site Preparation and Grading section. The excavation to remove the organic silt layer
will expose loose to medium dense sands in a water bearing condition. Therefore, it will probably be necessary to
place an initial 12 to 18 inch layer of quarry rock or railroad ballast in order to establish a firm base on which to
place the remaining portion of the structural fill.
For this method of obtaining support, spread footing foundations can be designed as discussed in the preceding
section. Foundation settlements should be negligible, with less than 1/2 inch total settlement anticipated. This
settlement will be immediate, occurring as building loads are applied.
Page No. 6
' • January 30, 1996
Project No. T-3062
4.6 Timber Piling
r•,
Transferring structural loading below the consolidating layer by the use of timber piling can be considered. We
estimate that timber piling having a minimum tip diameter of eight inches will achieve an allowable axial load of
25 tons when driven to minimum tip elevations of 20 to 25 feet below existing surface grades. This allowable
axial load takes into account potential negative loading caused by downdrag on the pile due to consolidation of
the organic layer under building fill and floor slab loading.
Full axial capacity can be used provided the piles are spaced at a minimum of three pile diameters. Closer spacing
,.j in pile groups will require a reduction in the single pile capacity. This reduction will depend on the number of
piles in the pile group and the spacing used. For resistance to lateral loading a lateral pile capacity of six tons can
be used. Estimated pile settlements are 1/2 inch and less.
To successfully install timber piling at the site, it will probably be necessary to predrill the upper five to six feet of
existing fill soils. The pile driving hammer used to install the piles should have sufficient energy to drive the
piling to the estimated tip elevation without damage to the pile. For this purpose, we recommend that the pile
driving equipment have a minimum rated energy of 15,000 foot-pounds with an efficiency factor of at least 70
percent.
We also recommend that prior to ordering production piles and their installation, a minimum of three test piles be
driven at the site to verify anticipated tip elevations and establish driving criteria for use in evaluating production
pile capacities. The test piles should be driven with the same equipment that will be used in the production pile
installations.
4.7 Augercast Piling
Augercast piling can be considered as an alternative to timber piling in transferring foundation loading below the
consolidating organic silt layer. For 16-inch diameter pilings with minimum tip elevations of 20 feet below
existing surface grades, an allowable axial load of 30 tons is available for design. This loading takes into account
the potential negative loading affects due to downdrag.
Full pile capacity can be used provided the pile spacing is equivalent to three pile diameters. Closer spacing in
pile groups will require a reduction in the single pile capacity and will depend upon the number of piles and
spacing used. For resistance to lateral loads, an allowable lateral pile capacity of nine tons is available. The
estimated pile settlement is one inch and less.
Augercast piles are formed by the pressure injection of grout through a hollow stem auger which is slowly
retracted from the ground after advancement to the recommended tip elevation. The grout pressure used will
compress the soils within the immediate vicinity of the pile, thereby increasing to some extent the pile diameter
and the amount of grout required to construct the pile. For planning purposes, we suggest considering a 30
percent increase in the amount of grout necessary to form the pile.
Page No. 7
' • • January 30, 1996
Project No. T-3062
In construction of augercast piling, a higher than normal reliance on quality workmanship is required for
successful installations. It is extremely important that the grout pressure be consistent and uniform during the
installation and that retraction of the auger occurs at a slow uniform pace beneath a sufficient head of grout in the.
3 pile column. The contractor should have adequate means for verifying grout pressure and estimating the volume
of grout used in the construction of the piles. Because of the compression affects and the possible influence on
adjacent pile construction, the installation sequence should be based on a minimum pile spacing of five pile
diameters. Once the grout column has achieved its initial 24 hour set, pile construction in between these spacings
can be completed.
4.8 Floor Slab Construction
. With site preparation completed as described in the Site Preparation and Grading section, new structural fills and/
or existing fill soils should be suitable for supporting slab-on-grade construction. Immediately below the floor
slabs we recommend making an allowance for placing a six inch layer of clean free-draining sand or gravel which
has less than five percent passing the No. 200 sieve. This capillary break will guard against wetting of the floor
slab due to the underlying soil conditions.
Where moisture via vapor transmission is not desired, a polyethylene vapor barrier should also be installed. We
suggest that this vapor barrier be placed on an initial four inch layer of the capillary break material and then
covered with the final two inches to help protect it during construction and to aid in uniform curing of the
concrete floor slab.
