HomeMy WebLinkAbout02869 - Technical Information Report - Geotechnical - t •
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39 .,A ,�. . Consultants in Geotechnical Engineering, Geology • .
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. Environmental Earth Sciences
1���,rE�VE� June 9, 1999
Project No.T-3707-2
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CITY.OF RENTON ��:' --- � .
UTIUTY SYSTEM$ . � =�'' ;_ �;. �'� �
Mr. Curtis Miller : - C�� � . � �.
Pacific Gulf Properties, Inc. J,Ij�R 2 Q ��D�Q
4220 Von Karman, Second Floor _ � �
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NewportBeach, Califomia 92660-2002 � �'_� ' � . __ . '
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Subject: Geotechnical Study
Lind Avenue Warehouse Building
3600 Block of Lind Avenue
Renton,Washington
Reference: Geotechnical Report, Commercial Laundry Facility,prepared by Terra Associates, Inc.,
dated August 15, 1997 �
Dear 1�Ir.Miller:
As requested, Terra Associates, Inc. has completed a geotechnical study of the subject site. T"ne site is located
between the 3600 and 3900 blocks of Lind Avenue in Renton, Washington. A Vicinity Map showing. the
location of the site is presented as Figure 1. _
PLI2POSE A1r�D SCOPE -
�We previously completed a geotechnical study for the planned construction of a building in the northern portion
of the site. Our findings and recommendations are summarized in the referenced geotechnical report. 'The
purpose of this study was to obtain additional subsurface information and provide geotec:i.�ical recommendations
specific to the design and consin:ction of the currently planned warehouse building.
Our scope of�vork for this project included conducting four electric cone pene�ation tests (CPTs) at the site and
preparing this report. The CPTs obtained detailed soil resistance and pore pressure profiles of the soils
encountered beneath the site. -
Lsing the CPT and previous test boring da:a, we perfor.ned analyses to develop geotechnical recomr�.endat:ons
for project design and cons:ruction.
12525 �•Villo�vs Road, Suite 101, Kirkland, Washington 98034
Phone (42�) 821-7777 • Fax (=�25) 821-4334 � terraC�terra-associates.ccm
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� - Mr. Curtis Miller , . . � . .
` June 9, 1999. � - • . � .
Specifically, this report addresses surface and subsurface conditions, contains the results of our analyses, and
provides geotechnical recommendations for the following:
• Site preparation and grading �
• Foundation alternatives
• Settlement and liquefacrion _ .
• • Slab-on-grade floors
� Lateral earth pressure
• Utilities .
• Pavements . � . .
• Drainage . .
PROJECT DESCRIPTION
Pacific Gulf Properties provided us with a conceptual site plan(Scheme 9A) dated Apri120, 1999. Review of the
site plan indicated that the subject project wzll consist of constructing a warehouse building encompassing
100,500 square feet. Loading dock and parking areas will be located along the westem and eastern margins of
the building. The building floor slab will be constructed at an elevation two feet higher than adjacent parking lot
grades. We anticipate that site grades will be raised approximately two feet for parkino lot construction.
The buildings will be constructed using 24-foot concrete tilt-up wall panels. Perimeter wall loads could approach
4 to 6 kips per foot with interior columns carrying 80 to 100 kips. We expect that floors constructed at dock-high
grade could impose loads of 250 to 300 pounds per square foot (ps fl. Access drive and loading dock areas will
likely receive relatively heavy truck traffic loads.
The recommendations contained in the following sections of this report are based on our understanding of
current design concepts. We should review project drawin�s to verify that our recommendations have been
properly interpreted, and be given the ogportunity to develop supplemental recommendations if required.
SITE CONDITIONS
Surface
We conducted a surface reconnaissance at the site an May 27, 1999. Trie si�e is located beriveen the 3600 and
3900 bloc!cs of Lind Avenue in Renton, Washington. The site is bordered to the north by an equipment rer.tal
facility and to the west by Lind Avenue. A warehouse facility borders the site to the south. A theater complex
and home supply store border the site to the east. Paved access roads extend from Lind Avenue eastw�ard alor.Q
t:�e northern ar.d southem site marPi::s. A railroad spur lies adjacent to the norhern property line.
� � Project No. T-3707-2
Page No. 2
Iv1r. Curtis Miller . .�' � -
June 9, 1999 � � : �
The flat site is currently operi and cleared of primary vegetation. The northern portion of the site consists.of a �
� dirt surface. Fill has previously been placed over a small area in the northem part of the site. Fill thickness
ranges to a maximum of two feet. The northem part of the central area contained a pile of stumps and debris.
No standing water was noted in the site at the time of our visit. Site vegetation consisted mainly of wild grasses.
Assorted shrubs were present along the western property line adjacent to Lind Avenue. Shn.ibs and small
deciduous trees were also located in designated wetland areas in the site's eastern margin. �
Subsurface . . . � .
On May 19, 1999, our exploration subcontractor; Northwest Cone Exploration, performed four Electric Piezo-
Cone Penetration Tests in the proposed building location. The tests were performed to depths ranging from 30.0
to 31.5 feet below existing site grades. � - . , �
The approximate locations of the CPTs are shown on the Exploration Location Plan, Figuie 2.` Plots.of the cone
� data are attached as Figures 3 through 6. Soil logs interpreted from the cone data, along with estimated Standard
Penetration Test values (N�), are attached as Figures 7 through 10. Boring logs from our previous field
exploration at the site are contained in Figures 11 through 13. �
The CPT-1 location was pre-drilled through dense fill soils to a depth of six feet in order to facilitate pushing of
. the cone through the upper, relatively. dense layer. The cone and test boring data reveals that fill consisting of
loose to dense sand and silty sand underlies the site to depths ranging from 4.� to 7.5 feet. A 2.5=.to 5.0-foot
thick layer of very soft to soft clay and organic clayey silt was encountered beneath the fill in the CPT arid boring
locations_
The soft clay and organic silt are underlain.by sand to silty sand to the entire depth of the borings and cone
penetration.tests. SPT and cone resistance values indicate the sands are generally medium dense, and become
dense with depth: . . .
