HomeMy WebLinkAboutSubsoil StudyHerwonrx-?¿rvr-¿r Ëeolsc¡ãr*rcer,, Iuc,50ãlRold llt{
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PRELTMIÌ{ARY GEOI$CNMCÅL STÏJDY
PROPC}SEI} NTLqü}ENTTÁL ÞSVET,OPMENT
ST. N}V{BAR FARM STTEDTVIfNON
NORT:a OT ROARING ßI}RTT RTVER
wEsr oF 100 RCIaD, GAaFIELII COUI\rrr, COLOSÁm
JOB NO. 198 483
auGUsT 4, 1998
PAEFÅRED FOR:
S:r" HINT.TBåR LA}¡D COMTANS
C/O g,*.NT} DESÍ&N PARTNEASE3F
ÀI":tÎ'[: RtN LïST0N
918 COÐPER. AYEI\MIE
GLE$IWO{}Ð SPRTIqGS, SOI,OR AUO S160r
HüpwoRrr - paIüLAK GE0TEËSMCAL, INC,
August4,19P8
St. Finnbar Land Coupany
cJo I¡¡d Dosign Farbershþ
Atn: Ron Listoü
918 Cooper Avenue
Glcnwood $prings, f,olorado 81601 Job No.19E 483
$ubject:Report Trsüsu¡ttal, p¡etiminqry Geotechüisal $urdy, Frcposcd St.
Finnbar Farm Subdivision, North of Roariug Fork Rivsr, Wçst of 100
Road, Gsrfictd County, Colsrado.
Gcntlenen;
As requested, ure heve condt¡cted a geotechnical study for the proposed g¡. fi¡nb¿¡'
Farm Subdivision.
Thc property is suitflble for the proposed developmçntba$cd on geologic aad
geotechnical co¡ditious.
Subsuråce condítions encouutered in the exploratory borings drilled in the general
proposcddevelopmentarcaconsistqf l to 1¡¡Ê feçtof topsoilovertyingdensesandy
gravel with cobbles and boulders. Grouadwatçr was ÊncouÍtered benpeen 3 and ? feet
in the borings,
Spread footings placed on lhe laûrral subsoils and deeþed for an allowable bearing
pEessure of 3,000 psf to 4,(n0 psf appear suitabte ¿t thc building sites. We ¡ecornmend
that found¿tions be kept shallow to avoid groundwater impacts.
Ïhe report which follows describæ oru investigatÍon, summarizes our findings, and
presents olu recostmeudntions suitable for planning and prelÍminary defige. It iÊ
imporrrant that we provide co¡sultatios duriag design, and ñeld serviccs during
co$tilctiou to review asd mon¡tor thc irylementation of ihe geoæcbnical
recommeadations.
If you have any questions regarding this report, please cotrtåct us.
$incerely,
HEPWORTH . PÂWLA.K GEOTSCHNÍCAL, ü{C.
Danicl E. Hsrdin, P.E.
Rev" by: SLP
DEHlro
TÅBLE TF CONTEFITS
PURpOSE ^ùND SCOPE ÛF $T{JDY
PROPOSEÐ ÐEVELOPMENT
SITE CO¡TDITIONS
GEOLO€TC SETTNYG
FIETD EXPLOR.åTTON
suËsLtRFAcE COhIÐITIONS
GEOLOffC SITE .å.SSESSMENT
FRETIMINARY DESIGN RECOMMENDÀTIONS
FOI'NDÁ,TIONS.....
BELOTV GR.ADE CONSTRUCTION
FTOOR SLÅBS
SÏJRFA.CE ÐRAINå,GE
PÁ,VSMENT SECTION
REFERENCES
t
t
2
2
3
3
4
5
5
5
ö
6
6
I
LIMITATIONS . . 6
FIGTJRE I . LOCATION OF EXPLORI4,TTRY BORINGS
[.ïGI]RE 2 - LOGS OF EXPLORATORY BORINGS
FTGI¡X,Ë 3 - LEGEND AND NOTES
FTGTJRE 4 E 5 . GRADATTON TE$T R$STJLTS
T.{BLE I. SUMIvÍARY OF LABOR¡{,TTRY TËST RËSULTS
H.P GEOTEçH
PURrcSE ÅNÞ $COPE OF SfUT}Y
This report prËsents the resutts of a pretiminnry geotechnical study for the
proposed St, F¡mbar Farm Subdivigiou to be located nortb of the Roaring Fork Rivcr
and west of 1ü) Road, Garfield County, Colorado. "Ihe project site is shown onFig. 1.