If the surcharge option with standard spread footing foundations is selected, estimated floor slab settlements of
less than 1/2 inch is expected due to post-primary consolidation. If one of the other foundation support
alternatives is selected and the building site is not surcharged, post floor slab movements of approximately one
inch may be expected. This movement assumes that settlements due to required building fills would be allowed to
occur prior to floor slab construction. The floor movements would be entirely differential with respect to the
foundation construction. This settlement can be reduced to estimated levels of 1/2 inch and less by using a
surcharge program as described previously, but limiting the depth of surcharge to two feet above that required to
achieve desired construction grades.
4.9 Excavations
Excavations greater than four feet in depth will need to be completed in accordance with local, state, or federal
regulations. In accordance with the Occupational Safety and Health Administration (OSHA), soil conditions
encountered at the site are classified as Group C soils. Accordingly, excavations greater than four feet in depth
but not exceeding 20 feet will need to be laid back with side slope gradients of 1.5:1 (Horizontal:Vertical). As an
option, a trench shoring box to support the sides of the excavations throughout the lower depth may be used with
the upper portion of the excavation, which is not supported by the trench box, sloped back to these requirements.
4 Dewatering will need to be considered where excavation depths exceed ten feet below existing site grade.
Page No. 8
' • January 30, 1996
Project No. T-3062
4.10 Utilities
' We recommend that all site utilities be bedded and backfilled in accordance with applicable APWA specifications.
For site utilities within City right-of-way, bedding and backfill should be completed in accordance with City of
Renton specifications. At a minimum, utility trench backfill should be placed and compacted in accordance with
recommendations presented in the Site Preparation and Grading section. Where utilities will occur below
unimproved areas, the degree of compaction can be reduced to a minimum of 90 percent of the soil's maximum
density as determined by the referenced ASTM standard. Because of the potential for long-term settlements,
utility pipe joints and connections should be flexible, allowing for up to one inch of differential movement.
' 4.11 Pavements
p
' With subgrade soils prepared as described in the Site Preparation and Grading section, suitable support for
pavement construction should be provided. However, regardless of the compaction results obtained subgrades
must be stable and non-yielding prior to paving. Immediately prior to paving, the area of the subgrade should be
proofrolled with heavy construction equipment to verify this condition.
The required pavement thickness is not only dependent upon the supporting capability of the subgrade soils but
also on the traffic loading conditions which will be applied. For light commercial vehicles and typical passenger
vehicle traffic the following pavement section options are recommended:
' 1. Two inches of asphalt concrete(AC)over four inches of crushed rock base (CRB)or
2. Two inches of AC over two inches of asphalt treated base (ATB)
If there is a potential for pavement construction to be delayed until the wet winter months, the subgrade soils must
consist of a clean granular material as described in the Site Preparation and Grading section. In addition, we
strongly suggest that the subgrade be further protected by placing a layer of ATB on which construction traffic
could access the project without excessively disturbing the subgrade soils. For this purpose, the ATB thickness
should be three to four inches. Repair of failed ATB areas should be anticipated prior to final paving. However,
the overall integrity of the subgrade soils will be considerably less impacted if this protection is provided.
Because of secondary compression of the organic silt layer, some degree of post-construction settlement within
the pavement structure should be anticipated. This settlement will probably result in some longitudinal and
transverse cracking of the pavement. Cracks in the pavement should be sealed in a timely fashion to prevent
excessive surface water infiltration into the subgrade soils.
Page No. 9
January 30, 1996
Project No. T-3062
4.12 Drainage
Surface
' Final exterior grades should promote free and positive drainage away from the building areas at all times. Water
must not be allowed to pond or collect adjacent to foundations or within the immediate building area. We
recommend providing a gradient of at least three percent for a minimum distance of ten feet from the building
perimeter, except in paved locations. In paved locations, a minimum gradient of one percent should be provided
unless provisions are included for collection and disposal of surface water adjacent to the structure.
Subsurface
' If the exterior grade immediately adjacent the structure is paved and positively drained, in our opinion, perimeter
foundation drains would not be required. However, in landscaped areas foundation drains should be installed.
The foundation drains and roof downspouts should be tightlined separately to an approved discharge facility.
