HomeMy WebLinkAbout02799 - Technical Information Report - Geotechnical �
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OAI�SDALE AVENUE AND SW GR�D�' «�:�Y
RENTON. �'VASAI\GTON
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Geotec�inical Engineering Investigation
! for Jamie l�ierre — ST� Grady T�'ay Site
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April 4, 1997
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� � Prepared for
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' Mr.Jamie Pierr�
1 I�25 Lal:e Cin•Wav NE
� Seattle,WA 98125
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2799
Geotechnical Enbineering Investigation
for
Jamie Pierre
SW Gradv «'av Site
Oakesdale Avenue and SW Grady Way
Renton, Washington
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� :�pril 4, 1997
Prepared jor.
� Mr. Jamie Pierre '
�� ' 11525 Lal:e Ciri Wav?VE
Seattle, WA 98125
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bv:
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American Engineering Corporation
� 4032 148th Avenue�IE
Redmond, WA 980�?
; TeL (206) 881-7430
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AEC Job #9703
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Table of Contents
Pa�e Nq
� I. Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
� General 1
B. ProjectDescription . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
C. Scopeof Services . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . =
II. Site Descriptian and Investigations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
A. Sur�ace . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . �
. B. Subsurface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . �
C. Groundwater . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . � - - . . . . . . . . . . . . . . . . . . . . . . 3
D. Seismicity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
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- III. Conclusions and Recommendations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
A. General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
B. Earthwork . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
� 1: Clearing and Site Preparation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : : : : : : : : . : . 6
? Temporary Excavations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
-�� 3. Subgrade Preparation
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
4. En�ineered Fill Laver . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
�. Fill Material . . . . ± . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
' 6. Compaction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
;. Surchar�e . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
8. Trench BackfilI . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . � - 8
a. Draina�e . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
10. SlabMoistureBarrier . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
11. Construction During Wet-Weather Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
� 12. Guide Specifications . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
13. Monitoring . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
: • C. Foundation Support . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11
1. Spread Footing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11
^. Piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ . . . . . . . . . . . . . . . . . . . . . . 11
3. Slab--on--Grade . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I3
4. Settlement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
�, Resistance of Lateral Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
� D. Pavements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ . . . . . . i�
IV. Construction Observa:ion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-� il
V. ReportPreparation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1�
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Table nf Contents
FIGL"RES ��D T�BLES
Figure l. Vicinity Plan �
Figure 2. Site Plan
Figure 3. Site Cross-Sections
Figure 4. Typical Footing Drain Detail
Figure �. Typical Slab-on-Grade Design Detail
Table 1. WSDOT Standard Specification Section 9-03.12(2)
Table 2. Pile Embedment and Lensth
:�PPENDICES
�ppendix A_ Boring Logs
.�ppendix B. Cone Penetration Tests '
.�ppendix C. Guide Spec�fication for Site Earthwork �
Appendix D. Gu�de Specificat�on for Asphalt Pavino
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�� � ,� Geotechnical Engineering Investigation
For
� Jamie Pierre — S�V Gradv ��'ay Project �
Renton, �Vashin�an
1
I. Introduction
A. General
This report presents the results of our geotechnical im�estioation for the Jamie Pierre S��'Gradv�Va��site !
located on SW Grady Way benveen Oal:esdale Avenue SVV and Pon-e11 A��enue SW in Renton,�'��ashin�ton (S� �
Figwe 1,Vicinity Map). The purpose of our investieation�i•as to evaluate the foundation soils and provide
- recommendations concerning the geotechnical engineering aspects of site conditions.
• American Engineering and its staff have performed several geotechnical studies in this area. R'e are
� familiar with site conditions and alternative development concepu being considered for this propem�. Conditions
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generally require pile foundations since the foundation soils are generallv loose and subject to gotential
, liquefaction and settlement.
B. Project Description
The lil:elv development scenano at the time of this�vnting is a three—storv, �000—square foot footprint
� structure wzth a large parlcing area(See Fi�ure 2)_ The structure is to be located on the northeast corner of
Oal:esdale Avenue SW and SW Grady Way. The parl:ing area�;ill be located on filled�round over the exisung
drainage channel and under the electric transmission lines crossing the property. Access to the site will be from
, new drivewavs to be constructed on SW Gradv Way(tv�o) and Oal:esdale Avenue S�'V (one).
� Building loads are anticipated to be about 600 psf dead load w�th combir ed active and dead loads of 1000
psf. The structure is proposed to be constructed with a steel frame and pile foundation.
Alternatively, a 20,000 square foot building may be constructed on the north side of the property. This
single-story structure would be placed on fill,and mav potentiall�be placed on wzde,spread-footings if bearing
loads are low.
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The site has not been graded since abandonment of an old railroad grade on the nortern parcel. A dense
' growth of vines and shrubs covers the site. Recent activities ha��e flattened many of the vines;however,a thick
, mat of organic debris covers the entire site.
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GeotechnicalEngineennglnvestigation .-i�.�=9-03
SW Gradv li'av Site
.-�prr14, 199i
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C. Scope of Services
The scope of�i�ork for this geotechnical investigation inc}uded a site visit;drilline,sampling, and testing a
total of eight(8)holes(Figure 2); engineenng analysis for settlement and pile embedment; and preparation of this �j
report. Data obtained and the analysis performed��ere for the purpose of pro��iding design and construc:ion I
critena for site earth�york, building foundations_slab-on-�ade floor. and pavements. �
This report has been prepared in accordance w�th generall�-accepted geotechnical en�.ne:rin�practices, and
in accordance in agreement with Jamie Pierre for the e�clusi��e use of�4r. Pierre and his consultants for specific
application to the commercial structure and pari:ing area. In the e��ent there are anv changes in o«�nership, the
nature,desi�or location of the proposed commercial structure and parking area,or if anv future additions are
planned,the conclusions and recommendations contained in this report shall not be considered valid unless
1)project changes are revie�ved bv American Engin�rina Corporation, and 2) the conclusions and I
recommendations presented in this report are modified or venfied in��ritine. Reliance on this report by-others ,
must be at their nsk unless we are consulted in the use or limitations of this information. We cannot be
responsible for the impacu of any changes in environmental standards n-ithout further consultation. We can
neither vouch for the accuracy of information supplied b� others ncr accept cencequences for unconsulted use ot
se�re�>ated portions of this report. �
II. Site Description and Investigations
The Pierre Grady Way site has been subject to extensive, long-term de�elopment since the construction of
� an old abandoned railroad grade through the property probably as earlv as the turn of the century. Subsequent
development has included construction of the electncal transmission line towers,development of S�'�' Grad.���'a��. �
excavation of the drainage channel and gading of industrial propem�north of the site.
The property is covered by a dense mat of blackbem�vines and shrubs. A few trees are present in the area
planned for the three-ston�siructure. The organics form a dense mat, locally up to 12 inches thick.
Imported fill was used to construct the railroad gade and also placed to the north. These deposits«�11 be
regraded during the proposed fill and grade operations. The fills have raised the present gound surface north of
the draina�e channel more !han 10 feet above the bottom of the channel floor. ��hile there is no visible evidence
�
Geoteclniical Engineering Investigotion .-!EC=970�
Sii�Gradv Tf'avSi[e
.dDril-l. i997
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�- of runoi�within the site boundanes into th�s drainaQe charu�el,�i-ater flows through it at 0.� to 1.0 cfs i, S.:, the
Techmcal ln.formadon Report. Stormwater Draina�e,Arnencan Engineering Corporation, April 19971.
_�. Surface
"rhe subject site is located on the northeast corner of Oal:esdafe Avenue SW and S«' Gradv«'a��. The
soutil side of the propem�is about 6 feet beIow the le��ei of S��' Grad�•Way. The draina�e channel is -3 to � feet
lo�ver than the existing elevation of the site,and runs east-west across the lengch of the propertv. The site is about
� 2.74 acres in size,crudelv rectangular, 7�0 x 200,�.ith a 120� 300 rectangle jutting north«�ard from che lon�er
dimension. Surrounding land development,drainaQe and old fills ha��e made site access and development
difficult. :� low—level powerline crosses under the main high voltage lines verv close to the�ound on the�ti-estern
one-third of the site. Care must be tal:en during site�ading to a��oid this potential hazard.
� ; B. Subsurface
,
Borings drilled onsite revealed approximatel�� 12 feet of marginally plastic,silty clav soil(Cl). This la��er
extends the length of the site, east to west,and was found in all bonnes (see Figure 3). Underh�ing the silri�clav
is a thick layer of loose to dense siltv sand that extends to a depth of 25.� to 27.� feet within the area proposed for
, the three-story building. This matenal is potentiall�� liquefiable under seismic load. Ho�ve��er,pore pressure
dissipation rates are favorable to the estent that the potential is siight. Below 25.� to 27.� ieet,a verv dense,
�avelly sand was encountered that e�tends to the greatest depth penetrated: �1.� feet.
The soils above 27 feet were deposited by streams and flood waters of the abandoned Black River channel,
� located�vest of the site,that used to drain Lake Washington. Surface runoff now drains to the Green River at
� Tul.-�vila, and ultimately to Puget Sound. These underl�ing shallow soils are saturated and potentiall�-subject to
, disturbance from settlement and seismic activity. Soils encountered below 27 feet are believed to be deposits of
• glacial outwash. No bedrock«•as encountered:the depth to bedrock is expected to be geater than 100 feet belo�v
the site.
� C. Groundwater
� The�;�ater table in chis area is in contact��ith the bottom of the drainage channel through the site. This level
� w111 be about 10 feet below final �ade following the proposed grade and fill action. Groundwater���ill maintain
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saturation of the loose, silty sand underl_ying the property,but is not espected to nse appreciably above the
draina�e channel bottom ele��ation of approximateh 10 feet ASL. None of the fill planned for the site is expected
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GeotechnicalE�rgineeringlnvestrgation � .�� =v ��=
SW Gradv i3�'av Si1e
Apri!4, 1997
to be placed within the groundwater table zone. The ground«�acer table�ti•as encountered in the bonngs but the -
holes were not left open a sufficient length of time for the«-ater le��els to stabilize.
D. Seismicity
E�rthqual:e intensities varv dependin�upon[he ma�ituae oI the earthqual:e and the c�istance of t}�e Yroie�i
site irom the epicenter or causative fault. The site could be subject to substantial seismic e��enu if past histon j
represents the re�ional pattern. Four earthquakes bern�een�.� and 7.0 magnitude have been centered�r�thin _'0 to '
�0 miles of the site. Some of these earthqual:es caused significant damase in the Ol��mpia and Seattle area in -
_ '
1949 and 196�,respectively. Development at that time in the��icinitv of[he projcct site at that tune�ti-as limited
�vith fe��-en�ineered structures;therefore,there�vere no reports of local damaee. Site conditions are condLci��e -
for sha!:ing and potential liquefaction. These forces must be considered in design.
The Uniform Building Code(UBC) Seismic Zonation��iap (1994)places the site in Seismic Zone.i. The
UBC recommends that ihe seismic zone factor(Z)be 0.30. Site coefficients are: soil t��pe, S3,«zth an"S"factor ' �
of 1.�. Bedrock is located approximately 100 feet belo�i��ound surface,and�ery dense soils�;�ere identified a� ;�
depth of 26.� to 27.� feet. Soiis below 27.5 feet have a seismic shear���a��e velocitt�in excess of�00 fee. ����
second.
Ger.erallv_soils tt�,at are suscepcible to liquefaction are loose_ saturated. w�iiorr,l��rades, finz-�ain�d s;nd �
that lie within 60 feet of the ground surface. The soils identified onsite belo«�27.� feet generally consist of dense
to very dense coarse sand and�avel to an estimated depth of about 100 feet. These soils��ill not liquef��under
earthqual:e loadin�.
III. Conclusions and Recommendations .
A. General
It is our opinion that the site is snitable for consiruction of the proposed three-storv commercial structure
from a geotechnical en�ineering standpoint. The presence of dense to very dense sand below a depth of 27.� feet
is the pnmary consideration for site suitability. The loads incurred from fill,traffic, and pavement will result in
settlement of less than t�vo inches overall, and less than one inch of differential settlement from the soils w�thin
the u�,per 27 feet. Structural loads are espected to bear on the very dense sands at depths�eater than 27.� feet. '�
,
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GeoteclrnicalE�igineen»glnvrstrgation .�._,�=9,-0=
SFf'��rrad�{{�nvS:te
.-�crrl-7, i 997
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The commercial structure proposea at the nor�hea�t comer of Oakesdaie A�-enue ��� and S«� Gra�� ��"a��
� mav be supported on a pile foundation. We recommend a floating slab floor if some diffezential se�tlement is
tolerabie. Othen��se, a swctural floor is recommended. This foundation mav be cons�ucted after the preser.t
surface is filled to finai grade and when a dry workin�suriace is establisheti. As lon, as ;he fill is not to b:. •.��:;�
for structural bearing,the till mav be placed on top ei the etisting vegetation surface foilo..ing mo«-ing �,�.::
� -
removal of trees and debns. The area can then be bac�lled�;�th fill compacted to a minimum of 90 perce:�; �,f
ma�imum dr��density in the upper�0 percent of the fill. The engine;.re� fill should ce�s:s: �f�. cor.-p�c::ed_
r_. -
im w v �� o
� orted structural fill i[h the source reviousl a� ro ed bv a eotechnical en in;;:.
P P _ . P . � �
Slab support can be pro�•ided by esisting soils pro��ided some settlement can b: :e;�:�ted. Ii u1e �-;���e�
structure is moved to the north side of the propem•and constructed as a one-story faciiin-, the lo«�beanr.�
� capacity of the native soils must be tal:en into considerauon. A base course of imported soil�.-i11 be require:: ro
� , raise the slab elevation to final �-ade inside ef the ±��,�in�, area. all ba�e course soil r:,:-.��:��� ;c:��pac;c:i ::,: ����,�'�
percent of maximum dry densin.
� The pazl:ing lot area will be constructed on i�ll up to 10 feet thick. The present si:riac�ma��be �:r:���:� oi
«�et, soft sediments. Fill can be placed over oreanic debns follo�ring the mow-ing of suriace vegetatierl.
� Compaction of the engineered fill should start af�er nvo feet of fill has been placed o��er the present ��r:a�:: =ill
control should conform to the requirements of Section B.� and B.6 of ihis report.