Pore pressure measurements during cone testing indicate that groundwater is present at a depth of about nine feet
below the existing site grades. The test borings showed groundwater at depths of 2.5 to 6.5 feet. � .
The Geologic Map of the Renton Quadrangle, King County, �ashington, by D.R. Mullineaux (1965}, shows that
the soils are�mapped as peat (Qlp). .The native clay and sands underlying the fill at the site correlate better with
the descriprion of the nearby mapped alluvium(Qaw). -
GEOLOGIC HAZARDS
Seismic
The Puget Sound area falls wi�hin Seismic Zone 3, as classified by the 1997 Uniform Building Code (IJBC).
Based on the soil conditions encountered and the Iocal geology, Table 16-J of the 1997 UBC indicates that a.soil
profile type of SD should be used ia structural desi�n.
Project No. T-3707-2
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Mr. Curtis Miller . . . . �
June 9, 1999 - . . _ � � .
I� We reviewed the results of our field investiga�ion and assessed the potential for liquefaction of the site's soils ,
during an earthquake. We conducted a liquefaction analysis as part of our previous study at the site using
methods outlined in Ground Motions and Soil Liquefaction During Earthquakes, by Seed and Idriss (1982). Our
previous analysis indicated that an approximately five-foot thick layer of inedium dense silty sand, observed in
Test Boring B-2 at a depth of 12 feet, would probably liquefy under severe earthquake ground motions and
moderate ground shaking of significant duration. '
The cone penetration tests encountered soil layers that have an equal or smaller potential for soil liquefaction
than those shown in Boring B-2. Accordingly, our previous liquefacrion analysis remains valid for this project's
larger site area. As noted in the referenced ieport, we do not believe building foundations would be subject to a
bearing capacity failure resulting from soil liquefaction at the site. However, building settlements of up to one
and one-half inches may result upon dissipation of excess pore pressures generated during a seismic event.
Erosion
The soils encountered at the site consist of Snohoinish silt loam (So) as shown on the Soil Conservation Service
(SCS) maps of the area. Due to the flat nature of the site, these soils will have a low potential for erosion when
exposed. :
DISCUSSIO�i A:�TD RECOIVIlV�NDATIONS
From a geotechnical perspective, it is feasible to construct the warehouse building on the site, provided the
recommendations presented in this regort are incorporated into the project desia and construction.
The primary geotechnical desi� concern at the site is the presence of a 2.5- to 5..0-foot thick layer of
compressible soft clay and organic silt. Analysis indicates that, if unmitigated, compression of this layer under ,
the proposed fill and building loads will result in unacceptable levels of building settlements. It will be �,
necessary to induce the settlements prior to construction to mitigate potential settlement-related impacts to the �
structure. This may be accomplished by surchargirig the site with a fill pad placed at least three feet higher than �
the final building pad elevation. In our opinion, with the implementation of a surcharge program, the building
may utilize convenrional spread footing foundations and slab-on-grade floors constructed on the eXisting medium
dense to dense fills.
As discussed above, ground settlements ranging up to one and one-half inches could result from shaking during a
severe earthquake. If spread foorings are utilized, the owner must be willing to accept the risk of liquefaction-
related settlements occurring at the site and the potential impacts to on-site structures resulting from those
settlements. Because the expected settlements due to liquefaction are relatively small, we anticipate that
settlement-related impacts to the building constructed w7th tilt-up panels would include relatively minor cracking
in walls and foundations. If the owner is unwilling to accept the risk of the liquefaction-related settlements, the
building foundations and floor slabs should be suoported on augercast piles.
Project No.T-370 i-2
' Page No. 4
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' Mr. Curtis Miller . . �;
7une 9, 1999 • � �;
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. The following sections provide detailed recommendations regarding the above issues and other geotechnical ��
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design considerations. These recommendations should.be incorporated into the fmal design drawings and ��
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construction specificatians. We should review the final plans so tYiat we. can modify or provide additional �'
recommendations as required. � . �
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Site Prenaration and Gradina _ : � � �
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
fi1L Where excavations to achieve firm conditions'are excessive, use of a geotextile fabric such as Mirafi SOOX :
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in conjunction witH limited overexcavation and replacement with a structural fill may be considered. Typically, ;i
18 inches of clean granular structural fill over the fabric will achieve a stable subgrade. .
Our previous laboratory test results showed that the existing fill was a few percentage points above its optimum
moisture content at the time of our investigation, and that some of the fill contained up to 13 percent fines.
'Ihese soils may be difricult to compact if the moisture conditions cannot be carefully controlled. Care should be
taken to ensure that exposed surfaces of the on-site fill do not become disturbed by construction traffic during
wet weather conditions.
Because of their moisture sensitivity, the ability to use these soils as structural fill will depend on their moisture
content ar.d 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 in order to reach a moisture content that will allow for praper compaction. _When
properly .moisture �conditioned, it is our opinion that the existing fills can be used for fill below footings,
pavements, and building floor slabs.