Subsurface drains must be laid with a gradient sufficient to promote positive flow to a controlled point of
approved discharge. All roof downspout drainlines should be separately tightlined and not tied to the foundation
drains where installed.
5.0 ADDITIONAL SERVICES
Terra Associates, Inc. should review the final design and specifications in order to verify that earthwork and
foundation recommendations have been properly interpreted and implemented in project design. We should also
provide geotechnical services during construction in order to observe compliance with the design concepts,
specifications, and recommendations. This will also allow for design changes if subsurface conditions differ from
those anticipated prior to the start of construction.
6.0 LIMITATIONS
We prepared this report in accordance with generally accepted geotechnical engineering practices. This report is
the property of Terra Associates, Inc. and is intended for specific application to the Act III Theater project in
Renton, Washington. This report is for the exclusive use of Act III Theaters and their authorized representatives.
No other warranty, expressed or implied, is made.
The analyses and recommendations presented in this report are based upon data obtained from the test borings
drilled on-site in March of 1993. Variations in soil conditions can occur, the nature and extent of which may not
become evident until construction. If variations appear evident, Terra Associates, Inc. should be requested to
reevaluate the recommendations in this report prior to proceeding with construction.
Page No.10
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REFERENCE: THE THOMAS GUIDE, KING COUNTY, WASHINGTON, PAGES 655, 656, 685 AND 686, 1995 EDITION.
VICINITY MAP
ROGeotechnicol
TERRA ACT III THEATERS
ASSOCIATES RENTON, WASHINGTON
Consultants Proj. No.3062 Date 1/96 Figure 1
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I I �s sea>to.Ds.-..100 0 100 200 feet /� I
LEGEND: I �. 'I I I •<t.Y d•«5�,o m S,.R I \
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APPROXIMATE LOCATION OF BORINGS FROM PREVIOUS
STUDY BY TERRA ASSOCIATES (SEE REFERENCE No. 2) __..^-�
REFERENCE: — '- --- SW 41 St STREET
1. PRELIMINARY STORM DRAIN, WATER, SEWER AND GRADING EXPLORATION LOCATION PLAN
PLAN PROVIDED BY HORTON DENNIS & ASSOCIATES, INC.,
JOB No. 9566.00, SHEET 1 OF 1, DATED 12/19/95. '' TERRA ACT IIf THEATERS
ASSOCIATES RENTON, WASHINGTON
2. GEOTECHNICAL REPORT BY TERRA ASSOCIATES, INC.,
PROJECT No. T-2303, DATED 4/9/93. Geotechnical Consultants Proj. No.3062 Date 1/96 Figure 2
i
Ah Am
MAJOR DIVISIONS LETTER GRAPH TYPICAL DESCRIPTION
SYMBOL SYMBOL
GRAVELS Clean GW Q; CD Well-graded gravels, gravel-sand mixtures, little
a�
Gravels �.Q•q• or no fines.
(less than •• • • •• Poorly-graded gravels, gravel-sand mixtures, little
w co ai More than o GP •• • • ••
_ 1 5/ fines) or no fines.
p _•�i 50% of coarse
V c fraction is GM Silty gravels, gravel-sand-silt mixtures, non-
, Q a) > larger than No. Gravels plastic fines.
w o °' 4 sieve. with fines
z cn GC Clayey gravels, gravel-sand-clay mixtures, plastic
Q o • • • fines.
O O N SANDS Clean Well-graded sands, gravelly sands, little or
Sands
SW no fines.
cII More than (less than <.:s. •.'?>?i'•.`•: Poorly-graded sands or gravelly sands, little
Q 50% of coarse
5% fines) SP "''''''``"< or no fines.
O a fraction is
U ° smaller than SM Silty sands, sand-silt mixtures, non-plastic fines.
No. 4 sieve. Sands
with fines
SIC Clayey sands, sand-clay mixtures, plastic fines.
SILTS AND CLAYS ML Inorganic silts and very fine sands, rock flour, silty or
J ^' clayey fine sands or clayey silts with slight plasticity.
rO � CL Inorganic clays of low to medium plasticity, gravelly
� 2 Liquid limit is less than 50% clays, sandy clays, silty clays, lean clays.
