HomeMy WebLinkAboutPettygrove's 1st Block 18 Lots 5 & 7 - Pre-Design Geotechnical Engineering Evaluation 2005.06.15f^.k"-,i B;&
?Ru-os 'a>l
PRE.DESIGN GEOTEGHNIGAL ENGI NEERING
LUATION
Jackson Residence
Fir and K Streets
Poft Townsend, Washi ngton
June 15,2005
Prepared for
Jim Jackson
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oeoTe9T
741 Marine Drive
ham Washington
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Mtw oeoTe9T 741 Matu€ Drive
Eellingftam,\rr{A SA5 n&e ta4 mtE FAX360?3s_73r8 8f€ 261_5276 360733_7418
June 15.2005
Job No.5319
The Jackson ComPanY
211-faylor Street#358
Port Townsend, Washington 98368
Attrr: Jim Jackson
Re: Pre-design Geotechnical Engineering Evaluation
Jackson Residerrc
Flrard K Sbeets
Port Twnserd, Yllashiqgton
Dear Mr. Jackstrl,
As requested, GeoTest Seryices, lnc. b pleased to submit th'is report summarilng the
'orte of our pre-des'rgn geotecfrnical erlgineering e\taluation for tre refurenced prcject
Th; prtp"* it tni" "i"ni"tion
rrras to estannsh general subsurface conditions beneath
the site'from which feasibiiity level design can be accornplished for site development'
ffi-;;d "ft"utO be considered a uorkirg document _sgme of the condusions and
recomrnendalions presented herein may require ranision as the proiect design
progi""r"". Ourscnpe of sewices inchrded the folhwing tasks:
. Exploralion of soit and grounduriater conditions underlying the site by excavating
exploratory test pits to Jvahete subsurhce soil condilions.
. Laboratory testing on representalive samples in ordel to classifiT and evaluate
the engineering characterislics of the soib encountered'
. provide thb written rBport cgntair$ng a descriplion of sr:bsurftace conditions, trest
pit logs, and lindirqs and recommerdations pertaining to environmentally
fu*'itil" areas (ESA's) as per the -Port Townsend Municipal Code, site
preparation ard - eartfwrork, fiil and compaction, foundalion support and
settleme6t, temporary ard permanent stopes, site and foundattrns drainage,
seismic design considerations. and coftstrucf,ion phase geotechnical services-
PROJEST DESCRIPTION
We understand that the su$ect properly is beirg considered forthe development of two
single-fami[ resilences udtt urood frarne construc{ion. Th€ property consists of two
adj-acent rdtangular lots, Lot 5 and l-ot 7, rrytth ptan dimensions sf 50 feet by 100 feet'
ThL proposed aiquisition of an aditional3O0O square foot easement to the south of Lot
b has been included in tre pretimirary design. At the time of this report, only preliminaiy
and limited inforrnation was avaflabb aboL* propased building locat'tons, sizes,
JnstuAion, or foundation loads. For this reason we have limited our geotechnical
recommendalions to a feasibility level to be used in predes!]n of the proposed
Olvefopment GeoTest Servicas would be pleased'to provide furher design level
recommendations as the protsct progresses.
I
I
Page 1 of10
r.W,geotest-inc.com
GeoTesl Sewices' lnc'
J"*son Resldence' Port Tswns-€rd. utasftktgbo
June 15,2005
Job No. 53'19
SITE CONDITIONS
.This saciion discusses the ggng{ surfa€ and subsurface conditions observed at the
proiect site at the tirne of ouifietO inrrestigation. lnterpretatbns of the site coriditions'are
based .on the resull-oi our revieilr of anailable 'urformation, site reconna-lssance,
rr[""*."t explorations' and laboratory tes-lirg'
General Geologic Gonditions
Geologic inlormation for the proiect site was obtained lrom the surfrcial Geologb Map of
the port Townsena {u ni6ilUi7,1tu A;&^*t, Crp"!^So*d Region, Washington
(pessl, Jr., et al., t9d6),
-Oy$ry.
UV nreU.S. 6""fogiot S_urvey. According to Pessl,
surficialdeposibinttevicinityof-thep-i""tsitep.1rsis!.ofQuatemary.ageglacialtill,a
poorly sorted mixttrre of rocf iragrnenb ieposlteO dire{fly by the:VashorFage ice sheet
Finer. component* ilJud; ;',ft, iand, and chy in variabg. proportions, constiturting a
coherent to triaul.,'ToaeraLry-lto' liehlv cgmpact- m3trix ra whigh -the marser
ffiffiil; Gfi-l;; ;#t;; ano r;utiers) ire itilmty embedded- Deposns are
typically non+tramJ, UJ suptlortzortt"i fip i"g ard fissile sructures are localfy well
developed. fnicrrfi ;6ti* rom a reurn1iters ib as mucR as 40 meters (Pessl' Jr" et
al., 19g9). conditlons ;;;;*d $rithin the eptnrations were general$ consistent
with the maP@ geology'
Surf,ace Condltlons
The site of the proposed improvements consists of ry9, undeveloped' approximately
5000 square toqt r;;ttgur"t r,ts ard jncludes fte 3tlo0 sguare foot K street right-of-
. rnEry to the "oun oilli=s. bi.gl*f"*ily res-xience:. b"td"l the subpct property to the
nortkr and norneast, FiiSt*"tfilne te'property to *!e wesl and undeveloped bts exist
to the south and east' The pmpertf i" curre"W forested with rnoderate
u6derbrush. S"u"oiO"un1"" ni tt"o.t"ititf, Uy un x"e sbpel have apprently been
. btown down within the past ien years, possibly duiirreL tha sarp storm event based upon
;;i#i*'v'li;;;;";fi;'ing a;o mo.i gro'ith o\seryeo on the exposed root svstems
and trees. The site consis6 of a wesiern iacing skrpe with an average measured
*:l:lT:#[ggn*crng- no l-p1pi-.{rrriarcry+ mfrtUn=iffiAffiait}re roau-e'iita-Fii'slibet, at
.the southern approxirnately half of tfe propJrry, 9Io{+. 40 percent slope' Surface
water wa" not "n*uni"ttO "i tt u site at-the tirne 'of our field investigation'
Subsurface Solt Cond itions
subsurhce conditions at the site were elqlored using a-.Dynarnic cone Penetrorneter
&fi;GiunO LV'&L*UngranO ""tpiitg four test flrts trsing a hand auger on Mav
13, 2005. A DCP probe includes recordrng thl number of blows necessary lo advance a
p"i*"d =t"el rod fi,o th" grountl with a 3E-pound drog Qpmer' The blows necessary
to adrrance the rod into de soil have b"d conelatei with the density of granular soil
deposits and the consistenoT of cohesive soils'
The test pits and DCP tests'were advanced at locations spread across tre proposed
develqped areas. i*t p,t= {HA-1 through t-[A-4] wegglcavated to depths of about2.5
to 4 feet below u"isting irouno tutr""e iees) 'rn" DcP iests (DcP-1 through DcP-4)
Pqe2atlO
@oTest Services, lnc'
Jackson Residerce, Pori Tovrren{ tJv*ttit6b"
Ju-re 15,2005
Job No- 5319
were advanced to depfihs of about 3.5 to 5 feet BGS. The approximate locations of the
test pits and DCP tests are shown On fu site. and Exploration Plan' Figure 2' ' A
discussion of lielct e;;Etion "ru r*oo*tory te_st procedures, together with edited logs
;iil;& pit" and DcP r€6ults, is presented in ApperdixA
The subsurface conditions were relatively consistent-within ttn deptrs explored during
our site subsudacei"n"L"t"ti=xion' i11e subsurface profile generalty consists of
organic topsoil *.tryi^g gilty sand over natire glacia!till... TIF topsoil encountered was
compo$d of loose, 'Jaft U-'rn, damp, orga*c]sarrdy sitt fhf ranOed in thickness from
2 inches b 18 inc*res BGS. UndertylrE fre topso'itwas a krose to medium dense' light
brown to reddish brown, damp, s6ty sar6 "riif,
tta"e gr-avel that extended to depths
rangins betyyeen 1.;;; a-tu t BGs. Ur6eJvhg 11ie ilty sand was native glacial till
composed of very i*n*", L."rn, t+ g.gfi,-"1 1lly-ngt.damp' slighty gravelly to
g;vefiy, silty sand that extended to tte full deptB ol expnraoon' .