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We recommend that imported structural fill required to achieve site grades consist of inorganic granular soil �
meeting the following grading requirements:
Maximum Aggregate Size 3 inches
Maximum passing the No. 4 Sieve 75 percent
Maximum Passing the No:200 Sieve 25 percent
(Based on the Minus 3/4-inch Fraction) (see following narrative)
If fill placement takes place during wet weather or if the moisture conditions of the fill material cannot be
controlled, we recommend importing fill soil that confor,ns with the above gradation, but �vith the maximum
amount passing the No. 200 sieve reduced to five percent.
Projzct�o. T-3707-2
Page�10. �
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Mr. Curtis Miller � � ;�
June 9, 1999 . " . . . - a,
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Structural fill materials should be placed in uniform loose layers�not exceedirig 12 inches and compacted to a ��
minimum of 95 percent of the soil's 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 two percent of
its optimum, as determined by this AST1�I method.
Prior to constructing foundations and floor slabs, we recommend that a Terra Associates representative be on-site
to probe or observe proofrolling of the subgrade to determine if.any isolated soft or yielding areas are present. �.
Soft or yielding areas should be overexcavated and filled to grade with s�uctural fitl oi crushed rock.
SurcharQe and Settlements
As discussed, for spread footing foundation support and slab-on-grade construction, we recommend piacing a
surcharge fill pad over the building area. We do not believe it is necessary to place a surcharge of fill within the
parking and access easement areas. However, we recommend that the structural fill required in the pavement
areas be placed as soon as possible to allow time for consolidation of the compressible layers and reduction of
potential settlement impacts on pavement and utilities. . . �;
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The site grades should be raised with structural fill placed and compacted as outlined in the Site Preparation and
Grading section. Once final building grade is achieved, an additional.three feet of fill should be placed as a
surcharge. This surcharge fill does not need to meet any special requirements other than having a minimum in-
place unit weight of 120 pounds per cubic foot (pc�. However, it is advisable to use a good quality fill to raise
grades in other portions of the site;such as parking aad driveway areas, if necessary. We recommend extending
tr.e surchazge pad a minimum of five feet beyond the building perimeter, and then it should slope down at an
inclination of 1:I (Horizontal:Vertical). -
The estimated total primary settlements under the recommended surcharge range from four to ten inches across
the building area. These settlements are.expected to occur 8 to 12 weeks following full application of the
surcharge loading. The actual period for completion and ma�nitude of the primary settlements will be governed
by variations in subsurface conditions at the site.
The rate of consolidation can be accelerated by installing sand or wick drains at regularly spaced intervals
throughout the pre-load fill pad. Alternatively, an additional thiclrness of fill surcharge will accelerate the rate of
primary settlement. Terra Associates,Inc. can provide specific recommendations for either option if acceleration
of the surcharge seftlement period is desired.
To verify the amount of settlement and the rate of movement, the surcharge proeram should be monitored by
installing settlement markers. A typical settlement marker installation is shown on Figure 14. The settlement
markers should be installed on the existing grade prior to placing any building or surcharge fills. Once installed,
baseline elevations should be obtained with subsequent readings of both the fill height and marker obtained every
rivo days until the full hei�ht of the surcharge is in place. Once fully surcharged, readings should continue
weekly until the anticipzted settlements have occurred.
Project No.T-3707-2
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It is critical that the grading contractor recognizes the importance.of the settlement marker installations. :All ! '
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efforts must be made to protect the markers from damage during fill placement. It is difficulr, if not impossible, �;
to evaluate the progress of the surcharge program if the markers are damaged oi destroyed by construction ;
equipment. _As a result, it may be necessary to install new markers and to extend the surcharging time to ensure
that settlements have ceased and building construction can begin.
Building foundations may be constructed at final elevations upon complerion of the surcharge program. The
geotechnical engineer should review the settlement monitoring data to verify that primary_ settlements are
completed pnor to foundation construction. We estimate that post-construction settlements under building loads `
� will range to a total of one inch, of which three-fourth inch wiil be differential in nature. The majority of these ;�
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settlements-will occur as the building.loads are applied during construction. These settlements will occur ji
inc�ependently of the potential liquefaction settlements previously discussed. �
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Foundat�ons
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The building may be supported on convenhonal spread footing foundations bearing on structural fill placed and ��
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compacted as recommended in the Site Grading and Preparation section. We recommend that a minimum ;.
thiclrness of four feet of existing compacted fill or structural fill be�present below the footing construction. i
P�rimeter foundations exposed to the weather should be at a minimum depth of 1.5 feet below final exterior '
grades. � � _ �
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We recommend designing foundations for a net allowable bearin� capacity of 3,000 psf. For short-term loads, �
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such as wind and seismic, a one-third increase in this allowable capacity can be used in structural design. �
For designing the structure's foundanons to resist lateral loads, a base friction coefficient of 0.4 can be used. ,
Passive earth pressures acting on the side of the footing and buried portion of the foundation stem wall sHouId �
also be considered for resisting lateral toads. We recommend calculating this lateral resistance using an �
equivalent fluid weight of 350 pcf. At perimeter locations, we recommend not including the upper 12 inches of
soil in this computation because they can be affected by weather or disturbed by future grading activity. This
value assumes the foundation will be constructed neat against competent fill soil or backfilled with structural fill
as described in the Site Preparation and Grading section. The recommended lateral resistance value includes a
safery factor of 1.5.