The purpose çf the study was to evaluate the geologic and subsurfncc conditions and
their potential ímpacts on the project. The study was conducted is accordatrce with ou¡
professional servíces agreiltrent letter to St. Fi¡nþar F¡rm Land Company, dated July
13, 1998. å. previous soils ieport for a parcel of la¡d which inctuded the subject site
aud P¡eshrua Farms to the nortb, wæ perfomed by Lincola ÐeVore under lob No.
GS-987, dated April 4, 1919. That repori was considesed in the preparation of our
rÊPort.
á' field exploratiou program con¡isting of a reconnaÍssancc and exploratory
borings wss couduÈted ¡o obtain i¡fo¡oration on tbc site a¡rd subsurface conditions.
Samples of the subsoils obtained during the field cxploration were test¡d in the
laboratory to determiûe their ctæsifieation asd other eugineering characteristics. The
rczults of the'8eld exploration and laboratory testiug were analyzed to develop
recommeudations'for project planning aud preliminary design. This report s¡rmrnariTss
the data obtaiued during this shrdy and presents our conclusions and recommendadoûs
based on the proposeh developmeut and subsurface conûitions encouutered.
PROPOSÐ DEVELOPÞIENT
The proposed development wili consist of a 13 lot subdivision as shown ou Fig,
1. Loß rsnge in size from 2 to 13 acrss. The deveþmeut witl cúnsist of singlc fanity
homes. Privatc drivewayr will acc¿s¡ the building eitËs with a dedicated road (SL
Finnbar Drive) providing accçss to County Road 1.00. Iüb assume the residences wiil
be Spical of the area and be n¡¡o to three storiqs with slab-ou-grade or ehallow
erawlspace. The dcvelopment will be seryiccd with sewor tis-in to Rauch nt the
Roaring Fork.and.individual. well¡.
H.P 6EåTËçH
-,r -
If develapment planr ehauge sipifißâ$tty from thosc described, we chorrld be'
uotified ùo re-svah¡ate the rocommendations FrÊseûtd in this report.
sIrE c$FrÐrmüHs
The St" Fi¡sber Farm $ubdívisinn is los¿ted in the Roaring Fork valley about
three rniles upstreâm of Carbondale. The propffty coyrrs paú of tåe $Tt/ f* of Sec. 31,
T. T S., R. 87 T9. Tbe Raaring Fork River borderr the property on tþe south. Thc
proposed building envelopes erË oü" a nearly level ærrace that averages about 6 ftet
above the modera river chan¡el. ,{, higher terrace that averages abouÈ L5 feet abcve fhe
river bordcrs the properfy to the nortb. The valley floor has aD averâgë tongihrdinal
slope of about 1fo doq¡n ta thç west. At the time of this sh¡dy the property was
undeveloped excËFt for an otd shed aad hay fields. Native vegetation consists sf
cottonwood t*e.r, grãss and bn¡sh. Tts lower lying parts of th* terrase are wetla.$dg.
GEOLOCIC SSTTÌNG
' Regianal geologic üappiüg shows that formation rock ia the project area is the
Pernsylvania-age Eagle Valley Evaporite (Kirfùam and Tt¡idmånn, 1994. ûutcrops are
[ot prssent oa the valley floor in the project area, but outçrops sre prÊseût on the
Roaring Fork valþ sides to the north a¡ü south. ?he Ëagle Valley Evaporite is uade
up of gräy and tâ¡. gypsum, rnhydrita and halite witb inærbedded siltstoae, claystone,
shale, and dolomite. The Eypsum, anhydrite and halite a¡e solublc in fresh wnrsr. ?hs
bedding structure in nost places is convoluted because of üow deformatios in the
plastic gytr)sun, anhydråte, and halite. Subsurface voids and related sid(holce åre
sometimes present i¡ area$ r¡ndcrl¿in by the Ëagle Tletley Ëvapcrite becawe of the
solubility of the H[psum, anbydrite, aud halite. Evidence of sinkhole$ was nÕt obseryed
sn the property,
' '' Holocenc and late Plei$toc€ae-ågË Roariqg Fork alluviuÈn is present below the
modem river chatrnel a¡d lsw ûsnaee to the sorth where the proposd building sites are
Iocged.. .Ia thiË $l!þr The mode¡n qivç¡.glqq3gl ¡F qi,r{itiopal,.il changes frs4q +
süaight pattern upstream uf the bridge to braided paüem downs$eam of the bridge. Àt
H-P GcorecH
-3-
flood stâge the dowusüea¡n brnided s¿ction consi*g cf a nctvyork cf scvera]
larersenæctsd cfunnnels separated by snatl island bars. Relict bratded chesnel pattsms
nre still evidest on ths low terracç to the north af tbe modern river chenusl. Thc low
lying areas on tbe terrfic* are old nbandoned braided cheillets.' The exploratory
borings shcw thnt ths rivsr alluvium on üc low terrnce is peater that 10 ftet dcep. It
con¡i¡rs of an rryper 1.0 to 3.5 foot thick sitty ssnd that overlies e snqdüed deposit of
rounded gravel, cobblcs and boulder iu a sitty uautl rnagix.
