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GEOTECHNICAL ENGINEERING SERVICES
PROPOSED EMERGENCY SERVICES TOWER
VALLEY MEDICAL CENTER
RENTON, WASHINGTON
JANUARY 24, 2007
FOR
VALLEY MEDICAL CENTER
Geotechnical Engineering Services
Proposed Emergency Services Tower
Valley Medical Center
Prepared for:
Valley Medical Center
400 South 43rd Street
P.O. Box 50010
Renton, Washington
File No. 2202-020-00
January 24, 2007
Renton, Washington 98058-5010
Attention: Todd Thomas
Prepared by:
GeoEngineers, Inc.
Plaza 600 Building
600 Stewart Street, Suite 1700
Seattle, Washington 98101
McFadden, PE, LEG
incipal
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ce. Jim Hobhs! NBBJ (CHll: ((1rY via email)
Slt:vc Codes / MK/\ (nile C\.lP: \'ia emai!)
Michael Valle" I MK!\ (e,"e CUPl via email)
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TABLE OF CONTENTS
INTRODUCTION
PROJECT DESCRIPTION
PREVIOUS STUDIES ............ .
SCOPE ..
FIELD EXPLORATIONS AND LABORATORY TESTING ....
FIELD EXPLORATIONS ........... .
LABORATORY TESTING
SITE CONDITIONS ..
SITE GEOLOGY.
SURFACE CONDITIONS
SUBSURFACE CONDITIONS ..
GROUNDWATER CONDITIONS ..
CONCLUSIONS AND RECOMMENDATIONS ..
GENERAL ............ .
EARTHQUAKE ENGINEERING ..
General ..
Ground Shaking
2003 IBC Seismic Design Information.
SHORING AND UNDERPINNING .............. .
Soldier Pile and Tieback Walls ..
Soldier Piles.
Lagging ..
Tiebacks ..
Drainage.
Construction Considerations ..
Underpinning of Adjacent Structures
EARTHWORK ..
Excavation Considerations ..
Strrpplng. Clearrng and Grubbing.
Subgrade Preparation.
Erosion and Sedimentation Control.
Structural Fill Matenals
Matenals
Use of On-Site Soils ..
Fill Placement and Compaction Crrteria
Weather Considerations
Temporary Slopes
Permanent Slopes
SHALLOW FOUNDA TIONS
Allowable Beanng Pressures
Settlement.
Lateral ReSistance
Construction Considerations
BELOW-GRADE AND RETAINING WALLS
/".'1'1'" '1 _' 1,;-
Pu{;e i
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GEOENGINEERS2
TABLE OF CONTENTS (CONTINUED)
General ..
Lateral Pressures
SLAB-ON-GRADE SUPPORT
General...... . .................. .
Design Parameters ..
DEWATERING.. . .......... .
DRAINAGE CONSIDERATIONS
Footing and Wall Drainage ........................ .
Underslab Drainage.. . .............. .
Surface Drainage ..
LIMITATIONS ..
REFERENCES ..
List of Tables
Table 1. IBC Seismic Parameters ..
Table 2. Recommended Lagging Thickness (Roughcut).
List of Figures
Figure 1 Vicinity Map
Figure 2. Site Plan
Figure 3. Cross Section A-A'
Figure 4. Cross Section B-B'
Figure 5. Glacially Consolrdated Soils Contour Map
Figure 6. Earth Pressure Diagram -Permanent Below-Grade Wall
Figure 7. Earth Pressure Diagram -Permanent Below-Grade Wall
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Figure 8 Earth Pressure Diagram -Temporary Soldier Pile Wall with One Level of Tiebacks
Figure 9 Recommended Surcharge Pressure
APPENDICES
APPENDIX A -FIELD EXPLORATIONS
Appendix A Figures
Figure A-1 -Key to Exploration Logs
Figures A-2 ... A-8 . Log of Borings
APPENDIX B -LABORATORY TESTING
Appendix B Figures
Figure B-1 -Sieve AnalysIs Results
Figure B-2 -Atterberg Limits Test Results
APPENDIX C -TIEBACK LOAD TESTS AND SHORING MONITORING PROGRAM
APPENDIX D -REPOR r LIMITATIONS AND GUIDELINES FOR USE
1"1."',
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GEOTECHNICAL ENGINEERING SERVICES
PROPOSED EMERGENCY SERVICES TOWER
VALLEY MEDICAL CENTER
RENTON, WASHINGTON
FOR
VALLEY MEDICAL CENTER
INTRODUCTION
This report presents the results of our geotechnical engineering services provided in support of the Valley
Medical Center proposed Emergency Services Tower and cooling tower construction located at 400 South
43rd Street in Renton, Washington. The site IS shown relative to surrounding physical features on the
Vicinity Map, Figure I and the Site Plan, Figure 2.
We previously provided geotechnical recommendations for the proposed hospital expansion in our draft
geotechnical report dated February I, 2006. Since our initial report, some aspects of the deSIgn have
changed and this report meorporates additional recommendations for the current proposed addition.
PROJECT DESCRIPTION
We understand that the Valley Medical Center plans to construct a proposed f'mergeney ServIces Tower
located OIl the south end of the hospital campus in an area currently uscd Ii" medIcal stall' parking and the
helicopter landing area (f1elipad). Additionally, a cooling tower is planned ncar the southeast comer of
the eXisting Cogeneration Building. which is located to the northwest of the rropos~d tower
The propo"cd Emergency SCJv'ices Tower has a footprint that is about 56.000 sqU:-lrc feet in size,
approxImately rectangular in shapc. and will be located directly south orthe nistlng hospllal tireility. We
understand that the Valley Medical Center plans to demolish the Rapid Care Faetll!v and lIc1ipacl as well
as parking arc(:IS located south of the existing hospital facility to make room for the: proposed Emergency
Services Tower The lowcst fmish !loor elevatIon orthe building will be at abollt Uevatlon 69 fCet. The
propo:-.ed building \\111 Incorporate two tloors of underground parking. the upper tlonf of which will
daYlight to the \\-est {'he cooling to\l/cr. which will be abou[ 1,700 square tct.:t In si/.c, I"; planned near the
southca"t end of the existing Cogeneratiun Building and \\;1[1 be constructed at the c\.i..;tillg: grade of
approxlmatel)! Flc\-at1Ofl 70 fecL
PREVIOUS STUDIES
Vv'c havc c'dcl\"j\c C,\.pcflL'l1ce at the site and have previously pru\-ided gcotcchnical recollllllendiltions for
several rmJccts locatcd on the ho-.pital campus. The results of OUf sub:--.urfacc L'\p\nrations and
geotechnIcal dC:->lgll n,:cOlll111Clldatiom. for the nearby projects \vcrc considerc-d in the prL'paratioll of our
recommcndatiolh ,-Lnd arC" pn:scnted In the followmg reports:
• R.q){lrl tilkd "(;(,(JfcclllIlCU! F.llgillccring Sen·iccs, 5;urge,y (·cn/n· ({nd S·fle /mrJ}"(I\'('ffl('f/(S. "tlllcl"
.t/n/iud (·en"'!". Rel//ufl. li"ashing/(J"" dated January 2L 2004.
• Suppkllll'rlial Rq1urt titkd -'(;cnfecl/nicu/ r:-nglll{'erillg 5·('1"\ icc.... j>'·(}r!J)\~'d ('I'~:Cf!C!"(I(/(J1l
Nlltldillg. Idllcl \/n/lcu/ ("elflcr. RI'lI/oll. "rushing/fin" dated Januar: _\, ]l)l)/.
• RC[l{)rt {ilk'l.! ··(It·o!ce/mica/ rfl,~~/!ICCl·Ulg .)"CI"lICC.\. PnJf!(J\'cd CO,!:.t'!lC'-U/fUJi ifut/(/if/<. f ai/ct·
t{n/{(u/ ('Clift'/". Rl'lr/(lli. Il"m/ring!f!Il" datC"d h:bruary 9,199(1.
Puge I CiEObGINEERS..,9
III;",I'L
• Report titled "Geotechnical Engineering Services, Proposed Radiation Oncology Center
Expansion, Valley Medical Center, Renton, Washington" dated March 12, 1992.
SCOPE
GeoEnginecrs' geotechnical engineering services for this project consisted of reviewing previous reports
ami explorations for the site, conducting subsurface explorations, and providing geotechnical engineering
conclusions and recommendations for the design and construction of the planned improvements. Our
geotechnical engineering services were completed in general accordance with our proposal dated
December 2, 2005 and contract amendment dated June 12, 2006, and included providing
recommendations for:
• Earthwork considerations,
• Shoring and underpinning,
• Slab~on~grade, and foundation ,ubgrade preparation,
• Lateral earth pressures for design of below grade walls,
• Shallow foundation design, and
• Surface and subsurface drainage considerations.
FIELD EXPLORATIONS AND LABORATORY TESTING
FIELD EXPLORATIONS
rhe subsurlace condltlOns at the site were evaluated by drilling seven borings, B~ I through B~ 7, to depths
ranging from 16~/) to 36 feet below site grades. The locations of the borings are shown on the Site Plan,
Figure 2. A detaIled description 01' the lield exploration program is presented in Append\,\ A.
LABORATORY TESTING
Soil samples were collected during the bOring c_,<ploration program and taken to OUf lahoratory for further
evaluation Sckctt.:d samples \vcrc tested for the deten-nination of moisture contLnL fines content
(matena] ra,,~![lg the U.S. No. 200 slcvd. grain si;:c distrihution (sieve analysis), nnd Attcrbcrg. Ltnllts A
description or the laboratory tc . ..:;ting ami the test results is presented in Appendix B.
SITE CONDITIONS
SITE GEOLOGY
Puhlished gcologil' inftmnation for the project vicinity includes a U.S. (Jcological Survey' Map titled
··(jeologu.: Map ()f the Renton OU{Hlranglc. King County_ Washington" (Mullineaux. ]l)())) Landforms
wahin the area arc primarily the rc\ult uf recent glaciations. crOSlOIL and modification hy road oudding
and Iw-.pitai UC\\:-toprnr.:n! (leli\' itlc:,
filL' gcotuglc lYlar lI1uicatcs th~lt atlll\ 111m. undiftlTl'ntiatcd deposits alld gla<..:iat till (glaCl<.d dnft) arc
prc,",cnt In the project \ icinily Allu\ lUIll typically clJllsi",b; of J(loscly-dcpositcu sand". "ilt-.. alld clay·
Umlit"h:rL'llliatcd uepp..,ih include L1lllt:-of medium dellse gla<..:ial till. glaciolacustrine and ~~bClOllLl\ ial
sulls c(\nshtill~ (11"...,ill clay . ...,alld. and ~Ja\cl:..ls. \\"L'II a') nOIl··glacial clay and sand dCP()"lh IfIcluliing. [hm
IJ.)'LT-' UrrCa!. (ilaclal dntl typically uIIl .... i .... h ora hCIL'rngcnc-olis mi\turc ofdcllsc [\1 \lTV dClhC eLI)" ..... !It.
.... and. gra\·cl, cobhlc .... and Occl:--'llln<.lI houldLT .... dcpu'-.itcd and uvcniddcn h:1' ~daeial lee
PU!.;t' .:
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SURFACE CONDITIONS
The property is located in Renton, Washington and bounded by Southwest 43rd Street on the south,
Talbot Road South on the east, a ramp to Northbound State Route 167 on the west, and residential
properties to the north. The property is occupied by hospital campus structures and parking areas. The
project site is located at the south end of the existing hospital building.
Elevations within the footprint of the proposed Emergency Services Tower range from about Elevation 97
feet on the east side to about Elevation 77 feet in the northwest comer of the proposed addition. The
ground surface across the project site has some considerable grade transitions to accommodate hospital
access roads north of the Helipad and a tunnel that runs below South 43rd Street. The topography in the
vicinity of the proposed cooling tower is generally level at about Elevation 74 feet.
Vegetation at the site consists of landscaped areas located in and between the parking areas and driveways
containing ornamental trees, shrubs and grass.
SUBSURFACE CONDITIONS
The soils observed in the seven explorations indicate three soil units: t'lI, unditlerentiated deposits, and
glacial dntl. These sotls arc consistent WIth the information provided on the geologic map. The locatIons
of borings B-1 through 8-7 are shown on the Site Plan, Figure 2. Two cross sections showing our
interpretation of the subsurface condItIons below the proposed Emergency Services Tower arc shown on
Figures ,) and 4.
Fill was encountered in all of the bOrings" ith the exception of borings B-4 and B-5 and varied 111 depth
from about 2 to (, ke! below the ground suriace (bgs). The till typically conSists of medium dense Silty
sand with varying ~ravcl content. Undifferentiated deposits were encountered hdow the filL where
present, in rno'il of the burings al thickncsscs ranging from 4 to 10 feet and include glacial ti1\,
glaclolacustnne and glaciofluvial units. This unit consists of medium dense/stiff silt, day. sand and
gravel as well as nun-glacial deposits of sand and clay including thin layers of peal. Organic rich soils
consIstent \\/Ith thiS geologic unit ",,"ere ohserved ncar the surface in boring B-7 completed In the southeast
corner of the propo:-.cd Emergency Services Tower.
Glacial dnft v .. a:--encountered heneath the undifferentiated deposits to the tkpth explored Itl all of the
boring;.,. The glacial drift encountered in these borings consists of dense to vcr:.--' tit:nsc sand and gravel
with variable .... ilt and clay content. Although not observed in our borings, cohhle .... i:md houlders arc
frequcntly L'Ill'lHIIlICrL'd ill glaCIal Orlft ,",otis.
GROUNDWATER CONDITIONS
Ciroumh\ akr \~ a .... encountered during drilling in several horings at uepths rangIng tl·0Ill I.) to 2,~ ket bgs.
Groundwakr \\(1). Il(,t cllcountcrcu ill bortllgs B-1 or B-5_ Measun:lIlcllh of thc ,~~r(liHl(h"i.lkr 1Il the
monitoring \-\ell" lIbti.dlcd in boring" H-~ and B-6 in December 2005 IIH.licatc thaI the .... talK ~rollnd\\atcr
is located at ahtHll I:k\-~1I1l1l1 04 fect. ThL' groundwater IC\iCl should be L'.xpeclcd to tllldll,ltc a" a fUllctlon
of pn:cipitatiplL "I..'~l"lln and other factors Cirollrtd\\r.}[cr "as typicall:y othcncd ---J. h) 7 fcet th:lo\\ the
pn .. 'po:-.cd tlllbh 11pol" Ck\iLti(1I1(lfnl) Il:Ct. Ilo\\c\cr groundwater in burillg B-7 jpc,llL'd lll;ar tlk' .... (lwhcJ.st
corncr of thc prll~)u"cd addition \\as llo .... cncd at about F!c\'ation 76 1<':L·t (Jroullll\\~!tcr ur"cT\\.'d 111 the
prc\-'iou~ c\plt1rati(\(h tlppc-ars to \ ar:, Till' groundwater ~ccms to be ItlcatL'd III Ill~)rL' rLTllh.:abk !~IYLT'-. PI'
the g:lacul dnn ",Ill".
I,/!!I, /'\ ',,,,'
GEOE"GINEERS~
CONCLUSIONS AND RECOMMENDATIONS
GENERAL
A summary of the primary geotechnical considerations is provided below. The summary is presented for
introductory purposes only and should be used in conjunction with the complete recommendations
presented in this report.
o The site is designated as seismic Soil Profile Type C per the 2006 !Be.
o f3ased on our conversations with the architect, we understand that the west, south, and cast walls
of the excavation can bc accomplished with temporary excavations.
o Shallow foundations may be used to support the Emergency Services Tower. The footings
should bear on undisturbed glacially consolidated soils.. The design allowable soil bearing
pressure for foundations bearing on dense to very dense glacial drift soils is 8 kips per square foot
(ksf)
o Other lightly loaded foundations associated with ancillary features or structures may be founded
on undifferentiated deposits or adequately compacted structural fill extending down to
undisturbed native sods. The design allowable soil bearing pressure for foundations bearing on
undifferentiated depOSIts or adequately compacted structural fill is 4 ksf.
o We understand that the north wall of the excavation will be completed with temporary shoring. It
may be possible to complele a portion of the excavation at the west end of the north wall uSing
temporary excavations. Shoflng will not be required along the mid portion of the wall which
"hares a finish floor elevJtion with the adjacent eXIsting main hospital building.
• Shoring walls should he designed to "upr0rt loads from the existing adjacent hospital budding as
lateral surchargcs or as unuL:rpmnlllg
• Bclo\\.-gradc pcnnancnt walls will need to be deSigned for lateral earth pressures presented 111
Figure 6.