Slab-on-Grade Floors .
With site preparation completed as described in the Site Preparation and Grading section,new structural fill soils
should be suitable for supporting slab-on-grade constructior.. With the anticipated floor loads, we estimate that
floor slab settlement due to imgosed static loads will range from one-fourth to one-half inch. The floor
movements should be entirely differential with respect to the foundation construction. For slab thiclrness desi;n
with respect to floor deflection due to point loadin�s, a subo ade modulus of 300 pounds per cubic inch (pci)m:ay
be used. •
. Project No.T-3707-2
Page No. 7
. Mr. Curtis Miller � , s
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We recommend placing a capillary break layer immediately below the floor slabs. The capillary break layer
should consist of four-inches of cl.ean, free-draining sand or gravel which has less than three percent by weight of
material passing the No. 200 sieve. This layer 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 be
placed on the capillary break layer. To aid in uniform curing of the concrete, we recommend placing rivo inches
of clean uniform sand on the vapor bamer.. -
Lateral Earth Pressures . "
The magnitude of earth pressure development.on cantilevered (unrestrained) or restrained retaining walls will
partly depend on the quality of the wall back.fill. We recommend placing and compacting wall backfill as
structural fill. Below�improved areas, such as pavements orfloor slabs, the backfill should be compacted to a
minimum of 95 percent of its maximum dry unit:weight, as determined by ASTM Test Designation D-698
(Standarii Proctor). In unimproved areas,the relative compaction can be reduced to 90 percent. To guard against
hydrostatic pressure development, wa11 drainage should also be installed. A wall drainage detail showing
drainage installation is g-iven on Figure 15.
With wall backfill placed and compacted as recommended and drainage properly installed, we su�gest desi�ing
unrestrained walls for an active earth pressure equivalent to a fluid weighing 35 pcf for horizontal bacicfill. An
at-rest earth pressure equivalent to a fluid weighing 50 pcf may be used in desib of restrained walls. The above
earth pressure values assume tnat no other surcharge loading, such as traffic, adjacent buildings, or soil back
slopes, will act on:the wa1L If such conditions will exist, the imposed loading should be included in the wall
design.
Friction at the base of wall foundations and passive earth pressure will provide resistance to lateral loads. These �
values are contained in the Foundations section of this report.
Drainaae
Surjace
Surface gradients should be created to direct runofi away from the building, and should drain towards suitable I
discharge facilities. With the exception of paved areas adjacent to the.structure, we recommend providing a
gradient of at least three percent for a minimum distance of ten feet from the building perimeters. In paved areas I
adjacent to the building, a minimum gradient of one percent should be provided, unless provisions are included j
for collection and disposal of surface water adjacent to the structure. �
Subsurface .
We recommend installing a continuous subsurface drain alon� the outside lower edge of the perimeter building �
foundations where landscaped areas are located adjacent to the structure. In our opinion, perimeter footing
drains will not be required where paved areas extend to the ed;e of the building, or if floor slab elevations are
higher than the adjacent outside grades.
Project No.T-3707-2
Page No. 8
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. Mr:C�u-tis Miller : ' � �
June 9, 1999 � . . _ : � - � .
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The foundation drains and roof downspouts should be tightlined separately to an approved discharge facility. � .
Subsurface drains must be laid with a gradient sufficierit to: promote positive flow to a controlled point of
approved discharge. � ;
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Utilities .
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Where utility lines are to be excavated and installed in the paved areas, we recommend.placing all bedding and •
backfill in accordance with APWA and all applicable local and state specifications: As a minimum, backfill
placement and compaction should be�in accordance with the recommendations given in the Site Preparation and
Grading section of this report. . : .
�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 and allow for up to one inch of
differential movement. - ;
Pavements . .
Suitable support for pavement construction will be provided by subo ade soils prepared as described in the Site
Preparation and Grading section. Regardless of the obtained compaction results, subgrades must be in a stable:
non-yielding condition 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 thiclmess is not only dependent upon the supporting capability of the.subgrade soils, but
also on the traffic loading conditions that will be applied. For light commercial vehicles and typical passenger
vehicle trafnc,the following pavement sections are recoinmended:
• Two inches of asphalf concrete (AC)over six inches of crushed rock base (CRB) � � ..�
• Two inches of AC over four inches of asphalt treated base (ATB) �
For heavy truck traffic areas, we recommend the following pavement sections: . -
• Three inches of AC over six inches of CRB �
• Three inches of AC over four inches of 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 (wet weather fill) as described in the Site Preparation and Gradin;
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 subo ade soils. The ATB
thiclrness should be four inches for this purpose. 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.
Project No.T-3707-2
Page No. 9
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Mr. Curtis Miller � � ,
June9, 1999 � . . . . • .: . . .
Over time, some longitudinal and transverse cracldng of the pavement should be expected. Cracks in the
pavement should be sealed in a timely fashion to prevent excessive surface water infiltration into the subgrade
soils and degrading their supporting capabilities.
ADDITIONAL SERVICES -
Terra Associates, Inc., should review the final desi� drawings and specifications in order to verify that our
earthwork and foundation recommendations have been properly interpreted and incorporated into project design �
and construction. We should also provide geotechnical services during construcrion in order to observe
compliance with the design concepts, specifications, and recommendations. This will also allow for design
chanees if subsurface conditions differ from those anticipated prior to the start of construction.
