HomeMy WebLinkAboutSubsoils Study Reportffi GTLITHOMP$ON
G EOTtrG H N ! E.A.L E N G ! N E E R! NG ! N\./F ST ! GA,T !O N
1193 COU]\! Y ROA.D 102
GARFIELD COUNTY, COLORADO
Prepared for:
Cherokee Mountain Estates, LLC
1 i 93 County Roao t 02
Carbondale, CO 81623
CTLIT Project No. G506934.000-1 20-R1
January 28,2025
C.TLlThgnpson, lnc.
Denver-, EqIlColln.q, Cqlo-fadp*Sgings, Gje.nwpod $"Einqs, E-U-C.b!Q, $ummit Countv - Colorado-_Ch*tg{r"e,
wyoming and Bozemffi, Montana
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Table of Contents
scoPE......
SUMMARY OF CONCLUSIONS
SITE CONDITIONS
tr,Da\DrleEn /^/-\htcTP I t^TlnNtI lrvi vgEv Vvrlv
srTE GEO1OGY...........
SUBSURFACE COND|T|ONS..,...............
EARTHWORK...........,..
Excavations
Subexcavation and Structural Fi||..........
Foundation Wall Backfi ll ........................
FOUNDAT|ONS..............
Eaati na ar VVrlll9J.,...
SLAB-ON.GRADE CONSTRUCTION .....
CRAWL SPACE CONSTRUCTION...,......
FOUNDATION WALLS
et tDcl lDtrn ^E rrQn lNln /:Fvvuvui 9. \t rltl, |VL........'...'."'..'.'
SURFACE DRAINAGE
CONCRETE
CONSTRUCTION OBSERVATIONS ......
r:Ear-rE/a[J1\lll.\ A I Dlel/vuV r Lvr tr tl vt tL I \lvt \ t.... ' '. ' '
LtMTTAT|ONS ................
FIGURE 1*VICINITYMAP
FIGURE 2 - AERIAL PHOTOGRAPH
FIGURE 3 _ SUMMARY LOGS OF EXPLORATORY BORINGS
FIGURE 4 - SWELL-CONSOLIDATION TESTS RESULTS
rlnr tnr E A lr'ln a Farl l}.lnA't:l-,lil rAtA I I nn A lll l^rlitnrtlTni ivl/iiL J^,i\lJ U- i V\rtrr-rriltLrlt vvraLL L"rl\nllr vv,lrrEl-l l\)
TABLE I - SUMMARY OF LABORATORY TESTING
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1193 COUNTY ROAD 102
PROJECT NO. G506934.000-120
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CTLlThompson, lnc. (CTLIT) has completed a geotechnical engineering investigation
regarding Ctrerokee Mountain Estates located at 1 193 County Roacl 102 (a.k.a. Pareel No.
289120400282) in Garfield County, Golorado. We conducted this investigation to evaluate sub-
suiiaue uurrdiiiorrs ai tite siie atrd provide geotechnicai engineering rccomntenejaiions ior iire
nlanncd nnnstrr rntinn The eeone of or-tr investlaation \nlas set forth in orlr Proposa! No. GS 24-
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O1GT. Our report was prepared from data developed from our field exploration, laboratory test-
ing, engineering analysis, and our experience with similar conditions. This report includes a de-
scription cf subsuface ccnditions found in ot"lr explcratory borings and provides geotechnical
engtneenng recommendattons tor cleslgn and constructton Ot the toundattons, tloor systemS,
!.^t^.^, ^F^'.1^ .^'^ll^ ^, rha,,-Fa^^ A.^i^^^^ ^nr! r{i\lri!e i^fl, 'a^^a.l t^... th^ cr rh':ni!c t)^^am*^nal^OClij'vt'EIUUU'*'ijiii, 3UD3UfiaCC Uliiiiii:ig(.:, ijii\i liuiriiiJ iiiiiijUiivvv v, rrre esvJvrre. r\evvrrrrrrvrrvq-
tions in this report were developed based on our understanding of the currentlv planned con-
struction. We should be provided with civil engineering and architectural plans, as they are fur-
grer developed, so tlrat we can provide geotechnicaligeo-structural eirgineering input. A suni-
mary of our eonclusions is below.
suMnflARY OF CONCI,tlSlONS
Subsurface conditions encountered in our exploratory borings drilled at the site
tt." -----:,1--r -t.^llr- -l--.^!a:!^-.-l--- -a11 -.---:|il --.___ _:la_ 441-'! 'l--.'+."