• \Vc anticipate that groundv,,iatcr seepage mto the excavation during construction can be controlled
hy diggll1g trenches and U:-illlg sumps and pumps to remove the ground\vatcr.
• \\'\' illlticipatc that ground""atcr can be controlled after constTIlction by installing pcrimdcr
dramage and helo\\; slab drainage systems I;I,lithin thL" Emcrgency Serviccs Tower.
Our "pCUf!C gco((.:chnical reco!T11llclI(iatiollS are presented 111 the followl!lg sections of this report.
EARTHQUAKE ENGINEERtNG
General
SL'i"mlcit y III the Pugct SOLllld reglull h ~lttf1hutcd rnmllrily-to ttlL' lntcractinll hct\\ccn the Pacdrc
Juan de FllC~l and North /\lllLT1Can plates rhe Juan tIL-Fuca plate j" ..:;ubducting beneath the Nnrth
:\llIcric:lIl Plate. Each year I.OO() III 2.00() earthquake...; occur ill Oregoll alld \Va~hington. lhJ\vc\cr. tC\\
l)f thC:--L' arc typically felt hccau:--e-the 1Tl~lJ()rily of the carthquah."s arc smaller than magnitude-3. The
largl"'-it hhtonc L"<IrrhquaKc ... III the re.~ipll lflcludL' the 1949 f\:fJgnitudc 7.1 Olympia canhquakc. thL' Iq()~
\Llgnltudc (,) Sc;:lttlc-TacoJlI~1 carthqu~d"c alld thL' 2(JOI \lagnilUJL' 6.~ :-11sLjually canhquakc
Ground Shaking
nIL' "C\ 1..'1 It: or ~rollnd shaking "III he Ilhhl!: ~i fUllcti~)!l ill' tfk' L'anhqu<lkc ll1;tgnitudc and pro.\lllllty t()
till' "It,-' f!lI ... "ile I" \()catcd ;lh(lut 10 11l1lc" ""lith {Iftlte Sl'attk I:Jult /lllh: tYollllt cLal, [YX5L IIlUUI
" ,'"
opinion, strong ground shaking should be considered in the design of the structure and improvements at
this site In accordance with the !BC 2006 code.
Based on USGS probabilistic seismic hazards maps (USGS, 2005), we estimate the peak ground
acceleration at the site during a large seismic event may be as high as 0.61 g. This level of acceleration
has a 2 percent probability of exceedance in 50 years, which corresponds to approximately one
occurrence to 2.475 years. The peak acceleration for an event with a 10 percent chance of exceedanee in
50 years (475 year event) is estimated to be 0.32g.
2003 IBe Seismic Design Information
For this sile, wc recommend the following 2006 International Building Code (IBC) parameters tor Site
Class, short period spectral response acceleration (SS), I-second period spectral response acceleration
(S 1), and Seismic Coefficients FA and FV. The values presented below arc based on information
provided by the 2002 USGS probabilistic seismic hazard maps.
Table 1. IBe Seismic Parameters
2003 IBe Parameter Recommended Value
Site Class C
Short Period Spectral Response Acceleration, Ss (percent g) 138 . -----
1-Second Penod Spectral Response Acceleratron. S, (percent g) 47
SeismiC CoeffiCient. F, 10
Seismic Coefficient Fv 1.33
SHORING AND UNDERPINNING
\Vt:. L:Xr~ct that the-excavation for the p!allrll.;d facility will extend as deep as ahout 30 feet below eXIsting
site gradL:s \Vc understanding that excavation support for the \vest, south, and east \valls will be
completed uSIng temporary cut slopes Pllrtlons of the excavation along the north wall arc expected to
requIre tt.'mporary' shoring and underpinnIng. The appropriate temporary shonng system depends on
subsurface '>oil and groundwater conditions, excavation depth, and pro:x.imity ofcxisting structure::...
Vv't::. lIndcr':-tand that a portion of the nurth \\all of the proposed Emergency Services Tower \:vill have a
iinish /loDr that is loca1l:0 up to about 12 fed below the existing finrsh !loor of the adjacent hospital
budding. If the excavations for the fo()ting~ of the propused addition arc located within the LOTH; of
rntlucncc of the existing hospital buddlllg foundations, it will tikcly be necessary 1O undcrplIl or support
the eXIsting '~llmdations with ~horIng ek'lllents dunng constructiun. The Lone of influence can he
estimated by projecting a I H·I V (l1OrI/Ol1t .. 1I to vertical) envelope do\\n Jnu away it-om the c'{i..;.ting
f(wting..;.. In additlllll, where slgl11ficHlt c\cl\atilln~ arc completed ncar the huspital thal extend bcll)\\ tho..:
bottum ol'thc c\hting t()otings, the lAalb of the addition may also need to he dc,-;igncd to account t(X th.:
load Imparted frorn the blllldin~_ Jl'pclldlll~ Oil the proxlmity_
Vv'c uIHler'-;{LU1d th,Lt till.' fOlt01xIIlg case..;; '.'\I:--.t .. L1ofl~~ the (Iorth wall·
• rt.~ll1r\H·dry cut slopes [(Jtly be tL'a .... lhk Ik'ar the \Vest end of the nonh \\ all to the \Vest edg:e of the
e\ht1l1~ main ho~rital bUIldIng.
• \ll ':\I .. :a\alwn suppon \\ ill Dl· reqUired alung the ba~crncllt pllrlll..tll or tile eXIstlll~ hp .... prt~!I
huddlll:; ~IS thl... .. lilllsh Ilnl1 r Cll'\atl~)[l" \1ft1le hUlldings will h,-' tlte sa!lle I r· k\ atl(lll b9 ICet)
• Temporary shoring will he required along the east portion of the north wall where the finish floor
elevation of the existing hospital building changes to Elevation 81 feet.
• Underpinning will be necessary along a portion of the temporary shored excavation where the
proposed excavation extends to the edge of the existing foundations of the hospital building.
Temporary shoring can be provided by means of cantilever soldier pile walls and/or soldier pile and
tieback walls. Where the excavation extends into the zone of influence of the footings for the main
hospital building, the loads from the adjacent building can be supported through underpinning or as
surcharge loads on the shoring wall.
Soldier Pile and Tieback Walls
Soldier pile walls consist of steel beams that arc concreted into drilled vertical holes located along the
wall alignment, typically 8 feet on center. Following excavation to specified elevations, tiebacks can be
installed, if necessary. Where tiebacks arc installed, the pullout capacity of each tieback is tested and the
tieback is locked-off to the soldier plle at or near the design tieback load. Tiebacks typically consist of
steel strands or bars that arc installed i11to pre-drilled holes and then either tremie or pressure grouted.
Timber lagging is typIcally lllstallcd behmd the flanges of the stecl beams to retain the soil located
between the soldier plies.
Soldier Piles
We recommend that temporary sold,er pile walls be designed using the earth pressure diagrams presented
III Frgures 7 and R. The earth pres,urc, presented in Figure 7 arc It" rull-height canti\cvn soldier pile
walls. The earth pressures presented in FIgure 8 arc tor t,dl height soldier pile walls with a single roy, of
tieback... The carth prcs~urcs prcscnlLd in figures 7 and 8 represent the estimated loads that Void 1 be
applied to the wall system for variolls \\al1 heights.
rhe earlh pressure diagrams presented In Figures 7 and 8 include traftic surcharge loadings Other
surcharge loads, such as buildings. eraIH'>" construction equipment. or construction staging areas, should
he con~idcrcd by the structural cnglflcLT on a casc-by-casc basis in accordance with the recommendations
prl'~Lntcd 111 Figure 9. In Figures 7 and X. no scismlc pn.::"surcs ha\'c been included as it i'i assumed that
the "horing will be temporary
\\tc-recommend that the embedded POl1ioil or the suldicr piles be at least 2 feet in diameter and extend a
IT11TlIlTlUITI di...,tancc of 10 feet beitnv the hase of the excavation to rC~lst '-kick-out." The axial capacity of
the-,>oldier pile .... must resist the dll\.\ Il\\-ard component of the anchor loads and other vcrllci.d load ..... a:-.
appwrnate. VI/e rct:omlTlenu using an alll)\\ablc: elld-hearing value of 40 ksf for piles sUPPllrtcd 011 Ihc
glaCIal d11l1. The allowable end hC':I1"I11g ,:tluL' should be "pplic'd to the base arca of the d11lled hok: 111[(>
\\-I11cl1 the ')oldicr pile h (onere-ted rllh \'aluc lI1c1udcs a l~lctor of sakI): of about 2.5 The allowahle end
beanng capacity assume.;.; that rhL' ,,!un hottolTl b cleaned out Lmmedlately prior to concrete placclTH':1l1 [f
Ilecc""ary. an allowable pilL "l-.i11 tI iCiH)1l tlf 1.5 ksf may he llsnl l)l1 the embedded portIon \Jr rhe "(JldlLT
r!lc:--; III rc\ist the vel1ical loads.
Lagging
\\'<....' rL"L"lHlllllCnd that the tcrnrllr:tr~ tllnhn lagging h,--' :--;I/cd u:--;lng thL' pw·ccdun:,-> outlincd 111 tilL' h .. :dcral
lilgh\\iL! ALimini-.;tralion·" (iCl)tcclHlIl..:~d r--nglll('crlng Circular :";0. -l Thc "ilC" solis arC" hc:--;t dc"ulhcd it"
Ullll]lL'lerlt "oils. Table 2 hell)\\ prCSL'I\(" rCL'lI111tlh.:nded lagging thlcklH':SSo..:S (roughcut) as ~I functlOll (1\
... oldlLT pdc clear span alld depth
-'{'" -
GEoENGINEERS~
Table 2. Recommended Lagging Thickness (Roughcut)
Depth Recommended Lagging Thickness (roughcut) for clear spans of:
(feet) ~------~-~-----~ ~~-----, ~ .. -'-'---.----
5 feet 6 feet 7 feet 8 feet 9 feet 10 feet
o to 25 2 inches 3 inches 3 inches 3 inches 4 inches 4 inches
The space behind the lagging should be tilled with sailor a penneable sand slurry as soon as practical.
Placement of this material will help reduce the risk of voids developing behind the wall and resultant
damage to existing improvements located behind the wall. The workmanship associated witb lagging
installation IS important for maintaining the integrity of the excavation. Lagging should be installed
promptly after excavation. especially in areas where percbed groundwater is present or wbere clean sand
and gravel sods arc present and caving soils conditions are likely.
Tiebacks
Tieback anchors can be used for wall heights where cantilever soldier pile walls are not cost effective or
where additional support for adjacent structures is necessary~ Tieback anchors should extend far enough
behind the wall to develop anchorage beyond the '"no-load" zone and within a stable soil mass. The
anchors should be IIlclined downward at 15 to 25 degrees below the horizontal. Corrosion protection will
not be required t'lf the temporary liebacks~
Centrali/ers should be used 10 keep Ihe licback in the center of the hole during grouting~ Structural grout
or concrete should be used to till the bond /Onc of the tiebacks. The no-load zone of the tieback should
be filled \vith a lH)Jl-cohc:"IVC material such <1<'; sand sluny unless a bond breaker, slIch as plastic sheathing.
is placed aroLlnd the portion of the tieback lucatcd within the no-load :tom:.
Loose soil and slough ShllUld he rcmo\'cu I"rom the holes drilled for ticback anchors prior to Installing the
tieback. The contractor should take nn,:c,>sary precautions to minimize loss of ground and prevent
disturbance to previously installed anchor" and existing improvements in the site vicinity_ Holes drilled
for tieback..., ~hould he groutcd/filkd promptly' to reduce the potential for (OSS of ground.
I'icoae"-anchors :-hould develop anchorage 1[\ the glacial drift soils. \Ve recommend that spacing betweell
tieback .... he at Ica;.;t 3 11l11!";:; tbl.: anchor holL diameter to minimize group lIltt:raction. We recommend a
prcllmlllary de:-'Ign adheSIon \alu!..; bd\\cetl the anchor and soil or 1.0 ksf tor lill and unditlcrcntialcd
depOSIt '>011.., and 1.5 ksf t(}r the glacial drift soils. Higher adhesion yalues may be ueveloped depending
on the anchor ill .... tallatiun technIque. fhe contractor shoulu bc g;ivcn the opportunity to usc higher
adhe .... 1l)1l \;~ducs hy conducting pcrii.)f111<lnCC [L':,tS prior to the start of Ihe ~'JflHJuction tiehacks anchors.
The tiehack anchor ........ houlJ be performance (Jlld proof tested to confIrm that thc tiebacks have aJe4uate
pullollt capaL·ity. rile pullollt fc .... i..,tanel· of tlcbacks should he dcslgncd lblTlg a t~lctor of sakty of::! The
pul1uul re ... i .... tallcl.· should he \eritIL·d h:;.-nllnpktmg at lea:-.t two sllcc\..:-..sful \-cnficatioll tc:-.\s 11l each ... oil
type and a 1l111l1lllUITl llf t\\O total t(;"h t~.r tilt: project. Each ticbuck should he proof tested to l_{O percent
of the dcsIgll load. Vcntle~llion and prooi" [e"l:-, ..;hould be completed a~ dc;..crihcd in Appendi" C_ rit:hack
Luad Te ... h and Shunng :\l(lnitof111.!c~ Pro,!!ralll
111..:-t[l. ... h:1CK layoLit and mciinatloll ... lll)uld bl' clh'cked to contlnn that the tieback..; do 110t [!llnkre \\ ith
adj~lu":llt nUfh:d llt!litlC'-. i.Jr other ho"pll~d ... Irllcture".
Drainage
:\ -.,uilclhk dr~\lnagc ,,~"'Il.·ln "hl)lIld he In.,t,l1k·d l\) prL'\ent the buildup PI' hydrostatIc ~rull1\d\\(Jkl
prl',,; ... ul\:-., twll111d the ";(llllle!" pile and Lt~--'.~--'.lIW \\,t\1. It may he llcc'..><l1--:--til cut \\(:cp l\(lle..; thrtlll~h the
•• to· , •• GEOENG'NEERsg
f. "I'
lagging in wet areas. Seepage flows at the bottom of the excavation should be contained and controlled.
Drainage should be provided for pennanent below grade walls as described below in Footing and Wan
Drainage.
Construction Considerations
Temporary casing or drilling fluid may be required to install the soldier piles and possibly the tIebacks
where:
• Loose fill is present,
• The native soils do not have adequate cementation or cohesion to prevent caving or raveling,
and/or,
• Where perched groundwater is present.
GeoEngineers should observe and document the installation and testing of the shoring to verify
conformance with the design assumptions and recommendations.
Underpinning of Adjacent Structures
The portIon of the north shoring wall situated wIthin the zone of mfluence of the existing hospital
building toundations must be designed to support the loads from the adjacent structure. The shoring walls
can resist the loads as lateral surcharges, computed llsing Figun: 9, or as underpinning. Underpmning
transfers loads to the shoring system dIrcctly, as an aXIal load along the soldier pile.
In general, there is less risk of t~lur1(Jatioll movement resulting from excavation if a direct underpinning
system is utilized, compared to a lateral surcharge support system. If underpinning is completed, we
recommend that the exterior t(:}tIllJations of adjacent structurc:-. be underpinned and fe-supported using
suloicr piles prlOr to excavation ht.:lo\v the foundation c1cvation. The deSign recommendations for soldier
pik:-. contained in thiS n:port can hc u~cd to design the underpinning soldier piles. Steel wedges or jacks
and non-shrink grout should be u-.;cd at the tlmndationisoldicr pile contact to ensure a tight fit and to
reduce the potential t()r settlement
Direct undcrpll1ning can bl.:" cornpickd on c\tcrior j(lllnLiatiul1s only Lo;:uis from interior f(mndations ano
~lab,,-oll-gradc will need to be trcall'd ;lS surcharge luaus. {'he SiHJring ~ystcm will need to be deSigned (l)
rC";'lst lateral earth pressures n:sultlllg frolTl thc':>c surcharge loads_ The recommended diagrams presented
In Figure I.) call be used to estimate the lateral earth pressures acting on the shoring wall as a result of
[Joint line and unifonn surchar~c loading.