We recommend that our firm review the final desi�n and specifications to confirm that earth�r�ori� an�:
foundation recommendations presented in this report ha�•e been properh�interpreted and implemented in the
-, desi�and specifications. We also recommend that a representative from Amencan En�neerin�Corporation be
�
present onsite during foundation excavation to venf�•that subsurface conditions are as anticipated, and that
- competent beanng soil is e�posed as anticipated. We can assume no responsibilirv for the misrepresentaron oi
° our recommendations if��e do not revie�v the plans and specifications,and monitor the earth���ori;.
The conclusions and recommendations presented in this report should be incorporated in the dcsi`�n and
construction of the projec[to minimize anv soils and/or foundation-related problems_ Iktailed earth�-or1; and
foundation recomrnend�ticns .`or use in d;si��r and censtruction of the proiect are pre�ented i;l t`:e follo��:n�,
;
sections.
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\
GeotectintcalEngineerin�lrri'�stigation ���=9%03
SW Gradv[{'<rr Sire
.-ipri!-J. 199i
I'
B. Earthwork
1. Clearing and Site Preparation
The building and parking areas should be clear�i of al] obstructions and debns. Holes resulting from the
remo��al of large under�round obsvuctions should be cle:red and bac�ll�;d���th suitable importerl matenal. «'e
recommend that fill be placed after existing vegetation is mo«�ed or compacted into the surface. The initial rn�o �
feet of fill�vill not require compaction. This work sheuld be camed out under the obsen�ation of a�eotechnical
er.gir�er. �
.�fter the initial h��o feet of fill is placed,the remaining fill should be placed in accordance�;-ith Section B.6,
Compaction (below). No stripping is required. All loosz.��ood debns,crash,tree limbs and stumps should be
removed. '
Z. Temporary Fxcavations
Foundation excavation depths including utilin��enches should complv t��th local,state, and federal safen�
rc�7ulations. Specifically,the current OSHA Health and Safen• Standards for excavations,29 CFR Part I926, '
should be follo�ved. We understand that these regulations are to be strictiv enforced,and if the��are not closeiv
follo�;�ed,the o�vner and contractor could be liable for substantial penalties. The con[ractor's"responsible person �
as defined in 29 CFR Part 1926" should evaluate soil e�-posed in e�ca��ations as part of the contractor's safen�
procedures.
3. Subgrade Preparation
,
Afier the completion of clearing and filling w�th[he initial hi�o feet of engineered fill in areas to receive
structural fill,slabs-on-grade or pavement,the surface should be scanfied to a depth of 6 inches,moisture-
conditioned to(or slightly above)optimum water conten�and compacted to structural fill requirements.
;l. Enaineered Fill Layer
Any footings and slabs �i�ll be founded in engineererl fill. «�e recommend that am-engineered fill laver be a
minimum of ttvo feet thick under footings and paving. Any existing grades onsite that are presently at�ade
snould be over-excavated to nvo feet below grade,scanfied, and backfilled using imponed swcturaI fill. The
excavated onsite matenal which meets the requirements of Fill Material (Section III.B.� of this report)should be
stockpiled and later used as fill. The exposed surfaces should chen be prepared in accordance���ith Section III.B.� �
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Geoteclrnrca!Engineering Investigvtion .-3L C=9703
S1V C'iradv Wav Site
.y Dri!4. 1997
�" of this report: Subgrade Preparation. Onsite soil or imported fill should be compacted in accordance�ti-ith Sution
III.B.6 of this report: Compaction.
�. Fi111t1aterial
Based on our surface reconnaissance,it is our opinion that the escavated railroad�ade soils can be
, reco^�pacted if thev are at optimum mois►ure content and if construction tal:es place during drv�;�eather. _an��
excavated soils that do not meet the requirements of structural fiil should not be used or mixed�tizth am• iill
material, and should be disposed of offsite or used onl��for]andscaping.
All fill placed at the site including onsite soil should not centain rocks or lumps larger than 6 inches in
�eace�t dimension�;�th not more than l� percent larger than?.� inches. Onsite soil that contains rocks �eate:
-� than 2.� inches nominal diameter should be mechanicallv ral:ed,screened,or replaced b��imported fill «-ith tt�.e
correct size distribution. In addition,imported fill should be predominantl��granular��zth a plasticit�•inde� �PI)
. of 12 or less.
.all fill material should be placed at,or slightl��belo��•the optimum moisture content. If the matenaIs are
, too wet to be compacted to 90 percent of maYimum drv densitv, it n�ill be necessarv to drv the fiil matenal. mis
�ti1th lime,or replace the soil to achieve required compaction. �
Imporced structural fill�vill be observed and tested using modified Proctor Compaction tests to determine
- the required compaction efficiency to attain the required 90 percent of maximum dn-density. The quaIin�of the ��'
structurai fill will determine the density of compaction tests required during fill construction.
J 6. Compaction �
� All swetural fill should be compacted to at least 90 percent relative compaction as determined b��AST�1
Designation D 1>j7-78. Fill material should be spread and compacted in lif[s not exceeding 8 inches in
uncompacted thicicness.
7. Surcharge
The native soils underlying the site consist of non-plastic clav and fine sand that has the potential for ,
settlement. Our analysis shows that settlement could be up to 2 inches w�th differential setilement of up to 1 inch.
� If this level of movement is not acceptable,we recommend that the area outside of the drainage way and
abandoned railroad�-ade be surcharged b�2 feet of imported soil. The surcharge soils ma_y later be used to bring
the rest of the site to final �ade.
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Geotechnrcol Engineenng Invespgation .�.0=970.i
Sii�Grvdv�i�aySite
.9pr,!a, 1997
In the event that a single-storv swcriue is locat�on the northern port�on oI the propem�, ���e stron,l� �
recommend that the area outside of the railroad grade be surcharged for at least 90 davs to reduce the potential for
differential settlement. Settlement gages should be installed to determine���hen the settlement reaches a suitable
level. If 3 feet of surcharge is used, suitable settlement ma.�be obcained in a shorter inten�al. �
8. Trench I3ackf ll
,
Utility trenches can be bacl:filled with native soils or imported fill placed in lifts of approsimatel� �� i��c:�es
in uncompacted thicicness. Thicker lifts can be us�provided the method of compaction is appro�-ed b� :
representative from Amencan En�ineenng Corperation and the reeuire� minimum de�ree. of compacticn i� '
achie��eu.
Tfl., D�::}�ti!� II::([C:i... :IlOUii� �J�, GClii�uCi:,L" b�'ill�C:�:�TlIC�11 Ill:..'.715 :�� .. Illiulii.:i]i u _ .. �'I CCili�::C:,�.. :I '!_I
percent. Imported sand can be used for bacl:filling trenches provided it is compacted to at least 9� percent and
sufficient�ti�ater is added dunn� the trench bac�Ilin�operations to pre�•ent the soil from bulkino di:rin,
compaction.
The upper � feet of trench backfills in slab and pa�ement areas shouid 'oe compac;ed to at I�ast �� perc::nt
relative compaction for onsite soils and where imported sand backfill is us�d.
' 9. Drainage
Intenm drainage control measures during consvuction,and permanent facilities in the completed _
development,are proposed by the applicant. (See the Technicnl Informanon Report- Stormw•nter Draina�e: �
Amencan Engineenng Corporation,April 1997).
� Onsite soils have been classified using the Unified Soils Classification System(LSCS). Surficial soils are
non-plastic to slightly plastic clav to a depth of about 12 feet. This soil mantles practically all of the site. The
clay is underlain by medium to fine,loose to dense sand. The surficial soil would be classified as Type C soil
with a moderate to high runoff potential. The soil group mapped by SCS is"Urban"(Ur). Because of the
shallow�vater table located at the base of the clay topsoil at an appro�cimate depth of 12 feet,that the site is
poorly configured for rapid drainage, and that the soil e�hibits a slow�vater conductivin-,the natural drainage
conditions are very poor. Regrading new slopes to catchment facilities�vill reduce soil saturation. Containing
eyistin<, stream flow«il] reduce natural surface���ater infiltration ard minimize additiors to the�i�ater t�ble.
j
�
, Georec{r�rrca!Enginezrrng I�rvlstigetion .-icC=970.i
. Si�'Gradv�f'avSite
,4pn14. 1997
- 9.1 Drainage
Water should not be allo�;�ed to pond in an��areas«�here foundacions, slabs, or pavemenu are to be
censtructed. Water that is encountered during foundation escavation should be pumpe�out of the ezcs�-a�ors.
Alternati��elv, escavations can be sloped toward one or more shallo��� st:mp pits. The collected�z�ater should then
be diverted to a positi��e and permanent point of cischar�e.
9.2 Drainage Measures
Long-term draina�e measures should include t,l l �ading, (�) p�nmeter footing drains. and (�) slab moisture
, bamers. Design of a stormwater detention svstem is not part of this s;ud��. Each of these is discussed bele�v. ��
9.2.1 Grading I
� Positive surface Qradients should be pro��ided adjacent to the bviiding to di�ect surface���ater a�;�a�� from
foundations and slabs to�vard suitable discharee facilities. We recommend that the ground be sloped at a
minimum 3 percent gradient for a distance at least 10 feet awa.� from the structure. Similarlv,roof do��-nspouts
_ .
should be connected to suitable discharge facilities. Ponding of surface�vater should not be allowed adiac�nt to '
, the structure or on pa��ements.
Q.2.?Perimeter Footing Drains I
We recommend the installation of footing drains around the penmeter of the svucture. These drains snould �I
consist of a�-inch minimum diameter,perforated or slotted,ngid drain pipe laid«zth the perforations or slots I
� facing dow-n at,or just below,the invert of the footing«�th a gradient sufficient to initiate flow�. The drain line
' should be bedded on,surrounded by,and covered�rith a free-draining material that meets the requirements of
' Washington State Department of Transportation(�VSDOT) Standard Specifications, Seciion 9-03.12(2). S�
� Tabie 1.
Table 1. WDOT Standard Specifications. Section 9-03.12(Z)
' � U.S.Sieve Size I Percent Passin�' '
4" square � 100 '
� 1/4" square i 2; —70 � II
- ; j �
��_ '.�Io. 200 ; �.0 max. i �
* All percentages are by«�eight.
A typical drain detail is provided on Figure 4. i
Once drains are installed,with the esception of the upper 6 inches,the excavation can be bacl:filled�»[h a ,
granular fill material(native soil or imported fill}. The surface 6 inches of fill should consist of compacied and
;�
GeotechnrcalEn�neeringlnvestigation 1"�=9i0_
S1G'Gradv If''avSite
.-]prr!-!, 199;'
relativeh-impermeable soil. It can be separated from the underh-ing more�anular drainage matenai b.� a :;:�er oi
geofabnc or visqueen. The surface should be sloped to drain a�ti-a��from the buildin�«�all. _�Iternati�ei�. �:e
surface can be sealed with asphalt or concrete pa�•ine.
All footing drain lines shovld be cenrected to a �o�iti�;: di�cnar�e_ :.e. �torm eirai:� ��r :�::il��ticr, s•::::-:
10. Slab��foisture Barrier
To mitigate ihe passage of moisture through the foundation slab, a�e recommend that a capillan-breal; ,-
consisting of 4 inches of free-draining�avel covered�zith an impermeable membrane moisture barrier{10 mil
visqueen)be placed benveen the subgade soil and the slab (Fi�ure �j. The memhrane chould be cot ered ��ith� �
;nches of moist sand for protection dunng consuuctien.
11. Construciion During Wet-Weather Conditiorrs �
if construction proceeds during or shortiv after�z•et-�;�eather conditions,the moistur;;content oi onsite soils
«-ill be above optimum. Consequently, subgrade preparation,pIacement and/or re�vorl:ing of onsite and structural '
fill will not be possible. Alternative wet-weather construction recommendations can be provided bv:�mencan
Engineering Corporation in the field just prior to construction, if appropriate.
1�. GuideSpecifications
ail earth�i�ork should be performed in accordance�;zth the Guide Specifications for Site Earth�;�orl:
presented in Appendix C. Appendix D presents the Guide Specifica[ions for Asphal[Paving. These
specifications are general in nature. Final specifications should incorporate all recommendations in this repc�:.
13. 1�Ionitoring
Settlement monuments should be used to monitor settlement as fill is placed onsite. Sit�ages should�:c
piac�d at locations of deepest fill and surveyed bi-weeklv dunng filling and after completion ,mtit de:�;r.;:.:1:c�:
ceases or the deformation level is less than 10 percent of the previous measurement penod.
The fill will require field testing to ensure adequate compaction effort. We recommend test sen�ic;:s in e,cn
la��er using a nuclear densitv gage operated by a certified soils technician.
10
Geotecnnical Enqineenng Invzstigation �.0=4'G�=
SW Gradv{'v'cv Sitz
r3pril4, 199i
, C. Foundation Support
1. Spread Footing
Foundation areas should be prepared as describ�in Sections III.B-3 and III.�-� :i��;is rc�cr, _'�::�
conventional footings can be designed on the basis of the follo��ing critena:
' • Aliowable bearing pressure on compacted structural fill or concrete lean rr.is. ;ncludin� ail d��d anc
l�iveloads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . � - - - . . . . . . . . . . . . . . . . . 1,OOi� p;f
• A one-third increase in the bearing capacitv can be use��ti�hen considenn�shon term transie:,� le:ds.
� �i "
• Minimum depth of perimeter footing belo�i•adjacent final estenor grade to account for fro�t
� i
; penetration . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1Sinche�
Continuous footing should be designed with acequa�e top and bottom reinforcin� to provide �tr�cr,:ral
Y continuite�and pemiit spanning of]ocal irregulanties.
1
Footings located adjacent to other footings or utititt�trenches should bear belo.;� an li-naginar�� 1.�:1
l (honzonta] to��erticalj plane projected up�vard from the bottom �,e of[he adjacent footin�s or utiIi� trench.
'. Piles
� Because of the potentialh�liquefiable fine to medium sand layer located about i 1.� to 28.0 feet belo��
ground surface,we are providing information for optional pile support of the proposed structure. The site soil
profile consists of approximately 12 feet of sandy clay and 16 feet of saturated medium to :ine, loose �and �N =
1
8)underlain by ven�dense,coarse sand to the maYimum depth of exploration: �1.� feet.
