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SUBSOIL STUDY
FCIR FOUNDATION DESIGN
PROFOSED RESIDENCE
LOT 17, RANCH AT CO{-fLTER CREEK
CATTLE CREEK RIDGE ROAD AND SADDLE DzuVE
GARFTELD CO#NTV, COLORADO
PROJECT NO.2I.?.79$
DECEMBER 15,2021
FREPARED FOR:
HIGH POINT LLC
ATTN: ERIK NORLANDER
IE4 CRESCENT LANE
GLENWOOD SPRTNG$, COLORADO 8t601
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PURFO$E ANN SCCIPE OF STEIS}Y
This report prcsents the results of a subsurface study far a prcposed residence to be lcested on
Lot 1?. Rs*ch at Caulter Creek, Canle Creck Ridge Road and Saddle Frive, fierfi*ld erunty,
Colorado. The project site is shown on Figure l. The purpose oflthe study vras :o develop
recommendaeisns for foundatian design. The study was conducted in acccrd*nee with our
agreement fcr g*otechnical engincering serviees tc High Point LLC, dated September 26, 2S2l.
A field exploration Frsgrann consisting of explcratory borlngs s'as ecnducted to obtain
information on subsurface conditions. Sarnples obtained during the fi*td *xploraeion were tested
in the lsb*ratcry to determine their classifieation, compressibility or swell and other engineering
characteristics. The results of the field exploraglon and laboratory testing were anelyzed to
develop rec*mmendations lcr faa:ndation types. depths and allowable pressures fcr the propased
huilding fausldatian. This report summarizes tl"*e dilts obtained during this study and prcsents aur
ec*clusions, design reccmmendations and other g*cteehnical engineering considerations based
on tlre proposed ccnsts'uction and the subs<lil conditians enccuntered.
FR,SF*S ED CONSTRUCSICIN
At the tlrne of our study, design plans f*r she residencs were pre liminary. The building is
proposed in the area raughly betwesn the exploratory boring loc*tions shown on Figure l.
Ground floors cculd be structural above crawlspace or slab-cn-grade. We assume exc&v&ti*n f$r
the building will have cut deplh$ up to about I feet belaw the existing gmund surface. For the
ps;rp*se cf our analysis, foundation lo*dings far the sgructure were assumed to be relativell' light
and cypicalof the pmp*sed type af constructian.
If building laadings, locatian *r grading plans are significantly differe*t frne$ those dcscribed
above, we should b* notified to re-evalua{e the rscoftrmendations conlained in this report.
SITE CONDITEONS
The lot was vacant at the time of our study and v*geta€*d with grass and weeds with scanered
sage brush. The ground surface slopes g€iltly down to the n*sth w;th about 2 feet cf slevatian
diiference across the building site. $asalt cobbles snd b*uEders are expsed on the moderatelS'
sloping, sai.rthern part of the lat.
FHELS EXPE,*RATSOI{
The field exploration for the praject was c*nd::cted on October I l. 2021. Three explorat*ry
bori*gs werc drilltd at the locati*ns shown on Figr:re I to evaluate the subsurface conditions.
Kunart Arroclrtm. lnc, r ProlGst lb.?l-7-t$
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The borings were advanced with a 4-inch diarneter continusu$ flight auger powered by a truek-
mounted Ch4C45B drill rig" The borings wrre logged by a representative of K*mar &
Asssciates.
$amples of the selbs*ils *,ere takcn with lfi-ineh and Z-inch I.D. spoon samplers. The samplers
were driven intc ehs subsoils at various depths with blows from a 140 pound hammer falling 30
in*hes. This test is sisxilar ta the standard penetratio* test described by ASTM Method D-15S6.
The pcnetration resistxne* values ars an indication qrf the relative density cr e*nsisteney cf the
subsoils. treBths at which eF:e samples were taken and the pcnetretion resistance va€ues ere
shown on the Lcgs of Exploratcry &orings, Figr*re 2. The samples werc returned tc *ur
laboratory for revi*w by the prcjece englneer and eesti*g.
SUBSURFACT C{}HSATE€}N$
Graphic lcgs of the subsurface corrditlo*s encountered at gh€ $i6€ are shcwn an Figure 2. Selctl'
abcut *ne fc*t of orga*i* topsoil, the subecils *ncouritered c*n.*ist of mediunr denselstiffto hard.
clayey sand ta sandy cl*y underlain at abc*t I ea l2 feet deep by very stiffts h*rd rEay dcrrun to
the drilled depths of 2l to 4l feet" The clay scils encetlntered in the borings *re similar ts €hose
encountered at cther nearby lots tc the north and can porse$s an expansion potential when
wetted.