$ei-r€i^aiif COiiSisig(j Oi ilii iO aDoij( u ailcales Oi rupsuil uvet ilil ru ru lEet^ ur rlatu-
ral sandy clay underlain by clayey gravelwith layers of sandy clay and occasion-
ai cobbies anci basaii bouicjers to the maximum expioreci cieptn of Zs t-eei. Practi-
cal auger refusal occurred in each boring at depths ranging from 3.5 to 23 feet.
Groundwater was not encountered in our borings.
The sandy clay and clayey gravel soils at the site have potential for low to nnod-
erate volume change when wetted under building loads The potential for differ-
ential movement will need to be mitigated for the buildings. The residences can
ha nnncfrrlnfaj nn fnnfina fnrrnrl?tinnq thof ara errnnnrlod hrr af laael ? faal nf
-.. ,-ui;; iyj iuu; ;u;i;u; '! .r iii ;i - sui,Pvi i-u rJ - rvvt v,
densely-compacted, structuralfill. The barn can be constructecj on footings on
(L^ *-r..--r --:l- n-^:-* -*J --rr+r:r-4!-- --:4^-:- l--I--ti^- f-'...J^r:-ing natiji'ai SOiiS. iigsign anC r-Oaisaluuilurr uilLrrild rur ivLtulrV rvurtucrlrL/rlD drtt Plv-
vided in the report.
We judge that slab-on-grade floors are appropriate for the residence. Slab-on-
grade floors are planned in the basement level and garage. We recommend
subexcavation of the soil below the slabs to a depth of at2 feet and replacement
with densely-compacted structural fill to reduce risk of movernent of the slab. A
minimum structural fill thickness of 12 inches is recommended below exterior
slabs-on-grade. Recommendations for slabs and structuralfill are in the report.
CHEROKEE MOUNTAIN ESTATES, LLC
1193 COUNTY ROAD 102
PRo-rEer No. Gs06e34.044-1 39
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Page 1 of 13
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6..J^-^ J-^i*--^ i- +-:{,:-^l r-- L.'r!!iis-e *-J--'.----- A r^. '*.r4t:--.-'-ll J--;-U'UiTace rjiaiiiagg iS Giilicai ti.ii 'uiiriiiiV
p('riurilrarruts. n lLrurtirctLlurl vvcrrl t.lrqrrr
should be constructed around the perimeter of the below-grade areas in the resi-
cience anci HDU io mitigaie sunace waier that infiiiraies backfiii soiis adjacent io
the foundation. Site grading should be designed and constructed to rapidly con-
vey surface water away from the buildings.
SITE CONDITIONS
A residence, an accessory dwelling unit (ADU), and a barn are planned at 1193 County
n^^l 4r14 /4 t, ^ n^---l it^ 44n4.rn tnr\nct^\ :- ^^"-C^ll a.^..'-1'' n^l---J^ A ..:^:-:r.' *^-..':rLi(Oatl lUl (a.K.a. i-'Aicgi i\O. liu i/-v.+Ur,)ioz-j iii lTaiiaerLr trvurrty, v\/rvrctLrv. n vrwrrrtly rrrcrP vvrrrr
the location of the site is included as Figure 1. The oroperty is an approximately 3S-acre oarcel.
No existing structures were present on the lot at the time of our investigation. Ground surface at
the site undulaies and generaily slopes geniiy down to the north. A topographic knoll is on the
southwest side of the lot. Overlot grading was taking place at the time of our investigation to
consiruci access roacjs io the iocations of ihe resicience, barn, anei nDu ancj achieve rough
nradac \/anafatian nn fha l^t conqlsfed nf nraee4g
uic'J'e--. f -vv-!l;-iv,! !';i ai;!