flELÐ ENPLÐNATTON
The field e4ploration for thc projesr was eondueted on }rly ?0, tgg8. Six
exploratory borings were drilled at the locatio¡s shonm on Fig. I to evaluate the
subsurface conditioss. The borings were advãnced $rith 4 iach dianeter conti¡iuous
flight auger powered by â ffi¡cþmoun!Ëú Longyear ËK-ilHÞ drÍu rig. Tre borirys
were logged by a represcsüÊtive of llepwortb*Pawiak öêotschnical, rnc,
$emples of the subsoils were takes with a 13/s inch LD. qpoon sampler. The
s+¡nPler c¡as driven into tre subsails at variow depths with blows from a 140 pound
heqrqer fatting 30 inches. Tlià töst is sïmilsr to the standard peneeation test described
by Á'STM Þfethod Þ"1586. The peneeadon resiståucp values &re a$ indication of the
rclativç density or co¡sÍetency of the subsoils. Ðepths at whicb the samBles were taheu.
and the peuetation resistauce valuss nre showu on the Logs of Exploratory BorÍngs,
Fig. 2' 1'¡ç ¡nmFies srçrê returcd tt our laboratory for reyÍew by the projeet engineer
and tcsting.
suBstjR$'A,cï cÕ¡ülrfi$Ng
Graphic logs of the s¡rbsurface canditio!Ê escountsred at the site åra shown on
Fig. 2. îhe subsoÍls consí$t of about I ta ltå feet of topsoil overþiag relativety deüse,
slightly lilty sandy gravel conaining cobblcs'and boulders. Þriltìeg in the dense gravel
with augcr cqrripueul rvas rlif8cult due to the cobhles aud boulders and drilllng rcfr¡sal
was srcounteryÉ¡q the.{çpp¡i!, In Bo-ri4gs I fld.3, ê tÞ¡S. s¡lty üg,Ed*lgys{ tal
encnuotered below tùe trrpsnil ät deptls of l|å ¡o 3lå feet.
H.F GËoTEcil
4
I;boratory testi¡rg pcrforued on samples obtaineú from tbe borings hctudÊd
mturå¡ moisnue contËût and gradation analyses. REsulÈ of gradation analyses
performed oa små¡l diamcter drive sarnples (min¡s lvz ìnchfraction) of &e ¡atural
coarse granular soils are shown an Figs, 4 aüË 5. T}e lrrboratory æsting is surnüåri¿ed
in Table I.
Free watcr was encountered inthc borings Êt täs tÍme of drillÍng a¡d when
checked 2 days later at depths of 3 to ? fÊst. The $ubsoils lyere noist to wet.
GEOLOGTC SITE ASSESSMTNT
Geologic factors tbat should be cousidered in project plennins and development
are river flooding, fåe potcrtial for sinkùoles, and earthquake rclatcd ground shaking.
Pa¡ts of ûe low terrace could be subject to flooditrg. I[¡e believe the proposed building
äreas ou the low terrace are outside the currently active braidcd streem channel. A
hydrologist should evaluaæ rhc flood potential ín thc arca and deærmine if fiood
mitigatiou is reqnired at the proposed buildiug citrs. Flood velocities should be
evaluaÈd to determine if shannel stabilizrtios is needed.
The probabitity of encouutering sinlùote relaæd problems at the proposed
building site is corsidered to be low, but the developer aad prospective home osrnÊrs
shsuld bc aware that tbe building siæs eannot bc considered totatly sÍulüote risk &ee
since the Eagte Vatley Evaporite is present in the subsurface. The potential prescnce of
subsurface voids should be considcred when planniig site-specific foudation sn¡die .