Direct underpinning of the e.\I:-.ting c:-..tcrior 1()UIH.laliul1\ call he completed using slant pile undcrplllll1l1g
Sbnt pile underpinning cOllsi::-.r' urthe tiJilowll1g stcp'<
I. Excavate tu the eXlstJIlg fuutld~lt!oll L:kvatloll,
2. Drill a shaft for the sulJtL'l" pll~ al a hatter Oil the order p( ::H: I::V (actual batter will derUld llll
the soldier pl1c kngth L
J. Ream the 'il(k or the ~oldlLT pill· ~hah IDeated bl...·lov,. thL L,\]sting t()unliation.
-L Install thL sl)ldier piic and Llll~1l It \crtically ho.:lo\\' Iho.: c\.i"[in~ 1(lllIluatiun.
5. Place ~truclllral COIKrctL· 111 thl...· .... uldicr pile shaft tu the ck\-atioll of the planned e.\cCt\ atwn.
h_ Place h . .'an concrctl...·ln the Uppl.T rhinion lll'thL· .... llldlCl" pllt..-.... 11;lt1.
7. Provide a ,Iructural CllllIlLT{lI_Hl hCt\\L'Ct! the L'\I .... tl1l~ I~)lllldatll.)ll and the soldier pile ..... and
'Ii' .
GEoE"GINFERS~ .',,' II'i /,1/
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Reproduced with permiSSion granted by THOMAS BROS MAPS
This map IS copyrighted 'Jy iHOMAS 8ROS MAPS It IS
unl<-lwful to coPy or reproduce all or any part therenf whether
for Dwsonal use or rp.sale, without perrr~lsslon
2000
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Feet
Vicinity Map
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2000
Proposed Emergency Services Tower-
Valley Medical Center I Renton. Washington
GEoENGINEERS CJ Figure 1
8, Construct the remainder of the soldier pile and tieback wall.
Slant pile underpinning requires careful control of caving soil conditions in order to prevent excessive
settlement below existing foundations. Where caving soils arc present, the use of drilling mud may be
necessary. The shaft bottom of the drilled shalis should be cleaned out prior to placing concrete in the
shali. The shaft bottom can be cleaned using a clean-out bucket or other means proposed by the contractor
and approved by GeoEngineers. Steel wedges or jacks and non-shrink grout can be used at the
foundation/soldier pM connection to reduce the settlement potential; however, alternative structural
connections may be necessary depending upon the existing foundation configuration and anticipated
loads.
EARTHWORK
Excavation Considerations
Fill, undifferentiated soil deposits, and glacial drift were observed in the explorations. We anticipate
these soils can be excavated with conventional excavation equipment, such as track-hoes or dozers. The
glacial drift underlying the undltferentiatcd deposits and fill is dense to very densc. Large excavation
equipment or "ripping" may be required to complete significant excavatIons into the glacial drift. While
not encountered in the explorations, boulders arc frequently encountered in glacially deposited soils, and
the contractor should be prepared to deal with them.
Stripping, Clearing and Grubbing
\,\le recommend that a][ nc\v raH~mcnt and structure areas be stripped of organic-rich soils (grass. topsoil
and root zones) and vegetation In additioll any cxist1l1g pavement or abandoned enundations or buried
utilities from prevIous ~itc lmpro\"("Tllcnb "hould be removed from below the structures. Topsoil
materials can be ~cparatcd and stockpllcd for later ust: in landscaped areas around the -.;;te [kbris should
be removed from the site.
Subgrade Preparation
The exposed sllbgradc !tl pa\ cmcilt and stnlclun: areas ::.hould be evaluated after stnpping, clearing and
grubbing IS COlTlplt:tc and Pr1()[ 10 11(:\\': tIll placement. Proof-rolling with heavy. fubbn-tircd cOf}<:;truction
equipment should be u::;cd ror this purpose dUring dry weather and II' access for thIS equipment IS
practical. Prohlllg ~llOUld he used 10 c\aluatL the subgradc dUring periods l)f wc:1 v.cathn or If access is
not feasible for construction equlplllcllt. Soft areas noted dunng proof-rolling ur probing should be
cxcavat<.:d and rcplacl.'J \yith cumpac-tcd ... trucrural fLil.
Erosion and Sedimentation Control
Potential sources (lr CJUSC" lIr Cfll";'IUll dnd -.;cdinwlltation depend upon construction IllCtiHl( .. b, slope kJl~th
and gradient. <lIllPlIIll of suJi c'\pu,<d and 'nr dhturbcd, soil type. con..:;tructloll SCqUCIH'::lllg. alld \\T;:llhcr.
Implementing an L'Hhioll and ";Cdllllcllt;ltioll control plan will reduce the prujcct Impact on eW"]CH1-prollc
areas and nearby ";Clhill\ e arl:a". rhL' plan should be deSigned in accordance with ajlpl1L'ahk rcgubtory
standards. The plan :--IHluld lll((lrpprtlt~ ha"IC pL.lIl1l111g pnnClplcs including:
• Schedliling ~~radrn~ dilL! U)tl~lrlldl(l!l In reducc \(1il c.'-posurc.
• RClailllllg c'\r"t!l1~ \·c.:gl·!JI1\1!l \\hL:llL'\er kaslok'.
• RC\I..'~Ctcltill~ (It' lTlUlo..:hl!\~ lh,'-lluded clr...::a....,
• Direct!ll~ rtlll,ltl cl\\'~l~ tnql1 dl'fllllk'd Jrl.';h
• RedUCing tilL' kll~lh <lnd ... !L·'.-plh .. ·..; ... PI' ..;l,)pcs \-I.lth C\PlhCd ~\l!h.
o Decreasing runoff velocities.
o Preparing drainage ways and outlets to handle concentrated or increased runoff.
o Confining sediment to the project site.
o Inspecting and maintaining control measures ifequently.
In addition, we recommend that slope surfaces in exposed or disturbed soil be restored so that surface
runoff docs not become channeled. Some sloughing and raveling of slopes with exposed or disturbed soil
should be expected.
Temporary erosion protection should be used and maintained in areas with exposed or disturbed soils to
help reduce erosion and reduce transport of sediment to adjacent areas and receivmg waters. Permaoent
erosion protection should be provided by re-establishing vegetation using hydroseeding or landscape
planting.
Until the pcmlanent erosion protection is established and the site is stabilized, site observation should be
perlormed by qualified personnel to evaluate the effectiveness of the erosion control measures and
provide recommendations to repair and/or modify them as appropriate. Provisions for modifications to
the erosion control system based on monitoring observations should be included in the erosion and
sedimentation control plan.
Structural Fill Materials
Materials
Materials used to construct building pad" roadways, and parkmg areas as well as utility trench backfill
arc classll"i<:u as structural fill for tht.: purpose of this repurt Structural fill material quality varies
depending upon its use as described bc-lov,i:
• Stluctural rill placcJ dUring dry \ ..... \':ath(:r to con:-.trLlct building. parking lot. and road
subgradcs: and to baddiil utility trenches should cOIl:.i')t of common horrow as descrihed in
Section 9-03. 14( 3) of thc 2006 WSDOT Standard Speci lications (Washmgton State Department
orTran~rortation, 2()()~). IfstrllC[urai fill IS placed dunng \I,'d wcather, it should consist ofgravcl
borrow as descnbed III Section 'i-t13.14( I) ofthc 200(, WS[)()T Standard Speciticatlons, with the
additional restrictIon that the filles content be illD1ted tn no mure than .5 percent.
• Structural fill placed a:-. cardiaI)' break bclo\\ huddillg ';]Jhs ",huulJ COThlst of II/l minus cru"hcu
mck \xith ncgiigihh: :-.ilt ano ..,and"
• Structural till placeu around f()(Hing drain" should COJhl"t of gravel backfill for urain" contunnmg
to Section Y-03 1.'(4) or the .'006 WS[)OT Stlllldartl SpL'ctiieatllllls.
• Structural fill rlaced illlillcdiatc-iy olibiuL: hc-iuw grade \\alls (drainage IUIlC) shuuld (:on':>i"t of
~r;;l\el backtlll fur \\~db cOllfonnlllg t() Sectlull 9-03 12(2) ot-the ~OO() \v"SDOT Standaru
Speclflcatloll'>
Use of On-Site Soils
Thc tlla.lurit: pf the Ilcar SUrLll"I...' "otl" l)OSenL'd III the C.\pIULlllllll" g(:llcrally cOlltain a high Pdl"Cll[at~L' (If
Illll'" hilt."clay) and Jre 1lI01"[IIrt'>"Clhitl\C The tilL UIH.IIIICrl...·IlII:Ltcd deposit:-; and glaCial drin uerl\Td
.... oil .... may he -..uitahk hI!" 1I~"-" :1-" l'()lllmllil hurro\\ during dr:-. \\eathl..'f only_ rnl\"l<.kd the ~)rganh':-" arc
':-I...'grcgakd and the "ntl" l"all hl: pr\)]ll..'rly IlhW"aUrc conJltlHIIL'd j11"1u!" 10 placL'llIclll. The Olhlh.' .... tlib IA"ill
"~L'Ill.'r;dl:-. Illlt hl.' '-.uilahlc rllr Ihl' :L ........ !!lKtural tIll dllnll~ \\cl \\L'<lIhl.'1
Pa::.:t· If!
Fill Placement and Compaction Criteria
Structural fill should be mechanically compacted to a firm, non-yielding condition. [n geneml, structural
fill should be placed in loose lifts not exceeding 8 to 12 inches in thickness. The actual lift thickness will
be dependent on the structural fill material used and the type and size of compaction equipment. Each lift
should be conditioned to ncar the optimum moisture content and compacted to the specified density
before placing subsequent lifts. The maximum dry density (MOO) of the proposed fill soils should be
estimated in accordance with American Society of Testing and Materials (ASTM) 01557. Structural fill
should be compacted to the follOWing criteria:
o Structural fill placed in new automobile parking or hardscape areas, including utility trench
backfill, should be compacted to 90 percent of the maximum dry density (MOD) estimated in
accordance with ASTM 01557, except that the upper 2 feet offill below final subgrade should be
compacted to at least 95 percent of the MOO.
o Structural fill placed below slabs-on-grade and shallow foundations should be compacted to at
least 95 percent of the MOD estimated in accordance with ASTM 01557.
o Structural fill placed as crushed rock base course below pavements subjectcd to vehicular traffic
(automobiles and trucks) should be compacted to at least 95 pcrcent of the MOO estimated III
accordance with ASTM 01557.
o Non-structural fill. such as till placed in landscape areas, should be compacted to at least
85 percent oCthe MOD estimated In accordance with ASTM 01557. In areas intended for future
development. a higher degree of compactilln should be considered to reduce the settlement
potential of these soils.
Weather Considerations
The on-site soils gcnnally conlalll a high rcrc(:lltagc of fines (silt/day) and arc mOisture scn:-.iti\,c. When
the moisture content of tI1l':,,(: :-.oil:-. is more than a fC\\I percent above the optimum TTlOlstun: COlllent, these
soils become muddy and unstable. operation 01' equipment on these soils will be dil'tieult. alld it will be
difficult to meet the reqUired compaction criteria for structural fill. Additionally, disturbance of ncar
surface SOI\S should he expected ifcartlnvork is completed dunng periods of\VC1 \vcathcr. Ifcartlnvork is
planned for the \\c( sca:--.on. the \)£l-sitc soib \villl1ot be sliitable for reuse as :-.tructural fill \vithout using
admixtures to dry the ...;utl and precautIOns will be necc~sary to protect the exposed suhgradc sods. \Vc
rccommend that [ill.' fp!lO\VHlg '->kps be taken should the ncar SLJrI~lCe soli conditinns heglll to deteriorate:
• The ground .... udace in and around the "",,ork area should be sloped so Ihat surface walcr IS cilrc-ctcd
away frolTl the \\ ork area. The ground surtacc ~hOllld be gratkd slich that arc-as uf pOllded \\"ater
do not dCH'lop MeaSLlrc .... ",hould be taken by the contractor to prevcnt surface \\ atcf from
co](ectltlg III c\caValll)lh and trcnches ~1casurcs should be implemented to rCIllO\C ..;.urbcc \vakr
from the \\:ork arl...';j
• Earth\\I.Hk aetn ItIC ........ IHlllld Ilt.lt t~du: placc during periods nfhcavy rrccipilalioll .
.... hectill~. :-'U1ll[h ~\ 111i Plllll[h. cmd gritdill~ The .... ik ... oils ~hould nut bl.' \ctt Ulll:llflipactu..l ~lIld
cxposl'd tu IlKl 1 .... 1 urI...' "'".'.Llm!:; till...' .... urticial .... olls by roilmg 'Alth a \llwolh-drllTll rull' ... :r pnnr tll
period .... pf prl.'l·lp)\~\lI\,I]) \\ ill 110:1p rl'dllcl' !Ill' c'(tcnl that lilc:">c soils bCC()lllL' \\ct pr Ull-.:t,lhlL'
\,. _' _"'.' II '/1 '
{,I!II. it 'J '"I'
GEoENG!NEER'~3
• Construction traffic should be restricted to specific areas of the site, preferably areas that are
surfaced with materials not susceptible to wet weather disturbance.
• Construction activities should be scheduled so that the length of time that soils are left exposed to
moisture is reduced to the extent practical.
Temporary Slopes
We understand that the majority of the excavation support will be completed using temporary cut slopes.
Temporary cut slopes will likely be the most cost effective method to complete the excavation for the
proposed building; however, sufficient space will be required so that the slopes do not extend beyond the
property boundaries or into road alignments that must be maintained during construction. Some utilities
may have to bc relocated in order to complete the excavation for the proposed addition.
We recommend temporary cut slopes in the dense to very dense glacial drift soils be inclined no steeper
than %H: I V (horizontal to vertical) and that these slopes be nash-coated with shoterete. Temporary cut
slopes in thc overlying fill and undifferentiated deposits should generally be inclined no steeper than
11',11: I V. Flatter slopes may be necessary If seepage is present on the face of the cut slopes or if localized
sloughing occurs.
Since the contractor has control of the construct 1011 operations. the contractor should be made responsible
for the stability of cut slopes, as wel1 as the safety of the excavatlOllS. Shoring and temporary slopes must
contonn to applicable local, state and federal sakty regulatIOns.
Permanent Slopes
\Vc recommend that general site pcrrnal1l:-1l1 cut and fill stopes he constructed 110 steeper than lH: I V. To
achieve uniform compaction. we recommend that fl][ slopt.:s be ovcrblllit slightly and subsequently cut
back to expose properly compacted fill ConsideratIOn should be given [0 constnlcring tlattcr slopes
(311: I V) 111 landscaped areas planted with grass as thesc slopes may be more sUitable to landscaping
maintenance activitIes.
Tu reduce crosiutl. newly constructed slopes -.;hoLild be: planted or hydrosccdcd ~hortIJ: after completIOn of
grading. l !ntil the vegetation \;-, established. some sloughmg nnd raveling or the slopes should be
cxplx:tLd. ThiS may require locali;:ed repairs and rc~ecdmg. Temporary cO\icnng. "uch as clear heavy
plastic sheeting. jute I~!hric. loo~c straw or c:",ecl~ior matting "hould he used to protect the ,,]ppcs dUrIng
period, "frallltedl
SHAllOW FOUNDATIONS
Allowable Bearing Pressures
"fhe-prlllw"ed [·:nh.'rgency Service" T\.l\\cr Inay be ",;uppl1rtcd nn "halll)\\ !(HlndatiollS hearing l)Jl den ... e to
\"Cry tiL'lhL' ~laCially cun"ulltia!cd .... olb (t:laclal driti). The rropu"cd c{)ollll~ tower may al"o hI..' :-;urr0rleJ
Oil \!lal]\.)w foulldatlon.., be"llmg. Ull either Jell .... e ttl \ Cf"!' dcn"c g:laeial drift l)T medium dellse
undli'fcrcntlated dCPlhih pW\ldcd that ~11l: organil..: lTlatL'n~tI 1:-... lTlll()\ed. If llclT .... "ary. "halluw
l{nHldatl0lh h)J' th ... ' propu;"I..'d Cl)O]lllg \\I\\C1' may be -":'Lq)Pllrt-.·d Ull <.;1rl..H.::tural fil! plw:.'I..·d dm,,:cIly o\cr
L1lld i,...,tu rh ... 'd nat i \ .... ...,l Ii k
.\ .... \UmHl~ d 11111,,11 tlllll1' 1..·lc:\~lti\)ll at ,lh(lut Llc\'~IIIUlll)lj k·c!. \\( ~l!Hil..·lr;}tc lh~ ll1aJl)["lt~ (d·th..:: ("(lotprillt or
tilL pn)~llhl..'d Lllll.T~l·IlC~ Ser\ Il·L·..., r(\\\I..·r \\ III be llll.::llnl \\ ullin Jell...,l..· to \ ery dellse g!aLlt.tll~ cPIl .... \11H.latc-d
:-llll..., i!:,'.l(lclal (hili) \kJIUIll lkll' .. I...' lllhiillcr"':lltIJI-.·d lkf1lhlh ar-." .. tJlLit...:iparcd ~ll IhL finhh nlhl!" l'le\~\tlon
'.'., ." I'a;.:c I:
'".!
within the northwestern quadrant of the proposed Emergency Services Tower footprint and within the
cooling tower footprint. Contours presenting the interpreted elevation of the very dense glacially
consolidated deposits are presented in Figure 5. These contours are based on widely spaced borings and
represent our estimation of the elevation of adequate bearing soil. The contractor should include a
contingency for localized variations from the information presented in Figure 5.