Leborat*ry testins perforsned on samples obtained during the field exploration ineluded natural
mois{ure {ontent and denslcy, and finsr ehan sand siee gnadatE*n analyses. $wsll-c*nsolidation
testing perfnrmed on the subssils, prese*ted an Figures 4 thr*ugh 7, indicate low ccmpressibility
under relativeiy light surcharge lcading and generally rnoderate to high expa*sion pcte*tiai when
wettsd under a co*stant light sureharge. Tlre sarttple from Boring 3 at 2ti feet, presented on
Figure ?, indicared low to:noderate e*rnpressibiElty potencial under l*ading and wening. The
labcrat*ry test results are summarized in ?able l.
I{c free water was cncoutrtered !n the borings at the tirne af drilling and the subsoils were
slightly maist to maisc.
FOUN S^ETEON BNARSIIIC CGNSITESTTS
Tlte subsoils enso$ntered at the sig* are malnly expansive clays. Shallow fcundrtions placad en
the cxpansive $oils sirniiar to those eneountered ac this sils ea* rxpericnce rnovrmene causing
str*etural distress if the clay is su*bjected to ehang*s in moisture contenl. A drilSed pier
fcustdation ean be used Eo penetrate €he expansive nta€erials and place the lower pan oflthe piers
Krrur & Araoclrtr!, lnc".Prolcct llo" ?1.7-tS
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in a zone of reiatively stable moisturs conditioca and meke it possible to troad the piers sufficientl3
cs resist uplift mcvements. Using a pier foundeti*n, each calumx is supported on a single drilled
pier and th* br:ilding walls are fous'rded on grade beams supparted by a series of piers. Loads
applied to the piers are transrrritted to the subsails partially thr*ugh peripheral shear stresses and
pa:€ially through end bearing Fr€ss*rs. ln addition tc lh*ir ability t* reduce differentiel
msver:'tsnts caused by expansive r*aterials, straighe-shaft Biers have tht advantage of previding
m*dercg* lcad capacity and should *xpec'i**ce a relatively smail am*asftt cf movem*nt.
S E$ IGI{ RECOMMEI{DATXONS
FSUHDATEON$
Based sn the data obtained during tl'le field and lab'orae*ry siudies" we recorfiffiend straight-shaft
piers drilled inta the subsoils be usrd ts supporl tlr* pr*p*s*d struc€{irs.
The design and construction *iteria pr*srnted below should be obsegved flar a s*eight-s!'eaft pier
ioundstion system:
l) ?he piers should be desi fcr an al
an wabEe skin fricticn ue of2 ,000 psf for that portion of the pier in the
hard cl*y b*ginning a minimus:r l0 fect belaw the top of pier.
2) F3*rs shsuld alsc be designed fsr a minimr;m dead Soad pressune of 15,00S p$f
bas*d c:: pier end ar*a only. lf tht m!*lmum dead l**d r*quireme ng cnnnsE
achieved, the pier le*gth should be exgemded b*ycnd the minirnus:t pe€?etrst;on to
make up the dead load def!*le. This can be ac*amplislred by essumi*g onr-half
the allowable skin frictisn value given above acts in the diree€isn to resist uplift.
3) Uplift cn ths piers from structura! loading can be resisted by utilizing ?Soii, af the
allcwable skin friction value pl*s ax aBlewattee fcc'the weight of thc pier.
4j Fiers sha*ld be a minimurtr diameter sfl l3 is:ahes with * r*i*imum l*ngth *fl
?0 feet.
5) Fiers slrould be designed to rssist lsterel loads assuming a rnodulus of harizont*!
subgrad* rsaction cf 5* tcf in the clay s*ils. The m*da:Eus valu* givem is fsr s
l*ng, I foot wid* pler and musi be ecrrected for pier size.
63 Piers sh*Lsl* be reinforced their full lengch with at lease *rae #5 rsinf*rcing r*d for
*aeh l4 inches of pier perim*e*r {minimunn 3 bars} to rcsist tension created b3, the
swelling materials.