If indicatioss of voids or sinlüolc relatsd problems arc idcutifred by these str¡dies, the
problem a¡ea should be avoided or the feasibilÍty of cngineered midgation techniq¡res
cvaluated. Engineered mitigation that can sometimes be used to mitigated sinlùolc
relaæd problems include:
. Void stabilizatiouby grouting or excavation andbaclcñlling
Deep fotndation systerns
' "'$rùcnral bridgiÉg
. ' Mat foundadons or otber rigid foundation Eyrtcms
H-P S€6TEü$
-5-
The project area could experience moderately stroqg earthqua&e relaæd gfould
shaking. Modified tvfercalli Intensitr Yf ground shaking should b* expecred during a
reæo¡able seryice life for tbc residences, but the probability for süonger ground shpkiqg
is lotr'. Intensity Yi grouud shakíng ig felt by most people and sausff.gcneral alnrm, bur
resûlb in ucgligible damage to stn¡ctrr€s of good ds$rgn and constn¡ction. .All occupied
$üuch¡reñ ehould be derigned to withst{admoderrtcly strorg grorrnd *lraking with little
or no ¡hmqge and uot to collapse under strotrger ground .shalnrig. The region is ín the
Unifrrm Building Code, Seisnic Risk Zone 1. Based on our ctrrrest understanding of
the earthçalae hazard ù¡ this part of Colorado, we 8üB no rsâsor to increase thc
commonly accepted. seismic risk zone for the area.
PRELIþÍINARY DESTGN AßCOTI{ME}IDATIONS
Tbe conclu$ions a¡d recommcnd¡tions presenÞd below are based on the
prcposed development, üe rite recomaissanee, zubsurùcc conditions cncountercd in the
exploratory borings, aud our erperience in the area. The reconnendatioss arc zuitable
for plnnning and prcliminary design but site qpecific strrdies should be canductcd for
individual lot developmeut.
FOT.J¡{DATIONS
Bearing conditions will vary dependíug ou the speciñc lacation of the buílding on
the property. Baeed on the mhue óf tbe prupored, coÍsrruction spread footings bearing
ou t.he natural subsoils shoukl bs suihbte aü tbs builcliag sites. We çxpect the footÍngs
can be sized for an allowabte bearing pressure in the ratrge of 3,00û psf to 4,00CI psf.
The upper sand soils appeü loose atrd may aeed to be removed aud replaced witL
compacted fiIl or the bearing level dcepeued to dcnse gravel. Fouudation watls should
be destgned to spån local anomalies atrd to rcsist taterat earth loadingr wheu actilg as
reminiug strctures. Tha footings should åave a ¡ninimurq deptb of 36 inches for &osl
protectiou. : - -
.H-F GSÕlEcH
-ü-
ËËLTW GR.ûDE CONSTRUCTTTI\T
#rpund $ûter lcvel is shsllsw througÊout the projeut areå. 'TlÍe did not f,md aay
borings with an exce$$ bydrosatÍc psêı$¡rê caused by a codning i¡pper scii layer. Tbis
condition äFpærs to be remste and limited fo the low lying fiood qrsa u,hinh wiil bo
avoided with buÍldings. Due to the shalloq' water level, it will probably not be prartical
to prctect below grade areas ûom wettÍng and hydrestntic prcssue buildup by me of an
underdr*in sy$tsn. We recommend t&at slab-on-grade ficors be placsd near to above
existing grâdc and crawlspaces bs as shallow ar possible and thnt basements aad deep
crawlspaces be avoided.
FLOOR SLåBS
Slab-on-grade construction should be feasible fur bearing on the n¿tural soile.
There could be sorne post consft¡ctioa slab settlçuest. To rcduce tLe pffects of some
differential movumıat, flosr slabs should be separated Ëom all bearing walls and
columns urith expansion joium. Floor slab csutrol joinæ should be used ta reduce
damage due to sbrinkage cracking. A mínirçum 4 inch thick layer uf fres.draíning
gravel shquld underlie basement level slabs to frcilitate drainage.
STJRFÁ.CË ÞR^AIN,{GË
Tbe grading plan for the subdivísion should co$ider ru¡affthrough tüe project
and at individual sitee. Tlfabr should nat bc aliowed to pand next to buildings. Ëxterior
baelfili should be weil compocted and have a posÍtive sþe away from the building for a
distffise of 10 Ëet. Roof downspout$ snd drnins should discharge well beyond üs lïmits
of all backñll.
På.YËT#NT SñCÏION
The aeår surfac* soils encountered in tbe borings below tbe toBsoil consists
n*inly of silty sand ¿ad gravel whic,h is a fair to exælle¡t material for zupport of
pavement máteiials. 'We recom¡nÊsd ìbê psv€mcnt recticn for the rite road cstrsist of 3
inchcs ofasphaltFåvementon6 inches ofClasg 6 aggregateba*scourss. Tlesubgrade
shqt¡ld bc eral¡¡¡te{.fprppv-emeu¡ supggrt.FJ &e tqîp of co-nstn¡ction... ,...