Results of the DCP anatysis indicate tlmt loose to mediurn dense soils were encountered
to depths "r "pp-x#irrv i.l t".3 feet- Below these depths all of the.explorations
encountered tr* ,no"tfvlnil, t"ty dense rln- n1 of the DcPtests terminated within the
encountered unoerr-in6 ii*i"i ut. Detalled logs of the subsurface conditions
encountered at the J*pior"-tl* 6cations are pt"sented in Appendix A attached with this
rePort.
Groundwater
f:,'tsK"Tl,ililTitr**#ffi iQ"ffinl. fu grroundwater conditions
;;;rfiffi *";ffions and dates indicated, and
therefore -uv not *&riil be indicative oi other locations andlor limes' Groundwater
levels are not static and it is anticipated that groundwater conditions will vary depending
on localsubsurlace conditions, s€ason, p*J'pt"ti*' d.llges in site use' both on and
off site, anO ot"itaJors' Due to tne" Ue?': s-qgq9-$l#9ggsil encountered in our
explorations,'we wotdd expect that-a re lcl"T rrtte
. encountered wifllild; fip.t"d develipmeni on try'ploperly' However' the till soils
will support percfred near'surfacb water that results form infiftration of rain ard/or
introduction or su*al water by other sources. Groundwater seepage "lop ll? till layer
or wjthin sardier t** witld tF till soils shouH be expecied throughout the wetter
portions of the Year-
CON CLUSIONS AND RECO}'MENDATIONS
Based on the results of the field expbration, laborat"w te*tlng' ."ry .preliminary' engineering "*G;--perrott"o, T T our op'inion that development of the subiect
property is feasibl-e-i"i* " g*t"*tnior p.rsp""tine, provided the recommendations
presented in this ;;i ;;y p"i*ta suosequeni reports are implemented during design
and consbuction. Preliminary recor4mendalirons retated to Port Townsend Municipal
code geologimlty h;;;;;reas, site freparation and eartrworl( foundation support
and seftlement, tempOrary and p"ttu*nt *iope., stte and foundation drainage' paved
areas, seismic *""io"titi"ns, and construction phase geoiechnical services are
presented in the following seclions
Page 3 of 10
GeoTestSeryices. lnc-
Jackson Residence. Pori Towrsend' Washirgbn
excavation acitivities
June 15.2005
Job No.5319
GeologicallY Hazardous Areas
The subject property falb under the classification of3 qeologically. haza sarea, as
deftned by port ro**"nJ'-uunl"ip"r code (pr1,{c}, section 19.0s-100, due to the
p**"*"k glgpes oieatet than lLpe[eqnt analbP f'reserr€pf Lmgermeahlp Spils'
frth;;gh th"@ined during orrerploratbns class8 the soils
;; ;ld r;nd", th" nres content and in-place densitf- of tl* near surface tlll soils
g""L;rrresuli in u r"r"tio*ryftnpermeable condition. Ba5gd on our evaluation of the'
property, it appears that x.te
-exisii"g property sqne+-oenerallv ?t9,bl9 with no signs of;r*;;n;j1i"r*i" J"H,L#S*$
greater than 40 p"ront- Upon complgtion of d1e popaseo driveway entrance at the
southwest coffFr ot'rhe bt, this arsa should be sufficienttylitigated {!n thluse of a
;'ffi;;;;;tl. "nO
gLdi"g'sucfr that the presence of an ESA gleater than 40 percent
slope will not exist. W"io not believe'the subie* properly contains envirohmental
sensitive areas "p*m" io g""@icarrv n@oda+qsir€*$i€{ed
jevelof..nento. aFPticahle-hr'ffp'd LLaccordance with PlldC'
It is our opinion tlgt tte proposed residentiat develnpment shorld not advercely afrct
;t'"fi"g siie condition= d"uii"O standard best man4gement consbuction practices are
in*tpJr"tuU into the 'A*tign and constnrction, i'e.' the use of retaining walls at
ippropriate stope cuL *J "nii.,
"ttpping
and bencfring foundatbn elements such that
iiiJt-ff;;n *lit"ot" tilt soits ano iGt Jite drainage b directed inio suitable dischargn
areas.