7) *@ bc provided kneath grade beams to preve*t the
swelling soil and ro*k from excrs;ng uplift f*rces *$ ahe grade beer:rs and ts
concentr*i* pi*r loadicrgs. A void form shculd also be pr*vided benseEh pier caps.
lfumar t Asroclrtel, !nc. .Ptollci Xo.?l-l-t$
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S) Concrete utilized in ehe piers sl:ould be a fluid mix wieh sufficiEnt slump so thst
csnernte will fili the vs,id betwcen thE reinforei*g steel and the pier hole.
9) Fier holes shsuld bs properly cleaned prior to t!:* plaeement of concrcte. Cebbles
ccarld b* encc*$€sred in the soil which could eause cavirtg and difficult drilling.
The dril!ing contractsr should rrrabilize equipment *f sarflicie*t siae to effectively
drill thr*ugh possible c*arse soils.
I S) Although free water \,v*s trot enccuntered in the borings drilled a{ trhe site. samc
scspage in ghe pier holes may be enccus:tered during drilling. Dewacering
equipment m*y be rcquired go reduce weter infliltraeion into the pier holes. tf
wat€r ceflnot be remaved priar to placement of coner*gt* ghe tremie rnethd
shouid be used after the hole has been cleaned of spcil. lrt *c case should
concrete flres fall into mcre than 3 inches cf water.
I l) Care shculd be taken to prevent the lonning of mushroorn-shaped taps af the
pien whieh can increase uplift fcrce c:t ch* piers from swelling scils.
l2) A representaeive of the S€*€ee hnical e ngi:rcer sh*t"a!d observe pier drilling
cperatisns on a full-time besis.
FCUNtrATION ANS RETAIT{INC WALLS
Foundatian walls and retaining strurtures whieh *re laterally suppnrd *nd cafi be expeettd eo
undergo only a slight &r$*unt of defleetian should bc designed for a la:cral rerth Fres$ure
ccmputed or: the basis cf a* equivale*t fTuid unit rve ight *f 60 pcf for backfill ca*sisci*g *f the
*n-site soils and 50 pcf for backfill consiscing of impo*ed granular materials. Cantil*vsred
reteining $tructures which ere sepafilte fr*m she residence and can be expected to deflect
suflici*ntly to mCIbiliae the fuli active ear?h Fress$re canditicn shcesld be dasign*d for a lateral
eafth pressure computed *n the basis *f an equivalent fluid unit wcight *f 50 pcf for backfill
*cnsisting oi the on-siee soigs and 40 pcf f,*r bae kflrtt eor:sisting of imported granular rnsterials.
All lsundation and retaining strEi*tlrres shculd be designed for appr*priate hydrcststic and
*urcharge pressures s*eh as adjacent flocaings, trafTic, construction nrateriaEs and equipment. The
Frs$$ur*s reccmmended abcve assurne drained conditions behind the walls and a horizontol
backfili surface. The buildup of water b*hind a wall or an upward sloping backfitl surface wili
incsease the lateral pressure impased on a foundatien wal! *r re$alning structure. An underdruin
shauld be pr*vided tc pr€vent hydr*statie prcssure buildup behind *'slls.
tsaelefiE! should be plaeed in uniflonn lifts and c*mpacted Ec at Eeest 9$016 of the maximum
standard Fr*ctor densiey ai a moisturs ccntent at to slightly abcve optirnuffi. ffieekfii! pFa*cd in
Favsment or walkway ar**s sh*uld be ccmpacted to et leest 95"c.i uf the maximum st*ndard
lfumrrl Anoclrtct, lnc. r FFoFcr Xo.Ai.F.?S
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Prcctor density. Care should be taken not to overccffipact the backfill*r use €arg* equEp:ncnt
near the wail sincc chis e*uld cause ex*essiv* lateral prassure on the wa!!. Seme $ettlemeilt of
deep foundation wall backfiEl shc,uld bc expected even if the mnterial is placed *effectly and
could result in distress e* facilities c$nslruct*d an ths backfill.
We recommend impoffied granular s*ils for backfilling foundation walls snd retai*ing $truetuits
bccause their use results in l*wer later*l earth prcssures and the backfill will irnpruve the
subsurface drainag*. Impar€ed granular wsfi bsckfill should bc relatively wellgraded and
ccntain less than 2*9''i passi*g the No. 2SS sieve and have a maximum size *f 6 inehes" Sranular
materials should b* pl*ced to within ? feet of th* ground surface *r:d tc a mlnirnum *f 3 fe*c
beyond the walls" The upper ? feet cflthe wall bacl<fill should be a relatively i*rpervi**s on-site
s*il or a pave*rent struccure should bc provided ts prevent surface water infiltragion into ths
b*ckfill.