O Eo iiiiii ii
' w o o I OL Or anic silts and organic clays of low plasticity
z oN I iii�i�l�liliiiii g g Y P tY•
< c z Inorganic silts, micaceous or diatomaceous fine
O L SILTS AND CLAYS MH sandy or silty soils, elastic.
ro
w E'
z o Liquid limit is greater than 50% CH Inorganic clays of high plasticity, fat clays.
LLL.
OH Organic clays of medium to high plasticity,
' M1 M1 organic silts.
HIGHLY ORGANIC SOILS PT ^ ^ ^ ^ Peat and other highly organic soils.
�r
' DEFINITION OF TERMS AND SYMBOLS
J Standard Penetration 2" OUTSIDE DIAMETER SPLIT
> Density Resistance in Blows/Foot I SPOON SAMPLER
of Very loose 0-4 2.4" INSIDE DIAMETER RING SAMPLER
Loose 410 OR SHELBY TUBE SAMPLER
° Medium dense 10-30 P SAMPLER PUSHED
0 Dense 30-50 * SAMPLE NOT RECOVERED
Very dense >50 �Z WATER LEVEL (DATE)
n WATER OBSERVATION STANDPIPE
Standard Penetration C TORVANE READINGS, tsf
Consistency Resistance in Blows/Foot q u PENETROMETER READING, tsf
SVery soft 0 2 W MOISTURE, percent of dry weight
o Soft 2-4 pcf DRY DENSITY, pounds per cubic foot
J Medium stiff 4-8 LL LIQUID LIMIT, percent
Stiff 8-16
Very stiff 16-32 PI PLASTIC INDEX
Hard >32 N STANDARD PENETRATION, blows per foot
SOIL CLASSIFICATION SYSTEM
TERRA ACT III THEATERS
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants
Proj. No. T-3062 Date 1/96 Fgure 3
Boring No. B-1
Logged by: DBG
Dated: 3-17-93
Graph/ Depth (N) Water
USCS Soil Description Consistency Blows Content
(ft ) (ft) N
27 13
FILL-Gray-brown, gravelly Medium dense
SAND with silt, wet. to dense 35 13
5 � 3 15
OL Brown, organic SILT with Soft
root fibrils.
13 111
10
5 27
Gray-black, fine SAND with 12 36
silt, wet. 2-inch thick layer Loose to
of peat at 11 feet,water Medium dense 15
bearing. j
20 40
sP 20
SM
' 57 26
Dense to 25
Very dense
50/6" 24
30
ML Gray SILT,with shell fragments,wet. Stiff I 10 ( 36 1
1
Boring terminated at 34 feet.
Groundwater encountered at 10 feet.
BORING LOG
TERRA ACT III THEATERS
FORMER HOME BASE SITE
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants
' Proj. No. 3062 Date 1/96 Figure 4
Boring No. B-2
Logged by: DBG
Dated: 3-17-93
(D
Graph/ Depth 0 (N) Water
USCS Soil Description Consistency Blows Content
(ft.) a (ft) (%)
30 11
FILL- Brown-gray, gravelly
SAND with silt,wet. Dense = 47 9
5 = 2 65
U4
Brown, organic SILT with peat
01 .... seams and layers. 10
30
18
>f>:
••`%' ?> Medium dense 15
? = 20 42
•::>�<r<` : � Gray-black, fine to medium
SAND with some silt and silt 20
SPinterbeds,waterbearing.
' SW
19 26
25
50/5" 26
Very dense 30
Soft 7 39
Gray SILT,wet. So 35
ML
2 36
Boring terminated at 39 feet.
Groundwater encountered at 10 feet.
BORING LOG
ACT III THEATERS
TERRA FORMER HOME BASE SITE
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants
Proj. No. 3062 Date 1/96 Figure 5
0
Boring No. B-3
Logged by: DBG
'. Dated: 3-17-93
Dry
Graph/ 0- (N) Water Unit
(ft.)
USCS Soil Description Consistency Depth E Blows Content Wt.
a
U) (ft) N (pCf)
29 13
FILL- Brown-gray, gravelly 1
SAND with silt, wet. Medium dense = 30 10
5 10 63
............
Brown, organic SILT and
PEAT,wet. Soft P 126 36.4*
10
12 35
Gray-black, fine SAND with 31 25
silt,waterbearing. Medium dense
...........