Slte Preparation and Earthwork
proof rofiing shoutd be carefully observed by qualified geotechnical personnel- Areas
exiiuiting ignificanr don6cfp;, pumprng, or over-saturation that .c€nnoi be readiiy
ffi;;;d itrould be overcxcarrateo tJ firm soil. overexcavated areas should be
backfilled with cornpacted granular material placed in accordance v'rith subsequent
recommendations for skuctural fdl
We recommend that site preparation and earthwork operationb be limited to the summer
,no *"rf' fu[ rnonths. 'li x1e contractor attempts to prepare and qroof.roll subgrade soils
ffi"g the wet winter months, or during per'rods of extended rainfall, the -subgrade could
"""ify O**me disturbed. Once disturbei,-especiatly during the winter rnonths, it may be
necessary to remove in" upp*t portipn of tt'e subgrade soil aryd replace with imported
Pag€ 4 of 10
June 15,2005
Job No.5319GgoTestSs\rlc6, lnc'
Jackson ResHence. Port Towmend. W*l*ngbn
Structural fill should.be placed in hodzontal lifb approximqtety.6 to.8 it"Lt: in loose
thickness and thoroughly compacted. All sbuctural fill placed under building areas
"f,""iJ Le compacteOlo it easl gS p€rcent of the maximum Iw 99trtty' as determined
;;'r; t*t metirod ASTM D 1557. in pved are?9, !e fill.9r,tould be compacted to at
leas[gZ percent, except the upper 2a inctres of subgrade, uthich shou6 be compacted to
a minimum of g5 percent of mixi,murn dry density. We recommend that compaction be
testeO after placement.of eactr lift in tre fill pad'
Foundation Support'ard Seiltlement
iosedSoil c-onditions observed in the exploratigns located within tlre areas of prop
irfrourrn.nts consist of a relativdy shallor loose to medium dense granubr soil
""lrfyi* r"w dense glacial till. ior the residential buildings, as proposed, we
recommend that fourdaiion support be derived hom the det*e to very dense glacial till
soils locatd at a depth of approxirnately 3 feet BGS'
granuhr material. Such measures could s'gnificantly impact both the construction
budget and scfredule.
Filtand GomPaction
Structural fill used b obtain final elevations for soil--supported floor slabs and pavement
sections must be properly placed and compacted' ln general, any suitable, non-organic'
predominanUy granular soilrnay be used forfillmaterial'
Areas of unsuitable soil,or soil that cannot be recomPaded should be handled
according to the re@mmendalions of the Sile PreParatbn and Eartworl<. sec{ion of this
report.All perimeter footings should be founded a minimum of 18 inches be{ow the
Iowest adjacent linal grade for freezelthaw protedicn.
For pretiminary planning purposes, a maximum ret allonrable soiFbearing pressure of
u5o,i Z,SOO pit coutO U-e'assurneO to estirnate the s'ze of spread and strip foundations
that would bear on sjit"Uty prepred native soil cuts within the underlying glacial till
encountereO at the site- 'Tire term 'net allowable bearing pressure' refers to the
pr"our" lhat can be imposed on the soitatfurndaQn p.vel reulting from tre total of all
beaO ptus live loads. eictusine of the weight of the footing or any backfill placed above
the footing.
S6tilement of shaltolv foundations depends on foundation size and bearing pressure' as
well as the strengrth and compressibil'tty characteristft;s of the underlying so'il- Assuming
construclion is -accomplished as prevbusty. recornmended -and br the rnaximum
"ffo*rUf" soil bearing presaure recom*"rded above, we estimate the totalsettldmentof
iuilOing foundations sfroutO be less than about 1 inch and differential setlement
bepg; two adjacent load-bearing components stpported on competent soilshould be
less than about-Tz inch. The soil-response to ap$ied stresses caused by building and
other loads is expec{ed b be predonrimbly elastic in nature, with most of the settlement
occuning durirp construclion as loads are applied
Page 5 of 10
June 15,2OO5
Job No,531SGeoTest Servicea. lne
Jac*son Resldence. Port Tsrrrserd. Wastfrgbn
Temporary and Permanent SloPes
Achral constructbn slope configurat'Hms ard maintenance of safe working conditions,
including temporary excavatbn sbisty, should be the r€sponsibility of the Gontractor,
;h" i" iut" to mo;itor the construcrid adivities and has direct control over the means
anJ mettroOs of construction. All applicable locat, state, and federalsafety codes-should
lu tollor"o, All open cue should be rnonitored during and after excavation for any
evidence of instabilry- lf instabilry is detected, the contractor- should flatten the side
slopes or install temporary shoring-
Temporary excavations in excess of 4 ff shouid be shored or,sloped in lccordance with
S;fety Sfandards for Construc{ion Work Part N, WAC.296-15ffi57' Temporary
uniuiported excavations in tre medium den# sand generally encountered in the upper
o tlJ'at the pmject site are classifed as a Type C soilaccording b.wAc 296-155-657
unJ ru' m lfoiet ai steep as 1\tilH:1V. T6mpoffiry unsupported excavat'lons in the
0"n"". io u"ry dense till soits typ'rcally encountered about 3 fedt below ex'sting site
il&'il "t*muO "" . ry'p6'A sdn accorCing'to WAc 296-15ffi57 and rnav be
ilopeO as steep as"/c1q:1v.- All soih encountered are dassified as Type ! sgil in the
pr"llno of groundtnater seepage. Flatter slopes ortemporary shoring may be required
in ardas where groundwater tiow i" present and unstable conditions develop'
We recommend that permanent cut or fil| sbpes be des'gned for indinatlons of 2H: 1y..", /
-flatter- All permaneni *t "top*s should_be vegetated or otherurise protected to limit the
poi"nri"f for erosiqn as soon bs practical after cons{ruction. Permanent slopes requiring
i*pOi"tr protectlrrcn from the eifects cf erosion sl'ould b covered with either mulch or
;;;;i"; "ontrot nettingrlblankets. Areas requiring permanent stabilization should be
seeded with an "pp.itO grass seed mixture, or hydroseeded with an approved seed-
mutch-fertilizer mixtur€.
Resistance to l-ateral Loads
The lateral earth Pressures that develop against subsurfiace building and retaining
nllN
t)
wilt depend on the method of backfill placement'degree of compaction, sloPe of
type of bad<fill material, provisions for drainage,rnagnilr-lde and location of anY
surcharge loads, and the degree to which the wall can yieH bterallY during or
placement of bac*fi||. lf the waH is allowed to rotate or yield so the bP of the wall moves
an amount equal to or gGater than about 0.002 times its he'rght (a yielding wall), the soll
pressure exerted u,ill be the ac{ive soil ptessurc.When a subsurface wall is restrained
against lateral movernent or liltin$ (a nonyielCing wall), the soil pressure exerted is the
at-rest soil pressure.Wall restraint rnaY devekrP if a r[id structtrral network is
constructed prior to backfiHing or the wall's inherenilY sffi.