$hallow spread foetings may be used for sl:pport clrrtalnlng walls separate frsffi the re$idence,
pr*vid*d same diflerential movsr*ent and distress can be toleracsd. Fo*elngs shculd br slaed flor
a rnaxirnum allowablE bearing pressure of Z,*ilil psf. The lateral resistes€c* of reaelnlng wall
footings wi€! be a ccmbimation of the sliding resistance of the fo*ting en €h€ foundseS*rc matrrials
*nd passive earth pressurc against ehc side of the f*cting. Resistence to sliding at qhe b*ttorns of
tire faotings can be calc*lated based ** a coeflicierct of frietion of 0.35. Fassive pre$sllre sgainst
th* sides of th* footings"ean be calculaaed using an equivaient fluid unit welght af 30S pcf. The
coelflcient af frictien and passive pmssure values recornntEndrd above assurne ultimate soil
s{r*ngth. Suitable factsrs of saf*ty should be included in che design to limit the screin which *Ell
scsur at fic ultimate strength, parti*ularly in the case of passivr resista*ce. Fi!! pla*ed against
the sides *f ehe footings t* resist lae*rel loads sho*ld compacted to at least $5-s4 *f ths maelmum
seandard Proctor density ag a moisture e&*trnt near eptimum.
FLOSR SLAFS
Flcar slabs present a problem where *xpansive mat*ri*ts are Fresent near floor slab elev*tio:l
becausc sufficient dead load cafinet be irnpes*d sn them to resist tl're erylift p.sssriffi genercted
when the metcrials are wetted and expa*d. We rce*xns$end that structural floors with crawlspacc
brlow bc used for all flaors in tht building that will be sensitive :s upr#*rd movsment.
Slab-cn-grade canstruction may be used in t!r* garngc provid*d she risk of distress is undcrstosd
by the swner. We recom*rend pla*ing at least 3 feet nf non-expansive, reiaeive€y well gradd
struct{*rel fill bel*w floor slabs in order f* help mitigaee slab movement due to expansive soils"
Ku:nar& Arroc*tt, lnc. r Prolcct}5.A-t-fS
-6-
T* reduce the effects of some differential mcves'nsnt. n*a$tructilral flaor slabs should be
separated from all bearing walls, colul'nns and partition walls with expansion joints which ellcra'
u*rsstrained ver€ical nlovemen€. Intes'ior non-besring partitions rcsting on floor slabs should be
pr*vided with a slip j*int at the bott*ffi of the walE so thae, if the slab moves. the movement
esnnst b* transmitt*d ca the upper strueturc. This decail ie aEss impartant for wallboards,
stalrways and door frarnes. $lip joints which all*w a$ l*a$t ll* inches of vertical ffioverncnt are
reccmmendesl. Floor slab ***troljoints sh*erld be used to reduee darcage duc te shrinkagc
eracking. Joi*t spacing and slab relnforcemeftt should be established b,v the desig*er based an
experience and the intcnded slab q.!se.
Requlr*d fi!l beneath stabs should cansist of a relatively well graded, imponed granular materisl
such a* rcad base. The suiability of structural fill matsrials s!'csuld be evaluated by the
geoteeknica! engi*eer priar to placernent. ?he fill shculd be spe'ead in chin htriz*ntal lifts-
adjusted to at or above optimum moisture eontent, and ccmpacted tn g59i cflrhe enaximurn
standard Frcetcr density. All vegetation, tcpsoll and loose or disturbed soil should be rsmcved
priar to fill placenrent.
?he above recomm*ndetions will not prevent slab he*ve iflthe expansive soils underlying slabs-
on-grade become wet. l{owever, che reccmmendaticns wiEl reduee the effects if slab heave
occL€rs. &ll plumbing lir:es should be pressure tested before b*ekfillirtg to he3p reduce the
poteni;al f*r wetting.
UNDERDRAIN SYSTEM
Alth*ugh groundwater was nst eflcsersrtered d*ring our explcration, it has been our experience in
the are* and where clay soils are prrsent that lacal perched groundwater mey develop duning
times of heavy precipitation or seasonal runoff. Froeen ground during spring run*ff san crcate I
perched conditicn. Therefore, we recomnlend below-grade construclioR, such as era*lspac* and
bacement areas, be pr*tected from wetting by e* und*rdraln system. The drain should also ae€ gc
prevent buildup of hydr*static pressur*s behind faundation wells.