� 4 The follo�i�ing table(Table 2)provides pile embedment depths into the bearing soils and pile len��th� belo„
etisting�ound surface based on present soil conditions. These lengths take into consideracion the effects of�he
� structural load and do�r�ndrag of the soil layer overl��ing the loose sand.
Table 2. Pile Embedment and Pile Lengths
� Pile Bearing Capacity, kips
; 20 30 � 40 �0
rEmbe:dment Length � Embedment � Lengeh j Embedment I Len¢th Embedment i Lrngth
� � ; -
. i Pile Diameter j ft i ft ft ft i ft � ft ft ft
12inches 13 41 20 48 26 �4 � 33 61
� �
16 inches ; 10 38 16 44 ; 20 � 48 I 2� �3
i ��� __ �� __ ' �� ' _ �� _ _ _
�
20 inch�s 8 �6 ' i^.� 40.� 17 -l_> �0 � -38
�
� � 1
GeotechnicalEngineering Investigaaon .-IEC=9J03
Si�'Grndy�f�av Site
,-ipn!-1. 1997
These pile lengths are based on the folloazng soiI parameters:
Modulus of subgrade reaerion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 pci
Coefficient of Fnction:
0- 12feet . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1�E
1� -27.� feet . . . . . . . . . . . . . . . . . . . . . . . . . . . . =�E
2�.� feet—Below . . . . . . . . . . . . . . . . . . . . . . . . . -1;E i
'vti et D�nsin:
0— 12 feei . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 110 pcf �
12 —27.� feet . . . . . . . . . . . . . . . . . . . . . . . . . . . . 100 pcf
2;.� feet—Below . . . . . . . . . . . . . . . . . . . . . . . . . 120 pcf
Dr� Densit�:
0— 12 feet . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 120 pcf
l:' —27.5 feet . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12� pcf
27.� feet—Be3ow . . . . . . . . . . . . . . . . . . . . . . . . . 13� pcf
Cohesion:
0— 12 feet . . . . . . Concrete pile . . . . . . . . . . . . 2�0—�00 psf
Steel pile . . . . . . . . . . . . . . . ?�0—�00 psf ,i
Piles�i�ll eatend into the native soils that exhibit Standard Penetration Test(SPT),N—values of�0 or �
rreater. As the structure design is not_yet defined,we have not vet determined whether to recommend augercast,
concrete or steel piles. We recommend that the depth to zero lateral deflection be within the lo��er bearing la��er
�d the pile caps be tied together so the piles maintain a high le��el of stiffness. The reinforcing cage, if augercast
�iles are i�sed,should extend a minimum of two feet belo�i�the point of zero deflection,w�th the center bar
e�tending to the bottom of the hole. .
S[eel or concrete reinforced piles may be driven to the recommended embedment(engths provided the
d;i��ing blow count indicates adequate bearing is attained.
Appendix B of this report contains testing resuits for the cone penetrometer tests (CPT}. These tests
indicate sand lenses in the interval between 13 and 27 feet that ma��contribute additional bearing capaciry to the
piles. However,greater emphasis has been placed on the N—values from the Standard Penetration Tests (SPT)
that show values below 8 to about 22 feet in boring B-1,and to about 12 feet in B-2. The CPT tests in three '
locations sho�v bearing sands at depths of 26.� and 27.� feet from west to east across the site. A conservative
depth of 28 feet has been used for pile design recommendations_
12
r_.-
� GeolechnicalEn neeri�r Investi ation _�.�.0=9?G=
SI S 3
SW Gradv Wov Site
:-1 Drrl-�. 1997
If the structural engineer requires additional information for design, please contac: us.
3. Slab—on—Grade
Slab-on-grade floors can be used��zth conventional shallo�ti-foundations provided�t:at interior slab
foundation zone is placed on structural fill or crushed rock (Figure �). S1ab-on-�ade suo�ade suriaces should be
proof-rolled to provide a smooth un.�ielding surfac;, for slab support. Siab reinforcing snould be pro�-ided in
accordance with the anticipated use and loading conditions.
If the slab is supported on the engineered fill, slab damage, in the form of«•arpinQ, cracl:ing. and separauon
caused bv differential settlement,mav occur. The slab��ill then require penodic maintenance. If the situation is
acceptable from an economic standpoint,then this option for slab support can be used. �L'e recommend that the
slab be reinforced with#4 rebars. 18 inches on center. Ho«•e��er,the slab should be desi�ed bv a s�uctural
engineer for the anticipated use and loading.
- Vve recommend that a structural slab be constructed in the proposed structures. This method.�-ould minimize
damage resulting &om differential settlement. If settlement can be tolerated, the slab could be floate� on the I
engineered fill subgrade. A joint should be established benveen pile columns and the slab to control fractures.
=1. Settlement
The clavey topsoil and potentiallv liquefiable fine sands of foundation soits indicate that settlement could be
as much as rivo inches�vith differential settlements of about one inch. All base courses under paving must be '
compacted to 9� percent or ma�imum dry density. We etipect that a minimum of rii�o feet of en�ineereri fill
compacted to at least 90 percent of ma.�imum dry density�i�ll underlay the entire parking area. Some areas ��-i11
fiave up to 10 feet of fill. Differential settlement of the parldng area will be contingent on the efficien��obtained
in utilitv trench backfilling.
�. Resistanee of Laieral Loads
Proposed building lateral load resistance can be accomplished by installing grade beams ben��een pile caps,
' the stiffness of the piles, and soil resistance. An upper soil la�-er fnction coefficient of 0.2� is considered
applicable.
� 13
Geotechnical Engineerrnglnvestigation .-i:��-=s�iG�
Sli�Grvdy Wov Site
Apn14, 1997
I?. Pavements
Pavement subgade areas should be prepared as desr.ibed in Scctions III.B-3 and�.B-6 of this report
Subgrade Preparation and Compaction. We recommend that the pavement section for li�ht automobile tra�'ic
consist of ttivo inches of asphalt concrete over four incnes of compacted crushed rock base that m�ts the
requirements of WDOT Standard Specifications,Secricn 9-0�.9(3). In areas of the site co be used bv hea�-���uck
tr�c, we recommend four inches of asphalt over six inc7es of crushed rock. The Iatter sx�on mav be ��,
appropriate in the parlang area where heaw deliverv�ucls�;ill trati•el. The above gavement section
recommendations assume that subgrade soils will remain relativelv dry and stable prior to placing an��fill. base �
course,or paving, a.*�d that all utilin�trenches���ill'oe back=�i1:,�' �{-ith seii using the recomr.:ead�de��of
c�mpac�en.
IV. Construction Observation
The analysis, designs, opuuons, and recommendanons submitted in this report are based upon our site
observations,lmowledge of the site and experience with projects wzthin the area. Variaaons of subsurface
conditions from those analvzed or characterized in the report are possible and may become evicent curir.�
construction. In that event� it mav be advisable to reey aivate ce,rtain analyses or assumpaons.
We recommend that our firm be retained to provide�eotechnical services during si[e�ading,found.:uon
� escavation,subgrade preparation and bacl�illing to obsen�e compliance with the desigi conc,,-pts, specificaLec�.
and recommendarions presented in this report. Our preseace wiil also allow us to modifv the design ii
nnanticipated subsurface condiaons are encountered.
V. Report Preparation
This report was prepared by RJ. Bielefeld,En�ineering Geologisi,with field services provided by Conete.�
of Vancouver, B.C. This report was prepared under the supervision of a registered professional engineer of the
State of Washington. � L�-F, �
y w.� .�
i
� �� �c _
�
c
RI�RD J.,�IELEFELD,CEG I E
(/ �,.-
.q, 33190 s�/9/�?
14 �c '�`cr�..c9 "��" j �
��'�C:�'ALF�``G�
IXPIPES QS-Q7- �
�
; II
� � �, GEOTECHNICAL ENGI\EERING INVESTIGATION
JAniIE PIERRE
,- S«' GR�DY �V:�Y SIT'E
�EC T9703
Figures Section !
-� Figure 1. Vicinitv Plan
Figure 2. Site Plan
Figure 3. Site Cross-Sections
� Figure 4. Typical Footing Drain Detail
, Figure �. Typical Slab-on-Grade Desi�n Detail
3
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From: USGS Renton 7 . 5 Y15 �� / I
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i , �
- i Vicinity �tilap
i anteric�rt �^g;ne�ring Correraticn '
. �
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II �
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Horizontal Scale: 1 " = 100 '
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Approximate Final Site Grade, Elevation 20 .0 '� a � �
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' a-+�ch minimum diame�tr :�
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� _=+� S�ziacc Seal: naava or cL*.e: :ow �c.-:::cabiiit7 cracer.si.
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i . , Crravel baci�it for walls; � _ �
� %�•'-��� Fine Aggregate fbr PQnland C��c.ic Concrc:c
�
� Drtl.Z Pi�. ?ez:orat� or S;oc•.:d :i�id ?�1C pipe ;aid vi�4 I
� : ' O pctocaaaaa or siou :ar.a� cc�n, ��hc;cir.:r.c. wic.'� :
�
pesitive LraCicnc.
• Do nec �ze Rezibie or cor.��3te� �ias�c pipe.
� . Dv nvc ae builCirg dowr.s^..ouc d� in�o iocr.rtg i:nu_ I
� -
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�'F?�fATIC - :vOT SC. �
5�.�. TQ �... �
i � I
y
' � ���w� �n9�^���^9 � Jamie ��-i�rre, Oakesdale and Grady I
Co ration I '
� �
TYPICAL FaOTING DRAIN DETQIL
'f �ac.rEc. r,o. I OA;E
,� 40�Z 1 aBfA Awnw NE�p�dn+ond �WA 9605Z FiGL'RE
T�.c�ae�.�a� .cu.;2oe1 aa�-m� 9 7 0 3 3—�6—9 7- � "' q '
j
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; i
I� � . • I
. �
i
, r
. �
� , _ (
a �
� ' / Approximate Finished
� Grace , Slab-on-Grace
� ! . Two inc:� :nois` �a^c
� ! Two inc�e ��,./ ViSCL'2?.^. :�e*nbrane
I � �soil lave � � • � . • � - � ,
� o � � � - a � :
� � = o � o ,
1 8�� 9: . �
� 6 ,
� � �,,� O'j �'oot�ng ' , Gravel base ccu�se '
i
i
. i
� � Na�tive Soil, ur.distur�ec �
, � I
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i �
�� � � SC$r.MA:'IC ONLY
I ' NO'^ TO SC�Lc, �
J '
1 �
, � - '
-� . �
I
� [
� � The soils should be c�mpacted to a relative compaction of `
90 percent.
_� �
i
�e�ian =.^•ginetsing Cer�eraticn Typical Slab-on-Grade Design Detail
: -
Jamie Pierre, Oakesdale and Grady Way'
� '
� s� 14tt2t ,�.va.HE,•A�orna�C,'HA 9EaSZ P'afc Ya I Da+a I r:;saa 5
' - 9703 � 3-2E-97 ( Nn
�
i
GEOTECHIVICaL ENGINEERING INVESTIGATIO�
JA1�iIE PIERRE
SVV GR�DY �i�:�Y SITE
AEC �9�03
Appendi� A
� ' Boring Logs
�
I
� .
,
i
UMFIED SOIL CLaSSIFIC:�TION SYSTEII �
I
Major Diviaiona �ycf�itr I DescciQuon I titajar Diviaiaro lyri I ltr( Dcacr.pcioa I �
I I I
,� I I I �Inorsfacuc uit ana vec� ;ine sana. I
GW We l l-¢noe d gnve i ar gnve f-sana I � M��r:7our. s�ity or ciayev CL.c sara �
� .�' Irsuuurta,liWe or no ftnts ! �iiV �II lor c'.avcr uit�it� slignt plaxicuv �
� ; I
' a � , � And ✓� �(nor�ruc .Iav of:o�to mccium
Gnvei � I Poanr-gndeu gnrei or grsvei ,/n I i I l
�Gp f ,C;,, Plaxicscv,anveilr CJr.suwr
� I -4 sand cnizuttes. liitle or no tinea I.Cars V� clar. �iitv c:av. :un.:ar �
; 1'�'T' � �,L.:. < 50 I �
Gnvely !�I �Silty gnvel.gravd-s�r�d-silt I ! ! I `owa�uucity�otgimc sut�:ar of I
' Soi3s �1C'M��+�+rca Fr.c 'OLi
Gn�ned
�GCICJVGY nvet. ravci-sand{lay � , i �Inor3anic SUI. :SLG3GCOLL1 JC i
8 8 , Soils � I , �diatomaccous t�ne ur siuv so�i. I
Coarse i� cn�uutea i i S�W �dauic uit
Gnined �, ��
Soiis iSW j Wdl-graecd sand or gnveily sana_ I I '� C i�inory�n�c c:ay ot higa 7uu:cicy,
�l�tUe or no tines C:ays � I:a�c:ay j
� ' I
' Sand L:. > 50 � i
i E":__�S�IPooriy-;nded sana or Snvaiy OHICr�mc c:av or-ucium co�ign
,� I Saau,1iWc or no tinu � , �p�ax�cuy I
- � Sanay � i . . ' ..r� i i
�. ,SMISiitv sand�.sand-siit m�zcutea �.Si� '
So+L r
I•�:� I Highly Or3nruc ' � p � I
; y.,� Peat and utncr aig:.ly orgaruc �
j i Soiis � soiis ;
�SC ICaycy sand.sanu-ctay mizcurzs , �� i
i
� ' ' i. ^
� S�'�1BOLS
� Sundard peKsraaon�qii[-sgoon sacr:pie C_ Blank:uing !
� r
'� 'titoaiGcd Glifomia(Porccr)sampk e Scircncd cuing
, i �
rGnb(Gtting�)�am�ie �' Ccmcnt grouc
� ._..