15
35 22
sp Dense to —20
SM Very dense
' =X
62 24
— 25
50/4- 25
—30
ML
Gray SILT,wet. Soft T 2 39
Boring terminated at 34 feet.
Groundwater encountered at 10 feet.
See Attached Consolidation Curve, Figure 9.
BORING LOG
Z777777771 ACT III THEATERS
TERM FORMER HOME BASE SITE
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants Proj. No. 3062 1 Date 1/96 1 Figure 6
Boring No. B-4
Logged by: DBG
Dated: 3-17-93
Graph/ Depth n- (N) Water Unit
USCS Scil Description Consistency (ft ) Blows Co Content Wt
cn (ft) N (Pcf)
24 16
FlLL-Brown-gray, gravelly Medium dense � 45 10
SAND with silt,wet. to dense
9 61.5 58.3
Brown, organic SILT with peat,wet. Soft 5
10 10 32
Gray-black,black fine SAND with
y" � Medium dense
silt, waterbearing.
. ;IVA
15
.::..:; 17 35
SP
sM 20
''fit'''•
41 31
Dense to
Very dense 25 i
>< >_
50/5" 25
30
ML Gray SILT, wet. Soft
ITI 1 49
Boring terminated at 34 feet.
Groundwater encountered at 10 feet.
BORING LOG
ACT III THEATERS
TERRA FORMER HOME BASE SITE
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants
Proj. No. 3062 Date 1/96 Figure 7
Boring No. B-5
Logged by: DBG
Dated: 3-18-93
Q) Dry
Graph/ N Water
USCS Soil Description Consistency (ft.) E Blows Content Wt.
t
Depth
cn (ft) CYO) (Pcf)
— 28 it
FILL- Brown-gray, gravelly
SAND with silt, wet. Medium dense 7 25 14
OL Brown,organic SILT with peat 5 JE P 71.8 53.2
PT ^ seams and layers,wet. Soft>•`:>`:`"'"` P 102.5 40.9
> - l < 10
Gray to black, fine SAND
with silt and silt interbeds, Medium dense = 12 31
waterbearing. 15
Black, medium to coarse
SP' " : SAND,waterbearing. Dense 20
SM
30 22
25
* No Recovery Very dense
50/3"
30
42 26
Boring terminated at 34 feet.
Groundwater encountered at 10 feet.
BORING LOG
TERRA ACT III THEATERS
FORMER HOME BASE SITE
PON ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants
' Proj. No. 3062 Date 1/96 Figure 8
3 . 0
2 . 8
' 2 . 6
2 . 4
o
'j 2 . 2
Q
H
0 2 . 0
1 . 8
' 1 . 4
. 1 . 5 1 5 10 100
Pressure (tsf)
Moisture Dry
y No.
Key Boring Depth USCS Soil Description Cr Cc eo Content, W% Density
(ft.) Before I After (pcf)
3 8'-9 OL Organic Silt .22 1 .36 2.77 126.0 109.2 36.4
Cr = Recompression Index
Cc = Virgin Compression I .dex
eo = Inplace Void Ratio
CONSOLIDATION TEST DATA
TERRA ACT III THEATERS
!�� \\ FORMER HOME BASE SITE
ASSOCIATES
7,
Geotechnical Consultants Proj. No. 3062 f Date 1/96 Figure 9
APPENDIX A
FIELD EXPLORATION AND LABORATORY TESTING
' Act III Theaters
Renton, Washington
On March 17, 1993, we performed our field exploration at the site using a truck-mounted hollow stem
auger drill rig. The subsurface investigation was conducted as part of our work for our Geotechnical
Report, Project No. T-2303, dated April 9, 1993. We explored subsurface soil and groundwater
conditions at the site by drilling five hollow stem auger test borings to depths of 49 feet below existing
grade. The locations of the borings were approximately determined by measurements from staked
property corners and site features. The boring locations are shown on Figure 2. The Boring Logs are
presented on Figures 4 through 8.
Representative soil samples were obtained from the borings and classified in the field according to the
Unified Soil Classification System shown on Figure 3. They were then placed in closed containers and
taken to our laboratory for further examination and testing. The testing program included the following:
• Moisture content
' Unit weight
' Consolidation
All test results have been tabulated and are included on the Boring Logs opposite the samples on which
they were performed. The results of the consolidation tests are plotted on Figure 9.
Project No. T-3062