We recommend an allowable soil bearing pressure of 8 kips per square foot (ksf) for shallow foundations
bearing on the glaCial dnn soils. For footings bearing on properly compacted structural till extending
down to undisturbed native soils or on the undifferentiated deposits, we recommend an allowable bearing
capacity of 4 ksf The allowable soil bearing value applies to the total of dead and long·tenn live loads
and may be increased by up to one-third tor wind or seismic loads.
If structural till is placed below the foundations of the proposed cooling tower, the zone of structural fill
should extend laterally beyond the footing edges a honzontal distance at least equal to the thickness of the
fill. We recommend that exterior tootings be founded a minimum of 18 inches below the lowest adjacent
grade. Interior footlllgs should be founded a minimum of 12 inches below slab subgradc. Continuous
wall footings should have minimum widths of 16 inches, and column footings should have a minimum
width of 24 inches.
Settlement
The total settlement of shallow foundations :)upportcd as recommended ab~)\'C is estimated to be about V2
to 1 inch. Post-con~truction dilTcrcntial settlement IS estimated to be about 1,_, inch between similarly
loaded column I()()tmgs or along 30 feet of wall foundations. These settlement" should occlIr rapidly,
essentially a~ the IOJd:--an: apphcd.
Lateral Resistance
Lateral fuundatiun loads may be resisted by passive resistance on the sides ot" the fnoti Ilf:.s and by friction
on the base orlhc rnoting ..... For footings supported on undisturbed undiffcrcnt!atL:d til.:po-..;its. glacial drift
or on structural I"j II placed and compacted In (\I..Tordanel' with OUf fl'COrnmentialioll;;', the allowable
frictional resIstance Tllily be computed using a coefficient of friction of· O.-f applied to \'C'rtlcal dead-load
fon.:cs.
The allowable passlH:-rl'\i~tancc may be computed using an equivalent tluid density of 300 pef (pounds
pef cubic toot), rilL' allowabk passive [c...;[stancc IS for hori/ontal soil conditIO!):; ITl th)nt of the footing
and is applicable pn)\'ltkd that thc footing::. 3re poured directly against natl\ (: -"oils or surruunded by
structural fill. The structural fill or nati\c ground should extend out frolll the bce of the f()lwdation
element for a distallce at lc,l~t equal to three time..., the height of the cleme1l1 ami hr.; ePlllpactcd tn at least
95 percent ofthc \{f}[) lk·!cfmim:d III accordance \\'nh ASTM D1557. Pas";lve prL'::.slIrl.' rc"i"tancc "hoLild
be calculalcd fn)lll the OlHtOITl nf adjacent !lour sl:Jhs IJr b,Jo\\ a depth of I (pot \,vhcre the :tdjan:llf arL:~ is
unprotected" as ~q11)nlrrl,-t[L·. The al!o\\'ahk: tl"ICtIOIl,ll rr.;"i:-.lance and passl\'\...' rc"htJllCI...' \·,duL's pn.:scntcd
abovl: includc a Ltdl1r \,f --a it'ty of abpllt I "~.
Construction Considerations
\VC n:UllllIllClld tl1\: UllldltlOIl of <ill ItH)lIng c'\Gl\'atlllll\ he oh~ervlxl hy (ll-'OFrI1;I II r.;c[:-;. IIIC, pflur tll
placement orrch~lr dlld l.."lIIlLTl"te rile rCCI.IlIIlIll.'llLkd ,dlu\\ablc hearlll!; pre-..-..uIL'-" pnl\.,ded III thiS n:port
arc based 011 -"lIb-"lIlt~II.:L..: 11l!i,xlll,lllon uhtailled rrPIll \\Itkly ::.paccd hl)rmg. [-Ill: ::.llh-"llrLtcr.; c(lnLiitlufb at
the ft)L1ndatJUIlI...·k\~I!l\lll \d l::ICh (ootlng "ill)lIld b..: e\,illI<ltL'd hy the gcotcCll111e<l1 CIl~tllL'..:r llll.:Pllti[1lI that
the fl.Tulllrlll"mkd ;dlll\\ Llhk· b".::lrillg prc::.-..url' \.; appl\lpn,lh.' fllr till' fOlinJatlPl1 -"Llb~r~ldl.· UllhlitlPn...;
.. , /'lJ!:C 13 GEOENGINEERSg
The footing sub grade soils may bG susceptible to disturbance when wet. It may be necessary to pour a
lean concrete "mud mat" or place a layer of crushed rock in the bottom of the footing excavations to
protect the footing subgrade soils from water and/or wet weather during reinforcement bar placement and
preparation for concrete placement.
BELOW-GRADE AND RETAINING WALLS
General
Provided that the temporary excavation for the proposed Emergency Services Tower is backfilled to
approximately the existing site grades, we anticipate that the below-grade walls will range up to about 28
feet in height in the southeast comer of the proposed building. In addition. retaining walls may be utilized
to facilttate other onsite grade transitions. The recommendations provided below are suitable for design
of the helow-grade walls of the building as well as small retaining walls used on site for grade transitions.
Retaining walls used to facilitate grade transitions on site that exceed 4 feet in hGight should be designed
hy a profGssional engineer.
Lateral Pressures
Lateral earth pressures for deslgn of pGrmanent east-in-place below-grade walls for thG proposed
Emergency Services Tower and other small retammg walls should be evaluated using the earth pressures
presented m Figure 6. At-rest earth pressures should be used if the below-grade walls will be restramed
agaInst rotation when backfill is placed. If the walt'i will not be restrained from rotation, we recommend
uSing active earth pressures. Walls arc assumed to be restrained If top movernellt during backfilling is
less than flil 000. where H is the wall height. The earth pressures presented in Figure 6 assume adcquatG
orainagc. as descrihed below, can be provided such that hydrostatic forcl:s do flot develop behind the wall
alld the wall drain pipes can be tight-lined to a suitable discharge location.
The lateral ')011 pressures presented in Figure 6 assume that the ground surface behind the waH is
hOrizontaL The impacts of backslopcs on the design lakral earth pressure can be c::.timatcd by adding
per f(n c\cry tkgrcc of backs lope up to it 2H: I V maXlmUlTl backslopc (arrrOXlll1at(Jy 26 degrees),
If \·chick's call approach the tops or the-building walls 10 \\ ithin olle-half the height of the walL a traffic
,>urcharge should be added to the v.all pressure. I'he earth pressures presenteu in Figure h include-the
loading 1}'UIll traffic surcharge, Figun.: () abu includes seismic earth pfCSSllTe that should be included in
the desi~n of permanent below-grade waIL-, Other surcharge loads, such as buildings. cranes,
cnnstrllctitlJl cLjuipment, Of t:onstructioll staging areas, shlJuld be cOl1sith:red oJ the :-.tmctural engineer on
a casc-hy-cil"e baSIS in accordance with the recummclldaHolls prescntcd 1II Figure 9, Positi\"c drainage
"hould he rrO\-llk'd behind below-grade-\\a\1" ~lI1d n:ta1ll1l1g structure_" as dlsL'usscd bclo\\l.
('~hl-ill-place \\all.., should be flHllllkd 011 d~'lhe glaCIally COtl:->olldated :-oils, nn medium dCllse
lIndifii.:rCtltlaled deposits. or on adequately U)1T1paCk'd -..anH.:lural lill c\.tending dO\\11 to native '-;011.., a"
di"clls-;.cd rr~'\·lllu:-.ly, The: values I~lr soil be~lrillt'-. tr\l,:tlol1<l1 resl<.,tancc alld pas-.;i\"c resistance prcscilted
:lbu\c for i~H1ndati(l[l dcsign arc appllcahk [p c:,,,t In-piau: heh)\\-grtllk \vall deSIgn.
SLAB-ON-GRADE SUPPORT
General
{)Il-~rad(" l"lIIlLrl'!t.: "\;]0" ar(" planned I\.)f the prl1po"",,'d 1':lllCrgel1l'~ S~'IYICe" Tu\\cr and cooling tll\\er. The
"'lll!" i,'IIClllllltl..'n:d 111 lIur c.'-plor'II1()]h at I hi...' pll'lhhcd fill!'>!! tltlUr ek'\alllll1 1.-1.-111 pn)\llk' "atlSrJl'hlr~
, ',,' 1'0:';(' {J GEOENGINEERS,,9
support for concrete slab-an-grade support, provided that any topsoil and/or organic material is removed
and the slab subgrade is adequately prepared.
Where undifferentiated deposits or existing tIll arc encountered at the slab subgrade elevation, it will be
necessary to support the slab on at least 2 feet of adequately compacted structural fill. This can be
accomplished by removing the upper foot of the subgradc soil, compacting the exposed sub grade to at
least 95 percent of the MOD and then rcplacing the removed soil as structural fill.
Subgrade conditions for all on-grade concrete slabs should be evaluated by GcoEngineers prior to
placement of rcbar or concrete to confirm that the subgrade has been adequately prepared. The evaluation
may be completed by proofroll ing the exposcd subgrade with a heavy piece of construction equipment
during dry weather and where access is practical. Probing should be used during wet weather or when
access for construction equipment is not possible.
Design Parameters
A minimum 6-ineh-thick capillary break layer eonsistmg of 1 V2 minus crushed gravel "ith negligiblc silt
and sand should be placed to provide uni fonn support and form a capillary break bcneoth the slab. Where
moisture-sensitive floor coverings or moisture-sensitive equipment will be used, we recommend that a
vapor barrier such as "MOist-Stop" be installed below the slab to reduce the potent"" tor migration of
mOisture.
A subgradc modulus of 150 pei (pounds per cubic mch) may be used for design of the slabs-oo-grade
at the site. We l'"stimalc that po:-:.t-constntction settlement of the on-grade slabs \\ ill he 011 the order of I/~
inch.
DEWATERING
Ground\:vatcr \vas cncollntcnxi above the plallned finish noor elevation (ElcvatlOl\ 69 tl:ct) during drillmg
in the southeastern portion of the Emergency ServIces Tower. We also observed thl~ presence ot'soil with
oxidation slaming at yarious depths hc!ov .. the ground surface. The presence of fhh OXidation <:>taining
may indicate the prc:-;ence 0(' seasonal perched groumhvater levels. The contractor :-;hould be prepared 10
deal with locali/cd seepage associated \\"itl1 perched groundwater during construdi(lll. particularty during
\vet v.cather. rhis grollmhvater seepage, if present, should be controllable ouring COlhtfuctiotl hy digging
trenches and uSlI1g rumps and slimp"
DRAINAGE CONSIDERATIONS
Footing and Wall Drainage
Ttl reduce the potential hn hydrn .... tatlc pn.:s"urc hUlldup behind the belOVo-grade wall .... we recollllllclIli
that the wall t;ICC .... hc pro\ idcd \\ itb adequ,-!tL' Jralllagl'. Dramage can be acllleycd hy lI-..;ill~ free-dralt1lng
matenal v.ith1!l the draI IlJ!;.L' /lH1C and pLTj~)rakJ pipe...; to di...;charge the coilL'Cil..'d \\~Itcr. The drallll1gc
/une should c\!end hehind the \\ all :1 disl:\llCe \.1' at ka"t I X wehes and consISt of gr;l\ el back fill for \\ alh
cnnfonlllng to Sect 1i.)11 l)_(U. 12( ~) uf the \VS[)( IT 2(J(l6 Standard Specifications. A pn.:Llbncatcd drailla~e
TTlaterial can he ,ltt<.lchl'd to the back ... Ide PI' the bel!)\\ ·.~ra{k \\alb to enhance the urclJ!l~tgc charactcri:...lic ...
or the hacklill flll\\C\Cr. ha"cd pI) our L'\pnll'llce. \\l.' dn not recommend thl.' CI1!l11t1~ltWIl ui" the trl..'L'
dratnltlg malL'rial \\ ttL'1l a prCrabnL'~uL'd \.I.·,tli dralncl~c Ilwtt:nal i" utili/cd, a:-; there i .... ,[ !lp..., .... ibtlity that thL'
drainage illlltL'l"I:J! \\ til \lot PH)\ H,k adL'qll~lk dra!l)J~L' fpr the permancn[ \\all .... y .... klll ... \\ hell !!1stallcd
v .. lthout fret: drallllIl.g !Ilalen~il
I'uge 15 GEOENGIN"RS~
A perforated collector pipe should be installed within the free-draining material at the base of each wall
and perimeter footing. The drains should consist of 4-inch minimum diameter perforated collector pipe
enveloped within a minimum thickness of 6 inches of gravel meeting the recommendation presented
above in the Structural Fill section of this report. A non-woven geotextile such as Mirafi 140N should be
placed between the gravel backfill and the native soils to prevent migration of the soils into the drainage
backfilL
We recommend using either heavy-wall solid pipe (SDR-35 PVC) or rigid corrugated polyethylene pipe
(ADS N-12, or equal) for the collector pipe. We recommend against using flexible tubing for footing and
wall drain pipes.
The pipes should be laid with a m1l1imum slope of one-half percent and discharge into the stormwatcr
collection system to convey the water to a suitable discharge location. The pipe installations should
1I1c1ude an adequate number of ckanout risers with covers located along of each pipe run. The cleanouts
could he placed in flush mounted access boxes.
Underslab Drainage
Below slab drainage may be prudent for areas in the east portion of the addition where higher
groundwater levels were encountered during drilling. The necessity of a below slab drainage system
:-:;houlo he .:valuatcd once the excavation is completed. Ifsignificant groundwater seepage is ohserved, we
re-commend the below slab drainage system consist of 4-inch diameter perforated PVC pipes spaced about
.:::,;;; feet on center \vithin the eastern portion of the proposed Emcrgcnc:y Serv1ces 1ower. This system
-;.hould be routed into a tightlinc that connects to a suitable di~chargc POIl1t. Waterproofing should be
c()flsidcrcd as a safety precaution if par1icularly mOlstllre sensitive equipment \vill be stored In the belo\\'-
grade portion of the building.
Surface Drainage
\Vc rccomrnt.:"lld that all surfaces be sloped 10 drain away from the proposed building arca. Roof drains
.... huuld be llght-lilled to an appropnatc di-.;chargc point and shuuld 110t be conn(.:"ctl!d to the footing or wall
dralll". Pavement surfaces and open '-pace areas should be sloped ~o that -;urtllce \vatcr runoff is collected
and routed tll suitable discharge point:.. In addition to ':->hlping the a"phalt pavement 'iurbee, \\C
recomtnL"nu that th(.:" subgradc be sloped as wc-ll so that water dOL" .... not collect in the base course material.
LIMITATIONS
\\'e h{\\l' pn.::parcd this n::port for the c:\clus1\c usc of the \'~Illcy ~·1edlcal Center and thclr Juthori/cd
a,gcllh fur the proposed Emergency Serviccs Tower project located In ({C"I1ID1L \Vashington. The data and
report "Iwuld be provided to prospective clllltractors for their blJdll1g or e...;timatlllg purpn~cs. hut our
[CPOl!. cOllclu:,wlls and interpretation .... "hould nut he construed a" ,-l \\~I1T~lIlt) l)fthc subsurface cllnditllm .....
\\ Ithlll the I1milatlOll"> of scope, .... clh:duk and budget. our sen ll'e" IJa\ (: n\.'l'll c'\-':-clited in accDrdancc \\ ith
_!...~elh.:rLllly ao.:cptcJ rraclicc~ III the field ufgcPt\.:chnical cnginccrlng III till" area at the time tlli .... rcrort \Vd~
plcp~lr\.·lL '..l) warranty or other condition ..... \.'\prc;:;~ or Illlrlicd . ...;hould he understood
\n~ ,: ! .... Ttrl)ll I\.: furrn. facsimile or hard COr) of the Original d(lCLllllCtlt tunali. lL'\.t. table. and/or ligurcl. If
pn.n !I.IL'd. cllld allY attachmcnh arC" lllll,;-'-I COP) pt" the ongmal dUClllllL'llL .( he or1¥-inal uocurnclli i'-) stured
h\ (i'-'(lr··Il~~Hh:cr ..... Inc. and will SLT\ .... ' ~l"" till' llifi\.:ial dllltlllk'nt ld'!L'\.:ord
Please refer to Appendix D titled Report Limitations and Guidelines for Use for additional information
pertaining to use of this report.