� Watsr levd obaer+�ed in ooring � Senwnite
_ . r�
, \� Suble v�ater lcvel in momwnng aell I::' F:itcr��cz �
..,
� I ( Sii�s and C:avs I Btows cer �eoc
Sands and Graveis , Blows oer t=oot �
very Sod � v- : I
� Very [.00ae i 0-; '
Sot� � = -t
_ Loo.e �, 1- I O � I I
Frm �-8 �
i �'
' � ltedium Derue I IO-�0
Suff I S- I6
_� I ` (
Dense �0-50 ve,v-�tiff � l6-32 I�
� Very Dcnae I Qvcr:0 iiard I Ovcr�7, I
yae(I): Penetration rrauunce valuea arc recorsied as ehe numoer of blov�a of a t40-pound 6ammer falling�Qinches
; reeuiced co drive a�amp�er thcougn the luc 1 i incnea o(an I S-;nch drive. Biov:aunt tor samplca obuined usiag a
Modificd CaliForrua�amplct(inaicatcd by�n axcnak)showd be rt:ultiplicd by a fnctor ot 0.3 to oowa cgurvalcn[
, � standard pcnctnuon res�sunce vaiuu.
Notc(2): The linca xvanting stnu on Ne log�rcprcxnt approzirtute boundana only. "(o warranty is prwided as to the
� concirn�nr ot soil xrau becwccn bonnga. Loga rcpcexnt We soil xnion obxrveQ u che bonng locaiion on�he date
� ot dnlling oNy.
_ : BORING LOG LEGEND
American Engineering Corporation
JAMIE PIERRE, OAKESDALE & SW GRADY 6JA
4032 148th Ave.NE, R�dnwnd WA 98052 PROJECT NO. I DATE -
` � APPENDIX A
� 9703 3/28/97 �
APPENDIX a- BORL'�G LOGS
Boring No. 1: Page 1 of 3 pages
DRILLING METHOD: Rotary Auger SURFACE ELEVATION: 100.00 LOGGED BY: RJB I
DEPTH TO GROUNDWATER 11.5 feet BORING DfAMETER� 4-�ncn DATE DRlLLED: 2-2&97 I
DESCRIPTION AND CLASSIFICATION �
DEPTH W �� �^, o E. CTHEA
(F-� � ��� �w �� 3�G TES75
DESCRIPTION 8 REMARKS CONSIST SOIL TYPE y W w� <Z o S���
a¢� 3c�
0.0-11.5:Clay,fili;Gay with bridc and rocic ft to slightly G �
.................. ......•-•-•••-- --��---.....---- -........... ........._... .....------ • ---.._... ---.........
�agments,wet,coal and brick fili,highly "
plasuc,low dry strength. Stiff
� - ..---•.......... .......•-••• -••-•••-•••--•._......... ._.._....... ._........._ I
� ................ .......•••-• --••-•-••-•------••-•-••- ••••........ •---••-----• i
--•----------••••- ••-•-••-•-----• -
, 5 No Sam. 4l�i6
------
.................. ............... ................. ............ ........•••--•-••-•---- - �
••••••••.....••••• ••--•-•--••••-• ...-•--•-•---•-•. ............ ........•-•--••-••••-.... .••••••••-.. .._....._... �
1 t.5-28.0:Sand;fine,wet,loose,quidc
ddaTancy -•---------------- -•-----.....-•• ••-•-•-.......... .-••........ ---•--••---•-•••-........ .
........... ............
-•-•••--•-•--••-•• ••---••--•••--• -•............... ............ ...........•--......_..._ ........_... _...•••.....
10 No Sam. 3/3/3 �
-•••••-•-•---•-••. ............... ..............•-- -•-•••-••--- ......._..-•---•••••..... ......._..._ ..._.....--- �
Loose Sp ater Ta � i
---•-• ••--•-•-••••--• --•-------•------ ------------ ----------------------- ----------- ----•�------
�
I
.......•-••••..... ............... .............••-• -•••-••••••- ••--•---•-•-------._...._ ........_... ............ �
-•-•••••-•-••••-•• ...••••........ ................. ............ ..........••-...._....._.
Adding
•-- -- -•-•-- ••• water to
hole. '
•••••-•••--•••-•-- •••-•--••-•-••• •............•-•. ............ •-••.........•••-......-- •--._....... ...--•-••---
15 B-t-1 2J3l2
----•-----....••-• -•-----•....... ................. .......•--•- ••---•••-•-----..._.._... .._.......-- --......-••-
-----••••......... -•-•........... ..........•-••--- -----------• -••••----•-•--••-•••••••• ••••••••-... .•••--•••-••
•••••...-•-••••••• ••-•--•••••-•.. ................. .....•-••••• ••-•-•••••-----.......... .....-•---._ ......-•-•--
20 B-t-2 3/2I6 40.5 Gredation �
-••••-•-••••---••• --••--••-••-•-- •..._..--••-•---- ----••----•- -•---•-•-••-• •......-••- ••-•-•------ •-----------
---_..-•-----••-•- ----••--•--••-• -••••-••-••••••-----••-----•- -•-•-••••-••- --•---•---- •••-•--•---- ---...--••--
_.._.._..--•---•-- -••-•-•••---••- •••...•--••------ ------------ ----------•---••--•-...-- ••-.._.._..- -••-...__...
Trace of gravel with thin layers of day,
highdilatancy. --••-•-----•--••-- ---••-•-•-•.... ...........•-•--- -••-•--•---- ....._...---• ---.._..--• -----...---. .
American Engineering EXPLORATORY BORING LOG
Corporation Jamie Pierre, Oakesdale and SW Grady Way �
- PR0.IECT N° DATE gORING i �
4032 1481h Averxie NE•Redmond•WA 98052 N� �— 1
TeL(206)881-7430 •Fax_(206)881-7731 9703 321-97
?".',--5��F:E.LC+�
��.
:�PPENDIX � — BORIi�iG LOGS
' Boring No. 1: Page 2 ot 3 pages
DESCRIPTION AND CLASSiFICATION ,I
F� � � � � �n i
�� C_. TH J r-� �. v� �_�"C. OTHEr,
(FEEi� �� �? �z�" ��Sc -�STc
d '
� �cn w:- o� ��� !
�"� DESCRIPTION 8�REMARKS CCNSiST SOIL TYPE � a�� 3� � � I
o ��,� II
I
Continued: Sp 25 B-t-3 5/8!4 ',
Thin less than 6 inch fayers cf day wrh ........-•-•----•- ----•---------- ----------------- ---••-----•- --•-•------- ...........- ---------•-- -----•---- '
crganic content. ' I
_._......•-•--•--. ....----•-•••.. ...............•• -•----...... ..-------•-- •----------- --.......... -•-•---••--• �
.................. .............•- --...._.......... ...---•..... _...-•------ -•---------- --.......... ....._...... I
.................• --.........---- -•----....._..... .•-•--••-•-• •--•-•----•• -•-•---•---- •..._....... _..._....... i
28.0-Botom:Sand;coarse with gravel, '
peoble size,mixed with fine sand,high Very dense Sp-Gp I
dilatancy,traces of brick-iike fragments,
- --•---••••- - ••• -------------••- ---•-•-••--- --...--•-•-• --•-•-•••-.. . I
possibly coal present � B-1-A 45/45/2G"
.................• •--•---••--•... .-•-•-•----...-�- ---------- -••-••---•- -•---•------ -
--------- ------------
------ �
-------•--------•- ------•---•-••. ................. ....•------ -•--•------- -
........... ............ .....•--•-•- �
�
i
� ------ ----------------• -•---------- .......--••- ----••••-•-- ---�-------. ....--••---• I
i ------------•----- ---•---•-
I
;and;ooarse,with fine gravel,trace cf Very dense Gp 35 B-1-5 20/20/18 11.6 Gradatian �
sand,wet .............•-•-- ........---•••- --•--•-•-.......- ••--.._....- •-...--•--•- •--------- ---•-------- ----•----- �
� i
------ �
� !
� ------------------ --------------- ----------------- ---------•-- ------•----- -•---.._.... ............ .....-----•• !
i
, `
� .................. ...........•--• •
-------•-------- --•--------- ••-•----•--- ------------ ----------- ------------ �
�
� ------------ ---- -•--._......--- --------•----••-- ------------ --------•--- ------------ ------�----- ------------ '
i �
; .................. •---•---....... .•------•---•---- ••-•-------- -----•------ -......_.... .._...._._.. _.._....---•
� �ravei in coarse sand. Very dense Gp &1-6 25/29/30
� -•--•-----•--..__. ...•-•--•••---- ------------•-•-- -----•----•- -....--•---- ........---- -----•----• ••----•-•-••
�
' .................• •-•--•----••--• -•--•-------•-... .._..__..... ..-•---•.... ----•------- ....__...... ..-••-•-•••-
, ..-•-------------- --•-----•••-••- •--•----•�-•----- -----•------ •----------- -•--•.._.... .......---•- --••--------
i
4
j� ...._'""...""'. ...""'"""" "'_'_.._....._"" _'""""'."' _"_'_'.""_' "'""'""""". ............ .....""'"""
45
.....---•••....... .-•--•••-•----- ---••-•--•....... ............ .......•--•- ••--------- -----•--•--• -----._.....
; Very dense Sp B_t-7 15/23/30
� Sand,coarse,upper soils probabiy same. -•.........--••-• •-• -•-- --•.............. . _..--------- •-....---•- ------•----- •-----------
American Engineering DCPLORATORY BORING LOG
Corporation Jamie Plerre, Oakesdale artd SW Grady Way
�t�
`�" '-�'°�- PROJECT N° DATE
BORING �_�
4032 148th Avenue NE�Redmond•WA 98052 Np,
Tei.�206)as�-�a3o • Fax.t2os�ae�-ns� s�os �2i-s�
9703BORE.LOG
APPE:��LX A —BORL�G LOGS
Boring No. 1: Page 3 ot 3 pages
DESCRIPTION AND CLASSIFICATION
DErTH J �c�'� � �� o�"� OTHER
irctT} n- �� �Z .�-�+� _�� TESTS
DESCRIPTICN&REhAARKS CONSIST SOtL TYP� � ��� �� � ���
_ � �
Continued:
•-•............... ............... .......... . .... --••-----•• -------..__. ..--•-•----- ••-------•- ----.._.....
�
� �
•----•---••--••--• —............. ................. ........•-•- --•-•••-•••• ••--........ ......_..... ----......_.
�
B-t-B 2513�i18 5.8 Gradation �
------ For 2'
---------••---•--• •••--••--••---- ------•-•........ ......•-�--- -••--•--.... .........._. .---......-- •-•--•••••--
Bottom of Hole:51_5 feet '
Badcnlled with drilled materiaL '
. -•-••............. .....•--••----. _....-------.._.. .....•--.._. .-------•--• --••-•••---- ----.._... ..._...._... ,
----•--•-••-•-•-•• •-•-•---•---•-- -•............... •••••---•--- ----•----... --••-•----.. ............ .._.._.._.._
•••--•-•---------• --•--•--••---•. ................. ..•--------- --••--•-••-- --.......... ...-----•--• -•----------
..............•-•- •---•-•-------• ----------•----•- -.........-• ---•-•...... ...---...... ....-------- •--....... .
•-...------•--•--• •••............ ...........•---•• ----------•- -••---•--•-- -----._.....�....._...... ..-------••-
•--•------••-----• --•------------ ----•---•--•-•••- •-•---•••-•- •-••-•...... .._......--- ---------•-- --........--
--••----•-••------ --•---•---•-••- •-•--.........•• •••----•--•• ----•------- ------------ - -- ------ ...--•-•----
...---•-••••---••• ....--•--•----- •--------•-----•• --•-•....... ---•--•..... ............ .•-•-------- ----•-••-•..
-----•-----•-••--• ..............• -•-••-•-------•-• --------•-•• ---••-•--•-- ._...._....- •---------- ----•.......
•-•-----•--•--.._. ...---•...--•-- -._...--•-----•-• ------------ ----•---.... ..--••-•-•-• ••---------- --._........
-----••--•-•---••• •-•-••-------•- --•.............. ............ ........•--• •-•------•-- --------._ ...-•-•--•-•
,
---------------•-• --•--•--•-•---- ---•••--•--••---• -•------••-- ••---•------ -••--------. ........---- •----•----•- �
----•............. .............•• •--....-------•-- ••--......_. .-•-----.._. ......-•---- ---......... ...----•-••-
I
i
American Engineering DCPLORATORY BORING LOG
Corporation Jamie Pierre,Oakesdale and SW Grady Way (
r - PROJECT N° DATE
BORING �_�
4032148th Avenue NE�Redmond�WA 98052 NO.
T�.�2os�asi-�aao •Fax. (206)881-7731 s�� �-2i-s�
9703BORE.LOv
APPENDIX A— BORIlVG LOGS
iBoring No.2: Page 1 of 2 pages
DRILLING METHOD: Rotary Auger SURFACE ELEVATION: 100.00 LCGGED BY: RJB !
� DEPTH TO GROUNDWATER 11.5 feet 80RING DIAMETER: �nu� DATE DRIL���: 2-28-97 !
!
�
� �
i
' DESCRIPTION AND CLASSIFiCATION ^ •
x � I
� � DEPTH J ��� F, in.� o C OTNEn
(Fcrn � �y�n wF o`c�� ��� TCJiJ ;
i DESCRIPTION 8.REMARKS CONSIST SOiI TYPE � a,��, � 3� � ��� I i
m
i
0.0-4.0:Sand,gravelly;dark gray brown, Very dense Sp j
moist,fiii,organic-rich ••••--•--••....... ........•----.. .............._.. .......__... -••••.._..._.........._.. ......._...- --•--.....-- i
� ` �
�
4 �� ••--•----..__....• -•-•-••-•-•-••• •-••-•-•-------•- .........•-• ••-•••-•-•............... .•-�-------- --�--��-�---
1
I ".............••- ••••--......... _...---------•-•- •---.._....- ---•---....._......•_•-- ---�-------- --....__..._
_ 4.0-12.0:Clay;wet,dark brown to bladc, Soft C! 5 No Samp 3/3/5
plastic,grass fibers
.................. ...•-••••---••- -
................ ............ .................••••.... ....------ -- --.._....
� -••.............. ............ ...............••--••-... •----...._.. -----.......
�
....•••••-•••-•-•• •-•••••-••••-.. ....-•........... ..•--•--•-•- ----.._._._. ...--•---•• -••-•-._...- --------•---
,
� .................. ..•-••---•-•--- -•-•••-...••••••• •-•...----.. ._....-•-•-•• --•--•---•• ••.......... ...--•--.._.