We recommend that yieldirrg walls wittr level backfill urrder. drained conditions be
designed for an equivalent fluid Oensity of 35 pounds per cubic ft FcD for active soil
coniitions. Nonyielding walb with levd backfill under drained conditions shouH be
designed for an eqtgvient frrid derlsity of 55 pcf for at-rest oonditions. Design of
ruUJurfr"" qralls sliould include appropriate tateral prqssures caused by surcharge '
loads located within a horizontal distance equalto or less than tre height of the watl- For
uniform surcharge pressures, a uniformly dstributed lateral pressure equalto 35 percent
;d S0 perceniof'the vertical surcharge pressure -should be added to the iateral soil
pressures for yielding and nonyielding walls, respecdively
P4e 6 of 10
GeoTest SeNbes. lnc
Jackson R*idence. Port Twrnserd' lifasftirqbrt
June 15,2005
Job No.5319
Lateralloads may be resisted by passive earth pressures developed against the side-of
the foundation. for Ceslgn pinpr*", the passir'.e resistance of well-compacted fill
;i;JA"inst the sides oithe foundations may be considgred equivalent to a fluid with
l.Oensitiot 2S0 pc-f. A safety fastor of 1.5 i6 induded in this design value. This value
"*ru*"i drained conditiorn iirt *iU pranent the buildup of hydrosHic piessure in the
*rp"AJ ml. These valr.res are based'on the assumplion of a horizonbl surface of at
6;;i, fimes ihe Oepn of ernbedrnent in the direction of movernent- The upper 12
inches of passive ,=*Lt"n"* shoup be n€g'1'cted if the soil is rot covered by fbor slabs
;; p*#,r1 lf future plans call for the removal of the soil providing resistance, then the
paisive resistance should not be cons'xlerd-
Go ncrete Slabs-on€nide
Conventional slatsorrgrade floor tpnsfi.rction is considered feasible for tie planned s'rte
i'#;;*r. Floorlhhs may be supported on properly prepared native subgrade or
en compacted skucfural nn pdced over properly prepared-native sub-grade' Prior to
pi"."*dnt of the structural fiil, the subgrade should be proof-rolled as recommended in
the Srte Prepantion and Earthworkseaion of this reporl
We recommend that interior concrete shfon-grade floors be underlain by-a minimum of
O in"ft* of **p""t"d, clean, freedraining sand and gravel with l9ss. thg1.S.Rercent
;";rirrg G U.S.'Standard No. 200 siwe (based on a 1e^! lieve anatysis of that portion
;ili"g the U,S. Standard No. 4 sieve! The ptnpose of this layer is to pnovide unifrtll
ilffi ior ttre slab, provide a eplllary break, and act as a drainagre layer- To help
reduce the potential"for water \rapor miTration tT"ug-h.fuor slabs, a continuous
irpl*""Ule rnembrane of 6; to 10-mil polyethylene sheetirq with tapecealed joints can
be installed below the slab. The Arnerican Concvete lnstitr.rte {AGl) guidelines suggest
that the slab may either be poured directS on the vapor retarding membrane or on a
gi;nrhr curing layer placed over the vapor retarding membrane depending. on ./
ionditions anti-cipaled during construction. We recommend that the architect or -/
structural engineer specrfy if a curirrg layer should be used' \ JtFn rnoisfure control
within the buitldirg ii crttical, we re@tTmend an hrspeetircn of the vepor retarding
mernbrane to verifu that all openings have been properly sealed-
Exterior concrete slabsopgrade, such as skJenrraH<s, may be supported directly on
unOi"trtUrO, suitable,.nativJ soil or on properly placed and c-ompacted structural fill;
however, long-term performance will be entrirrceO'if exterior shbs dre placed on a layer
of clean, durable, welldraining granular matorial-
Foundation and Stte Drainage
To reduce the potentia!for groundwatei and surface.water to seep into interior sp.aggs
we recommend that an eit"tior foolirg drain qlstem' be conslructed around the
perirneter of new bui$ing foundations as shown in the Typical Footing and Wa{t Drain
bection, Figure 3. The drain should consist of a minimum 4jnch. diameter perfonated
pip", =inoJnded by a minimum 12 lncfres of fittering media wlth the discharge.sloped to
carry water to a suiUable coliection system. Ttie filtering media may consist 9f open-
gLdeO drain rock wrapped by a nonwoven geotextile tabric (s!q as Jrdirafi 140N,
Synthetic lndustries 3511, or equivalent) or a graded sand and gravelfilter. Thed-rainage
backfill should contain less lhan 3 percent by weiTht passing the u.s. standard No- 200
sieve (based on a wet sieve anakysis of that portion passing.the U-S- Standard No- 4
P4e 7 of 1O
GeoTest SeMces' lnc' June 15' 2005
Jack$on Resldence. MTormsend. Washirgilon Job htr' 5319
sieve). Thd invert of the foofing drain pipe shouH be placed at approximately.the same
elevation as the bottom of the footing or 12 incies beLtw the adiacenlry shb grade'
whichever is deeper, io ftd waterwit rnt seep through walls.or floor slabs' The footing
drain should discfrarg" io .t approved drah system ard indude' cleanouts to allow
periodic maintenance and inspection
Positive surface gradients should be provided adiacent to. proposed building-s to direct
surfiace water away frorn the fourdatircn ard towird suitable discharge facilities' Roof
Gi;;;" ;trouH not be infoOuceO into the perirneter footing drains, but should be
=rprrJt"ry disdrarged dfedy to 6.,e stormwater-collectftrn systern or otlrer appropriate
ouflet. pavement.no "lor"ln.areas should be sbped and drainage gradients should
be maintained to carry alt surface water away from tfe buMing towards the local
stormwater colbcfion system, Surface nrater shoU$ not be allowed to pond and soak
#;'th";;;;;tf# near buildings or paved -aryas during or after con'struc{ion'
construction u**uxions should be-sloped to draln to sumps d:T.*"i:1.fro*
o"p"d, Linfull, ard runoff can be coltected and pumpd to a sultable d*cnarge
facility.
Due to the ericounterd loose to medigm dense near surface granular soils oveflying a
dense to very or*e, relaw.y impermeaue tilldeposit special attention shbuld be paid
t" ih; JiuOrirg" of *ite Oraiiinge indding roof downspouts and impervious surfiaces-
The introductircn of excessive- water ini tf," neai surfae soils withor'rt adequate
Oispelion, vegetation cov6r or soit support may incfea-se tre fvel of ilsfUitiV within the
near surface soils- For this reaso{t we recommetd ttnt drainage disctrarge 'Ti: * ,/
litf,'"tspreaO ttrroughout a irany,difbrent areas of the pPpery- T lt?9i!l? yZ I
i"ri"unb oimse *6 captureo -n6tr or be directed into.a..lultably mitig4ed discharge .
area ilrat will sufficie"ti, r"ou". the opporturxty for initia6ng instability- Suitably
mitigated discfnrye "to" may irdude roO< difiusion areas, soil improvement zones
oons'rsting of geotexlib reinfolcenerrt such as g"99s and/or the use of permeable
p"u"r"rit ri"i"rr. ; pr";'tble sol! ieinrorcement drainagre system using goecells, such
as Miraweb by Mirafi, L depictd in the Proposed Storm Drain Discharge Area Detail'
Figure 4-
Paved Areas
It is anticipated that Paved driveways and Parkitrg areas with typical pavement sections
could be incorPorated ints the development Plans for the subiect ProPerlY- SPecific
locations for these imProvements were notfinalized at the time this report was prepared.