REFERENCES
Mullineaux, D. R., 1965, Geologic Map of the Renton Quadrangle, King County, Washington.
International Code Council, "International Ruilding Code", 2003.
United States Department of Transportation, Federal Highways Administration, 1999, "Geotechnical
Engineering Circular No.4, Ground Anchors and Anchored Systems," FHWA Report No. FHWA-IF-
99-015.
United Stales Geological Survey, (2005). National Seismic Hazard Mapping Project. Interactive
Deaggregations, 2002. Website link: hllp:lleqint.cLusgs.gov/eq-menlhtml/deaggint2002.html.
Washington State Department of Transp0l1ation (WSDOT), 2004, "Standard Specifications for Road,
Bridge and Municipal Construction".
Yount. J. c., DembrofL G. R., and Barah. (i. M, 1985, Map Showing Depth to Bedrock in the Seallle
30' by 60' Quadrangle, Washll1gton.
,I ( \' "" > GEOENGIN"RS~
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RZA-01-80 +-RZA B o ring (Previous Study)
A A'
~ ~ Approximate cross sechon location
Notes ;
1. The locations of all features shown a re approximate.
2 . This drawing is for informat ion purposes. II is intended to assist in
showing features discussed in an attached document.
GeoEngineers, Inc. cannot guarantee t he accuracy and content of
e ledronic files . The m aster fi le is stored by GeoEngineers. Inc. and
will serve as the official record of this communication.
Reference: Drawing provided by BU Sh , Roed , & Hitchings , Inc .
60 o 60
Feet
Site Plan
Proposed Emergency Services Tower-
Valley Medical Center I Renton, Washington
GEoENGINEERS CJ Figure 2
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Notes:
1. The subsurface conditions shown are based on interpolation between widely spaced explorations and should be considered approximate; actual subsurface conditions may vary from those shown.
2. Refer to Figure 2 for location of Section.
Proposed Emergency Services Tower -
Valley Medical Center I Renton, Washington
3. This figure is for informatiooal purposes only. It is intended to assist in the identiftcation of fee.
The data sources do not guarantee these data are accurate or oomplete. There may have been l .
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Notes:
1. The subsurface conditions shown are based on interpolation between widely spaced explorations and should be considered approximate; actual subsuriace conditions may vary from those shown.
2. Refer to Figure 2 for location of Section.
Proposed Emergency Services Tower-
Valley Medical Center I Renton, Washington
3. This figure is for informational purposes only. It is intended to assist in the identification of fee
The data sources do not guarantee these data are accurate or complete. There may have been L.
The master hard copy is stored by GeoEngineers, II
Figure 4
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HH-1.,.-
RZA-01-80+ RZA BOring (Previous Study)
-65-Soil contour line
Noles:
1_ The locations of all features shown are approximate.
2. This drawing is for infonnation purposes. It is intended to assist in
showing features discussed in an attached document.
GeoEngineers. Inc. cannot guarantee the accuracy and content of
electronic files. The master file is stored by GeoEngineers. Inc. and
will serve as the official record of this communication.
Reference: Drawing provkted by Bush, Roed, & Hitchings, Inc.
60 o 60
Feet
Glacially Consolidated Soils Contour Map
Proposed Emergency Services Tower -
Valley Medical Center I Renton, Washington
GEoENGINEERS UJ Figure 5
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I ,...
<> N
~
<>
>
I ~ ,...
0
;CO
'" C;
I en w en
)::
u
I en
"-u
--'
'" I ~
" "' "-0
0
0
N
I 0
N
0
N
Y
0 « u
I 6
0
6
N
0
N
0
N
I y
2' « w
if)
I
BACKFILLED PERMANENT WALLS
\ Slab Ground Surface
I == \=======r'\' -1------
---
H --~ X 1-----
\ Siob-ao-grode ~1 1---
\ I--
~
--
X-H ~ ;s~l-J7H l I--psf -pst
'---v-~ '----...,. . .-1 '" )
T raff,e Se;':)~nic
Earth Surcharge t ortr ~ressure Pressure Pressure
NOT TO SCAL[
I Ewth "x" I
I r~cc~s;:e ---C~~L ~
I ---------I-----i
'I At~rcst 5S' L _____________ ,
Legend:
H = Height of Excavalion Feet
r-------~~----------------,
Notes
1 ThIS pressure dIagram 15 approonate for permanent walls
If additional surchClrge loading (slIch as from soil stockpiles,
excavators, dumptrucks_ cranes. or concrete trucks) IS
antIcipated. use Figure 9 to estimate lateral load imposed
to the walt
2 Wall<i. are assumed to be restrained (at-rest earth pressure)
If tf"le movement dU(lnq bac.kfilhng I$l~ss than H~1000
Earth Pressure Diagram-
Permanent Below Grade Wall -------1
Proposed Emergency Services Tower-
Valley Medical Center I Renton, Washington
GEoENGIN_~E~S 1?J Figure 6
GROUND SURFACE
H
BASE OF EXCAVATION ---------
300
D 17 L""---__ .
I 300D 35H f-----pst ----t--pst
NET ALLOWABLE
PASSIVE PRESSURE
ACTIVE
EARTH
PRESSURE
o NOT TO SCALE
<fJ
W
~ LEGEND:
~ H = HEIGHT OF EXCAVATION, FEET
to 0 = SOLDIER PILE EMBEDMENT, FEET
-'
'" ~
u NOTES:
f'--~--------
;S 1 Active earth pressure and surcharge pressure ad over the pile o ~ spacing above the base of the ex.cavation.
g 2 Passive earth pressure acts over 2.5 times the concreted
75
psi
~
TRAFFIC
SURCHARGE
PRESSURE
g diameter of the soldier plle,or the pile spacing, whichever is less. 3.,------------------------, is Passive pressure includes a factor of safety of 1.5 Earth Pressure Diagram
« 4 Add,t,onal surcharge 'rom foot,ngs of ad,acent building should Temporary Cantilever Soldier Pile Wall
~ be included in accordance WIth recommendations provided on
6 Figure 9 Proposed Emergency Services Tower -
g 5. This pressure diagram IS appropriate for temporary soldier pIle V II M d' I C t I R t W h' gton
2: walls If add,t,onal surcharge load,ng (such as from so,1 stockp,'es, I-_a __ e,.:y __ e_,_c_a __ e_n_e_r __ e_n_o_n-",-_a_s_m~ __ --l
B! excavators. dumptruck:s. cranes. or concrete trucks) IS anticipated.
;'>.j GeoEngrneers should bf'! consulted to provide revised surcharge c:: <::( pressures GEoENGINEERS CJ Figure 7
UJ
if)
<n w
UJ
>= U
if)
"-u
~
~ u
'" "-g
o
N o
N o
N
N
is « u
6
'" 6
N o
N o
N
N
N c:::
"" w
if)
H
D
SOLDIER PILE WALL WITH ONE LEVEL OF TIEBACKS
Ground Surface
H,
T" I
J
I
J 2-H,
I--
I .3
I H
/ .3
~I-i~
/~ 2(H-H,)
I
I ----..l...,----..L----f -----'
2'
30~ -yf "--------1
J
J
I
60'
\
.3
I L_ L ____ -----'
i
L---5~~y __ -j f-'=p:~H
"-----~
75
pSf :--
'--,,---I
Traffic
Surcharge
Pressure
~\et Allowcblc
Pass:ve '-)"-ess,re
Apparent
Earth
Pressure
NOT TO SCALE
Legend
L~J No Load Zone
i t .-Height of Excavation. Feet
!) Soldier Pile Embedment Depth, Feet
r : Distance From Ground Surface
10 Uppennost Tieback, Feet
r ". Horizontal load in Uppermost Ground Anchor
Notes:
1 Apparent earth pressure and surcharge act over the pile
spacing above the base of the excavation
2 Passive earth pressure acts over 2 5 times the concreted
diameter of the soldier pile, or the pile spacing, whichever
IS less
3 Passive pressure Includes a factor of safety of 1 5
4 Additional surcharge from footings of adjacent buildings
should be included in accordance Wllh recommendations
prOVided on Figure 9
5 ThIS pressure diagram 15 appropriate for temporary soldier
pile and tieback walls If additional surcharge loading
;, MaXimum Apparent Earth Pressure
Pounds per Square Foot
Earth Pressure Diagram
Temporary Soldier Pile Wall
With One Level of Tiebacks -----j
Proposed Emergency Services Tower-
Valley Medical Center I Renton, Washington
(such as from soil stockpiles, excavators, d:Jmp~rucks.
cranes. w concrete trUCKS) IS an(IClPdtcd GeoEngineers
sh~uld be consulted to ;Jrovlde revised SU(chclrqe pressures
GEoENGINEERS CJ Figure 8
_________ =-=----=--__ cc=_==-_c-__ ====-_="===-=-==-= __
...
'" N
'" a
~
i" ...
'" ...
a
Ul w
~ o
Ul
"-o
~
LATERAL EARTH PRESSURE FROM
POINT LOAD, Q p (SPREAD FOOTING)
M
0.2
0.4
Xc 'T1 H t--
t" '" ,
r-T-
I I ~ ,;-
H A ' A'
BAS": OF
LXCAW.IION
FOR en ~ 0.4
--------~~-.
G. --O.78Q"n2
FOR
G ,
c,
P (J::I...il R
H 0 J
P I
~-,.2 (C.16+n 2) J
('T, > 0.4
----=..Z1Q pm 2 n ~
H2('TI~+n2r~
c, COS' (1.1 e)
1 -
0.7810 59H
-' -'
l--c.,
I
0.78 1059H
e / P
"-/ '\. o -" ;-.. I -. GH i
0.6 1 0.4S 10.48H
~F-~ .. ,O
tiJ I
U ' -0: I
"-I ---i X = nc fi I--
SECTION A-A'
LATERAL EARTH PRESSURE FROM
LINE LOAD, a L (CONTINUOUS WALL FOOTING)
H
j
l~cH
_L __
-i ,x-
I
-..,-.,
R
BASF OF j
EXCAVA~ION _____ _
FOR rr;'i; O.A
------~-
Gt-!""'" _O.2n-C l
H(O 16+0')'
FOR m > 0.4
G':;;: ~ .28~2 n-Q L H ~ _____ ~
H(m 2 +r;2)2
'--I
to,
F' "
RESULT ANT r: 0 640,
(m'+I)
M I R ~
0.1 1060Hi
---------j
0.3 1060H I
-1
0.5 10.56H:
0.7 1048HI
I
UNIFORM SURCHARGES, q
(FLOOR LOADS, LARGE FOUNDATION
ELEMENTS OR TRAFFIC LOADS)
c (n~-,f)
8/1Sf OF
DCAVATION
-j OH 1-028'q
i (ps f)
(I, ~ L~TERA~ SURCHr,RGf PRESSURE
f ROM UNIFOR'~ SJRCHARG[
Pressures from Point Load Q F ~ ~~I~---D-e-fi-In-i-ti-o-n-s-:----------------------------------------------L-------------N-o-t-e-s-:------------------------------------------~----------------------------------------------------------~
a N o N
~
6
~ y
o o
6 N o N o N
Z
~ w
Q p = Point load in pounds
Ql = Line load in poundslfoot
H = Excavation height below fooling, feet
a H = lateral earth pressure from surcharge, psf
q = Surcharge pressure in pst
e = Radians
0H' = Distribution of a H in plan view
PH = Resultant lateral force acting on wall, pounds
R = Distance from base of excavation to resultant lateral force, feet
1. Procedures for estimating surcharge pressures shown above are based on Manual
7.02 Naval Facilities Engineering Command, September 1986 (NAVFAC OM 7.02).
2. Lateral earth pressures from surcharge should be added to earth pressures
presented on Figures 6 Through 8.
3. See report text for where surcharge pressures are appropriate.
Recommended Surcharge Pressure
Proposed Emergency Services Tower-
Valley Medical Center I Renton, Washington
GEoENGINEERS UJ Figure 9
en J 'I
GEOENGINEERS CJ
ApPENDIX A
FIELD EXPLORA TlONS
GENERAL
APPENDIX A
FIELD EXPLORATIONS
Subsurface conditions were explored at the Site by drilling seven hollow-stem auger borings (B-1 through
B-7). The borings were completed to depths ranging from 16V, to 36 feet below the existing ground
surface. The drilling was performed by Geologic Drill Explorations, Inc. of NIne Mile Falls, Washington
on December 13 and 16, 2005, under subcontract to GeoEngineers, Inc.
The locations of the explorations were estimated in the field by measuring distances from site features
through taping/pacing in the field. The approximate exploration locations are shown on the Site Plan,
Figure 2. Boring elevations were estimated based on a topographic map provided to us by the project
architect and used as a base for Figure 2.
BORINGS
Bormgs were completed using a trailer-mounted, Deep Rock XL drill rig. The borings were continuously
monitored by a geotechnical engineer from our limi who examined and classified the soils encountered,
obtained representative soil samples, observed groundwater conditwns, and prepared a detailed log of
each exploration.
The soils encounlered in the bonngs were generally sampled at 2 1/") or 5~root vertical intervals with a
2-Inch outsidc diameter split-barrel standard penetration test (SPT) sampler. The sampks were obtained
by drIVIng the sampler 18 inches into the sori With a I,m-pound hammer lifted with a rope and eathead
and free-falling 30 inches. The number o1'blov.:-; n.:qlllfcd for each 6 inches or-penetration was recorded.
The hlow COllnt ("N-\ralue") of the :-.oil was calculated a~ thC" numher of blows required for the final
12 inchc .... of penetration. This resistance, or N-valuc. pn)\.idcs a measure uf the relative density of
granular soils and the relative consistency of coheSIve soils. Where very JcnsL' soil conditions preclude
driving the full IS-inches, the penetration resIstance for the partial penetration "vas entered OIl the logs.
The bIn\\'-counh arc shown on the boring lugs at the respectIve sample-depth".
Soils encountered in the borings were visually da~slficd in general accordance with the dasSlficatlon
'ystem desenbed 11l Figure A-I. A key to thc' h(>nng log symbols is also presented In Figure A-I. The
logs of the hOrlngs arc presented in Figure .... A-~ through A-X. The hOrlng logs arc based on our
1I1tcrprctatioll of the field and lahoratory data ~lIld mdicatc the various type .... of soil" and groundwater
conditio[l~ CTlCOlHlkrcd. Tht: logs also 11ldlcatc the depths at wlll-.:11 tht.:se soils (lr tht.:ir characteristics
change: although. the change may actually he gradual. If the change UCCUlTl'd betwecn "ampics, it \vas
IIltcrprctcd. The densities noted on the boring Illg .... arc ba .... ed 011 the blo\\· cnunt data ohtained in the
horin~ .... and IlId~1ll\.:llt based on the conditiorh CIiCOUlllncd
Oh .... cnallOlh pI" !;nJundw·akr c(lnJition..;; \l\..'re 111.1lk dUf11lg
\..'IlClHJIltnl·,j dunn!; dnllmg. arc rrcsclltcJ 011 the hOrlll~ lllg .....
dn 1111lg J hI..' gWLllldv.atcr conditions
dnllillg fCrr\..· .... \..·lll a .... hurt tcrlll conditi(lIl :111(..1 lTI:JY or IHay Ill.>I bc rcpn __ ·..;,cntati\\; 0" the long !I. .. TlTl
gWlllld\\"clkr l.·OIKlitlllIlS at the .... itc (irOltlld\\ alL'r l"()I]ditiPIl'> llh"':'\..T\Td dunng dnlll1lg should be
"'·un .... idcrcd iJPPfl)\illliltc.
MONITORING WELL INSTALLATION
\ rcprc"l.·IlUtl\e \..l!' (ic-oLnginc-c-r .... llh:'LT\·\..'d the 111 .CtlLlliPrl (li" 1lllH11!tlrlllg \\cll .... III hUrlng...; B-~ and {{·h.