PROPOSED CONSTRUCTION
Architectural plans were not available at the time of our tnvestigatton. We understand the
-^^;-t^^^^ :^ ^t^-^^, ..,:+L ^ ,..^ll,^..1 h..^*^^+ +^ +!-^ ^^,,rr- ^^l ^ l^ ..,aa* Cl^t^ ^- ^'^.'lafc3iqencc i3 piail;ieg'ffiiil a vl'Uii(Uiji iiij5giiieiii iv ai av gvvrit qilv q Vqrqvv tv YYirer. vrup vtr-Vrqvv
floors are planned in the basement and the garage of the residence. We understand the ADU is
planned as a one-level structure with crawl space main levelfloors. Maximum foundation exca-
vation depths of 6 to I feet are likely to construct the residence. The barn is planned to be 200
feet by 200 feet. We expect foundation loads between 2,000 and 3,000 pounds per linear foot of
fouirdaiiotr waii airci uuiuiirri ioads oi iess tirair 50 kips. V"v'e sirotiiri be pr'oviiied wiiii civiierrgi-
nqerino and architectrtra! plans, aS they are fndher cleveloper^|, sn that we can provicle genfech-
nicallgeo-structural engineering input.
SIT'E GEOLOGY
We reviewed geolooic mapping hy the Colorado Geological Sttrvey (CGS) titled, "Geo-
logic Map of the Leon Quadrangle, Eagle and Garfield County, Colorado", by Kirkham, Wid-
mann, and Streufert (dated 1998) and "Geologic Map of the Carbondale Quadrangle, Garfield
County, Colorado" by Kirkham and \A/idmann (2008). The site is in an area prirnarily mapped as
uncjivicjecj aiiuvium ancj coiiuvium consisiing of interbecicjeci sanci, siii, pebbiy sanci, anci sanciy
Ci{EKOKEE N'iOiJi\iTAiN ESrATES, LLC Fage 2 of i3
IIC3 COUNTY ROAD,i02
PROJECT NO. GS06934.000-1 20
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--^..^t r^ ^t-.,^., -;1.., ^^*l L^".!J^*. ---J ---,! r-*-.'!.-..=ill TL^ '..^^a--.^ -:l* -4 lL^ -:4- 4-F4+;'^^gi'avei iOCiayey,SiiiySanC,DoijiqeiySatiu,tiriU5arruy)rir.. rtrEvvssLErrlDtLrtivltllcelL(,\,url(crlllr
an area mapned as collapse debris consisting of heterogenous deposits comprised of deformed
basalt bedrock and surficial deposits. Our site observations and subsurface information indicate
soil deposits on the property are predominantly aliuvium and colluvium deposits underlain by
basalt bedrock. Eagle Valley Evaporite bedrock rnay be below the parts of the site. Subsoils en-
couniereci in our expioraiory borings ciriiieci ai ihe siie are consisteni with the geoiogic mapping.
We also reviewed the CGS map, "Collapsible Soils and Evaporite Karst Hazard Map of
the Roaring Fork Valley, Garfield, Pitkin and Eagle Counties", by Jonathan L. White (dated
2OO2). The evaporite minerals in the Eagle Valley Evaporite bedrock dissolve in the presence of
groundwater. The dissolution of the rock creates voids into which overburden soils collapse.
TLi^ *-^-^ --^^-*^t- .,^...=--l 4r {L^ ^..-fa+= :=ar rl4!-- ;- -;-l.L^l^^ -*l --^..*l ^..L^:li ni3 pi'CCeSS Can pi'Opagaie ijp'dairf, !O ine SLiaiauri, iEsurrirrV rrr lir rnlrlJr(ie arrLl Vlwurr\r ol.rvcrLt-
ence. No maoned sinkholes or subsidence features are indicated by the CGS map on or near
the subject property. We did not observe visual evidence of sinkholes or subsidence on the sub-
ject property. We judge the lot has iow potential for sinkhole development. The overburden clay
soils possess significant potential for consolidation settlement when wetted under building
ioacis,
The soils below 1 193 County Road 102 have not been subject to significant geologic
ioads or consoiidation, Based on our field and laboratory data, and our geotechnical engineering
experience, vre judge the undisturbed, natural silty to clayey gravel and sandy cley soils pos"
sess tow to moclerate potenttal tor collapse when wettecl under bulldlng loacls.
The underlying Eagle Vallev Evaporite bedrock is susceptible to dissolution from
groundwater. This can result in cavities which propagate to the surface as sinkholes. No evi-
dence of soil collapse or existing sinkhoies was observed oir tl-re iot. We do not believe the risk
of sinkhole development is greater below the subjeet site than other areas in the Missouri
i-ieigirts ilrea.