Grganic,wood fiber,sand in shoe. 10
No samp 3/1/1
, ------ �
----•••---••...... .........•---.. .._.............. ••••••._.... .........._.. ...--•-•-•- -...----._._ ...•------•-
12.�Bottom:Sand;fine,firmer ihan Med Dense Sp-Sc
above,gray brown,wet
•-••••--••••-•••-• --••--•-•--•••• •.......-----•--- -...•------- -------•----•--•---•----- ....----•-•- --..........
••••--••••----•--------•--••-•--• ••-••-•••-...-••• •-•---•---•- •------•-•---••---..._..- -•--•--.._.. --•••••••••-
15
....-•-•-•---•••.. ............... ......••••-----•• ••-----••-•- -------•----• •----••••-- -.......---- •--.......•-
j 6'layer of pea gravel in sample Gp-Sc B-2-1 7114/14 19.8 Gradaticn
................•- ••••-•••-•--••- •..._..._....--•• -••--•-•-••- --••----••--- -�--._...._ ......_...._ .._..---•---
� ...•••.......•--.. ...--••--••--•- ••--•-•-•••••-•-- --•-•-•----- •------••---- --•-•---••• ............ ........••--
,
I � .................. ••.._....•-•._. ...._..._..._.... ...--••-•••- ••--••-•-•-•• -•-•--••-•• -•------••-• --••••••-...
a -••---••-•-•-•--•- ••--•-----••--- •-•--•........... ..........•- ---•---••---- ---•--•--.. _........... ......-•----
20
' ------------------ --------------- ----------------- ----•---•--- ------------- ---------�- ---�-�------ ------------
' ISand,fine,wet,gray bladc Dense Sc B_2_2 Blow 31 7 Gradation
� .................. . •--... ...._...--••---.. . cour� -•---------- -
------ 11/14/23
.•---•............ .•••••••-••-•-- ••---••••-•--••-• •--•••----•• -----•------- ••-•---•--• •-•-••-•--•- -••-•----...
....-••••---...--• --•----•-•-•--- --...._....-•... ............ ......................••- •---------- ----••••••--
�
J American Engineering EXPLORATORY BORING LOG
� Corporation Jamie Pierre, Oakesdale and SW Grady Way
� - PROJECT N° DATE BORING R
4032 148th Avenue NE�Redmond•WA 96052 NO. �+��
Tel.�206)88iJ430 •Fa�c.(206)881-773t 9703 321-97
9703BORE.LOG
APPENDIX A—BORII`G LOGS
Boring No.2: Page 2 of 2 pages
DRILLING METHOD: Rotary Auger SURFACE ELEVATION: 100.00 LOGGED BY� RJB
DEPTH TO GROUNDWATER 11.5 feet BORING DIAMETER: a-inch DATE DRILLE�J: 2-2&97
� �
DESCRIPTION AND CLASSIFICATION �, � j
DEPTH '� � �_� X ! �� o C i OTHER
' IFt=� � �r<- �w � `�'a '• ��_ �I TESTS
DESCFiIPTION 8�REMARKS ' CONSIST SOIL TYPE' � w w� �o } i s���
a�� 3c) � ! � �n
Co�tinued:Sand,light gray,wet with , Very dense I Sc 25 j
grave{ .•-••••-••-•-••---• -•................•--••-••••-•.......--•--•--------...._...�.
....._...-------•------i---....••-•--
B-2-3 20;24124 j . ' i '
:-•••••-•--.._...._:.•-•••-••..............................•--------._..._...--•.._..._....-•--••----•--••--...._......_
--••-•--•---•- -•--._........••••••••••••••••-.••.---- _.......-••-- •l• ••-•..._ � ....---•-•-•-•.........
i ' I
' i I
...............•••.----•--•-••...._...._....--•--.._..........__......__.......�...........----....------.......------ i
. . . ...........1-••••--•-••----I......�_......;.....-.-...._.........-••-•�--•••••••••-••••••-•••- - •-•••-•---- I
Sar,d wi�fine g�avel � Very dense i Sc � B 2 1 18!40l45 ; I
----•--•-••-----�--------------•-•--•-•-•...•-•••-:-•.........._........_..._.:......•••---...------
' 1 ! ----- .. , .._.....---
..----...-•-•---•-•�--•-••---••--•--•-•-••--•••••••..:..........••-................••---------•--------•--:-..........._
� � i
......-••••-••.... ...............•-•-•••••••••••-••......_.......-••--......-- �-------------------•-•-^•.......... -
....••-...._.. , � �
--••- ;
-----...-•--•--•-.�_ ..................t............_......._. �i
� i_.........._..........-•j•--•-•�-�-�--
i � � I
r--...•••----•--... .� ., I • • -..._._. . -
� ry•--....._.�.._...__ ..--•--••••••••••.......:.... ... .. -•••-•-•••••- �--•9•�•-•-•---•.....-• - Gracaticn
.._... I
Co�rse sand Ve dense � 3-2-^ 11/2�;'22 ,
i � i �
-------..
�
:..-----•-•-�-•-•--�-.......•-••--•------------------�•-----......_.......--•--.:...........:•-•-�---••--------•---- �-
I '
�------------------ ---------------------------------�.__....-----=----.-------.�.
.........._......--------------------
� �
, ,
, . ,
,
, ��------------------ ---------------------------------------------------------------.........---.------.--------.----..
; �
�
Coarse sand � ; 40 ; : , �
••. .....................••-.........i..-••-•.^.._..../-•--..........._...-•i•••-••-••---,.......••-•-
�-•............. B-2-0 , 14 29/30 ' I
, I
.. . .....................••-•--•----•---••••--•-•••-:-•--••......_. _........._i...------•--*--••-•--•••-
' Bottom of Hole:41.5 feet,badcfilled with ! Very dense SP-•--•-I.................:. . ........_....•-••---••»
-------• ........... ...•-•-•....
I hole a�t4ngs �-•--........--•--- ••---•--• • - :••••••....._.
I I I � 1
, T
� I
,
,
i ,
i �-•-••--•--•...•--- •--•---.._..._. ............._.....-•••----�••-•••-......---•-•-•---�....._..---•
..---.......•-••-
� , � I I i
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....--•••--•....... .............••----•-------•-----';-..--•-•-�----------------�•---•--•------•-------;----------•-�
I 45 � �
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,_..-•----•-•---•-- ---•--•--...---•••-••••-•-•-..._.l_.._........_......_..•--• --...--•-•-•---•---•••--?-••-••-••-•J
� .
, I ! �
--•-•---•---•--...�.-•-••--•-•----•-•............... ...••-•••••--•••-•-•-••--• ---..__......-•-••-------_..._...••----
� � , � � !
,
, --••-.._...-•--•--�--••-•----•••--•-•-•-••••-•------�------------------•........ ......•--•-----•---•----•-•---------a
� �� i i t
i i
� EXPLORATORY BORING LOG
American Engineering �
� Corporation � Jamie Pierre, Oakesdale and SW Grady Way
I - PRQJECT V° I DATE gORING
4032 148th Avenue NE�Redmond�WA 98052 NO. �—�
Tel.(206)881-7430 •Fax_(206)88�-7731 9703 i 3-21-97
y7n3gORE L��G
� i
� APPENDLI � – BORIl�G LOGS
. Boring No. 3: Page 1 ot 1 pages 'I
DRILLING ME7HOD: Aotary Auger SURFACE ELEVATION: t00.00 LOGGED BY: RJ8 �'i
DEPTH TO GROUNDWATER 11.5 feet BORING DIAMETER: »-in�; DATE DRILL��: 2-2&97
i I I
DESCRIPTION AND CLASSIFICATION �
; � � ' �
DEPTH J �`�` ! m� i c � CTHEr�
~ Z" � � TESTS
� ��c� � � �� �, �w woa � ���
DESCRIPTION&REMARKS � CONSIST ,SOIL TYPE Q � =W� � Q o r � '"�
I (4 a�� 3c� � ��U
O.D-t 5.0:Clay;wet,with fine sand, Soft I CI I ;
organics,yei�ow brown �---------•--------�--------------•-------....- �---•-----..._...._......_..,-•----�-----••-----------�--•� --• -
� � ,
�
� -•-----��---� -
.-•••..............�_.._.._..._._..----...........................------•------ --.._.....-----------
--•-
�I '
l-••-••-•••••-•-••-i•................................'.....-•-•••••-- (
--•----•-•-•^--...._...----•----•--•-I.............
,
- i I ,, � ;
� ------------------------------�,-�-----------�------�-----....._......---....._...._
� ..'_. ' � _..._.._..--'-
-------�----------�..................... ........-----...--�----------------�
- - ---------��-
soft ; a ; ': 6-3-t j tl1l� � --...---� �
� ---•--------------------•----------•.....-----------•-----••-•••---•-...--•--•+--•-••------•....----------•-.........
i � -------- i , �
,
............................................ •-------•----=--.._..._.....:......----•--....--•-••------•......._
�_ I --...- � j � � '
, �
;
...........................�---...-----...............-------...i..------------:------....-------------------------�-
`- � � �
:......................�----------�--�---------------.--------...._......_.....--.-�----------.........---=---�-------._
� ' ,o I ;
�
�................................................................�=--------------�---�---....-----�----------.........._
Trace of sand,blue gray,saturated ' S�ightly stiff CI-Sp B-3-2 � t/1/2 42 ' i Atterberg
�--- ------------------••---•-•--�-----�-------....._...••-••-•-
-•-•---••------'---•........_._..------ -- Ncn-plastic
�------•---•---....
_ iI i , l
� --••----._......••••--•-•------------------------�----------..1......_...•--•.•••-...-----•---...••---T......----•
i iI I , I �
�t •----•-•-•--•-•--�----•--------------------�•------�-•---......_I.....__.._..._:..-•-••-----._..........��.....------�-
I
i ; ; ; i
�------•--••---....i._.. ._...) � � ' �
................••....-• �-•--•----...�-•---•--- -----....-•-;-----�--••-•;---........._
I _.. ---
I ' 's � � ' �
— ,----._....---�- �----------------------�----------�---------...,-------------�----------�------•---.. _........--
, '5.0-8ottom:Sand;coarse,wet,blue Med dense � Sc-G ; ( B-3-3 I 4/6/12 , I '
' y�aY,Pebbies present. •--•-•........---- •----•--•---•..........•......................,_ I
� , I
.............I....--••--•---•-••------+----._......_
� � � �
, �
�..................t..--------------...........•--••-F--•----•--.__..__.._...---�• � ,
; r , ---------.i........----------------�-
cottom of Hole: Badcfilled with hole i I i ; �
�
� �
g ---.._.._. ..............i...--------------j------------i--------------•------�----i-�----------�.._..-----. �
i �,rn� 5. ------��- ; ; :
; � � � , � ,
, ' ----------.....-----•-- ----�- �
� -•---...;--------------------------------��--------------------------�-
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;
, � + '�
, -•-•••••••-----•�' � � ` � i ;
+ :_ :. .................�-•----•--•-•----•-••••---- -•--....._._.....
. ..-•-------••-•----•- �
� Hole is in parking lot,30 feet from Gredy � ; �������� �� �� I � I ; !
`�Vay and 110 feet from Powell. � � � � ;
� i
�-----•---------------•---•--....--•-•------.......•--------•--•---••-•--•---•- ---•--••--•.•---•-------�•--•---......
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----
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f-•-' ---•------•----•-------•-----•-i--------------�-r•-----•--•-----•--•------- -••--•----•.. .--•--.....: I
i ..-•------�- '
i �
� i American Engineering EXPLORATORY BORING LOG ,
Co�poration
i Jamie Pierre, Oakesdale and SW Grady Way ,
j � ;
I . ..
APPENDIX A—BORP�IG LOGS
Boring No.4: Page 1 of 1 pages
DRILLING METHOD: Rotary Auger SURFACE ELEVATION: 100.00 LOGGED BY: RJB
DEPTH TO GROUNDWATER 11.5 feet BORING DtAMETER: 4-+nch DATE DRILLt��: 2-2&97 ;
� ;
� i
DESCRIPTION AND CLASS►FICATION � I ^
� DEPTH J � �c�F � a-i� ' o C 07HER
i (FE� � I �` i W u' o i ��� TESTS
' DESCRIPTION 8 REMARKS CONSIST SOIL TYPE:' y � w w� o }
i �.
I as� , 3c� � ���
; i
0.0-i5.0: Clay;IigM yellow brown,wet, Slightiy sLff •-•--CI•••-•., � I , ._...-----
plastic �--•............... • -...._..............-••-•.._.._:.........•---»..•-••-••---•
�
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j ...............•-- •-•••••-••••.... ...........••-•••-•••••--..i..---...._._.._._...._..j._.........._
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i .............•-•-- •-----•--••--..;.._.._5 . ._...........I. � ..._..--•-;•---------- f
; �
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Slightty sbff I CI �No samp� 1/2/3 � ' '
---••-••--•--• •� ------•-•---•--•-•••••••••••• -••••••-• •-•••••-•- •-•-••••--•........•• � ••........_ ',
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j :•••••••••••••-•--•r-...---•..............•••••••••....._..•••....-••••••...-•-••............_......•••--..c. . �
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_ . .... . .......• •••••--••••-• - - i I --•••---••--
....-••..._..... . . - - -
! 15.�Bottom:Sand:blue gray,wet, I Med dense •--Sc•--•....-...-• •••---• :..B-4-2 •--?J5l6- •_-•••• •- •-•-•••••--•--'_.............
! dilatant. �- .....--••-•• - • ; -----
� � -------� j i
� � .
; �----------�------- ------------•--------------------�---•--�-------••----------�------------...-----------------------
Bottom of hole,backfilied with cuttings. f � � �
4 �
-------------- ----------. -j- --.------------;.-.-.-.-. -----------�- ------- .----.---- -. ------- ,
, ------------------ ---------------�-----------------,.-.-.-.-------------------- ----..-- .---------------------
�-- -.-- -,
; Hole located 30 feet away from Grady I 20 � I _ � � ; j
' Way and 250 feethom Powell. •.............••-- --•------•-----t- ;---•---•••--1-----•------• --•--•--••......-------l--•--• �
---•-••• •---
i I -------�, I - , -----------!
------------------ --------------- -----�-----�......_.........._..------ --�------� �
, - - -- -
� -------------- _.._..----- -�. ------------- .------- -1- ---------- ---.-.--I----------�� --------- �
,
-- .- -. - - --.-. - . - - ---- -.