,HId .... llh,,'-·qllCtll:: lIH:a .... un.:d groundwatn !c\L·l" ill [lie \\\..,[1" The I\)~~" j"PI" hl)nll~" B-2 ,\ltd (~-(l lhh thl:
I't/!.:(" I-I
interval over which the monitoring well was screened, depth tu groundwater, and the date the
groundwater depth was measured. The monitoring wells were constructed using I-inch diameter PVC
(polyvinyl chloride) casing. The depths to which the casing was installed in each boring was selected
based on our understanding of subsurface soil and groundwater conditions in the project area and the
configuration of the proposed facilities In the vicinity of the borehole. The lower portiuns of the casing
were slotted to allow entry of water into the casing. Medium sand was placed in each borehole annulus
surrounding the slotted portion of the casing. Bentonite seals were placed above the slotted purtion of the
casing. The monitoring wells were protected by installing a flush-mount steel munument set in concrete.
Page .-1-': GEOFNGINEERS-.9
SOIL CLASSIFICATION CHART
MAJOR DIVISIONS SYMBOLS
GRAPH lETTER
TYPICAL
DESCRIPTIONS
COARSE
GRAINED
SOILS
MOR~ THAN 5(l%
RET "'NED ON NO
2(JOS'E'JE
HNF
GRAINED
SOil S
MORf-r~M '0""
PA;;S'NGhO }(.<l
9~';f
GRAVEL
AND
GRAVELLY
SOILS
~En-II\N50"4
OF COARSE
fRACT~
RfTA.I'IEO ON i'IO
(SIEVE
SAND
AND
SANOY
SOILS
MORE THA'" S(I'X,
01' COARSE
FRACnON
PASSING NO 4
SIEVE
SILTS
AND
CLAYS
SIL TS
AND
CLAYS
CLEAN
GRAVELS
(UTIlE OR...:) ~'NES, o 0
o 0
o 0
GW
GP
WELl-GAAOEO GRAVELS. GRAVEL-
SAI'IO M1X"TUAES
KX)Kl Y-H~AOED GRAVELS,
GRAVEL -SAND M1X1URES
--H-nI'n-t!------I------------f GRAVHSWITI-I
FINES
I""PR~CIA8lE AUOU~ I
OF ., .. ~s'
CLEAN SANOS
SANDS WITH
FINES
1"" .... EClA8l. ~uOJHf
o' .""SI
LlOUIOL'M'T
IXS.'; 'II ...... 'j(l
C'QUIUl'MI"
(")H-l\rH~ ;I-I",N ',(]
~
~Il TV GRAVELS CRAWl _ SAN!)
SILT WXTURES GM
---1---------
GC
SW
SP
SM
5C
CL
MH
CH
OH
PT
ClAY~YGR!\VELS GRAV~~ SAND
ClAY MIXTURES
WE,l-GRIIOEO SIINOS GRAVELL Y
SANflS
P()QR'," GRADEO SANDS
GRl\VfL~ ~ SAND
,i Sll.,-y SANDS SAND· Sil T
o.IIXTlJHfS
'---------
CLAYEY SANOS 5/l.ND CLAY
""XTURES
INORC"",,"ICCIA'"S OF ~ow lC)
UEO<U,," PlASTICITY, GRAIIEL.L. Y
CLAYS S ..... O"CL"' ... ,; Sil Tv ClAYS
'~AA ClAYS
'NQR,ANIC SI_'S Ml(N::E;O','; C·R
I DFATO' ..... CEQlJ$ S': -y 5cJ'L",
"JOR;:;A"',C cu.' s (If '"C'-
Pl',~.· 'f, --,
,we",,,,(' CLA'~ ""I' ~'" T' r_)~
"'fUH," ;'J .... ,Gi-I'J'c·
PH,' "'_'AVO SW""P',("",'oW""
, """",Rr.A"'t:<';O'J-E"r·,
Non.: Multiple symbols are useu to IndK:iclte borderline or dual s.oil classifications
Sampler Symbol Descriptions
II 2.4~inch 1.0. split barrel
[] Standarn Penetration Test (SPT)
[] Shelby tube
~ Piston
IJ Direct-Push
~ Bulk or grab
81owcount is. recorded for driven samplers as the number
of blows required to advance sampler 12 inches (or
distance noted). See exploration log for hammer weight
and dmp.
A "p.' indicates sampler pushed using the weight of the
drill rig
ADDITIONAL MATERIAL SYMBOLS
%F
AL
CA
CP
CS
DS
HA
MC
MD
OC
PM
PP
SA
TX
UC
VS
NS
55
MS
HS
NT
CC
AC
CR
TYPICAL
DESCRIPTIONS
Cement Concrete
Asphalt Concrete
Crushed RockJ
Quarry SpaUs
Topsoil! TS Forest Duff/Sod
Measured groundwater level in
exploration, well, or piezometer
Groundwater observed at time of
exploration
Perched water observed at time of
exploration
Measured free product in well or
piezometer
Stratigraphic Contact
Distinct contact between soil strata or
geologic units
Gradual change between soil strata or
geologic units
Appl"Oximate location of soil strata
change within a geologic soil unit
Laboratory I Field Tests
Percent fines
Atterberg limits
Chemical analysis
Laboratory compaction test
Consolidation test
Direct shea ...
Hydrometer analysis
Moisture content
Moisture content and dry density
Organic content
Permeability or hydraulic conductivity
Pocket penetrometer
Sieve analysis
Triaxial compression
Unconfined compression
Vane shear
Sheen Classification
No Visible Sheen
Slight Sheen
Moderate Sheen
Heavy Sheen
Not Tested
N(J; ~ f'le r~,J(~er m,:,>, refer t:J the (~",CUSS'(ln In Ih,~ ~"<P'.lrt rp~t .lnd ~n(, IO(jS Of eXrW)'YII)'I,:> fur J ur(·:..of:' ',nr~,"5un(!'rlq ~lf SUbSlJrt,KP. \.ondilions
:)~'-' "~ il'-Hl'~', :n(~ IiWl':> dilpl\' (,nly;)1 ~h"! s!-Ieur1c: f'x~JI(yatLO-) ,(;,I:'on" (-I,IG at the :,rre 'he eXpi,)rdt'r!Il-. Wt"'~ 'n F!.· 'tIe .. ' ~lrc not w(1rri-1I1Iecllo be
re~)r·"",'li3t'I'-' c· sub:"'.Jria'-e conc'tt(lfl~ ,1t ottlp.r IOCCl!-(jl:'j 01 I"';(~-,
KEY TO EXPLORA nON LOGS
GEoENGINEERS r FIGURE A-1
Date(s) 12116105 Logged LCF Checked KGO Drilled By By
Drilling Geologic Drill Drilling Hollow-stem Auger Sampling SPT Contractor Method I Methods
AugerlBlt 3.75 inch 10 HSA Hammer 140 (Ib) hammerl30 (in) drop
I
Drilling Deeprock XL Trailer-mounted
Data Data rope and cathead Equipment Drill Rig ---. I .._--
Total 16.5 Surface 74 Groundwater Not Encountered Depth (ttl Elevation (ttl Elevation
----------------.~--------~ .-.---
Vertical Datum) Eastmg(x):
Datum System Northing(y):
SAMPLES
c " -" = n OJ "' OTHER TESTS n " E MATERIAL DESCRIPTION ~ (5 "-, > '" ,9
.c 0 E z ~
0 ~c AND NOTES 15._ ~ ~ 'iii ..J ,,-0 ·c....: > ~ '" ID "' 2" :0-5, '" " 0 ~ "! n "-yo. ~-0$ 2 0 0 n E 10 roo> o E -c c~ '" , ~ ~ 0 ~ ~ 00 c '" ill if) if) S Cl..J Cl(J) ~u OS 0 AC h 3 Yl inches asohalt concrete ~ Zl SM Brown 5ilty finc to medium sand with occasional gravel
(fill) (medium dense, moist)
] 6 2U
Organic matter (bark) (oxidation stainmg) -
5-~" SM f-Orange-brown ;i1iy tine to meclium-sand \~~ltl occ-asional -23 gravel) (medium dense, mOist) (oxidation staining)
(undilTerentiatcd deposits)
~IR " .'
~,-!:\!onalleme~ of silt ---S",1
10 -~IS
Orangc-hrown 'iihy fine to medium '>and wilh gr,i\d -<9 -(dense, moist) (oxidation st'-lininl-'.) (£Iilclal drill)
I,
I -
i
15-l~' 51 .. _L -(imdc ... l(l bnmTl1sh gray -
------- - -
------.--_ ... _--.-... -~. ----... ----
-
20-
-
25 -
a
~ -
~
" -i '" ." 30 -
>
~
0 -~
a
0
~ -
;-c 35-
n
< 2
" " :--"plL' "'~"L" I· 1~,iI-~' .-\ I !.'r ~·\p!,\!l,tll'll ,>i ~\ !LJi'I' ~
~
.' -,
LOG OF BORING B-1
! Project r Propost!d Emergency Srvs rower V"lley Medical Ctr
!
GEoENGINEERS Project Location Rentoll, \/V d:::>h I fly ton Figure A-2
. Project Number 2202020~1) .,h.,et 1 of 1
Date(s) 12/13/05 Logged LCF Checked KGO Drilled By By
Drilling Geologic Drill DrillIng Hollow-stem Auger Sampling SPT Contractor Method Methods
-~-----
Auger 3.75 inch to HSA Hammer 140 Ib hammer/30 in drop Drilling Deeprock XL Trailer-mounted
Data Data rope an~ cathead Equipment Drill Rig
Total Well 20 Ground Surface 74 Groundwater 61 Depth (tt) Elevation (ft) Elevation (tt)
,--~--~ -
Vertical Datum! Easting(x)
Dalum System Northlog(y):
,<:a., PI "cS WELL
;; I ;;; CONSTRUCTION 2 " ;; ~
!i '" c " E MATERIAL DESCRIPTION ,1"'"
Q 2 '" 0 0 ill iii £ in ~ Z I surface
> "" ro > • ,,-0
'" '" ~ 0 ~ a. ~.o " monumenl
W 0 '" U 0 E o E
C '" • ~ >-~i '" m '" O(J) lLn'{ ~ I At' ,6 inches asohalt concrete
SM Reddish brown "Ity fine to medmm sand with gr,wcl
(medium dense, moist) (fill) (a<;phalt and crushed rock ~:-~;~'~e<lr
~ 14
26
, (oxidation staining) 16 '--------------------------SM Gray sdty fine to medIum sand with ol:ca<;ional gravel f--70 (medium den:o.e, muist) (umlifferentiated deposits) ~al -
5-~I& 25 .1 -Brown with oxidation staining -
PVC weN
casmg
]" 21 4 15
f--6"
SA -
10-]"
, 1020 sdmj 77 .';)' ... 1 Brownsdly, Imc '0 medium >and willi g""I,med",m ,--b;"lckfril
dense, lnolSIl iglacIaI dnlll {(),\.!UallUn ... tallltng) C"
l:sz
--'" = =
-Bli = -= 1;-]" 0 -F:kcOllll:-" gra y -10 1 Inch :"0· )" = Schedule 80
:= PVC screen
= o Cl20-lnch
= slot widCh
= -- - -~-'---- -----~--- --- -
-CO ~ -';C (;ray clayey lin\.' III cuaf\e ,and \'.lth gr;1\ l:1 ! \,,'1) d....:rhe. == -
mUbl1 == ;,'0-1 " :'() ~"
, ~ f---'"
(j \\,l~ m;;' -II, '1,~lltrin!:, uniting
~-
(jrOltlhh\ ater Ille<:i."llrcd llf1 12' I tdt5
-5U -
7' -
~ ;
~ -" -
C ]1>-
:)
~
; ~ -4U -," ]',-
" '.1
-'\."k <:c Ilgurl' -\ 1 il'i" <-'''pl,ul;tlr.'11 (.1' ... 1. lllh(\l, ,-
, LOG OF MONITORING WELL B-2 -
-
GEoENGINEERS C Project Proposed ED Addition Valley Medical Center
Project LocatlrJn Renton. VV0sh1ngton FIlJUre A-3
""""",-'1.',;.' Project Number 2202:)20,00 :)-l-"'~ ~ vi ~
, ,
D
,
< z
?
.:)
Date(s} 12113105 Logged LCF Checked KGO Drilled By By
Drilhng Geologic Drill Drilling Hollow-stem Auger Sampling SPT Contractor Method Methods
AugerlB!t 3.75 inch ID HSA Hammer 140 (I b) hammerl30 (in) drop Drilling Deeprock XL Trailer-mounted
Data Data rope and cathead Equipment D..'ill Rig --_._--
Total 21.5 Surface 77 Groundwater 62 Depth (tt) Elevation (ft) Elevation
------'-~~-----.-------
Vertical Datum! Easting(x):
Datum System Northmg(y).
SAMPLES
§.. W '",
0 0; " '0 " 0 E > MATERIAL DESCRIPTION '" e:! OTHER TESTS
~ 0. 0 '" £; '" .g E z --' u -"'-AND NOTES ,,-~ • 0 i" ,,-0 ~ c c"": > ~ ;;; 3", ::>j5, Q) Q) 0 3 if> 0. "-~D ~-02 2 u 0 D E iii roo> o E _ c >-iD
c ID in 0 • S ~ 0 ~ ~ 00 os 0 '" if> if> Cl--, ClUJ ="u
3l :==;= AC J'2 inches asnhalt concrete -E' -
0 Gf> -...1 i!J~e~~s~~afli~ _ _ _ _ _ _ _ _ __ ~
(iP ::l B.!.o~~eJ.o~oJ!~ ff<!Y~~t!Lsi!:n!iU!u~isU®lf --=---=-_,..-
1 18 15 SM Gray-brown silty fine to medIUm 'illJ1d With graveL asphalt
and wood debris (medium dense, moisn
~ 5-1 9 9 --
\1L Gray sandy silt WIth organic matter (stiff, mOIst) I __ J~~ir!~r~~a~~~~l~_~ ____ . ___ ~ __
1" I \1LSM (iray s.andy SIlt. silty fine to medium sand with ()cl.:<lslonal --1.1
I interbedded layers of clay (stirf. moist) (ll;\iJation
stairung)
10-
]'8 " SI\.I _ T3rl~w-n'-;iltY fir~ to mccIium sand-wlthgra\-d (mcJT~l[n --
dCIl:.e. 1lll11Sl) (o;oddatlon staimng)
~
. \:\,1 Bnm n 1T1(lttled ... illv 11r:l"e~~n(T~:l1.y;'gi~I~~,Ci;I~rl~c . \.\.0.:-1)
15-~" 4' -(glaci'-ll unt1) , ~ -
:
20-1" -',~ -. J -(rfa l,':-. III gra~
, ... ---------_.-----
25-
30
35
!\.tll~·' "l:L" f t'.CUh.: \ 1 I.,]' ,·\pl.111,!!]I'11 ,d ,\11,[> •• 1,
LOG OF BORING B-3
r Project Proposed Ernernency Srvs Tower Valley ~,,1edlca! Ctr
GEoENGINEERS Project LocatIon Renton WaSfllrlqt\)rl F'gure A-4
Project Number 2202-0)000 ::;rIPcl 1 of 1
-
-
-
-
-
-
-
-
Date(s} 12/13/05 Logged LCF Checked KGO Drilled By By
Drilling Geologic Orill Drilling Hollow-stem Auger Sampling SPT
Contractor Method Methods
---~~~------
AugerlBlt 3.75 inch 10 HSA Hammer 140 (I b) hammer/30 (in) drop Drilling Oeeprock XL Trailer-mounted
Data Data rope and cathead Equipment Orill Rig
-------~. ---~--~-~----
Total 21.5 Surface 80 Grounctwater 65 Depth (ft) Elevation (ft) Elevation
------.~-.
Vertical Datum! Easling(x)
Datum System Northing(y)
SAMPLES
~ 0; -l: -~ w " " E MATERIAL DESCRIPTION ~ OTHER TESTS
~ (5 a J > ;f'. Q
.c " .g Z ~ ;:::"2 ANONOTES li_ m E -' U
0.0
~
> ro w E c-
~ " 2~ :::>-6, Q)Q) ~ 0 3 "' Ci 0. ~n ~-02 2 u 0 " E n; roD> o E - c c::(ii
c ~ ffi J • S ~ 0 ~>-00 a:: "' "' 0-, Ow :"0 os 0 ~c -.......1 inches asphalt concrete " SI SM Brown silty fine to medium s.and with gravel (medium
dense, moist) (fill)
]'0 87/10"
Cobbles
5-1" 38 f----
SM Gray silty fine sand with gravt::l (tkn':-;e, moi"t) (glacial
drill)
~" 4')
10 -I " 7--:' r---
(Jradt:::-to tine Lo medIUm (very dt::ll'>C. Illoi,,[)
15 -]" (,:, Y ---
I
r.