LIiVIITATIONS
We prepared this report in accordance with generally accepted geotechriical engineering practices. Ttiis report is
the property of Terra Associates, Inc. and is intended for specific application to the Lind Avenue Warehouse
Building project in Renton, Washington. This report is for the exclusive use of Pacific Gulf Properties, Inc. 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. Variations in soil conditioris can occur, the nature and extent of which may not become evident
until construction. If variarions appear evident,-Terra Associates, Inc. should be requested to re-evaluate t!,.e
recommendations in this report prior to proceeding with construction.
We appreciate the opportunity to provide geotechnical services to you on this project. We trust tlie information
presented is suff cient for your current needs. If you have any questions or require addifional information, please
call. p R�
Sincerely ��o� w��.���
TERR.A � • L Iri �
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Kevin P. R �� �� ��9 ��}�'
Project Engi.. rn� - --��'
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Theodore J. Schepper,P.E.
Principal Engineer
Encl: Figure 1 -Vicinity 1�1ap
Figure 2 -Exploration Location Plan
Figures 3 through 6—Cone Penet�ation Tes�Logs
Figures 7 through 10—CPT Soil Logs
Figures 11 through 13 —Test Boring Logs
Figure 14—Typical Settlement I��larker Deta:l
Figure 15 —Retaining Wall Drainage Detail
Project No. T-3707-2
Page No. 10
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REFERENCE: THE THOMAS GUIGE, KING COUMY, WASHINGTON, PAGES 655, 656, 685 AND 686, 1999 EDITION.
VICINITY MAP
. .,::.,:�:.��r������� TERRA LIND AVENUE WAREHOUSE BUILDING
••• ASSOCIATES RENTON, WASHINGTON
• Geotechniccl Consultants Proj.No. 3707-2 Date JUNE 1999 Figure 1
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LEGEND:
� � APPROXIMATE BORING LOCATION
-� APPROXIMATE CORE PENETRATION TEST LOCATION
REFERENCE:
BASE PLAN PREPARED AND PROVIDED BY HORTON EXPLORATION LOCATION PLAN
DENNIS & ASSOCIATES, tNc., JOB No. 9915.00, sHt�r ���� TERRA LIND AVENUE WAREHOUSE BUILDING
1 OF 1, DATED 5/21/99. PROPOSED BUILDING AND .. QSSOCIATES RENTON, WASHINGTON
DRNEWAY PER SITE PLAN "SCHEME 9A" PROVIDED BY
CLIENT, DATED 4/20/99. . .Geotechnical Consultants Proj.lvo. 3707-2 Date JUNE 1999 Figure . 2
i
Cone Penetration:Test - CPT-1 .
Taet Dale:I�tay 19,1999 Operetor :NoN�woit Cone Exploretion around Surf.Elev.:0.00
Location :Pocifio Gulf Proporties Site:Lind Avcnuc TLis tcst proUe predrilled to 6 foct llvough eandy grovcl fitl Water Table Depth:9.00
Qt(ts� Fr. Ratio(%) PWP(ts� Ic N60 (blows/ft) �
0 60 120 180 2q0 300 0 1 • 2 3 4 5 -t 0 1' 2 3 4 1.0 1.8 2.2 2.8 3.4 qA 0 10 20 30 40 50: .
0 — .
3
6 — — — •
9 —
12 — ' �
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c 15
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30
. . � - . . . . . .�.. i
Qt rn,m�elized Cor Fr R�tio a 100'F/(Ql-3i�n�v) � � � After 1stTeua uid Dovia(1991) � After JefTeoa ud D�vin(1993) �. . ' � � -
unequd erd vs�eRect� Ounm��120.J ptC . . . � ,� Ic c I.IS•Onvdly nnd� � . .
� . � 1.25<lo<1.90-qe�n to ilty�u�d. . .. .
1.90<lo<2.7�-9ily�ud to.uuly�7t
' Y.34cIci2.81•Q�yeyilttuiltyd�y �
, . .. „ . 2.82qo<7.S1-Q�y� � �. . . - . . . . ,
PROJECT NO.3707-1 DAl'E:May 20,1099 DRAWN RY:Kelth Brown TBrra ASSOCIafBS� �nC.
FIGUR� 3 �
Cone Penetration Test - CPT-2
Tcet Datc:May 19,1999 Operetor :Nortliwest Cone Gxploralion Ground Surf.Elev.:0.00 ,
Location :Yacific Gulf Proportics Sitet Lind Avenuo Di9sipetion tcst perfurmed et 8.5 fcet in ulayey eilt Water Tablo Deplh:9.00
Qt(tsfl Fr. Ratio (%) PWP (tsfl Ic N60(blows/ft)
0 60 120 180 240 300 0 1 2 3 4 5 •1 0 1 2 3 4 1.0 1.6 2.2 2.8 3.4 4.0 0 10 20 30 40 50
0
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QI rnm�dized for Fr R�tio�IDO•F'/(Ql-ffigmav) - � Atl•r blYedq ud D�vin(1991) . ARar JeRnue�ud D�vie�(199J) � � � � �
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� . . �. � ' � � 2.82<Icc3.21-C1ry� � . �. , - - ' ' .
PROJECT NO.3707-1 DATE:May 20,7899 � DRAWN BY:Ketth B�own � � . . TEJrrc�ASSOCIaIeS� IC�IC. �. � ' ' .
rzcux� 4 I
Cone Penetration Test - CPT-3 .