Prior to placernent of subbase materials, all pavement subgrade soil should be Proof
rolled in the Preaence of guaFfied geoteciniCal personnel.Any sofi aroas identified
should be overexcavated ard rephced with Profer!cmnpacted structural ftll or subbase
materials. \ /e recommend that areas to b€ paved be developed during dry weather, if
feasible.F it is not feasible to wsk during perids of dry weather, an additional'layer of
granular subbase dr crushed rock may need durirg pavement subgnade preparation.
Seis mic Desig n Considerations
The pacific Northwest is'seismically active and the site could be subject to ground
shaking frorn a rnoder:ate to maioi earthquake; Corsequently, rnoderate-levels of
earthqiake shaking should Ue anticipated during the desigrn life of the project, and the
Page 8 of 10
GeoTest Serra:ces' lnc.
JaclGon Re€ldsnce. Pst Tovrinsend' $iasinngilort
proposed buildings sirould be designed to resist earthquake loadirrg using appropriate
June 15,2O05
Job No.53{9
design methodology'
For structures designed using the seismic'design provi.sions of the 2003 lntemational
Building Code, the very dense, sitty sand-soils (g-lacialtill) interpreted to underlie the site
;-6.,*;pp*lOO f"A O"ssm& "" Sit" Class 6, very de'oe soil and soft rock profile'
;;;di"g io sit" ci"" Gnnmons, TaHe 1615-1-1' The conesponding values for
calculating a design ;-p"-* "p"cfum'for the assuined soil profile type is considered
appropriate for the site-
Geotechnical consultation and construction llonitoring
GeoTest SeMces recommends that a geotechnical familiar with the Project ltengineer
design review the earthrrvork and foundation portions of the design drawings and
of the revieve is to veriff that the recommendations
been pmperlY interPreted and inmrporated in the design
We recomrnend tlrat These
specffications. The Putpose
presented in this report have
and specfficatbns,
services for You-
USE OF THIS REPORT
GeoTest Services has prepared this report iorthe exgluSiv.eyse of Jim Jackson and his
J*"id *;uftants for'use in evaLraling the geotechnical fuasibility of developing the
;biil p-pertv ror "ingleramlv **io*tlal homes- Any use of this report by others, or
tor'p-urrio"rir oirtrr ttan inten&d, is at the usels sole risk- within the limitations of
scope,'scnedule, and budget, our servic€s haye beq conducted in accordance with
g""ti"fly rccepteO J" *.j*tion prac{ices of the geotechnical engineering profession;
no other warr€lnfy, ""ir"o or irnpfed, is made as to tt* professional advice included in
this report.
The preliminary conclusions and re'commendations contained in this report are based on
the explora'tions compteted for this study. There maY be some
the iite, and the natre and
variation in subsurface
soil and groundwater mndilions at extent of the variaftons
may not become evldent until consfiuclbn. As the proiect enters the constuc'tion stage
and building foads, buikjings ard parred area locations, and final grades have been
delined, GeoTest $ervices shot-*d be advised so thai we can review our Prelimi
recommendations to see if theY are conslgtent with specific prciect plans'
\
Page 9 of 10
()
GeoTestSeMcs. lnc'
Jackson Residgroe' PortTovnrsend' Wast$ngbt
slV--*-
June 15, 2005
Job No- 5319
we appreciate the opportunity to-.provide.geotecfrnical services on lhis proiect and look
forward to assisting.fi" o*ii,o ti" **ri.rction phase- tf you have any guestions or
comments regnrding'th"'i"t"t*"t* contained in this report' or if we may be of further
service, Please call-
Respectft:lly Submitted,
GeoTest Seryices,lnc;
David Jellum
Staff Geologist
M
Dan Sorenson, L-E.G.
Licensed Engineering Geologist
Attachnrents:Frgwe 1
Figura 2
Figure 3
Figure 4
AppendixA
vicini$ Map
Sihs and ExPbration Ptan
T)?ical Footing aird Wall Drain Seclion
P;oosed Stom prain D{schargp Area Detail
fiefu exporators and Laboratory Testirg
REFEREHCES
Frsd Pes6l, Jr., D-P. DslhEr, D,B, Boofil, and J-P. Minard- tgsg. $urfidal Geologb Map of the-Port
f*,nu"nA g&'ny O+fU'tlG O;"ffiSh, F,A"t S*1tA Region, WaSlringtur' U'S' Geological Survey'
Daniel J. Sorenson
Page 10 of 10
PROJECT LOCATTOX
NORTH
referenc€ map:
Mcrosofi Streeb 2004,
Be$inghen
rsil
il
!
I
I
I
r:
By DJ Scale: NONEDate: 6-17-05 Proiect
5319GEOTEST SERVICES, lltE
741 Marine Drive
Bellingham, WA 98225
phone: (360) 739-73i8fax {360} 733-7418
Figure
1
VICINITY MAP
Jlcxsox Rrsloexcr
FnaHn KSTREETs
PoRr TowHsrNDo WASHINGToN
,*'(r*s*l
tB!{'a*t'f I l.t
Lr'3 ?-.
Ldf 'l - LP[S_ .0
,1 9,e,d-r ^5'
L
-fr I
.t
t
Ir
I
I -\ItFt .-
I
-t-
l--rT-a-
I
I --t
I
r
\l
1\/l.
I/t1
I.t
.{<-\
-t\
\tl1
t'
I
I
i
I
I
I
I
I
+c.
4"
.4.
I
I1
b']t 'MrE: 8Elf^|'# |
,t g'4'@.mrSE tngoF.tq* F 3
a'hlS 6At
--'--!t
-<n'
aNeg o&r{E
or Ri-"
NORTH
! = trpproxlmab Exploratory Locations
Reference MaP: RiverDesign
;?r.4
^rErW -F;?G${f
,#l04
r*Ps/rtr;srfltrtgl-
- gcl
-
I
F.-
I
----
I-l.-
e
- -.**
'- -wrs](e-frc<?tru{
sra S
Scale: NoneBy; DJDate: 5.1N5 I Projecl
5319
Figure'
2
SITE & EXPLORATION PLAN
Jlcxsox RrslPExce
Fnruo KSrneers
Ponr TowxsEND r WAsHINGToN
GEOTEST SERVICES, I}8.