-- -
,
I �
� �
I -----•---...-•---- •-------••----- ---------•----•--._._.......-- ----•--......_....--•-.._.. !
� �
--••••-----_._..-----•--»
� '
i
American Engineering EXPLORATORY BORING LOG
, Corporation Jamie Pierre, Oakesdale and SW Grady Way
; i -
�' � PROJECT N� ! DATE gORING /�
� 4032 148th Avernie NE�Redmo�d�WA 98Q52 Np_ B—''F
, Tel.(2os)881-7430 •Fex.(206)881-7731 9703 j 321-97
9703BORIi.L C�3
GEOTECHNICAL ENG�'EERL'�G l�VESTIGATION
JAMIE PIERRE
SW GRADY ���:�Y SITE
- AEC =9703
Appendix B
� Cone Penetration Tests
;
i
ConeTec
CONE EC Environmental and Geotechnical In Situ Testing Coniractors
- � � Canada: Vancouver B.C., Edmonton Alta.
�� USA: Warren, NJ, Denver, CO, Pacheco, CA, Signal Hill, CA '
ASIA: Hong Kang
Efectric Cone Testing �
The cone penetration tests (CP� were carried out by ConeTec using an integrated elec:ronic I
cone.
A 10 ton compression type cone was used for all of the soundings. This cone has a tip area of
10 sq. cm. and a friction sleeve area of 150 sq. cm. The compression cone is designed with an
� equaf end area friction sleeve and a tip end area ratio of 0.85. A porewater pressure filter was
; ,� located directly behind the cone tip. The fifter was made of porous plastic and was 5.0 mm thick.
Each of the porewater pressure filters was saturated in glycerin under vacuum pressure prior to
• penetration. Porewater pressure dissipation was recorded at 5 second intervals during pauses in I
penetration. The cone was atso instrumented to recorcf shear waves. The equipment and �
' procedures for conducting the wave velocity measurements have been described by Robertson
et al. (1986).
; The cone was capable of recording the following parameters at varying depth intervals:
Tip Resistance (Qc) '
Sleeve Friction (Fs)
Dynamic Penetration Pore Pressure(Ut)
Temperature (n
Cone Inclination (I)
Shear and compression wave velocities (Vs) and (Vp)
Resistivity (S2-m)
The above parameters can be printed simultaneously on a printer and stored on a floppy disk for
' future analysis and reference. All cone penetration testing was carried out in accordance with
ASTM D-3441.
i ' A complete set of baseline readings were taken prior to and at the completion of each sounding
to determine temperature shifts and any zero load offsets. Corrections for:emperature shifts
and zero load offsets can be extremely important, especially when the recorded loads are
relatively small. In sandy soils, however, these corrections are generally negligible. Graphical
plots of all CPT data are presented with this report.
� The inferred stratigraphic profile at each CPT test location may be included with this report. The
stratigraphic inierpretations are based on relationships between cone bearing, Qt, sleeve friction,
Fs, and dynamic pore pressure, Ut. The friction ratio, (Fs/Qt) is a calculated parameter which is
used to identify the type of soil and hence gives an indication af its behavior. Generally, soft
� cohesive soils have high friction ratios, low cone bearing pressures and generate large porewater
pressures during penetration. Cohesionless soils have lower friction ratios, high cone bearing
pressures and generate littfe in the way of porewater pressure during penetration. The
� classification of soils is based on correlations developed by Robertson et al. (1986). It is not
always possible to cleariy identify a soil type based on Qt and Fs alone. Experience,judgment
and analyses of porewater pressure generation during penetration and subsequent dissipation
were used in arriving at soil type in these ambiguous situations.
C �'� ��ass��ic�tion C�art �
{a�ter Robertson 3 990)
Non-Normalized Classification Chart
�coo
10 �2
��
Q g
m` �oC 8 =-
� 7 = �'�
a� _ -_ ___—.�'
.` -__� F-.. -- - __
^, _— __ � _ �.s-.�__
ry\ __ __r'
`0 10 �'���` - �,--
U - - -
-- - -_ -_�_
_� - - a.�
- �.-�'-�•-� x�:� �
� -=.c �;�
� - - --_�'_�::.:-�= _- -- -- -
0 1 2 3 4 5 ., �
Fnction Ratio (%), Rf
Normalized Classri�tion Chart
i000
, � , , . , ,�i � . .
1p 12 Zone Qt/N Soil Hehaviour iype
: �.��,,, 'i ■_ 2 sertsitive fine grairtied
Di G��. 2 � i .. 6T93[11C I712tER3F
C I > CP ��,;3 11 3 � 1 day
';b _ '/.e�`c� , d ■ 1.5 s�y ctay io t�ay
�' - -� '. �;�� 5 � 2 ctayeF sit#to sity clay
�o0 8 �'. 2.5 sarxiy si�to clayey sik
°' . .� 7 3 siky sand�sandy sitt
c� g-&9. �
c '' "_-"'�. $ 4 sar�to sitty sartd
N E - 9 5 'sand
� � _ . �i,}'. � _- 10 6 .-gravely sand to sand
� 'ti 1 verg�iff fine grained'
°' 12 2 sartd�clayey sarsd'
o ` - ``5 -
U �_ 4^.- � ..:'� ---.. .... . .
� �o — � 'over�ortsolidated orcemented
N �r�����---�' �a� f'�
_ — ___ _-..3�
� ��- � �' ��:��
Z ��
_ Y'"
_✓ZC r.=,y
,e�wX:�.�����-1
..'^'"'_Q.::.._'-r��:�::
7 ' ' _
0.1
Normalized Fr,C,ion P,atio �s x 'OC%
Gt-�vo
CONE EC �atechaec�l and En�rironmeetc�L
�
le Si�e Tesfeng Contr�ctors
��
� Estima�io� oi �rou��� V�at�r i able
from CPT Dissipation Tests
1 �ssoeta,of Ftre c*�,r;.:,m!�c c�.
U
i
/
UC .'""".............'""'""_....""""__"""...........____ .
�
� ; t :l a � j Uo-eaudioram pcYe cressure
� � � d, Q
� I !
, :ime
Ground � .rs�
' f� I.• '.I lssDz]on�f Pve�esade i..:;ir San'
�urface , �
3
� � � � .�-��� � _ � v� I
c.. _ _ �1-i-:_��_� '�`--�'�-tu'S."� y � �.._ �
� , ,:�1���. —y�:,' �;'^K - �
� .. " _c/f��Cf�' = .v' 'Jo
I - �_� - ��tr;� -
j - " :-� �_ x��,.
� �
, � I � " wa Ue-ecw�brwm ocre pressure
i �cone I � tef Tabie o
time
I
HHrafer
I I Disvoecm d,Pore Prernre i!�1:n Dense Sana.
i ; U Lliacve Sdt ane Hee.+ry OC Cey
� � � `� Pore Pressure (u) � �
; measured here
, �cone - Depth of Cone
� Ue-ecwiibnum porr pressure
�vvater - Depth to Vlfater Table j e
� � Hwater - Head of Vlfater I time
- ,
� Water Table Calculation
� �wate r = a co n e - H wate r
where Hwater = �e (depth units)
�
Useful Conversion Factors: 1 psi = 0.704m = 2.31 feet (water)
' � 1 tsf = 0.958 bar = 13.9 psi �''
1 m = 3.28 feet �
� �I
� CONE EC I
; � �
,
; �
i ;
�
;
,�
_. _ __--- _ _ _ __ ___ _--
CONE EC -, . . Site� y7-�SU� (=;PT-1 E31 Cr�nr�: 1(1 �I-0��� A 027
� �� f�7Yt,E',7"`I,CCX71, JS'Yi,�`t,12f',�"X"l?2C� l nca�;w�n: f�RADY WAY DaLe: L�;�:0�3:J7 10:52
Qt tsf Fs tsf Rf % U ft . SBT
0 �00 0,0 1.0 Q.0 5.0 0 �5 0 1�
-0.0
<.1 � r,
� � ! 2� —_ �z�� Sill
�- --,� ��,:�;
�� -� J' �:av
Sundy Sill
'�• _-- - —_�.'— �-:'`�"_ _� R��r.
, ' � .
` �^ �_ P�
� , �_ '�� � Silt
�
--.r.7 � ......................�......................._ .,....r.... .. _.... ._.__ . .r� ............._ '.�1.� ........ .._. � ,' . ....
1
.f .� �."' i�{� .
� SJ ' �1;- CluyCy S{II.
K_"_ .�,4,•
�._.� •�'���`�1
�� , 1~t3 ; �-- � t;
;-���
� � -�—i a s. iSr,,,�} si�t
�_�_— �' �� �:t��'�Y�
� � � �
.......� ........i...._............... .. �............. ' . � ... -..a..........1 _.
--10.0 ��... _,__...._...__ . _....._...................... .._t __..
__
� � � � suiy sd��d/s:���d ��
,--, � :
+-> � z._ . : - :
c� -�--- � �----- � -r _--- - -�- _ r:������y su�
.� �`� j- ----- _, -- - - - - ,,, ,
' h�lly � ���1/:�.���1 I
� -�—_� . . . __ � ' �. .,1 ��' .:'��
+' , �"_" (' 1 r,
., i y r
�_ ��—
� -15 0 . ....;_.>- z _ ,___. _ ._ _. ...... _.. .__.. ; ���w�f;,{�;�� ,
.
_ .
c-� r`' j ''��i�;, �9 s����a �
_—__1 1 5 L'�'�''t`�
;, {, �
,_� . � �, „
,-��
s .Z � ..:�,.�1ti..:'a
� _ � s�uy s.�� / ��ui
_{' s : 1 ;�4,
r�n � _ - = � � � �„�
_ .__... _ __ �.. ........... _
., ,�
�� ,� �
S :: 5
` � . � �J_ __... c'�� � � --_`�L .�_ Sandy Silt �I
� � �L Sill j
�---� t__- -� `_r
`,> �� r � suty s„n�i/s„��d
� � -� ti,n��y �,�u
. 4
-�_'.`�. f l �.,._: ' _ _ � �.::,::,. ,•••---•:... j::_.�..: __ � _. _
: __ :� _ �
—30, 0
Max. Ikplh: 25,3fi (fl) Sli'I` ti�>il 11�rlrovi<,r 'fyl'�, (�L�l���rtvon nud Cu�n�innclln I;1l�f1)
1)epLh Ina: U.O(12 (ft)
_ - 1�
-- - ___ , 1. . _ .; _ - ---- ---___ .. _ _ --- --- --- ----- ----- _- -
CONE�EC -- - �- �'iiE� �1�-�,U;' f�_;I�'�-� �3T (_;��n� 1C) IUP�J n U'�7
�� � il�r�rz,���r.,ic��.r,�rl. I; rz���l.�n,��e���i,�r�,��
�------------� Loc:��f,uxi: (,(InI�Y W�Y LJ�3l,�:�: l);l.l),-1.�1/ 1�1::�5
--------__ __ .. _--------------------_ _._...----
Ot tsf Fs tsf Rf % U ft . SBT
O LOO O,O ] .� 0.O J,0 C1 L.� (1 1('
�'� T; � ii�
�� `' : �i�3�"��
�S , �. 5' L_ � . 4�*"��',['
, � � ���
' �
�:a i i., _ .. �1
� _ � ill
. -_��- �._'__— °olfn'
r�.'� . _ __._..._ _ - �- _ �' y. S.
� ' _ .� �- - -.-— �
-J U . ........ �.._ __. .._ (,�.. .. _.______ . ` i-' ; ._.........__ . . .. ���� .
' � � ` �� Y
T�. �aj
( 4a
+` 1"- ��— ,' ' ,-��#�.1tl Clnyr.y Silt
k.,
Z� 3 ! __ �-� '.�F� tilll
s _�� _- -
j .
�-
„J
� - -- ----� C4�yey Sill
� ,
i � , : I .
- ���. � � . ._.._ . . : . . _. .� . ... . .... . -:�: � ; _. ._ . .
.._ �_ . �..........__. . , ...�..
: . �.........
- • � � Shcy Clny
^ � � -�� `� ' �� tilll
4 (�---- . l.-S , . --' , _ . _ �unily .`�ill
�.. _- �� � �. : f, 1;'�,� ".6
C � �
+� � � � �tn�i�-�`f��',
Q I i /� . .
............ � f ' ; ' ��St�'^'ryrfy ti:uul
Q —15, 0 _. . �..... _ - z__ _ _ ; _ _......... , _ . ._. . f � t���rf��,a
�' � ))) Z e,jY �l
__,—� F � � .P�;�.��'�:� �.,�.
� ---- � i ,1 F
-- ) f tillty S��nd/tinnd
�
- �� � _� �iY�,��� ���
� S ' '�t��"y '}
� �
�---�'` .r � �`; s:����i
-�0.0 `__ : - _ _ : _ .. _ _ „�
.�. . j . _
.. ,
_. .i 3.. :,. �
�
___- _ ( s t �� t��,; .��
�F `.:> l� `� ,-.r..�d:��:s.,.�:.t
- ' __ : _.__� ' , �'. SiI1Y Siuid/5ond
C_s _r:-?— __ . - ` sui
_ ' ,
�`----- � � `� - I
-- <-� � � �d� snnd
S" � _> I Y /tiu��d
_1 i =
—`5 0 � _ _ _" �' _
....`.. ......... .... . ..................... .. .....� .,... ............ 4_�..�'. . �� till�
, � '
� S� i"� ;
-� ',- .. ._' , ' � tiiu�dy tiilt
, ,
:. : __'- `. � .
�_-�_� : �- --_,-:_ - - ._. ti ; , ' ,'
-30.0 - — - — _.—�—
Mt�x. �)eplh: 2(i.7Q (fl) Slfl`. ,`���il lirlwvlur 'I'y�u• (Ifulu•r�s�m un�l ('u�u��;�ucllii �:)HH)
I)c��l h Inu.: f).Of!2 (fl)
-- - ----- _ _ _ - - -
____ _____--__
_.._ -- __
CONE�EC ---- - _
� O ' ;', ' , , Sit,e, �ll-��[)� [;PT-�7 BT Cor�e, 1O TC�N A ��7
� ---, � � f�71'Z�''Y'1,Cq,72• 1, Yl(�'l'YIEL'G"i,YLI� ����tu�n: L��ADY WAY f7ate: O'�.0�:��7 12AE�
Qt tsf Fs tsf Rf % U ft. SBT
U �00 0.0 1 .0 0.0 5.0 0 �5 0 1�
-r�. �� _ _ -
...__L_ � . _..,_ ` _ .—.. .