T'est Dete:iv(ay 19,1999 Operetor :No�iLweat Cono Explorotion ' Oround Surf.Elav.:0.00 �
Location :Pncitic Gulf Propertics Sile:Lind Avcnuc Waler Tablo DcptL:9.00
Qt(tsfl Fr. Ratio(%) - PWP (ts� ' Ic N60(blows/ft)
0 6Q 120 180 240 300 0 1 2 3 4 5 -7 0 1 2 3 4 1.0 1,6 2.2 2.8 3.4 4.0 0 10 20 30 40 50
0
3
6 -- - .
9 —
12
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n
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21 — _ I
24 _ ^� '. I
27 — — — I
30
Qt romiWized for Fr R�tio�IUO'F/(Qt-Si@n�v). '. . . � . . , Aft�t Jetl'�rin ud D�vie�(1991) � M�r)atliun�d Divia�(1991)� . � � , : � .
unequel end ve�effecl� Ounm�-120J pcf � . � ' .. lo<1.23-6nvdly�vd� . . . . . ' . .. . � �,
1.23<la<I.90-qe�n lo ilry 1ud ,
1.90 cic<Y.l1•Silty�ud W nndy rlt .
Y.34 cle<Y.81•p�yey ilt lo dty clsy ' �
� . � � 2.82c1oc).27-Q�p . � , . . ��. � � .
PROJECT NO.3707-1 DATE:May 20,1989 DRAWN BY:KOnh Brown' T@rra ASSOCIat@S� II�C. I
rrcuRE s
Cone Penetration Test - CPT-4 � �
Test Dale:Mey 19,1999 Operalor :Norihwest Cono Exploration Ground Surf.Elev.:0.00
Location :Pncifiu Gulf Propertiee Site:Lind Avcnue Walar Table Depth:9.00
Qt(ts� Fr. Ratio(%) PWP (tsfl Ic N60(blows/ft)
0 60 120 1 B0 240 300 0 1 2 3 4 5 -7 0 1 2 3 4 1.0 1.8 2.2 2.8 3.4 4.0 , 0 10 20 30 40 50
0
3 -- -
6 -- -
9 — -- — — —
12 — — -
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30
Qt nolmulimd Cor Fr Retio a 100•F/(QFS�n�v) AHer Jetfarie�ud D�vie�(1991) ARet 1aRaria�ud D�tie�(1997). •
waquel end areo e(fech Gunm��120J pcC ' � � . , Ic�1.17,-(3rwvdly�uwl� � � � ' � :
1.Y5<le<1.90•Q��n to ilty wd
� � . �.9o<to<2.��-saryw,aa.u,dyr'Ic � � � . • . . �
2.34 qo<I.B2•Q�yey ilt lo ilty eliy
I.82 clo<7.22•Glry�
PROJECT NO.9707-1 DATE:May 20,7999 DRAWN f3Y;Keflh Brown TBrrB ASSOCIatBS� II�C.
FIGUR� 6
. . . . .. - , . . � i'-�! - . . � . .
t
,. . CPT-'I Soii Log � .
Logged by: NWC
Date: 5/19/99 : Approximate Elev. 17'
Consistency/ Q Estimated Moisture
Soil Classification Relative Depth � N60 � Content
Density (ft.) � (%)
Pre-drilled to 6 feet. No CPT data. �
�
Silty sand to sandy silt. Loose 2
Clay. - Very :
. . Soft 1
Sand to silty sand. 1�
6
Medium
Dense 16
15: ,a
Gravefly sand. �
24
Medium 20 23
Dense
23
Sand to silty sand. 25 2o
Dense 3�
30 s2
Terminated at 31.5 feet.
Groundwater indicated at 9 feet.
CPT SOiL LOG
TERRA LIND AVENUE WAREHOUSE BUILDING
� ASSOCIATES RENTON, WASHINGTON
Geotechnicai Consultants
Proj. No. T-3707-2 Date JUNE 1999 Figure 7
, -----=----- "-_- - - - �s�.
. � - �" '
'` . : CPT-2 Soil Log �
Logged by:, NWC
Date: 5/19/99 � Approximate Elev. 17'_
Consistency/ a Estimated Moisture .
Soil Classification Relative Depth � N� Content
Density (ft.) � (%)
FILL; sand to sandy silt. 12
Medium
. Dense . 25
. 5 9
Clayey silt to clay. • Very
Soft 2
Sand to silty sand. -1� ��
14.
�5 13
" Medium
Dense
15
2� 17
26
25 26
Dense 34
30 32
Terminated at 30.5 feet.
Groundwater indicated at 9 feet.
CPT SOIL LOG
TERRA LIND AVENUE WAREHOUSE BUILDING
. ' ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants
Proj. No. T-3707-2 Date JUNE 1999 Figure 8
. � . (_
; . GPT-3 Soil Log
Logged by: NWC - _
Date: 5/19/99 Approximate Elev. 17'
Consistency/ � Q Estimated Moisture
Soil Classification Relative Depth � N60 Content
- Density (ft.} � (%)
Sand to silty sand. Medium Dense 3
to
Dense 44
5 2a
Loose
g
Clayey silt to clay. �` Soft _
10 2
I Sand to silty sand. Loose. L
5
Gravelly sand:
. 15 2a
Medium Dense
_ to
Dense 29
2� 30
25
25 26
Sand to silty sand. Medium Dense �
to 28
Dense
3a 30
Terminated at 31 feet.
Groundwater indicated at 9 feet.