--------------
s!>·\>.,[
~---------
I (jray line ~alld wIth :-;dl (vt::ry dt::Jl~'-,. \\cr)
:
I
20 -T :..;~
I
---
, I '-c ___ ---------
25--
.-· ,
-
"
'~J
· 30 --
'_J
,-
-;
· J~) --.,
.-5 ,
"\."le.: \~'<: I !~ur,· .\ ! I,ll '·\P!,III,tI:~';l ,>I ~~ 11Ih\JI'>
,
. LOG OF BORING 8-4 ,
Project Proposed E:rnerqency Srvs Tower Valley Medical Ctr
• GEoENGINEERS r; Project Location Rf:!ntOfl ···./v (-'tshlflgton , ,., Figure A-5
Project Number 2202 O)!i JO 3h""d I or 1
Date(s) 12/16/05 Logged LCF Checked KGO Drilled By By
Drilling Geologic Drill Drilling Hollow-stem Auger Sampling SPT Contractor Method Methods
AugerlBit 3.75 inch 10 HSA Hammer 140 (Ib) hammer/30 (in) drop Drilling Deeprock XL Trailer-mounted
Data Data rope and cathead ~~qUlpment Drill Rig
-'''-,
Total 21.5 Surface 80 Groundwater Not Encountered Depth (ft) Elevation (ft) Elevation
-
Verhcal Datuml Easting(x)
Datum System Northing(y)
SAMPLES
c • 1e D -
U 0 E " MATERIAL DESCRIPTION
m OTHER TESTS
~ a Oi j > ;f'-" .c 12 z " ,,-AND NOTES " E ~ u 0._ m > ro " E 0.0 ~ C c...;
"" ~ 0 ~ '" Oi ~ ~.c 3" :::>~ 3 a. ~-02 .'l u g D E ;;; roo> oE _ c ~"Q) " j m ~ 0 ~ ~ 00 c a:: m '" '" ~ (')~ (')UJ 20 o~ 0
~ AC 4 inches as halt concrete
SM Orange-brown silty fine to medium sand with occa..<;ional
gravel (medIum dense. moist) (undim:rentiated depOSIt)
~ 10 " (Oxidation staining)
5-~' 14 f-(OxIdation staining) --
] II) 16
(Oxidalion stalnmg)
f.-r S\1 -Grayish broy,n silly finC" to medium sand With gr3\\:!
-------
10-
] 14
.,.;; --
i (dense, mOIst) (OXIdation s{aining) (glacial dnft)
i
15-
] II, 91 II" ! -(Jradc-s \0 \ cry lkn-;..: ((\'lldalion 'itaining) --
i
I
I
20 -1" ->:-< I ---
_J ---------
25--
30--
35--
I\jpl..:: '..:,-'1 :"'II~' \-1 1,'1 C'\i'!.!II.tli,>lt'.d '~lllbpl ...
LOG OF BORING B-5
r; Prowct Proposed Emergency Srvs Tower Valley Medical etf
GEoENGINEERS Prolect Location Renton, WaShington Figure A~6 ;~
'"A-~ Pro!"ct Number 2202~O20~OO -:;heet 1 uf ~
Date(s) 12/13/05 Logged LCF Checked KGO Dnlled By By
-
Drilling Geologic Drill Drilling Hollow-stem Auger Sampling SPT Contractor Method Methods
Auger 3.75 inch ID HSA Hammer 140 Ib hammer/30 in drop Drilling Deeprock XL Trailer-mounted
Data Data rope and cathead Equipment Drill Rig
Total Well 30 Ground Surface 89 Groundwater 65 Depth (ft) Elevation (tI) Elevation (ft)
. _--~---.---~-,----. ._-
Vertical Datum! Easling(x):
Daturn System Northmg(y)
.C:AMPI =c: WELL
;; c " "' CONSTRUCTION
'" 3 ;; '.0-n '" c u E MATERIAL DESCRIPTION If" 0 '" " " 0
!Ii jj; .c 1 J
0 z 1 /:,..,~rt'~ > a. '" " 0.0
" ~ Q ~.o .. ~ monument
W '" ~ E o E 0 0 ro 0 ~ ~
" '" ~(J)
· Ln,..cJ'"rta~~1 AC [5 inches asphalt concrete
SP·SM , fine 10 mwium ,and ~ilh ,ilt and
] 10 Ik I ';~~~i dense. mOIst) (fill)
-85 -
5-~" 9 , ~ -17
SM.'Ml ~ Graysilty-fine to nlediunlsand Wlthg7a~Cana 5.uldysili --l-lllch
(occasional organic matter) Schedule 80
PVC well
~' 14
, ~"',
-80
,
~ (l (icay and_bmwn mottletha~dy day I "dT. moi;l I ~ seal -
10 -~" II, t r--ILLlaKU deposit) -23 ;;:; AI. ;;:; ;;:;
15 ;;:; , -,,-!h --
~ "
"'
, i Gr~~~~~h~~:'::;;~ia~,~~ ~~!~,,,cu!um ',md ""h grav,1
...... 16
I
! ,-;vl
-70 i - --------------------------'-,\-1 C,ra\' and hnmn ~dLy lim: ,.,;md with pr:t\l:l (\'t:rv dense
.70~ f -" ,
I
-r;lllisl) ,--. ----
'-
==== == --1()20sand == backfill
f-65 IV ====
\-!L
--------------- -------:= -
(ir'-lV Silt \vith "and \ \crv "IiiI'. m()I~1) ==== 25 -] "
"Ct
-. . -Ind,
-------------== Sc/1etlule 80 .... 1'-\\1 (iraYI"h bro\~Tl !in~' .... cUlL! \\ ith ... ill (\'..:ry d;.:rhe~ \\, L't l -=' pvC screen
0
0 o 020-Inch , <;Iot ",'dth ,
I == J -68 =
t I -.::c: -
c
31) -1 "1
-I -----. " , " ,
, ('W, I , ~)II I:" ii;--(-)<-
~
0
0
~ -c5 -
,. 1'_)-
-, ,
, '(\';C; '-.,',-I ::~ilh' -\-1 hlr ;';\1':,111,11:\111 "I' ~ynlh(,I"
,
LOG OF MONITORING WELL B-6
Project Proposed ED Addition Valley Med'Cdl Center
GEoENGINEERS r; Project Location Rent(Jn. Washington Figure A-7 '-,i'~ .-Project Number 2202020-01J Sheet 1 uf 1
o
> c, ,
< z
Date(s) 12/16/05 logged LCF Checked
Drilled By By
Drilling Geologic Drill Drilling Hollow-stem Auger Sampling
Contractor Method Methods
Auger/Bit 3.75 inch 10 HSA Hammer 140 (Ib) hammerl 30 (in) drop Drilling
Data Data rope and cathead Equipment
~~--
1 Groundwater Total 36 Surface 96 Dopth ift) Elevation (ft) I ElevatIon
-----l East,ngi'l Vertical DatumJ
Datum System Northing{y)
SAMPLES
2.-" n
0 ~ E
i" 05 0. 0
£; .g z ~ E
0._ ~ > ~ m ~ ",,,, 0. ~ "! " 02 ~ 0 0. D E
c ~ iii > m
0 a: "' "'
ZI
]" ,
5-1" 12
]'" "
10 ]" N
-,
15-T' ~.l
, ,
,
35 -1 ,< ',,'.
-~ > ~
~ ~
~ £
0. ro ~if ~ CJ~
~/ , ,
,
,
I
I,
I
I
MATERIAL DESCRIPTION
g-E
DE
~>-CJ(j)
AC ~I !~4 inches asohalt concrete ~
G P 4 IOche5 base course
or. :1 D~rkQro~ILor.g~[lif...s-l!tJ.!l!QigL ___________ ./
SM/ML Dark brown silty fine to medium sand/sandy silt with
organic matter (mt-'tiium stitT, moist) (undifferentiated
deposits)
SM
,,\1
-
Gray silty fine sand with gmvel (medium dense. wet)
(glacial drift)
(i radcs to den~c
- - -------------------
_ Gray "til wah sand (\o.;ry :.tJtT. mOIst)
-
"""
-
r
---
-
-
-
-
-
KGO
-
SPT
Deeprock XL Trailer-mounted
Drill Rig
76
OTHER TESTS
AND NOTES
-
-
-
-
-
-
-
-
~~================================~
LOG OF BORING B-7
!r------------------------------r~~--------~~----~~------~~~--------------~--~ ~ Project: Proposed Emergency Srvs Towpr Valley Medical Ctr
)
:l GEoENGINEERS r ' .. i.l Project Location Renton. Washington • FI~.JurC! A-8
,'--____________ '_' ___ L-P_r...:o-,-J8=-C=-I_N_l=-'m-=b.::8...:r _2"'2"'0=-2"'-.::0.::2.::0_0...:0--' ___________ -=,.-...:.,...:':...' -,' '::.A_·~
GEoENGINEERS Q
ApPENDlxB
LABORATORY TESTING
GENERAL
APPENDIX B
LABORATORY TESTING
Soil samples obtained from the explorations were transported to our laboratory and examined to confirm
or modify field classifications, as well as to evaluate index properties of the soil samples. Representative
samples were selected for laboratory testing consisting of the determination of thc moisture content.
percent fines and grain size distribution (sieve analysis). The tests were performed in general accordance
with test methods of the American Society for Testing and Materials (ASTM) or other applicable
procedures.
The results of the sIeve analyses and Atterberg Limits test arc presented in Figures B-1 and B-2. The
results of the moisture content and percent fines determinations are presented on the exploration logs at
the respeetlve sample depth in Appendix A.
MOtSTURE CONTENT TESTING
Moisture content tests were completed in general accordance with ASTM D2216 for representative
samples obtaIned from the explorations. The results of these tests are presented on the exploration logs in
Appendix A at the depths at which the sampks were obtained.
PERCENT PASStNG U.S. No. 200 SIEVE (PERCENT FINES)
Selected samples '.vert.? "v.'ashcd" through the No. 200 mesh sieve to determme the rdative percentages of
coarse and fine-grained particles 111 the soil. The percent passing value represents the percentage by
weight of the sample tiner than the U.S. No. cOO sieve. The tests were conducted to verify field
descriptlOTl" and to determine the-finc:-. Clllllt.'n{S for analysis purposes. The le-sh ""''-ere conducted in
general accordance-\vjlh ASTM D1140. and the rc~ults arc shown on the exploration logs at the sample
depths.
StEVE ANALYSES
Sieve analysc;-; \\cr\...' pcri()rmcd 011 tV.,iO selected samp!t.::s in general accordance with AS I'M D42~_ The
\vet sieve anal) "IS I11ctl1lld wa:--used to uctcnl1111C the pcn.:cntagc of soil greater {han the U.S. No 200
mesh :-.icvc. The fL'SUltS or the sieve analyses ,-'-cre piotled, classified in general accordance with thL'
lInifled Sui I Cla'Siiieation System (USeS). and ["esented 111 Figure B-1.
AnERBERG liMITS
,\n Attcrhcr~ lllllih test \\las PC-rrOnTlet! 011 ()IlL fiflt>gr3incd soil sample. The tc:-.l \lia\ lIsuj to classlt~' tll...:-
Sl)i1 as well a" 10 L'\ aluatc index prupl'rtiL'\. -( hI...' liquid limil and the plastic limit \\.cr,,' (,'-,.timatcd through ~l
procedure perkmnL'd III general al.·curd~1I1cL· \~·lth \S TM D4318 The re-sult.... llf thl.' .\ uerberg lnnit\ k .... r
arc summanh..x.j In Figure B 2.
I'age f)-I GEOENGINEERS~
" .... .'1
:Ci~ll·ul~,_:"IU KCO JV~ JVJ 12-:::2-05 (Sleve,pp~!
C'I U.S. STANDARD SIEVE SIZE
m : ~ .. ., J .. "\ ".;'" ':--1 ;;111 /; ~o :'.';0 i.'htl ': IUO r(?OlJ
0 100 ---..... m ~ z 90 .. --+ -
G') f-t-o
I 80 -0 z w 70 S .. m >-.. m co 60 ::0 0 [\' ~ z 50 [j)
---I-
[j) « 40 (L
f-
Z 30 I i ' I
W -----------.. f.c----t.--.---
u !
a:: 20 w
(L .. -.-.--.~.---, ----~---.-f-' .
10
(f) 0
iii 1000 100 10 1 0.1 0.01 0.001 < m
." :t> GRA.IN SIZE IN MILLIMETERS z Ci :t> c r-
AJ -<
m (f)
OJ Ui
I
I (,!<..\\'i"I SAND
I .:.. AJ l l)lllll.l ~ I CO \RSI' \ l'O.,\I{SL 1 ro...lIJ)IUM \
SILT OR CLA Y
m I:INI· I[NL
(f)
C r-..,
(f) EXPLORATION DEPTH SYMBOL NUMBER (ft ) SOIL CLASS[F[CAT[ON • 8·2 7.5 Brown silty fine sand with occasional gravel (SM)
D 8·7 15.0 Gray silt with sand (ML)
_.
2202'::;.20-00 KGO JVJ JVJ 12-22·05 (A1terbergs.ppt)
G1
m
0
m 60 Z
Gl
Z 50
m
X 40 m
w ;;lj
0
Z VI
i= 30
U ;~ t-~~ (f)
4:
...J 20 CL
~ 10
-i
-i m
;0
t!l m o I"
;0
"T1 G1 o 10 20
G1 !:
c :;:
;0 ~ m CJ)
CD -i
SYMBOL EXPLORATION SAMPLE
NU~/BER DEPTH
r:., m
CJ)
-i
;0 m
CJ) c • 6-6 10.0 ;-
-i
CJ)
PLASTICITY CHART
\~<v
\))v
.-.. ,
30
MOISTURE
CONTENT (%)
23.3
.............
ML or OL
40 50
LIQUID LIMIT
liOUID PLASTICITY
LIMIT (%) :NDEX (%)
42 20
60
...................... ,....
OHorMH
70 80 90 100
SOIL OESCRIPTION
Gray and brawn mottled sandy clay (el)
GEOENGINEERS tiJ
ApPEND/XC
TIEBACK LOAD TESTS AND
SHORING MONITORING PROGRAM
APPENDIXC
TIEBACK LOAD TESTS AND SHORING MONITORING PROGRAM
TIEBACK LOAD TESTING
Verification Tests
Verification tests should be completed within each of the soil types encountered at the site. Verification
test locations should be selected by GeoEngineers. Inc. Verification anchors must be installed with the
same equipment. crew. matenals and techniques as the production anchors. Additional verification
anchors should be installed for each combination of equipment, crew, materials and drilling techniques.
We recommend that the verilieation tests be completed in each soil type prior to installing production
anchors in that soil type.
Verification tests should be completed as follows:
I. Verification tests should not be completed until the tieback grout has attained at least 50 percent
of the specified 28-day compressive strength.
2. Verification tests should be completed such that measurements of load and tieback displacement
can be taken at lIlerements of 25 percent of the design load (DL) up to 200 percent of the design
load. The anchor movement shall be measured and recorded to the nearest 0.00 I inch with respect
to an Independent lixed retCrence point at the alignment load and at each increment of load. The
scheduling 01 hold tllncs shall be as follows:
AI. I minute
O.'5fJI. minute or until stable
(J.SODL ITll[lutc or until .. table
()7511L minute or unli! stable
I 00 Il I. mltlutc or unlil stable
1 . .'5DL minute or until stabie
1.50Dl. 60 minutes
1.75Dl. 1 minute or until stable
.' 110 [)[ 1 minute or until stable
AL :\iJgrlllll:nl Load
Ill. ilcslgn l.oad
rhc load-hold pniud "hal! "tart a ...... noll as the load is applied and the anchor movement shall be ITlca~urcd
and recorded at I minulL'. 2, 3, :\ h, 10, 20. 30, 50. and 60 minutes.
1. CicotllglllL'Cr;-., Inc. \~-t!l L~\·<dLlatc the result" of each vcritication test and make a determination of
the SUitability nf the lL'''1 ,01(.\ uf the Contractor's proposL:u production anchor deSIgn ami
instalJatJ(lll sy-;rcrn r-c"t...; \\llIch I~ltl tu meL:( the design criteria v.i11 rCLIuirc additional vcnflcatJon
(esting (If an arpnnl:ll rl'\,j"';IPIl to the ('ontractor's rroroscLi production anchor design alld
iTl~tallati~)fl ,:-~"k'llI Ifal1 anchor Luis in creer. relesting will not he allowed.