741 Marine Drive
Bellingham, WA 98225
pbone: (380)73$7318{s* (360)733-7418
ooo o
Goco
o
o^o
o
o o
Iooooo
ooo
o o 9 oo
pea
oorgooooo
O6
oo
i (arain rocl<
DRAhIAGE
I$ATERIAL
CoMPAGTED {SILTY} SOIL OR CONCRETE
ORASPHALT PAVEI'ENT
(12 indres minirnum soil thlckness, 2 inches for concrete or asphalt)
APPROPRIATEWATER
PROOFING O}I OUTSIDE #fFACE OFUT'ALL
Native Soil
#
sts
GEOTEXTILE
{( 'nf
FILTER FABRIC
(tlirarff 14ON, Am6co 4545
or approved pe rformance
eouivalent)
(t'g incies'nrldmum fabric lap)
FOURINCH DIAIilETER, PERFORATED, RIGID PVC PIPE
{perforations orienbd down, wrapped in non-woven geoteldile
frltertaU*c, dverted to suitabte discharge)
By: DS Scale: NONEDate: 6-1545 Proiect
5319
Figure
3
TYPICAL FOOTING & WALL DRAIN SECTION
Jncxsox ResrogNce
Fnlxo KSrneers
Ponr TowHsEND, WASHINGToN
GEOTEST SERVICES, INC.
741 Marine Drive
Bellingham, WA 98225
phone: (360)73$7318tax:- (360)733-7418
Plan vierlrr of Geocelt section
Replace bpsoil
across tops cf
cdls to match
existing grade
Rock dffirsion irfiiltration area
attop of reinforced ane
EffiFg
Sbpe
4'to 6'.min. J
Drain lines from footing
and Downspouts
Proposed
Drivaaray
q
Existing contact
be&veen surface
soils and underlYing
tlllsoils
Hirtive Tll Soils
Fir Sheet
Note:
eeocett sec{ions stacked upon each other
eaclr po*lon of cell srlions qrt and berdred lrrto suitable till soils.
Lro#1*O surficialgranular soils replaced back into each cell'layer.
c-"""dr section t"ns$r recornmended to be a minirnum-of 4 to 6 feet
dependirg on soil hyer thickness encountered'
This schematic is for visual reference only- lf this qntenr is to be_induded into actual
construction for the project a specifrc desi6n wor:ld need to be field fit based on the concept
oi the compfeteO p-.t""t, aaud site dimens-pns and consbainb and the quantity of water
andcipated.
Scale: NONEBy: DrSDab: &1$05 Projact
5319
Figure
4
STORM DRAIN DISCHARGE AREA DETAIL
JecxsoN RESIDENcE
Fnnno KSrnerrs
Ponr TomrsEllD, WlsslxotoN
GEOTEST SERVICES, R\8.
741 Marine Drive' lellingham, WA 98225
phone: (360)73$7318. fax: (360)733-7418
AP PENDIX
FIELD EXPLORATIONS AND
LABORATORY TESTING
APPENDX A
FIELD B@LORATIONS AND I.ABORATORY TESTING
Subsurhce conditions at the site were explored on May 13, 2005. The exploration
o[9;; consisted of excavating and samsing four test pits using a hand auger (HA.1
ihdih HF4) and advancing atynamic cory peneforneter (DCP-I through DCP-4) at
tte aiproxirnate localircrs illistraed on the Site and Exploration Plan (Figure 2 of this
*p,"ifi -ff," test pits were explored to depths of approximately 2:5 tD 4 feet below
fiunj "rrf"o GGS) and the DCP probe uras advance to depths of approximately 3.5
i"-g ll"i nCS. Our explorat'ron pr6gram was bid out based on the proposed site
irpro*r"nts provided ln a site ifcetcn provtOeO by-gryr client The expbrations were
i",irtla in ,tr"'fi.t0 by taping and pacing from existing properly comers and other
i""i"*, tno*n the ieferenced pla'n. Exptora{ion localions shouH be considered
"r*r"tu to the degree implied by the methods used. Ground surfrace elevations at the
u*plo.ution locatiois were estfunated'based on surface contours shown on the above
referenced maP.
The field explorations were coordinated ard monitored by 9n engineerlng geologist from
our staff wiro obtained representafive doil samples, maintained a.detailed. record of
observed subsurfece soii and groundwabr conditions, and described the soil
"n*rntut"d by visual and texhrral examination. Each reprwentative soil type observed
was described using the soH dassificatircn qnstem shoyl 9n Figury AJ' in general
;;A;; *ffr asiu D 24s8, Stardrad Reammended Pracrice for Description of
Sii" fVi"i"t+rt""ua! prwdure). Logs of the bsf pit explxations are presented on
Fbuig5 A-2 and A-3. These logs repiesent our inierpretation of subsurface conditions
iAJntineo during trre field expro""rions. The strati.graphic contac{s shown on ths
irai"iJra test pis 5gs rcpresent the approximate bourdar'res betuveen soiltypes; actual
transitions may be niore grradual- Abo:the soilard groundrrater conditbns.depicted are
;iy 6; ih" up""m" daie and bcatiom reported, ard therefore, are not necessarily
represeniative of other locations ard times'
Representalive soil samphs encountered in tet pit explorations were obtained al
selected intervals, placeci in sealed plastic bags, and transported to our laboratory for
further classification and tesling. Laboratory tests were performed on-repJesentative soil
samptes to charactertze certain physical properties of the- site soil The laboratory
testing progpm was limited to visual inspection _to gonfirm field soil descriptions,
Olt"ri-*nati6n of natural rno'rsture content and soil grain size disbibution.
The natural moisture contents of selected soil samples were dete,rmined in general
accordance with ASTM D 2216 test procedures. The results from the moisture
determinatons are indicated on the summary logs, adfacent to tJe conesponding
samples. Grain size anallnses sf selec-ted soit samples were conducted in general
accordance with ASTM D 422test procedures. The results are presented in the form of
grain size distibution curves on Figure A4-
o65o
A-1
Figure
Soil Classification SYstem and KeYJackson Residence
Port Townsend,.Washington
Soil Classificatbn SYstem
IIAJOR
DtvtsloNs
uscs
GRAPHIC LETTER
SY'HBOL SYHBOL
TYPICAL
DEscRF-nol.tssH
GRAPHIC LETTER
TYPICAL DESCRIPTIONSOTHER MATERIALS SYHBOL SYTiBOL
Ngtes: 1.