CPT SOIL LOG
TERRA L1ND AVENUE WAREHOUSE BUILDING
. ASSOCIATES RENTON, WASHINGTON
Geotechnicaf Consultants
Proj. No. T-3707-2 Date JUNE 1999� Figure 9
�_ ....T- ---__---
,
, , • - � �
� ' : CPT:4 Soil � Log . : �
Logged by: NWC
Date: 5/19/99 Approximate Elev. 16'
� _ Consistency/ Q Estimated Mo'isture
Soil Classification Relative Depth � N60 Content
- . Density �ft•) � (%)
FILL; gravelly sand.to sandy silt. ?
Loose
Dense 30
� . Loase 5 3
Clayey silt to clay. _
Soft 3
Sand to gravelly sand. 1� 5
24
15 17
Medium
Dense
25
20 21
- 20
25 24
Sand to silry sand.
Medium
Dense 2S
Terminated at 30 feet.
Groundwater indicated at 9 feet.
CPT SOIL LOG
TERRA LIND AVENUE WAREHOUSE BUILDING
' ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants
Proj. No. T-3707-2 �Date JUNE 1999 Figure 10
. • l
,r� Boring No. B-1 �
Logged by: KPR
Date: 7/17/97 Approximate Elev.
Consistency/ Q (N) Moisture
Soil Description Relative Depth � Blows/ Co�ntent �voces
_ Density (ft•) � ft. (/o)
Fill;gray-brown silty medium SAND with : Sampled cuttings
some_grayel,_moist_ �SM�__
- - - --------------------- ---------------------
Medium dense
Fill; brown medium SAND with silt and some . � 18 5.6
gravel, medium dense, moist: (SP-SM) 1
Becomes water-bearing at 4.5 feet 5
- Loose � 4 9.0
�J.._
Gray organic clayey SII.T with peat fibers,
saturated, low plasticity. (OH) Very soft � 2 72.p Pp<0.25 tsf
------------------------------------------------------ ---------------------
LL=55
10 PL=32
Black silty fine SAND, saturated. (SM) Medium dense ' � PI=23
10 28.1
Black fine SAND with silt,water-bearing.. Medium dense I 20 27.0
(SP-SM)
. 15
------------------------------------------------------- ---------------------
Black silry fine SAND with interbeds of fine . Medium dense � 23 31.0
blacic sand,water-bearing. (SM1SP)
20
Black silty fine SAND interbedded with
layers of black fine to medium sand,water- Dense . � 30 32.0
bearing. (SM/SP) �
25 .
-------------------------------------------------------•---------------------
Three feet of sar:d
Black fine to medium SAND,water-bearing. heave at 27 feet.
�S�) Dense � 35 26.6 Flushed with water.
Test boring terminated at 29 feet. Groundsvater seep age encountered at 4.5 feet. Hole plugged with two bags of bent�r,ite
chips mixed with cuttings.
BORING LOG
TERRA COMMERCIAL LAUNDRY FACILITY
' ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants proj. No. T-3707 Date AUG 1997 Figure 11
, , � , -�.,
r`
Boring No. B-2 � .
Logged by: KPR
Date: 7/17/97 Approximate Elev.
Consistency/ Q (N) Moisture
Soil Description Relative Depth � Blows/ Cootent Notes '
Density (ft•) � ft. (/o)
Fill;brown fine to medium SAND with silt
and gravel fill cuttings at surface, moist.
(SP-SM)
Fill;brown fine to medium SAND with sift Medium dense � �
and some gravel, moist to wet. (SP-SM) �� 24 8.5
------------------------------------------------------- ---------------------
Dark gray-brown organic silty CLAY, 5 Pp= 1.0 tsf
fractured to�.5 feet,wet, low piasticity. Medium stiff � 5 51.2'
(OUCL) ,1 Pp <025 tsf
------------------------------------------------------- ---------------------
Gray organic claye. SILT with peat fibers, DD=70.5 pcf
� Soft � LL=41
Black silty fine SAND,saturated. (SM) Loose 5 67.3 pL=31
------------------------------------------------------ --------------------- 33.1 PI_ 10
Dark brown-gray siity very fine SAND with 10
interbeds of non-plastic sandy silt,saturated. Medium dense � 10 27.8
(SiWML)
Dark brown-gray silty very fine SAND, � 10 27.5
saturated. (SM) Medium dense
� 15
I 15 32.5
Black silty.fine SAND, satura:ed. (SM) Medium dense _L
20
----------------------------------------------------------------------------- Dri11s denser
Black fine to medium SAND interbedded
with layers of dark gray-brown, non-plastic Very dense I 53 27.3
sandy SILT,water-bearing. (SP/SM)
25
------------------------------------------------------- ---------------------
Black fine SAND with silt,wood fragment at 1.5 feet of sand
28 feet,water-bearing. (SP-SM) Dense � heave at 27 feet
45 20.7
Test boring terminated at 29 feet. Grcundwater seep 2ge encountered at 6.5 feet. Hole plugged with r��o bags of ben:onite
chips mixed with cuttings.
BORING LOG
TERRA COMMERCIAL LAUNDRY FACILITY
. � ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants Proj. No. T-3707 Date AUG 1997 Figure 12
.. , . `.
�`% � Boring No. B-3. . :
� . . -
Logged by: KPR , -
Date: 7/17/97 - Approximate Elev. .
Consistency/ Q (N) Moisture
Soil Description Relative Depth � glows/ Cootent �votes
Density �ft•) � ft. (/o) .