The underdrain systsm should ceftsi*t *f a dni*pipe surmunded by free-draining granular
material placed at the bott*m of the wall backflll. The drain li*es sh*uld be ptac*d *t eaeh level
cf excav*tion and at l#sst I fsot bel*w lowest adjacent frnish grade, and sloped at a rninimum
I% grade to a suitable gravity outlet cr sump and pump. Free-dreining granuEar maeerial used in
Ehe drain systern sh*uld consist of minus 2-inch aggregate with less than 5006 passing the N*. 4
sieve and l*ss than 2tso passlng the No" 200 sieve- The drain gravrl slreuld be at least 2 feet deep.
Vsid form belcw the grade beams can act as a conduit far water flow. An irnpervious liner sueh
Kumar & Aroclstot, lnc. r hFct !ic.gi-t-?S
-7 -
as 20 mil PVe may b* pl*ced below the drain gravel in a tr*ugh shape and *r€*ched to the grade
beam with ffiastic to keep dnain water from flowing benea€Er the grade beam and tc cther areas sf
the building.
SURTACE &RAINACS
Proper surface grading and dnainage will be very* impomant tc ke*ping the sails dry be3c*'the
structr:re and lirnieing buildi*g ffiovemeilt$. The f*llowing drainage preceutions shculd be
observed da:ring c*nstruetion and maintaigted at all gimes after the residence has been ecmpteted:
l) Excessive wetting cr drying *flthe fou*dation excava€icns arrd {r*derslab areas
should be avaided during ccetstrueti*n. Drylng csuld incrrase the expansion
p*€ential of ahe clay soils.
2, Ex€eriar backfill shculd be adjusted to near aptimarm nroisture and ccmpaeted to
at Eesst 95% af ehs msxlrnum standard Proctar demsity in pavement sre&s serd to at
least 9SFi of tl'le maximr:m slandard Prsctor density in landscape areas. Free-
drai*ing wall backf'!ll slrouEd be capped wich about 2 f*et of the on-site soils to
c'eduec s*rface water in fi ltraticn.
3i The ground surfaee surrounding the *x€eri*!'of the building sh*uld be sloped ta
drain away irom thc f*usldati*n in alldireccians. We recomrnend * minimum
slape of l2 inches in ahe first I0 feet in unp*ved aruas and n rnlnirnumr slaBe of
3 in*hes in th* first lS feet in paved areas.
4) Roa,f duwnsporEts and drains should discharge w*EE beyond the limits of alE
backfill.
5) t-andseeping whieh requires regular heavy irrigation should be la*ated at less{
l0 feet fronr foundation walls" eonsideratisn shsuld be giv*r: t* use *f .t*riscepe
to r*duce th* pctential for wettlstg af soils belaw ehe building caus*d by irrigati*n.
Lgi?TITATg#NS
This study has bs** condueaed in aEcordance wigh generally ae*cpt*d geotechnieal engineering
prial*iples and practiees i* this arca at this tirne. Ws maks ns waranty either €xpress or imptied.
The conelusions snd recomm*ndations submieted in this report are based upcn she data abtainsd
from the expl*ratory berings drill*d st th* l*eations indiected on Figure I, the pn:posed typ of
construetion and cur experi**ce in thc area. Our services dc ne€ i*e lude delrntliming the
press$se, prev€srtisn er possibility *lm*ld ar other bi*legical csntamlnants (MOBC) develcping
in the fugure. €f the client is concerned about MOBC. then a pr*fessional in ehis special field of
practice should be eo*sulted. *ur findi*gs include interpolation **d extrepolation of the
Kumrr & Anoclatgr. Inc- s Prorlct No,2l-7-tS
-8-
subsurface ccnditions identified ot the exploratory barings asrd variations in tlc subffrface
conditions may not becomc evident until excavati*u is performed. If pnditions cncountered
dgring consfiiction eppear to be different from thase dwcribed h this re?arq we should be
notifisd at oncs so re-ettaluation of the recommendations may be snsde.