ftimyCor$nrt >5Dg-'GRA\lEL"SAllD"'SltT""CtAY''*'
r*grd*vCom{fuprrra.>9%gd<5o1.-.Eyga,c0'.'.'pr'sardy..1,gy5b,..dc.t rz$ ard I rog "rni*y." "tatv" 'stty.r eb'
Ad{ni,,et Ccffitrrefle, > 'S*
",* 3 1295 -';5nht -Cravdlyi's{$ry s.ndt'"'6[dtgv $q,' qtc' .3 sx - rri= hir*' 'gs tanA' rru Efrt' ei!'. of nd ned'
J.pO
?gEp GogEE
3;R
QEE
HEE
fisE
GRAVELAhID
GRAVELLYSOIL
(Moretla$ 60* dmr* tractitn rctaH
on trb.4 siet€)
CLEAN GRA\EL
(Lileor mfrr*)
Glil l,'*+grad€d $a€[ grsrrelts{rd r{)Grre(s} trdle or no fines
Podly gr#d gr€vlt grdrouGand ndtdtqs); ulns or'prhes
Sift grnEt grat eUsadrr0t r$tu€ts)
Cta:py gravd: gravdrsard/ctay mixfttG(s)
3r GP
GRAVELWTTH RNES
(ipfiedabb*nds! o{
firpa)'t
GH
GC
gCNDAND
SANDY SOIL
(Uorethm sffi ca
c€l€€ frac{ori Passcd
lhrsush tio'4 EiM)
CLEAN SAND
(LEb6Efns)
SW f!bi-!rd s€nt[ grav€ly sanq ft6tdtFtrnB
Pmrtt Sad€d strrt gr&,e8t sstd; R3e or Do fnes
$f$ saitq sandr$t mixturqs)
S}eyiandstdteY mlturqc)
-: .".'SP
SAI.TDWTTH FINES
{AptucL{ie aernr*of
frlos)
I's['
sc
-E*5.EE!0E8a;NlrocizSzG
g E*-9'f E
=0El!Ee
SILTANDCINY
(Li+it frnit tea5 ftan soi
SILTANDCIAY
tl&uf Mg'Eattf8t8'l5q
HL slhy ordayey fre
hrooanlc clay t{ lorr tD tnefim ptasticityi gravelly day; sandy
cbf dty da}1 ban ckY
OrggtiE git, dgFrtb, sfty ctay of br piartioily
/7 CL
f3 OL
I I HH fugsr'p s& micamr or dfurmts frP sard
l$qrEE# cbry d f*gh Pxlbry f.t U:Y
Orgpric dst oa trcdsn b hoh plgtlicty; otganic s$t
CH
olt
HIGHLY ORGANIC SOIL PT PDat tlrrdrq sttP sd uih lt(ft orlqnic conEnt
eapnat congee pariersm or For$and €tvlcd psrremenlAc orPCPAVEMENT
Roct (Ss Roc* Cbc6iFHtioo)RKROCK
tAfso4 t mb€r. smd d{EWDw00D
csulndondebrE. gatbsggDBDEBRIS
b
c
d
e
1
2
3
1
She$ry TSe
G'r& Sarnde
O&er- Sec tad I aPPficatie
3OOlb tbf(irer. 30-hch EiEF
luHl-b ttswrcr, s+hdl e3p
PGt'cd
Gber- Se teEd f aPdi=He
Drilling and Sampling KeY
]--
SAMPLE NUMBER & I}.TERVAI
Ssnde oePfil ln€nd
SAMPLERTYPE
Samp!. ld.r{frefD.r a{mb6
Roco\rery Wt htterEl
Porlioi of sarnd€ Rebired
totAtd*ve sAttdlr3ls
3.25-hcb On- 242'!8ft ll0- SP& $ffit
2'octdr O.D. 1-5o$dr 1-D-Spfis?trt
Field and Lab Test Data
UO(E
PP = 1-o
TV = {L5
PIO=1(B
W=10
D=120
-2!O=m
GS
AL
CA
' Descripilon
|W Pe*etomefet. tcf
TowaBe, tsf
Photobntsatin D{!i!.tor.\rcC scrB'8ntng, ppm
Mca$IID Coilefll.96
Drt Ddl6lu, pd
tsabriai gna$ertan No. 2(F sie're. %
Grain Slze - Sea *parate fgure lor dab
Arbrbs'g E nfrs - Sos separaE f8ute tor daia
offld G€#chni* Testing
CflervfcdAlrdy:sh
v
ATD
d#r&d- Gtutttd*#€tFlatton atrim d d.d&g {ATOI o{ onAppNifiab q,ar€r sdcdhatffis.dE b Fs*fabr\ ssasod [odb$s.lrclscaniEiuate
Groundwater
o
E
oa
GROUNDWATERSOIL PRORLESAMPLE DATA
6.oE
1t,(,ce6o
oIEaE'()to
Ground Elsration (D: -174
Excarrat'pn ltbBtod Hand A{Se{oo\F
oo.E..oq
t!(!
CI
6@F
frb(bPsolr-
,{undail{ gr6d dtd cobtles $ here.
fac. grarr{-
lhlrp,
tan to g'ay.ry
nc!
W-l
WE4
.GS
1I
,I
ctltEtL6
-94o-oEC
u)6
HA-2
eaaac'o
B
Ts6t Ptt Cdnpl6bd dsfl3r05
Totrl D.!fi .f Tssl Plt 43i
GROUNDITIATERSOILPROFILESA.MPLE DATA
Grosnd Elevatixt tr): -'!82
Excavslbn ljethod:Hatd Auger6tE
U'llECLc(t
6!E
it)ootDl
{'o
F
gclEt.D
@'6o
6oF
llll OL orgilic,6atdy
traoe 1006
bfi'9 n,
5lr trrellcdfundsr€€. btsfil,darT-.iV
gra\El.'
iimundrrEbr not cncountared
'l'1.sL
W=8
W=9cq
Log of Test Pits N2
figure
Jackson Residence
Port Tornsend, \lrlashington
e
EeoA
lD.9EJad
-or ect)EE
co 66
1I
2
To€* Pn ComPl€lEd
To,tal Depth ofTes(
@13&5
Pit= 3.5 ft-
6
Noies:1. Srraulr€pfricmlaclsst"b.sGdqlfeld'rfclPrt{Sttsstdre-sPryPqP*; ,.,..L-^z. not"6nro o tr" terd ot ftb report b neessary f6 a Prop€r ur*l€rsHxfE d sub3uface DorxtEls'
3- il; disA ct*rd"r s!"r6 -d k"f lit ,te dr #emltm of $ad.scs and 3vmbds'
(,eore
bc
GROUNDWATERSOIL PROFILESAMPLE DATA
Ground Ehadon($: :16O '
HandA-lgerF:xw*ion llefiod:6ll
F,a
.9Ee!o
oDEo
TA()a,
=
6{!(f
6oF
a}q
F
.oaE6at
orgdt'c,
H€dm&!8e, btotn b Ddd bsl'n''ldlp'
6fuirft galtail. sltY srtHD.