Fill;brown silty fine SAND with gravel �
cuttings at surface, moist. (SM)
Fill;gray silty medium sand with gravel, Medium dense = �
saturated. {SM) II 17 14.4
------------------------------------------------------- ---------------------
—��-�--
Fill;gray medium SAND with silt and gravel, -
water-bearing. (SP-SM} Loose � 8 12,g
� 52.0
Dark brown organic clayey SILT with peat Medium stiff
fibers,fractured, saturated. (OL) Pp<0.25 tsf
Brown,organic SILT with wood � Ve soft
fragments and peat fibers,wet, low ry - 1 94.1 DD=27.8 pcf
plasticiry. (OL)
As above,but non-pfastic. (OL) Very soft 1� T
- � I� 5 22.6
Slack,silry,fine to medium SAND, saturated (SM�oose � �L
----------------------------------------------------------------------------- T �
Black medium SAND,water-bearing. (SP) Dense I 34 25.1 `
_L.
15
Sand heave into
� auger at 17 feet.
Blacic medium SAND,water-bearing. (SPj Very dense 62 2g,4 Flushed with water.
20
7�.
As above. (SP) Very dense I 10 12.8
25
As above. (SP) Dense � 40 32.8
Test bcring terminated at 29 feet. Groundwater seep age encountered at 2.5 feet. Hole plugged with 2 bags of bentcnita
c;�ips mixed with cuttings.
` Erroneously high value due tc heave filling sampler prior to drive.
BORING LOG
TERRA COMMERCIAL LAUNDRY FACILITY
ASSOCIATES RENTON, WASHiNGTON
Geotechnical Consulfiants Proj. No. T-3707 Date AUG 1997 Figure 13
� , �
, (
,
, STEEL ROD
� � PROTECTNE SLEEVE
� � .. � . ... . .•:...,. •. .��, HEIGHT VARIES ' ,'. . •• • . ' � . ' .• .' . .' : �_:
, .�: ���. SURCHARGE ::�_�� (sEE r�oTEs) � � � .. ' �:� SURCHARGE �: . �=: �; �: ,�:
� . OR FILL � � . . •� � � 'OR FILL � �� -
�i�'/ �, \/\/.. i.� i. ..
./i, i,�/i./. /\/i, i /../i
NOT TO SCALE
NOTES:
1. BASE CONSISTS OF 1/2' THICK, 2'x2' PLYW000 W1TH CENTER DRILLED 5/8" DIAMETEft HOLE.
2. BEDDING MATERIAL, IF REQUIRED, SHOULD CONSIST OF CI.EAN COARSE SAND.
3. MARKER ROD IS 1/2" DIAMETER STEEL ROD THREADED AT BOTH ENDS.
4. MARKER ROD IS ATTACHED TO BASE BY NUT AND WASNER ON EACH SIDE OF BASE.
5. PROTECTNE SLEEVE SURROUNDING MARKER ROD SHOULD CONSIST OF 2" DIAMETER
PLASTIC TUBING. SLEEVE IS NOT ATTACHED TO ROD OR BASE.
6. ADOfTIONAL SECTIONS OF STEEL ROD CAN BE CONNECTED WITH THREADED COUPLINGS.
7. ADDITIONAL SECTIONS OF PLASTIC PROTECTNE SLEEVE CAN BE CONNECTED WiTN PRESS—FIT
PIASTIC COUPLINGS.
8. STEEL MARKER ROD SHOULD EXTEND AT LEAST 6" ABOVE TOP OF PLASTIC PROTECTIVE SLEEVE.
9. STEEL MARKER ROD SHOUID EXTEND AT LEAST 1" ABOVE TOP OF FlLL SURFACE.
TYPICAL SETTLEMENT MARKER DETAIL
�`}`�'�� TERRA LIND AVENUE WAREHOUSE BUII.DING
••• ASSOCIATES RENTON, WASHINGTON
' '�'� Geotechnical Consuitants Proj,No. 3707-2 Date JUNE 1999 Figure 14
_ ____
_.T-. -�- - _ _ --- - - ---- t
----�------ ..-- =- ---- -- - ----- ---
� , -
. f
�
,, . - .
; . � . �. . • .
; .. . .
12° MINIMUM WIDE
FREE-DRAINING GR,4VEL
SLOPE TO DR,qIN
� � -
, . 12" • ' � : :. ..' • . � • : : � . � . : �_
� .. � ..'. - ; • ' . : . . . ' . ' . ' .. _'_
. • . • • . • , ' • . . . • ,- �
, • . - •." . • .. ' • • • •.. '. •. . .: i�
.: • _ ,. ,, �•• �- •. . .._ . �: • : • ' i�
• � � ' . .. . , . EXCAVATED SLOPE
. �. � • ' : . • � . . '. -. (SEE REPORT FOR
. . . ... . �- • . . APPROPRIATE
.. . .. . �.. . . .. ,- INCLINATIONS)
.- � . � '. . � . , '•.,, ' ��
• . ' • • , .�,� �' COMPACTED STRUCTURAL
:. � . .� • � � - BACKFILL
�.: '. .� , .�...�
:._
,i. i, i�. r, t. i�i. � i
� �� :
�,� ,��,• •� �,. ,•. ��� .��•�. � 12" OVER THE P!PE
n � �
4 DIAMETER PVC 3 BELOW THE PIPE
PERFCRATED FIPE
NOT TO SCALE
REfA1NING WALL DRAINAGE DETAIL
����������� TERRA LIND AVENUE WAREHOUSE BUILDiNG
.•• ASSOCIATES RENTON, WASHINGTON
Geotechnical Corsultants Proj.No. 3707-2 Date JUNE 1999 Fgure 15