This report has been preparad for the exclusive use by otu clisrt for design purpos6" lVe are not
responsible for technicsl interpretaticns by ottrers of our information. As the pruject evolveg we
should provide continued consultation and field servic€$ during co*stnrction to revicw und
monitor the implementation of our recommmdations, and to v*rify that the remmnrendations
have b€€,n apprcpriatclyinterp'reted. Significant design changes may requirc additionnl annlysis
ormodificaticns of the reccmmendations presented herein. We rrecommeid on-site obssvation
of excavaticns snd foundation bcaring sffata end testing sf sauffural fill by a rc,presentativeof
the geotechnical errgineer.
Sincerely,
Knmar & Asswe$sfesu Ene.
$tev€n L. PawlalL
Rariewed by:
b !
Danicl E. Hardin, P.E.
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BSs99
3416, 5Sl5 b5112
zv ?*
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taltJ
t
F&
a.J
41f12 5!lre s1112 Ft,!
i.J*
I
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25 *q
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3CI IS,10/t 2
35 55
4S 4$s6l! 2
45 45
I.OGS OF TXPN.ORATORY BORINGS FiS. 221-7-794 Kumar & Associates
1
IEgEHg-
TOPSO||-; 0RSAI*!C SANDY SlLT AND CI-AY, FIRX, $ARX BRSWN.
SAHD AHD CLAY
HARO. SL!6HTLY
(SC-CI-); STRATIFIED. SCATTEFED SfiAvEL. Sit-W, I.EOlUlr $Eltst/$ElFr Io
hIOIST, UGH? BROTYN,
cLAy (ct-h sLtsHTc-y sANDy To SAN0Y. VERY g?rrr Ts HARS, Si.'6HTLY MU[sf TO ll0]ST.
RID-BRSIVN, I'EDIIJIT TO HI$H PI.ASIICETY.
sRtvt sAMPLE" z*BNCH 1.0. cALlf,oRHBA UNSR SAt{Pt-g"
SRtVt SAIIFLE, 1 3/A*INCH 1.0. SFU! 5PS8N SSANDARB FEI{ETRATFSN !gST"
,, t.4 DRTVE SAIaPLE SLOW COUNT. INIIICATES YF{AT 5/r HL*WS SF A 1aS*POUNS HAUUERrqr '& FALLTNG J0 tNcHEs tvERE REsu:n[s ?0 DftgvE THE sAraPLE* !2 lxsFlEs.
"xQIEig_t. T'Hg {XPr"ORA?ORY BCfiINc WERE OFILE-ES SN OCT0EER 1!.2*2t IfBTH A,t*,t{*Fe *iAHe?ER
CONTINUSUS-TL$GHT FSWER AU6ER.
2. TH€ I.OCATiSNS OT THE TXFLSRATORY BORI}*S$ IYERE HIASURES APFROX*HATSLY BY FAC:}IS
FROX TEATIJRES SI{OIYN SN TI{E SITI PI.AN FR*VIOSD.
5. THE ELEVATIONS OT THE EXPLORATORY EORENGS WTRT OBTAINES AV IHTERFOIJT*SN gETtrETN
CONTOUR5 ON THE SITE PTAN Ff,OVIOEO.
1, TI+g EXPLORAT$RY BORING LoCATIONS AND SLTI'AT'OI{S silSULS BT CC$sISERIS ACC{,$RATS
*NN.Y TO TI{E DEGREE IITPUEO BY THg HETHSD C.JSEO.
5. Tfig A.iHE5 EETIYEEN IIATERIAIS gITOWt{ ON THE EXPLSRATORY 8**!NS L*GS REB*ESE''iT ?i{[
AFPRCXIMATE EOI,INSARICS BETWEgfi HAYERIAI. TYPES ANO T'TE ?RAXSIT{*NS IIAV BT &RAD{,}A{.I
5, CftOUhISWATEN WAs NOT ENCOTJNTERED A'{ TXE BSRiNGS AT THE T{[ig *F BRILL'NG.
V. I.AEORATORY TEST RESUL?S:
wc = WATE* C0NTENT tXl (mTtr 02216h
8D = DRY $ENslrY (pet) {15?X D22t6h
*3Q0= PERCENTASE PASSII{G nS. 2SO gsEVE TASTH slt4S3.