Grors$r'aEr tot qtcDuft€red'
€fyrrt.
tracegradW=6
W=6
e
a3o
ot:E
16d>o-oEg
€GU
4
HA4
2
-Iesl Ph Csnd€lEd G5fl3/O5Td It€Pft otTest Pil = 25 fl"
GROUNDWATERSOL PROFILESATI'iPLE DATA
GoEoot)o,3
eumOelevation6;; -16o -_.-
Hard At€Gr
LGe.
dq$e.
reffihbUstdsrp,
Excanatirn tlkdtod:
l'ooseb 0Ffinn *ttro,
siRfSAXD, rtbce gtovPt
oI€
tt)l:cc6g
a)CLF
-9(t
E6(tt
@
do
@0l--
OL
SM Grurndvator no{ on@unEred.
silT.lW=5
W=9
GS
A-3
Figure
Log of Test PitsJackson Residence
Port Townsend, Washingbn
iE
5eoo
o3tr,=
o>o-oEEo-(a.6
.rf
2
T€d Pn Condded 05/13105Tel Depth of Test Pfr = 2.5 ff-
NolEs: 1. St'atilephb contacls are bced on fdd herge&ns ard are approximate-
2 Rbfgae to the brt of tlis fepqt tc rsc€5sary tof a F; "fiod;gn*ns s( *rb6{:rfaoc cDrtdiofis'
3. Referto.sdl Cl66Utcation sFte|n fid 16}. fEr€loroiF$afon cf eraphics 3nd syr|bots'
3T
4e@
RESIDENCE.GPJORAIN 8[ZE RGURE831r.5/18105A-4FigureGrain Slze DistributionJackson ResidencePort Townsend, Washlngtonrj-l---l-I=irf-l-lJU.S. Sieve NumbersHydrometrfU.S. sleve oPentng ln lnchcr348Elo tll€ 2060 g0140c4321E't009080.cE)oB>r.tlIITI0d)o-60302010UGreln $lzc ln tlllllmctsrsSMSMSMUnlREd SollClerslflcatlonOllve brownmEdlumflne tofine toSANDrncdlumtinebrownReddishSoll DcrcriPtlonTenmedlumNaturalMoltture (%)1I6I3,03.52.51Depth(ft)1222SamplcNumberHA.4ExploratlonNumberHA.1l-ljA-2HA.3oaA*$llt or ClaYM6dlumSandCoarcoFlncGravelCQatseCobbleseore9T
WILDCAT DYNAMIC CONE LOG Page 1 of I
coDlpsrly namo
company addrcss
comPasy city, state' zip
GcotcstSercic€C fu'
?41 MaineDrivc
Be[inebaq WA 98225
PROJECTNTIMBEE.5379
DATESTARIED
n^TF.C0MPLETED: 0113-2005
-178
None
35 1b6.
10 so- cm
CONSISTENCY
CI-AYSAND& SILTr5{)
CONEGRAPH
r000
OF
50
RESTSTANCE
?ER SOFT
MEDITIMSTIET
MMIUMSIIFT
SOFT
\IERYSOFT
VERYSOET
STIFF
VERYSTIFT
VERYSTtrT
HARD
HARD
HARD
EARD
HARD
2
5
5
3
I
I
11
l6
VERYLOOSE
LOOSE
I,OOSE
VERYIOOSE
\TERYLOOSE
VERYLOOSE
MEDII.}MDENSE
MEDIT]MDENSE
MEDII.JMDEI.ISE
\,IERYDENSE
VERYDENSE
IIERYDENSE
VERYDENSE
VERYDENSE
89
u3
1?.8
t33
4A
4.,t1
40.0
573
106.6
1909
2y3.4
.281.8
293-4
386-0
2
4
4
3
1
1
9
13
24
43
76
73
?6
100
3m 10ft
4m 13ft
1ft
2ft.
3ft
1m
4ft
5ft
6ft
-2m
7fr
8ft
9ft
11ft
12ft
wirDcATJ(ts
tr WILDCAT DYFIAMIC COI{E LOG
PROJECTNUMBEK
DATESTARTED:
Page I of 1
5319
DATE @MPI.ETED:
05-13-2005 . .
05-13-2005
SI.}RFACts ELET/ATION:
WATERONCOMPLETION: ..Nogg
coEPAnynam€
compauY address
company ciE, statg zip
}IOLE #: DCP-2
GeotcstScrvices' Inc'
?41 MsineDrivc
BeUingham,WA 98225
CREW:DSIDJ
PROJECT:Jackson Rosiilelce HAMMERWEIGHT:
CONEAREA
35 lbs.
10 sq. c0ADDRESS:Fir andK Stneet
LOCATION Port WA
CONSISTENCY
SILT0
GRASHOFCONERFSISTA}{CE
PER I ffi
BLOWS
SOTT
MEDIUMSTFF
STIFF
S:flF:F
VERYSTIEF
VERYSTIFF
HARD
EARD
IIARD
HARI)
HARD
HARD
VERYLOOSE
I.OOSE
MEDIT]MDENSE
MMIUMDE}ISE
MEDruMDENSE
MEDITJMDENSE.If.ERYDSNSE
VERYDENSE
VERYDENSE
VERYDENSE
\[ERYDENSE
lBYDENSE
2
6
15
l1
19
2l
83
n2
533
40.0
66.6
755
186-s
222.0
190.9
20L7
289.5
386-0
2
5
12
9
15
t7
42
50
43
47
'15
100
3m 10ft
4m 13ft
1ft
2fr
3ft
lm
4ft
5ft
6ft
2m
7fr.
8ft
9ft
1rft
12ft
wlLDCAT.XLS
a
WILDCAT DYNAlVtrC CONE LOG Pagclofl-
corryilynatne
compur5r addrcss
coupary ciry statg aP
IIOLE#: DCP-3
CREW:
Gcotest Sereic€s' Isc.
?41 MarineDrivo
Bellinglram,'WA 98225
PROJECTNUMBEK 5319
DATE STARTED: - 05-13-29,-0-5
DATts C0MPLETED:--@905-
SI]P,$A(SELEVArION:-16CI
WATERONCCIMPLETION: None
PROJECT:Jaclcgon Residence
ADDRESS:Fir KStregt HAMMERWETGflT:
CONEAREA:
. 35lbs:
10 sq- cm
I,oC.ATION:PortTownsea4 WA
TESTED
CT.AYSAJ.ID&SILTNGRA?BOF050RESISTANCEBI,OWS
PER l0 cm MMIUM STIFF
VERY STIFT
IIERY.STIFT
\IERY STFT
EARD
IIARD.
I{ARD
IIARD
IIARD
HARD
r,ctosE
MEDIUMDENSE
MEDIUMDENSE
MMII.]MDENSE
YERYDENSE
VERYDENSE
VSRYDENSE
TfERYDEI{SE
\IERYDENSE
VERYDENSE
8
25
2t
31.1
88.8
932
755
195.4
213.1
2n83
226.4
310.8
5'12.8
3m 10ft
- 4m 13ft
lft
2ft
3ft
1m
4ft.
5ft
6ft
2m
7S
8ft
9ft
11ft
12fr
mr-DiATJc.s