C.� � t__-. ��__..,9, _ � .riAflljy 51��
L--_..� 4- _ 5~ �=
S` Sl _i�_---- `� __ t�'
C_yt ��� '-�
{ : -z �� --� Silt.
�5. � � � ._ _._._ .. . _. . �' _. . ._....._... ... .... ......._ _...
_ ... .... . ..... ... ... ......_.. .�. ...._......_. _. �_..�--
� --�..--' g� �`
s"� �r Saudy Sill
�^
- , `� � -- ---
`_� ;_ -" ('� ---�- 1 Silt
�
r �.7 ��
-1U.0 :. ; _ _ _.__ �......... _._.._....... � __. __.....
� � "--
,
,
: �� ; ��->
,-� : . < '•
� _
�, : _: �
r
cy� f__.__—. ' - . .. _ , . . . . Clr�ycy .`�Ilt
- _ .._-_ .�' . . ,
� ..
, + � -'•^ ` �' .h�y
__ �.
-� �--._.� � . _ __......- _ .-1 � �;11�y ti:md/tiand
- �. -..
+� � � i� i 'i p , .
� � � � ; �nJ� i.��,D�
n -15 � ,.. ........i;- s`�....... , _____ . . ........ ,.._...._...__ _ _ _ ; )`����d��4'`
- � � �, � A'�t�j a��
� � � i> #`� ;�
�- �..� ��;�i:;`�}'a:i Es�.
�> F 1�,,Y� ,,
�j� � ' /I ,�$�'Iv.,4: S:�nd
\� � }
� n � 1
L'U �� .... ..._... _ ;x. . ................ �_,_ __ _ ' ,; '
_ .
, '^' 3 _ _ ...... _--- `f r �r
.rl� C.� �'�
�..
� �' 5nndy Silt
] t`��
C� �; - �;�,Y�,,,,,��,,.,,��
_ �
_- ,
� j
-�_���. u �: . ...... . .. .. . ___ _�:..__ :_ _ _ __ �._., ', � _
_ ' ._. � t si��
; .��- : -i ! � �,
� _ �
� ,
c----- --=—'-- • --' ' : .
._----i----. r . .
i i
'���. �.� �
Mxx. Deplll: 2li.5% �fL) i;ll'I': ;'�uil 11�•luivi�ir 'I'1'�n• (I�nl��•rli;r�n nn�l Cni�i�n�lu•Iln IU1111)
D�ptl�i luc:.: O.Of)2 (fl)
_ �
Conetec Investigations Ltd.
Ciient: American Engineering Corp.
SCPT-01
; Shear Source Offset 3.36m/Seismometer .20m above tip
� Source: Hammer
Cone: AD027
March 03, 1997
I { �
Last Correcied( Average ( ;
Depth Depth Time Int. Time Int. Depth I Velocity Velocity
Below Below From I From � of I from from
Surface Surface Distance Vis-Cor ; Vis-Cor f sensor ( Vis-Cor Vis-Cor
ft. m) m msec) � (msec i ft. f m/sec) "P�sec)
i '
' 3.SQ 1.Q7 3.52 � I
,
6.78 2.07 3.94 8.13 i 426 I -5.14 I 234.67 I 769.72
{ 10.06 3.07 4.55 8.291 5.59 -8.42 178.88I 586.74
� 13.34 4.07 5.27 8.3fi i 6.45� -11.70 I 155.13 I SQ8.83
16.62 5.07 6.08 5.30 i 4.42 I -14.981 226.36 I 742.47
' 19.90 6.Q7 6.93 4.13 I 3.61 I -1826 I 276.75 f 907.76
� 23.18 7.07 7.82 5.62; 5.08 I -21.54 I 197.Q 1 I 546.19
25.75 7.85 8.54 4.50 I 4.14 -24.47 I 189.38 I 621.t 8
;
, I
�
Shear Wave Velocities '
SCPT-1 Grady Way March 3, 1997
0 -
�
�
�
,
5 �
---------------....-�----------------- ----------- ..----�
- �---�
� :
.
� a ---- . ----- -------� ,
�
, ;
� �� '
� �. ? ��.
� � \\
I
.�c � 5 ; �
-------�----------�---�----._..---------------
_ -------�------------
� �,
p ' \\
j �
, �
� ;
-20 � �
- - ----- —�----� --:
-r------ -- --- i
� �
, r ,
� i ; '
; �
: � � �
�
� ,
,
, , �
-25 �----------�-----------------------------------------------
�
� �
I
, '
�
' -30 ' '
� �
i
0 600 1200
, Vs (ft./sec.)
i �
�
Conetec Invesiigat6ons Ltd.
Client: American Engineering Corp.
SCPT-02
, Shear Source Offset 6.85m1Seismometer 20m above tip i
Source: Hammer
Cone: AD027
March 03, 1997
,
Last Corrected Average
Depth Depth Time Int. Time Int. Depth Velocity Velocity �
Below Beiow From From of from from
Surface Surface Distance 1Fis-Cor Vis-Cor sensor Vis-Cor i Vis-Cor
ft. m m msec) msec) (ft. m/sec) i fUsec)
� �
_ 4.18 1.27 6.971 i �
7.46 2.27 7.22 13.19 4.1 fi� -5.82 240.54 I 788-99
10.74 3.27I 7.59 12.99 5.60� -9.10 178.47 585.37
' 14.02 4.27 8.07 12.03 6.37 -12.38� 156.99 514.94
17.30 5.27 8.64 8.89 5.42 -15.66 184.35 604.67
2d.58 6.27 9.291 5.89 3.98� -18.94� 251.331 824.3�i
23.86 7.27 9.99 I 10.09� 7.35 -22.22 136.12 I 446.47!
26.74 8.151 10.65� 8.901 fi.81 f -25.30 128.85 i 422.02
4
t
�
i
Shear Wave Velocities
SCPT-2 Grady Way March 3, 1997
0 '��
i I�
; �
�
I �
I '
5 --------�------------ -----------------.--------------- _ ..---- �
, _ � �
�, _ ;
t
; ;
..
10 '
�
�
; ;
� � �
� �, �
� -15 �---------------------..-----------`�--._...----__----- _-----._ ..___;
}' `� I
� ! ,
� � j
i ;
1. --------- ----- ------------------
-20 � -
� , 1
�
,
i
-25 � ,
------------------- �------------------------ -
; . �
; !
; ,
i �
; �
�
-30 � : �
0 600 1200 '
Vs {ftJsec.}
Conetec Investigations Ltd.
Client: American Engineering Corp.
SCPT-03
' Shear Source Offset 1.37m/Seismometer .20m above tip
Source: Hammer
Cone: AD027
March 03, 1997
i ! � '
Last Correcied� Average � �
Depth Depth Time Int. Time Int. ' Depth Velocity � Velocity
Below Below From From of from from
Surface Surface Distance Vis-Cor Vis-Cor I sensor Vis-Cor Vis-Cor �
(ft. m m msecl msec; , (ft. m/secl lft/sec) 1
� �
3.18 0.97 1.681 j I !
6.46 1.97 2.40 6.37 I 5.23 I -4.82 191.12 f 626_86 I
9.74 2.97 3.27 9.09 826 I -8.10� 121.12 I 397.26
_ ' 13.02 3.97 4.20 6J3 6.36 I -11_381 157.16) 515.48�
16.30 4.97 5.15 4.66 I 4.49 I -14.66 f 222.57� 730.42!
� 19.58 5.97� 6.12 6.23 6.07 I -17.94 164.67 I 540.12'
22.86 6.�7 7.10 5.80 5.691 -2122 175.701 576.30I
26.74 8.15 8.27 5.85 5.771 -24.80I 205.031 672.51
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' SCPT-3 Grady Way March 3, i 997
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GEOTECH;�'ICAL ENGI'�'EERI�ti G INv�STIGATIO'�
JAi�fIE PIERRE
SW GRADY WA�' SITE
�EC �9703
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Appendi� C
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Guide Specifications ,
j for ''
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Site Earthwork
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�.PPE��I� C
��ide �peci�ications — Si�e Earth��or�:
for
SW Gradv Wav Site
Jamie Pierre
Renton, w'ashin�ton
1. GENER�I,
.-�. Scope oj Worti
Tnese specifications and applicable plan� -�enain to and include �Il site e;:rt::��cr'.,- includin�, 6ut net
li.*nitea �o,the finishing of all labor,tools,and equ:pment necessar��for site clearinQ ar:d stngping, disposal oi
elcess matenals,zsca�ation,preparation of foundauon matenats for receiving fill, and p[acement and
compaction of fiIl to the lines and �ades sho«�n on .t:�project �adin�plans.
B. Performancc
The Co�itractor«-arrants all «ork to be pe:iormed and all matenals to be furnis'r.�under this
! contract aaainst defects in matenals or���oriananship for a period of �zar(s j from the da�-s of
written acceptance of the entue conswction���ork bv the O��ner_
lipon�i�ritten notice of anv defect in materiats or worl�nanship dunng said_vear penod, the
Contractor shall, at the option of the Owner,repair or replace said defect and anv damage to other.�-or�:
caused bv or resulting from such defect without cost to the O«ner. This shall not limit anv ri�hu of the
O���ner under the"acceptance and inspectiod'clause of this contract.
"?'he Contractor shall be responsible for the satisfacton�completion of all site earth�r•orl:in
accordance�;�ith the project plans and specifications. This work shall be observed and tested bv a
representative of�nencan Engineenng,hereinafter�own as the Engineer. Both the Engineer and the
r�rchitect are the Ow-ner's representati��es. If the Contractor should fail to meet the technical or ciesi�
' �equirements embodies in this document and on the applicable plans,he shalI mal:e the necessary
readjus ments untit all work is deemed satisfactorv as determined bv the Engineer and the ArchitecvEnaineer.
No deviation from the specifications shall be made except upon«�ritten approval of the Geotechnical
�n�ineer or Architect.
Iv`o site earth�z�eri: shali be pe;:ormed«-ithcut the ph��sical preserce or appro��zl ei the Geotechnical
Engineer. The Convactor shall notif�r the Geotechnical Ergineer at least rn�entv-four hours pnor to
commencement of an��aspect of the site earth�i�ork.
The Geotechnical Engineer shall be the Owner's representative to obsen-e tl�.e�ading operations
� during the site preparation work and the placement and compaction of fills_ He shalI mal:e enough visits to
the site to familiarize himself generallv with the pro�-ess and quality of the���ork. He shall mal:e a sufficier.t
number of tests and/or observations to enable him to form an opinion regarding the adequacy of the site
pregaration,the acceptability of the fil] matenal, and the eYtent to which the compaction of the fill, as pluced,
meets the specification requirements. Any fill that does not meet the specifcat:�n rec::irements sha?: be
reme�-ed and/or recompacted until the requirements are satisfic;c�.
APPENDIX C
In accordance with generally accepted cons�uction practices, [he Contractor shall be solel� and
completely responsible for�i�orking conditions at the joo si�e,including saferi�of all persons and propem�
during performance of the«�ork. This requirement sha11 aop1�•cancinuouslv and shail noc be Iimited to
normal work hours.
Any construction revie�v of the Contractor's periormance conducted bv the Geotechnical En�in�r is
not intended to include revie�v of the adequacy of the Con�actor's sarett�measures in_ on or near ti�e
construction site.
lipon completion of the construction«-ork, the Con�actor shaIl certifv that all compactee 2i11� and
foundations are in place at the correct locations,have the correct dimensions,are plumo, and ha��e been
constructed in accordance«1th sound construction pracuce. In addition,he shall cenin�Lhat the material:
used are of the types, quantity and quality required b}�the plans and specifications.
C. Site and Foundation Conditions
The Contractor is presumed to ha�-e��isited :he site and to ha�e familiarized himself«-ith existm;site
conditions and the soil report titled"Geotechnical Enoinz;,ring Investigation for Propesed Les Sch���ab
Faciliry",dated Januarv 1997. The Contractor shali not be relie�-ed of liabiliri�under the contract for am�loss
sustained as a resuIt of any variance behveen conditions indicated bv or deduced from the soil repon and the
actual conditions encountered during the course of the«-ork.
The Contractor shail,upon becoming aware of surface and/or subsurface conditions differing from
those disclosed by the onginal soil investigation,promptl��notifi�the O��ner as to the nature and extent of th�
diffenng conditions,first verbally to pernvt verification of the conditions, and then in writing. No claim b�-
the Contractor for any conditions differing from those anticipated in the plans and specifications and
disclosed bv the soil im�estigation«zll be allowed unless the Contractor has so notified the O�i-ner_��erbail��
and in�vrtin�, as required above,of such changed conditions.
D. Dust Control
The Contractor shall assume responsibilitv for the alleviation or prevention of anv dust nuisance on
or about the site or off-site borro�v areas. The Convactor shali assume all ]iabilin�, including court costs of
co-defendant, for all c�aims related to dust or�vindblo«n materials attributable to his «�ork.
II. DE�'IIVITION OF TERMS
Structural Fill—All soil or soil-rock matena] placed at the site in order to raise gades or to bac�ll
eYcavations, and upon which the Geotechnical Engineer has been sufficient tests and/or observations to
enable him to issue a w�ritten statement that, in his opinion,the fill has been placed and compacted in
accordance��zth the specification requirements.
On-Site '��laterial—Material obtained from the required site excavations.
Import Nlateriai—Matenal obtained from �ff-site borrow aress.
ASTM SpeciGcations—The 1994 edition of the Amencan Socien�for Testing and Materials Standares.
Degree of Compaction—The ratio,expressed as a percentage,of the in-place drv density of the compacted fill
material to the mavmum dry densin-ofthe same matenal as determined b��ASTM Test Designa[ion D1��7-78_
APPENDIX C
III. SITE PREPARAT'ION !
A. Clearing and Grubbing I
The contractor shall accept the site in its present condition and shall remove the area of the
' designated project earthw-ork a11 obstructions including and am�other matter deternuned bv the Geocechnical
Engineer to be deletenous. Such matenal sha11 become the propem�of the Contractor and shall be remo�-e�
, from the site. Holes resulting from the removal of under�ound obstructions that e�tend below tuiish �ades
shall be cleared and bacl:filled��id�structural fill.