L
Lr
F
F!E, 3LESTNG AN& NOTES21-7-794 Kumar & Associates
SAUPLE OFr Cloy
FROM:BorlnglO15'
WC = 25.5 X, DD = 99 pcf
EXPANSION UNDER CONSTANT
PRESSURE UPON WETTING
5
1
5
2
I
o
-t
-2
-3
N
JJ
a.t
'vl
I
zo
j-
C)J()6zoU
Fig. 4SI4IELL-CONSOLIDATION TTST RESUTTS21 -7-7gg Kumar & Associates
I
SAMPLE OF: Sondy Ctoy
FROII:8orlng2CX"5'
l{C = t 1.1 X, DD = 96 *rct
a
-r
gxrANg€o}* uil0eR CONSIANT
PfrTSSEJ*E UPCT{ ffTTTIHS
I
l(
J
lrl3q
I
zg
F
.l
Joazo(J
3
2
I
o
-l
-z
I 1,0 l0 r6
Fig. 5SWELL*CONSOLIDATION TEST RESULTS2t-7-794 Kumar & Associates
*
SAMFLE OFr CSoy
FROII:Borlng2Ot0'
l{C = 13.0 X. D0 = t$S pcf
J
b
-r
EXPANSION UilOIR COXSTANT
PRESSURE UPON WETTING
5
4
5
2
t
0
-1
-2
.T
-1
x
J
lr,*(rt
I
zo
a-
e
Jo
v7zo(J
.t
Fig. 6SWELL-CCINSOLIDATION TEST RESULTS21 -7-794 Kumar & AssociatesB
$
gAllPLt gFr Scndy eloy
FROI*:8orlngSC3.5'
WC = $.6 X, BD = 9O pcf
-3SO = ?O X
b
d
ADSITICNAL f;*hTPRE$SISI*
ur{0ER eoHsTi}rF PRessuFt
nu€ ?o sswlltG
1
x
JJLJFvt
I
zoFdo
J
C)v,7oct
o
-t
-4
*,s
-6
*?
21 -7-794 Kumar & Associates 5WELL-CONSSLIOATIGN TE$T fiTSULTS Fig. 7
rcnffi
:
TABI.€,I
$U[AiAff ST LASSRATOfrY TEST RESUL?S
lffitaa,lln 4TIEIEArlT
${ffrGrG*fjff
Ptssg16"ilsEtfi ilGr0rflt
t$l
ri$gtf
u€x
r:r MI
trc[Fl8$ffiEgfl.fllFGltlileFr8
tflt .Bt
t l$Rlt"
NBTre.
eilrEl{r
lt?{rrr
prY
0fltl?
dt
$s*rtl
firl
$frF
sltoBrs
$m{ Cltps3?r.-i3,*t$l
ChSe!'$end xicb C{sttl4tt*p.?
fla:?{q 99!J
Sart&'Cla:,,tt,I t,{9S
chri0r5.s r*5
$*n$ fl*:'?s31t;.9"6 9S
Cley*?t*It ?
h.
G)qFHblic.HGt'" Garfi eld Cou nty, Co
RO4t278 Physical
Address
239707201077
I OwnerAddress
o
011
81.0290
o
CARBONDALE
KEMPEL, KOBY
292 NEWBURY
STREET
BOSTON MA02115
2019'liotal Actual
Value
Overview
Parcels
Roads
Parcel/Account
Numbers
OwnerName
, , Lakes&Rivers
* countyBoundary
Line
$575,000 Last2Sales
Date Price
!0/23/2023 $42s,000
5/7/2O2! $3oo,ooo
Legend
Account
Number
Parcel Number
Acres
Land SqFt
TaxArea
2019 Mill Levy
81623
Date created: I2/3/2O23
Last Data Uploaded: t2/!/2023 tO:37:29 PM
Deve rooed bv1f, .) 9gJutqdrr
12i3123,2:57 PM
Garfield County, CO
qPublic.net - Garfield County, CO - Property Record Card: R041278
5ummary
Account
Parcel
Property
Address
Legal
Description
Acres
Land SqFt
Tax Area
MillLevy
Subdivision
R047278
239r07207077
,CARBONDALE,CO 8T623
Section: 7 Township: 7 Range: 87 Subdivision: MNCH AT COULTER
CREEK PUD Lot: 17 AS PER FIRST AMENDED FINAL PLAT
RECEPTION NUMBER 889891 7.998 ACRES
7.994
o
17
81..o290
RANCH AT COULTER CREEK PUD
Owner
KEMPEL, KOBY
292 NEWBURYSTREET
BOSTON MAO2115
Land
Unit Type VACANT RES LOTS - O1O0 (VACANT LAND)
Square Feet 0
Actual Values
Assessed Year
Land Actual
lmprovement Actual
Total Actual
Assessed Values
Assessed Year
Land Assessed
lmprovement Assessed
Total Assessed