li-F Georecs
7
LIMITATTONS
This shrdy has been coaducted accordÍng ûo generally accryted gçoteçhnical
engíneering principles ad practices i¡ this araa at.this timc" lVe uake no wairauty
eithcr eqpressed or implied. Tbs conclusious and recomrnendations wbmiüed in this
r$ort are basçd upon the dau obained fton the fietd reco¡nai¡$ancgi revÍew of
ptùlished geologíc reports, the wçloratory borings located as shown on Fig- I, tte
proposed type of constn¡ction and our experience in the area. Our findhgs inctude
irterpolation and extrapolarion of the subswface condition¡ identified at the exploratory
borings and variations in the subsurface conditions üay not becoms evidsnt until
excavatioa is performed. If condítiors encoutrered during construction sppear different
from those described in this report, we should. be notified so that rc-evaluation of the
rccommendafioss may be made.
This report hrs been prepared for the exclusive use by our cliest for ptanning and
prêlimimry designpuqposes. We are trot responsibls far tecbnical interprrtatiou by
others of our information. As the project evolves, we should provide continued
cousultation, conduct additional svalu¿tions and review and moaito¡ ¡!ç imflementation
of our recommendations. Significant desigu cbanges may require addidonsl aoalysis or
modificatio¡s to the recommerdåtions presented herein. Vfe reeommend on-site
obseivation of excavations a¡d fouudation bearing strau and testing of sbscfi¡ral filt by
a representative of thc gootechnical engineer.
Respectfrrlly S.rrbnritted,
HEPTVORTH . PAWLÂK GEOTECHNICåL, TNC.
Da¡içl E. Hardin, P.E"
ReviewedBy:
StcvenL. Pawlalq P.E.
DEtI/ro
cc:Higb Country Engiueering -.Àttn: TimBcck
H-P Georecx
-8-
ßffEREFfLT$i
Kirl&am, R-t\rf. and'lVidrnrnn,8.t., 1997, Goolagr Mup ofthe Cørhondula Qaadrangle,
Garfeld Cøun¡4 Colomda: Colorado üeologioal $umey Open File Rnport 9?-3.
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GEOTECHNICAL, INC.
LOGS OF EXFLORÅTORY BORINGS Fì9. 2
LËGEND:
l4\4
H TOFSO¡I scrdy silt snd cloy with gruvel ond Ecbbles, orgsnìc, soft to medlum stiff. muist,
durk hrown.
ffi SÂNI} (SM)¡ tllty, grevelly, loota to rnediurn dennor msict' brown"
ffi GRAVEL (GM-G?)¡ scndg sllghtly silty, rrith cahbles cnd boulderr, larEa porticlcs sre rounded.
ffi densa tn very dsnse, rmry mnist to wet, brãwn.
I Drive somple; stondard penetrotlon test ( $PT ), t 3/8-inch LD. split $poon ssmple, ASTI,I D - 1586"
5/12
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!TOTES:
Þrive somple blos csunt hdicr¡t* that 5 blotls of o l40-pound hommer follinE 3O ïncheE *q"e
requïr"ed to driw the SFT somplar 12 inchss.
Free wctsr levd ín borlng and numbar of doys following drillîng må{FurarnËnt wos mcde.
lndicotea slotted PVC pipe instslled În baring to depth ehosn.
prsctTcel rig'refusul. Whwe shown uboye bsttorn of log, indlcotrs thot muttþle ottentpta wore moda
to odtroncs tha borlng.
1. Ëxplnrotory bnrings were drllled on July 20, 19ga wlth a 4*Ìnch diometer contlnuous lllght power üuger'
2. Locugons of explonotory bnrlngs wer€ opproximated bused cn featuraa sho*n on tha
site plan prtddad.
3. Htewtìcns of explorotory bortngs ïrerê ûbtdlned by lntarpototlon betrryeen contours nn tùe sïte plun
provlded.
4. The explorotary boring loeotions nnd alavations shnuld be consldered oçc*trate enly to the deEree lmplied
hy the methcd used.
5. lho ltnæ batween materisle *hown on the *xplerotory bonhg loga represent the uppraxlrnute baundorles
bctween rfisterlol t3çae and trunaitians rncy be groducl'
6. $rstcr level recdings shorn on the logs were rnade of the tlme ond under th* condltions lndicatad
Fluctuotion in traièr level may occur w¡th t¡m€-
7. Lqborotory Testing Resr¡lts:
IJC:lYoterContent{ã}*4 : Percant retnlned on Ho. 4 sieye.
-å00 = Fercant posslng Np" 2S0 sieve-
19Ë +83 HEFWORTH - PA1i'LAK
GËOTËCHNICAI- lNc-ffiç€NN AND NOTËS Fig. 3
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