B. Stripping
Where vegetation exists,the site shall be stripped to a minimum depth of si�[o eieht inches or to
1 such greater depth as the Geotechnical Engineer in the field ma��consider as being ad��isable to remove all
_ � surface vegetation and organic laden topsoil. Stripped topsoil «-ith an organic content in excess oi� perc�nt
b��volume shail be stockpiled for possible use in landscaped areas.
, IV. EXCAVATION
; All e�cavauons shall be performed to the lines and grades and�vithin the tolerances specified on the
j project grading plans. All overe�cavation below the grades specified shall be bacl:filled at[he Contractor's
expense and shall be compacted in accordance with the specifications. T'he Coniractor shall assume full
� responsibility for the stability of all temporarv construction slopes at the site_
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V. SLBGRADE PREPARATION
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� Surfaces to receive compacted fill,and those on which concrete slabs and pavements ��zll be
constructed,shall be scarified to a minimum depth of 6 inches and compacted_ All ruts,humrnocks,or othe:
� uneven surface features shall be removed by surface�ading pnor to placement of any fiIl matenals. All
areas which are to receive fill material shall be approved by the Geotechnical Engineer pnor to placement of
anv fill material.
� ,VI. GENERAL REQUIREMENTS FOR FILL �1ATERIAL '
� All fill matenal must be approved bv the Geotechnical Engineer. The matenal shall be a soi] or soil-
rock mixture�vhich is free from organic matter or other deleterious substances. The fill matenal shall not
contain rocks or rock fra�nents over 6 inches in�eatest dimension and not more than 1� percent shall be
over 2.� inches in greatest dimension. On-site matenal having an organic content of less than 3 percent by '
� volume is suitable for use as fill in all areas except where non-expansive import matenal is specified.
- � �11 imparted fill matenal shall be non-expansive«�ith a plasticity indes of 12 or less.
VII. PLACING AND COMPACTING FILL vi 4TERIAL
� All structural 611 shall be compacted by mechanical means to produce a minimum degree of
compaction of 9� percent as determined by ASTM Test Designation D1»7-78. Field dens�ty tests shall bc
� performed in accordance with either ASTM Test Desigiation D1��6-64 (Sand-Cone Method)or ASTM Test ;
� Desi�ation D2922-81 and D3017-78 (Nudear Probe Method). The locations and number of field densiri '
` ' tests shall be determined bv the Geotechnical Engineer. The results of.these tests and compliance«ith chese
specificatier.s shall be the basis upon��hich satisfaccen� completion of���ork shull be jud�ed 'o�� tt:e
APPENDIX C
GeotechnicaI Engineer.
VIII. TRENCH BACKFILL
Pipe3ine trenches shall be bacl:filled with compacted structural fill placed in lift.s not esc�„din, 3
inches of uncompacted thicicness. If on-site soils is used,the matenal shall be compacted b��mechanical
means to a minimum degree of compaction of 90 percent. Imported sand may also be used for bacl:iillin�
trenches provided it is compacted to at least 9� percent. If imported sand backfilling is used, suf�icient�z�ater
shall be added during the trench bacl:filling operations to pre��ent the soil from bulking during compacnon. In
all building pad and pavement areas,the upper 3 feet of trench backfill shall be comoacted to a minimt:m
de�ee of compac:ion of 9� pe:cent for on-site soils and imperte:� s:nd baci:fill.
LY. "I'RE�T�tiEti�T aFTER COI�TPLETIO?� OF E:�RTH«�ORK
After the earthwork operations ha�e been completed and the Geotechnical Engineer has finished his
obsen�ation of the w�ork,no further earthwork operations shall be performed except�;ith the approval oi and
under the observation of the Geotechnical Engineer
It shaI] be the responsibilitr�of thz Contractor to prevent erosion of freshlv�aded areas durin�
construction and until such tir.:e as permanent drainage and erosion control me,sures ha��e bc.ea installed.
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GEOTECHNIC:�L E\�GL\rEERI\'G II���STIGATION
JA� PIERRE
SW GRADY W:�Y STI'E
:�EC :~9703
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� Appendi� D
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Guide Specifications
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Asphalt Paving
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APPE\�I� D
Guide Specifications — :�sphalt Paving
For ��,
SW Gradv «'av Site �
Jamie Pierre
Renton, `Vashin�ton
1. GEl�'ERAL i
This portion of the work shall include all labor, materials,tools and equipment nec�ssarv for and �
incidental to the completion of the pavement shoan on the plans and as herein specified.
II. DEFIIVITION OF TER�'�TS I
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� Pavement—Both asphalt concrete, and aggregate base matenals.
; Subgrade—That portion of the construction on�z�hich asphalt concrete and ag�egate base is to be placerL �I
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Standard Specifications—Standard Specifications of E'Jashington State Department of Transportation, I
j January 1991. II
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ASTM Specifications—The 1994 editio�of the:�mencan Society for Testing and Matenals Standards_
-� III. VIATERIALS
�_ � .9. Asphalt
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(1) Asphalt for prime coat shall be liquid asphalt, erade:vIC-70 conforming to che provisions of
� Sections�-04 and 9-02 of the Standard Specifications.
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(2) Asphalt for tack coat and seal coat shall be SS-lh asphalt emulsion confornung to Section 9-
� 02 of the Standard Specifications.
, (3) Paving asphalt to be miYed with a�egate shall be steam refined asphalt confornung to the
� provisions of Section 1-09.1 of the Standard Specifications for viscosity�ade AR 4000W.
B. Mineral Aggregate forAsphalt Concrete
� Type B A�regate as specified in the Standard Specifications. Section 9-03.8, '/�inch maYimum size,
medium grading.
� IV. CONSTRUCTION
� A. Exuting Pavement
Remove the existing asphalt concrete and base to the sub�ade elevation. Existing pavements which
� are removed can be used as fill material provided the asphalt is broken up to meet the maYimum allowable
size requirements for unported fill matenal.
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APPENDIX D
B. Subgrade Preparation
The Contractor shall prepare the surface of the��anous subgrades receiving subsequent pa��ement
cowses to the lines,grades and dimensions gven on the plans. Isolate�unstable areas shall be stabilized bv
recompaction or excavation and replacement of materials. The upper 6 inches of the sub�ade soil shall be
compacted to a density not less than 95 percent of that obtained in the laboratorv accordin;to Test �iethod
ASTM D1557-78.
C. Aggregate Base
A�egate base shall be spread and compacced in conformance�r�th Standard Specifications Section
4.04. Finished aggegate base shall have the minimum�iepth sho�in and finished grade shall not��an�more
than 0.0� foot above or below the established�ade. The aggregate base shall be compacted to a densin�not
fess than 9� percent of that obtained in the laboratorv according to Tesc Method ASTti1 D 1��7-78.
D. Prime Coat
Apply prime coat at an approximate total rate of 0.25 gallons per �quar��ar� to all areas :e::.:�in<, ,
asphalt conerete. Cor,form ta Section �-04.3 of Star.dard Specifications. I
E. Tack Coar �I
:�pply a"tack coat"to all ��ertical faces, against n�hich asphait concrete is to be placed ��ppl� at a
rate of from 0.02 gallon to 0.10 gallon per square��ard. Conform to Section �-04.� of Standard
Specifications.
F. Seal Coat '
Seal coat shall be diluted w�ith an equal amount of water and applied at the rate of 0.10 �allon of t;:e I''
diluted emulsion per square yard of surface. The surface shall be free of dust and loose material pror to ,,
application. I
G. Asphalt Concrete '
Asphalt concrete shaIl be spread and compacted on the prepar�,d base in conformance�i-ith the lires,
grades and dimensions sho«�n on the drawing and as specified in Section�-043 of the Standard
Specifications. In addition to the compaction requirements descnbed in Section�-04.3 of the Standard
Specifications,each layer of asphalt concrete(surface or base)shall be compacted to a density no less than �%� �,
percent of that obtained in the laboraton�accordin� to the Laboratorv Cempacted linit��'ei�ht, D1�6 i-�s I a_ '�
H. Improper Workmansnip �
Cracks, settling of surfac�, improper draina�_e ar.d slopp��conr,�c:icn :e prc-�.�iousl�� ;aid surfaces ��i;l
be construed as improper���orlananship and�vill not be acceptable.
APPENDL� A —BORLtiG LOGS
Boring No.5: Page 1 of 1 pages
DRILLING ME7HCD: Rotary Auger SURFACE ELEVATION: 100.00 LOGGED BY- RJ8
DEPTH TO GROUNDWATER 11.5 feet BORING DIAMETER_ 4--inch DATE DRILLED: 2-2&97
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DESCRIPTION AND CLASSIFICATION i ,
DEPTH J �`c`S� � � y� I c � OTHER
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ofthe ho4e. '-----••--•..........••••••-•� •------" ....•---I............ ..•---•••••-..:.__._.._...: -••--••••-•-------•---�--
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14.�$ottom:Sand;biue gray,wet, I I 75 ; i
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� ; dilataM,organics,fine sand ,
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Hole located about 30 feet from SW Grady Ir•--•-•••-•----••-•I• � - - -•--l••-••-•-•••I-•-...---••--- I i
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i EXPLORATORY BORING LOG �
American Engineering !
Corporation Jamie Pierre, Oakesdale and SW Grady Way '
4 � �
� F'���'��� PRQIECT N° ; DATE i
! BORING �_c
� aos2 iaau,averx,e NE•Redmond•wn saos2 � � ' NO. J
� � Tei.�2os>se�aaso •Fa�c(2oe}ea�-ns� ; 9703 i 321-97 ,
9703BURE_I.OG
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4Q32 148fh Ave.NE�Redmond�WA 98052
Tel.(206)881-7430� Fnx.(206)881-7731 PRCJEC'Yo. I DATE FIGURP
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American Engineering Corporation ,
_ Jamie Pierre, Oakesdale and SW Grady
4032 1481h Ave.NE�Redmond�WA 98052
Tel.(206)881-7430�Fax.(206)881-7T31 PROJE�:lo. I DA�`. I FIGL'�Z�.
.9703 � - - I ;�0 11
APPE\DIti D
Guide Specifications — Asphalt Pavin�
For
SW Grad�- Wav Site
Jamie Pierre
Renton, «'ashinaton
1. GEN'ERAL
This portion of the work shall include all labor,matenals,tools and equipment necessar�� ;or :n�
incidental to the completion of the pavement sho��n on the plans and as herein specified.
II. DEFINITION OF TERIVIS
Pa��ement—Both asphalt cor:cretc, and a��e��atc'�a�e m:te:ials.
Subgrade—That portion of the construction en �,.;ic�: asprait cen�-ete ar,d a��V e��s:e �a�; is ,o be pi:ce.i. '
Standard Specifications—Standard Specifications of Washinaton Sta[e Depamnent of Transportation,
lanuary 1991.
_�ST�'t Specifications—The 1994 edition of the_-�mencan Societ��for Testing and tlatenals Standards.
III. MATERIALS '
.-�. Asphalt
(I) Asphalt for prime coat shall be liquid asphalt,�ade MC-70 conforming to the pro.�isions of
SecUons�-04 and 9-02 of the Standard SpecificaUons.
(2) Asphalt for tack coat and seal coat shall be SS-lh asphalt emulsion conforming to Section 9-
' 02 of the Standard Specifications.
(3) Paving asphalt to be mised with a�egate shall be steam refined asphalt confoiming[o the
{ provisions of Section 1-09.1 of the S[andard Specifications for viscosit��grade AR 4000W.
a
B. Mineral Aggregate for Asphalt Conerete
; Type B Aggegate as specified in the Standard Specifications, Section 9-03_8, '/z inch ma.�imum size,
medium grading.
' IV. CONSTRUCTION
A. Existing Pavement
Remove the existing asphalt concrete and base to the subgrade elevation. Esisting pavements which
src removed can be used as fill matenal provided the asphalt is broken up to meet the marimum allowable
size requirements for imported fill matenal.
APPENDIX D
]3. Subgr�de Preparation
The Contractor shall prepare the surface oi ti�:��arious subgrades receiving sulisequent pa��ement
courses to the lines,grades and dimensions given on the plans. Isolated unstabie areas shall be stabiliz�b��
recompaction or excavation and replacement of matenals. The upper 6 inches of the sub�ade soil shall be
compacted to a density not less than 9� percent of t't��t ob�ained in the laboratorv accordin;to Te�t `Settl�a
?,STM D1�57-78.
C. Aggregate Base
Ag�egate base shall be spread and compac.ed in cenformance�iith Standard Specifications Sec,ien
4.04. Finished aggregate base shall have the minimum depth shou�n and finished gade shall not varti�more
li�an 0.0� foot above or below the established grade. The ag�egate base shall be compacted to a densin�no:
less than 95 percent of trcat obtained in the laborater.� accordin�?o Test '�lethod AST�1 D 1��7-'Q.
D. Prime Cout
Apply prime coa[ at an aoproxim�te total rate o±;_!.�� �allon; per square��ard to �'.': :lr��� -__�i�ir�_
asphalt concrete. Cenfo;m to S�c:ion �-U-1.; ef Sia���::�;� ��eci?;�::tions.
E. Tack Coar
Apply a"tack coat"to all vertical faces. ary�ir:st«�hich asphalt conerete is to be placed. Anpi�.
rate of from 0.C _ _ - _ � - _ _
Specifications.
F. Seal C :
Seal coat shall Ce:i�luted �r�i�k� a�1 equai a�nu����� ���ate. w-�d appiied at the rate oi��.1�: �� � �
diluted emulsion per square yard of surface. The surface shall be free of dust and loose materi::
application.
G. Asphalt Concrere �
.
Asphalt concrete shall be spread and compacted on the prepared base in conformance«zth the lines,
grades and dimensions sho�r�n on the dra«Rng and as specified in Section�-04.3 of the S[andard
Specifications_ In addition to the compaction requirements described in Section�-04.3 of the Standard
Specifications,each layer of asphalt concrete(surface or base)shall be compacted to a densit_y no less than 9�
percent of that obtained in the laboratory according to the Laboratory Compacted Unit Weight,D 1�61-81 a.
H. Improper Workmanship
Cracl:s,settling of surface,improper drainage and sloppy connection to previously laid surfaces wiil
be construed as improper worl.znanship and will not be acceptable.
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