Tax History
TaxYear
Taxes Billed
2022
$4,23s.40
2023
$57s,000.00
$o.oo
$s7s,000.00
2023
$150,430.00
$o.oo
$160,430.00
2027
$3,e63.28
2022
$180,2s0.00
$o.oo
$180,250.00
2022
$s2,270.0O
$o.oo
$52,270.@
2020
$1,1s8.00
2027
$171,3OO.00
$o.oo
$171,300.00
202L
$49,680.00
$o.oo
$49,580.00
2079
$r,r25.60
Sale Price
drs,ooo
elek hereleyeruthe tax ;nf ormation f ffi LLcqun& TreasulsSlebElte
Transfers
Sale Date DeedType Reception Number
ro/23/2023
4t73/2023
5n/202r
4/26/2018
3n/2077
8/tl2076
6/7/2004
515/2OtO4
5/6/2004
3/75/2004
3/L5/2004
3/15/2004
SPECIALWARRANry DEED
STATEMENT OFAUTHORITY
WARRANryDEED
DECLARATION
RESOLUTION
EASEMENT
AGREEMENT
CONSERVATION EASEMENT
DECLAMTION
DECLARATION
COVENANTS
$300,000
$o
$o
$o
$o
$o
$o
$o
$o
$o
$o
PIat
92O699
?e5&6
9558?\
?06379
8e9€?1
880478
653778
6541?5
653777
653776
65378
65s774
Book- Page
1595-198
1595-838
1595-181
7595-L78
r595-t75
tiss-i.+o
https://qpublic.schneidercorp.com/Application.aspx?ApplD=1038&LayerlD=22381&PageTypelD=4&PagelD=9447&Q=670014436&KeyValue=R041278 112
12!3123,2:57 PM qPublic.net - Garfield County, CO - Property Record Card: R041278
Sale Date
3/75/2004
3/15/2004
3/75/2004
3/15/2004
3/15/2004
3/15/2004
u2/2004
Reception Number
6537J.3.
6:gJz
6s3777
653770
bF33j52
65967
646141
Book- Page
1595-744
t595-L40
1595-739
1595-138
r595-r37
r595-rr9
1559-435
iss's-izi.
_1462-663
DeedType
AGREEMENT
EASEMENT
EASEMENT
EASEMENT
RIGHTOFWAY
SUBDIVISION IM PROVEMENTS
RESOLUTION
Sale Price
$o
$o
$o
$o
$o
$o
$o
AA2W4 RESOLUTION
6/16/2003 RESOLUTION
t/30/2OO2 BARGAINANDSALEDEED
U28/2OO2 SPECIALWARMNryDEED
UT5/20O2 BARGAINANDSALEDEED
7/75/2002 WARRANTYDEED
7/L5/2O02 PERSONALREPDEED
TI75/2O02 BARGAINANDSALEDEED
I/T5/2002 PERSONALREPDEED
5/t/T998 EASEMENT
6/I/1998 EASEMENT
4/I2/T9g4 DEATHCERTIFICATE
7/23/1984 INCLUSION
7AI/T962 WARRANTYDEED
Property Related Public Documents
646146
6U1_82
760677
s968q0
760356
595826
1326-287
$o
$o
$o
$o
$o
$o
$o
$o
$o
595825
595824
s?582s
525243
s25:62
48p634
355271
21977r
r32L-704
1327-702
L327-696
r32t-695
1070-85
1070-0081
0946-0803
0655-0987
o346-0042
$4,000,000
$4,000,000
$s21,000
$o
$o
Qfick here to view Prop tS
Photos
No data available for thefollowing modules: Buildings, Sketches.
The Garfield County Assessor's Office :lakes every effart to produce the most ascurate
informalion possible. l.io warrarriies, expressed or implied :re pror.ided for the data herein, ii:s
use or interpietation. Data is subject to constant change and it$ accuracy and ccnrpleteness
cannct be guaranteed.
lUs-erf ri-v-aCy-P,o-li"cJlG_DP-RPriyq-cyNotf ce
La-s!-D-,a-ta,Uplo_-ad:7_2/"7/29,23,9t?7:?9PY
Contact LJs Developed by
€)Fsl'ggdrr
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