A \'crificdliolltcstcJ <.lflL'llOr \\ilh a (l{) fTllllutc load held at t.50UL 1-; acccrtabk if'
a) fhe (Illchur (<lrnl.''> the 1e,,1 lpild \\ lIb a creep rate that ducs ilot c\.u:cd O.OX Il1ch per lug. cycle
oftill1c alld I'> dl ~l !IIlC~II' Pi' dccrca"lng crcer rate.
b) The 10wl ITlu\elllerl1 :11 the lL.>'\ !llad e:\ceed:-.. ~O percent oftlh: theon_'tlcal e!J:-.ttc clongatllHl of
the llon-b\llllkd 1c1l~1!1
Page ('-/ GEOENGINEERS,,9
I", '-i _'II"
Furthermore, a pullout failure must not occur for the verification test anchor at the 2.0DL maximum load.
Pullout failure load is defined as the load at which attempts to increase the test load result only m
continued pullout movement of the test anchor without a sustainable increase in the test load.
Proof Tests
Proof tests shall be perfomled on each production anchor. Proof tests shall be performed by
incrementally loading the anchor in accordance with the schedule below. The anchor movement shall be
measured and recorded to the nearest 0.001 inch with respect to an independent fixed reference point in
the same manner as for the venfieation tests at the alignment load and at each increment of load. The
scheduling of hold times shall be as follows:
AL
O.2SDL
O.50DL
O.75DL
1.00DL
I minute
I minute or until stable
I minute or until stable
I minute or until stable
I minute or until stable
1.30DL 10 minutes
AL AlIgnlnent Load
Dl. DeSign Load
The maximum load III a proof test shall be hdd for 10 minutes. The load hold period shall staI1 as soon as
the max.lmum load i~ applH:d JnJ the anchor movement with rL'"spect to l11l independent fixed reference
shall he measured and recorded Jt I. 2. 3, 5.6, and 10 mInutes. The-anchor movement between I minute
and 10 minutes shall not exceed (J.O-l. lIlchcs. If the anchor movement between I and 10 mLl1utcs exceeds
0.04 inches. the rnaxltTlUrn luad ,hall be held an addJtional 50 minutes If the load hold IS extended, the
anchor movement shall be recorded at 20. 30, 50, and 60 minutes. If an anchor taits In creep. retesting
witlll()! be allowed
r\ prool'tc:-;tcd anchor IS accc[llablc if
a) rhc anchor C;JITICS lhe maX][llU1l1 toau with kss thall 0_04 rnc-hc .... of lllo\.clllcnl bct\',.-ccn I minutt.:
and 10 minutes, lInh.~s"", the load hold extended to 60 mInutes. lTl whli.:h case-IhL: anchor would be
acceptahle If the creep ratc doc .... not exceed O.O~ IIlchcs per lug cycle of time and IS at a linear or
decreaSIng creep raiL'
h) nH: totailllon::rncl1t at the ma,\lrnurn load exceeds:iO percent of the th(:orcticai clastic elongation
llf the nOIl-hOIl(kd lLllgth
c) :\ pullout ht!un .. ' dl.ll'" not lll"CUf
SHORING MONITORING
Pre-Construction Survey
.-\ .... Ihlflllg IlllltHtorttl.'; prngrarn "lhHdd he established to mOlllto[ the pcrt'lIrTlli.lIlC\.: ur the .... horlng. ",)'iotcm
dlld lu [lW\ Itlc carl) lkicctlull (If ddkclipllS thal could potentially d~lIll~I~'.C nearhy IIlIPfll\Cllh:nh. \\·c
J"L'Clllllllh."lld lhal ] prL'-L"lllhtruc1IUIl ";Ur\L'y Dr adjaCi..'"11I llllrro\CI11Cllh . ..;ucl! ~h '>tI"L'L'h. utilItIes, aflu
hulldil1:..> ..... be j1nfl1rlllCd [HIIlI In l:OllllllcIlL·ing. constrllcti~lll l"hc 11r",""u1lhlrudHlll "Ur\l"y "hllUld include a
['age ( -l GEOENGINEERs,O
video or photographic survey of the condition of existing improvements to establish the pre-construction
condition, with special attention to existing cracks in streets or buildings.
Optical Survey
The shoring monitoring program should include an optical survey monitoring program. Monitoring of the
survey points should be completed twice weekly during construction of the shoring system, or more or
less often depending upon the progress of the excavation and at the GeoEngineers' directIOn. Monitoring
should include vertical and horizontal survey measurements accurate to at least 0.01 feet. A baseline
reading of the monitoring points should be completed prior to beginning shoring install~tion. The survey
data should be proVided to (ieoEngineers for review within 24 hours.
For shoring walls, we recommend that optical survey points be established at 20 feet behind the wall face.
Optical survey points should also be installed at the top and mid-height of the wall as the excavation
progresses. The spacing of the optical survey points should be 25 feet along the wall face. I f horizontal
movements arc ObSCIVTd to he in excess of Y2 inch between successive readings. construction of the
shoring walls should be stopped to dctermine the causc of the movement and to establish the type and
extent of remedial construclion. The survey points should be monitored until the !loors of the building
reach the top of the eXCi!_ allon.
For temporary open cut slopes greater than 20 feet i[l height. ""e recommend that optical survey points be
established at the top ot'lhe cui and 20 feet behind the lOp of the cut. The spacing nt' the optical survey
pomts should be 25 teet along the cut face. Evaluation or the monitoring data should be similar to that
described above.
',·'!·.!!.""I'" Page ("-3
i;, 'f .'11/1
GEOENGINEERS CJ
ApPENDlxD
REPORT LIMITATIONS AND GUIDELINES FOR USE
APPENDIX D
REPORT LIMITATIONS AND GUIDELINES FOR USE'
This appendix provides information to help you manage your risks with respect to the usc of this report.
GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES, PERSONS AND
PROJECTS
This report has been prepared for the exclusive usc of the Valley Medical Center and their authorized
agents. This report is not intended for use by others, and the information contained herein is not
applicable to other sites.
(,eo Engineers structures our services to meet the speci!ic needs of our clients. F or example, a
geotechnical or geologic study conducted for a civil engineer or architect may not rullill the needs of a
construction contractor or even another civil engineer or architect that are involved In the: same project.
Because each geotechnical or geologic study is unique, each geotechnical engineering or geologic report
is unique, prepared solely for the specific client and project site. Our report is prepared I'lr the exclusive
usc of our Client. No other party may rely on the product or our services unless we agree in advance to
such reliance in writing. This is to provide our finn with reasonable protection against open-ended
liability c1allns by third parties with whom there would otherwise be no contractual limits to their actions.
Within the limitations of scupe, schedule and budget, our scrv'iccs have been executed in accordance with
our Agreement "",,,ith the Client and generally accepted geotechnical practices in this area a[ the time this
report was prepafl.:d, ThiS rcport should 110t be applied fOf any purpose or project except the one
originally contemplated
A GEOTECHNICAL ENGINEERING OR GEOLOGIC REPORT IS BASED ON A UNIQUE SET OF
PROJECT-SPECIFIC FACTORS
This report has been rreparcd for the proposed Emergency Services Tower project GeoEngincers
considered a number of unique. project-specific factors when establishing the scope of services for this
project and report l}nlc:-.:-o Ci.:uEngineers specifically IIlJIl::ates nthc-f'Nisc. do not rely on tl1l':' report if it
\:vas:
• not prepared for you.
• not prepared fur YUUf project.
• not prepared tl.)I' the .... peeific site explored. or
• completed bdtm: Imp(lrtant projl'ct changes \\cn .... made,
For example. Chal1~l':-; that can afkct the applicability of this report include those that aCtl.'cl:
• the fLJlletlollll!"th..: propllsed structure,
• ck\atillll. cOIlII~Ur~ltl()n. lucation, orientation Of \\l...'Ig.ht uf the proposeu 'ilruclure.
• compo .... lt i(Hl (l I' lflC d\.::-'lgn h.'am: llr
• pro.lcct o\\!lCr .... hlp.
I r important ch~l1l~\ .. '" ~!rl.· nude after thc date ~if thi ... repol1. (; .... 'Uh1gll1ccrs should be gl\ ell th .... · ~'ppprtunity
tu rc\ lew our (Iltcrpn.:t~ttllilh :Itld lCCOlllflll:'lllbtIlHlS alld plo\"lde written l1lodificatl01h ur U)lltl1"InCltitill. as
appropriate
Ii, II \ _' II'
SUBSURFACE CONDITIONS CAN CHANGE
This geotechnical or geologic report is based on conditions that existed at the time the study was
performed. The findings and conclusions of this report may bc affected by the passage of time, by
manmade events such as construction on or adJ3cent to the site, or by natural events such as floods,
earthquakes, slope instability or groundwater fluctuations. Always contact GeoEngineers before applying
a report to determine if it remains applicable.
MOST GEOTECHNICAL AND GEOLOGIC FINDINGS ARE PROFESSIONAL OPINIONS
Our interpretations of subsurface conditions are based on field observations from widely spaced sampling
locations at the site. Site exploration identifies subsurface conditions only at those points where
subsurface tests are conducted or samples are taken. GeoEngineers reviewed field and laboratory data
and then applied our professional judgment to render an opinion about subsurface conditions throughout
the site. Actual subsurface conditions may differ, sometimes significantly, from those indicated in this
report. Our report, conclusions and interpretations should not be construed as a warranty of the
subsurface conditions_
GEOTECHNICAL ENGINEERING REPORT RECOMMENDATIONS ARE NOT FINAL
Do not over-rely on the preliminary construction recommendations induded in this rep0I1. These
rccommcndauons arc not final, hecausc they were dcvdopt.:d principally from GcoEnginccrs' protcssional
judgment and opinion. GcoEnginccrs' recommendations can ht.: finalized only by ohscrvlI1g actual
subsurface conditions revealed during construction. CieoEngincers cannot assume respOllsibility or
liability tiJr this report's recommendations if we do not pcrt(Hm c()nstruction observatIOn.
Sufficient Ilwl11tonng, tcsting and consultation by C;coEngim.'cr...; "houle.! be provl(.icd durlllg construction
to confirm that the conditions cncountt.:red arc consistent with those IIldicated by the explorations. to
provldt.: rt.:cornmendation~ for deSign changes should the conditions revealed dUring the work differ from
those anticipated. and to evaluate whether or not earthwork activities arc completed in accordance with
our recommendations. Rctailllng CicoEnginccrs for construction ohservation fi)t this project is the most
ctlL'Ctl\'C method ofrnanaging the risks associated With unantiLipdtL~J conditions.
A GEOTECHNICAL ENGINEERING OR GEOLOGIC REPORT COULD BE SUBJECT TO
MISINTERPRETATION
~vllslnterprct,lIioll pfthi:-; rcpol1 hy other deSign tearn mel11ber .... call [,C"lIlt Itl co~tly prohlcms. You could
10\\ CT that n~k by hal. ing CieoEll.l!inccrs coniCr with appropTiate lTletTlbcr~ or the deSign team aner
"ubmiHing the rerun. Abo rctam CicuEnginccrs to revlcw rertment clements or the dl:-,Igll team's plans
alld <"'rLCltic~ltlOns. ('llntra(tixs can abo rni~intcrrrct a ~cotcl'll1l1cal cngmcenng or gel,logic n:port.
Reduce that rt .... k hy h~J\ Illg (;coFnglllccr<.; partlClpak ill pre-bid ane! prcconstnlctioll cl'lIkrl.-·llcc,,_ alld by
provllilng cOIl'-;{ructioll llh::'cnatllH1.
Do NOT REDRAW THE EXPLORATION LOGS
(icotcclUlical ell!;IllCCr" and gcnlogi:-;b prepare fill,!l hl.lrill~ <.Illd tc::,ting logs ha~I.-'d upon their
IllkTrn.:tatlllll Dr field ]\l~"" dnd lahoratory data. To prc\ clll ,,-,rrur"-ur UlTli:--."iulb, lhl...' Ill~" IlIclmkd III a
g\..'lItcchnll·ul cngll1o:cTlll~ \n ~~cl)ltlg.ic report "Iwuld ne\er be rl'dr~I\\n fur inclusil)1l III archikdural or other
Jc"ign dLI\\ Illg.... (In]) rhp!{lgraphil: or ck:ctronic rq)n1dul..,tloll h acceptahk'. hUI r":LP~lli/l' that
::'l'r:Jr,ltll1~ ]\I.\.~" flPlTl thl..' rq){lrT l.."\11 ..:1c\<.lIL' fI"k
Page 0-3 GEoENGINEERS3
GIVE CONTRACTORS A COMPLETE REPORT AND GUIDANCE
Some owners and design professionals believe they can make contractors liable for unanticipated
subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems,
give contractors the complete geotechnical engineering or geologic report, but preface it with a clearly
written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes
of bid development and that the report's accuracy is limited; encourage them to confer with GeoEngineers
andlor to conduct additional study to obtain the specific types of infomlation they need or prefer. A pre-
bid conference can also be valuable. Be sure contractors have sufficient time to perfonm additional study.
Only then might an owner be in a position to give contractors the best information available, while
requiring them to at least share the financial responsibilities stemming from unanticipated conditions.
Further, a contingency for unanticipated conditions should be included in your project budget and
schedule.
CONTRACTORS ARE RESPONSIBLE FOR SITE SAFETY ON THEIR OWN CONSTRUCTION
PROJECTS
Our geotechnical recommendations are not intended to direct the contractor's procedures, methods,
schedule or management of the work site. The contractor is solely responsible for job site safdy and for
managing construction operations to minimize risks to on-site personnel and to adjacent properties.
READ THESE PROVISIONS CLOSELY
Some clients, deSign profeSSIonals and contractors may not recognl/~ that the geOSCIence practicL's
(geotechnical engineering or geology) 3rc t~lr less exact than other engineering and natural SCIence
disciplines. This lack of understanding can create unrealistic expectations that could lead to
disappointments, claIms and disputes. (ieor:ngineers tncludes these explanatory '·llmitations" provisions
In our rcports to help rcuuec such risks. Please confer with GcoEngincer-; if you arc uliciear how these
"Report Limitations and Guidelines for U')c" apply to your project or site.
GEOTECHNICAL, GEOLOGIC AND ENVIRONMENTAL REPORTS SHOULD NOT BE INTERCHANGED
rhe c4ulpmcnt. techmques and personnel used lo perform an environmental study thlTer signtficantly
from those used to perform a geotechnical or gCO!OglC study and \-ICC versa. For that rcason. a
geotechnical engineering or geolo~nc report d()c~ not usually relate any environmental findtng:--..
cOTlclusions or reCllmmeIH.lation~: e.~ .. about the likelihood of encountering underground storag~ tank~ or
regulated contaminants. Similarly, L·Il\·\wnmental reports arc not used to address gcotcchmcal or geologic
conccms regarding a spcctlic project
BIOLOGICAL POLLUTANTS
(; ... '0 Lng !!leers" Scope 0 f \Vork S!ll'C II j(~tli Y C\C ludcs the i 11 \·cstigatioIL lh.,tect Ion. prcven tion or a:--.se:-.sIHe-nt
uf th ... ' prc:--.encc ()f Btolugil'al Po!lutant'-. ;\l"Cordillgl~. thi ... report dpc" not include any lIltcrrrdatIllil'.
I"CC0t1l111elloatIOlh. fl11Littlgs. Of CPlll·]U .... tl1lh rcgardmg the detecttng. Js-.;c ....... ltlg. rrc\."cntill~ or ~lb<.lttJlg ut
[JllIlll~ical Pollut,lnh alld no clJllclu .... H1I1 .... lq· Inferences .... hot/ld be drawn r\.:~i.lrdin~ Biologic31 Pollutant..;.
a .... they llJay relate 10 till..., project rill.' lL'I"lll ··Bi{llogical Pullutanb" IIH.:lllde...;.. hw i'i Ill)t Illlllled to. mold ....
fungI. .... pl)rL' .... haCll'na. alld \ Inhc .... ~!tld 1.11· :lny of thcir by product--.
I r Cilelll dl..'''lrc'i Ihese-"'rCclall/l'd .... cn Ill". 111L'}" ,l1uuld tK' uhlalll~d I"fllru a l·l.IIhultatll whn pfkr' ...,Cf"\ [(c:-'
III tIll'; .... r ... 'L" ldl 1/ ... ·d ficld
• r ", I'llgt' 0-3 GEOENGINEERS~ "·r·