Covering the ground with houses, streets, driveways, patios, etc., coupled with lawn irri-
gation and changing drainage patterns is likely io iead to an increase in subsurface moisture
conditions at this site. As a result, some soil movement is inevitable, especially under building
toacts. It is crrticat that ali recommendations rn tnls report are tolloweO to increase the chances
lhat far rnalalinna anrl alaha an araia ^a-farr!! Cfflief:.lntnfilr-r Aftar aanalrr ra*ian arernnra mr ra* aai;iiji i-iji;LiLiiiviii; urrwi ijiUiiu iii; :,';ajuU PU;;viiii eLiaivisU\viirt', rr\vr vvrrgrrsvtrvrrr vtY,,vrv rrruet uw
CHEROKEE MOUNTAIN ESTATES, LLC
1193 COUNTY ROAD 102
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Page 3 of 13
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r^^^^h^ihili1at {a. 16-i*+aix;^^ +h- l^,.;1..1:^A^ ^^J {^. ^n--^--i^*a *-^^+i^^^ -^^^*-li^^ .1.^i^SUiiiC;Uupijiil;iUiiiijt;Oi iiiaiiiiiiiiiiii\j iiiU iiijiiijiiigi qai\j ivi qPprvylrqr€ |!/rcivlrvvJ rvVqrvrrrV vrsrrr'
aqe and landscaoing.
SUBSURFACE CONDITIONS
Tu irivesiigaie subsuriaue cuntiiiiuns, CTLiT eiireutetj tiiiiiirrg ui iive expiutaiury boiirrgs
(TH-1 throrrgh TH-s) on November 18, 2024. The borings \^Ie e clrillec! with a trr.tck-mor,tnter:! clt'ill
rig and 4-inch diameter, solid-stem auger at the approximate locations shown on Figures 2 and
3. Exploratory driliing operations were observed by our engineer who loggecl subsurface condi-
tions encountered and obtained representative samples of the soils. Graphic logs of subsurface
conortions tound in our exploratory borlngs are included as figure +.
Subsurface conditions encountered in our exploratory borinqs drilled at the site generallv
consisted of nilto about 6 inches of "topsoil" over nil to 16 feet of natural sandy clay underlain
by 4 to 23 feet of clayey gravel with layers of sandy clay and occasional cobbles and basalt
boulders to the maximurn explored depth of 23 feet. Practical drilling refusal occurred at depths
-t4r l-4nr--r:.--.-.-l--..:..--:.-41--!----r:...---arl--.-l-.-.--_l-_':l__'---_ll_-"- ^-_"-'l
_-1__
Oi .j.j iO l!; Tggi iil Oiji iloi'iilgs iil Iile iOCa(iUrrs ur urE pr€ililreu rE5ruclr\,8 arru udrrr. \rruurrLrvvcltcl
was not encountered in orrr fuorings The horings were backfillecl immecliately after exploratory
drilling operations were completed.
Samples of the subsoils obtained from our borings were selected for laboratory testing
thai inciucieci sweii-consoiiciation, engineering inciex properties, anci pariiai grain size anaiysis,
Qarnnlac nf lhe 11atr rral canr{rr nlarr caloeted fCf Ane-CinnenSiOna!, SWell-COnSOliCetiCn teStlng eX-
-;,.,r tY -
hibited 0.9 percent consolidation to 0.7 percent swellwhen wetted under an applied load of
1,000 psf. Samples selected for partial gradation analysis contained 70 to 94 percent silt and
clay sized particles (passing the No. 200 sieve). Samples selected for engineering index propei--
ties exhibited liquid limits of 40 to 63 percent and plasticity indices ot 22lo 34 percent. Laborato-
^. L^^L -^^,.rr^ .*.^^-:-^J -* 'l-^Ll^ Iiy rgJi rssurrg €ug guttllltollaELr \/ll I dulc l.
EARTHWORK
Excavations
Our subsurface investiqation indicates excavations at the site can be made with conven-
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1193 COUNTY ROAD ,IO2
PROJECT NO. GS06934.000-1 20
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{innal l-aarrrr-..lrrfrr avaarra{inn anrrinqna4{ orrah ao a n-teflilrm la laraa-eizalrqaVhaa I arna haoalf
:,iuilui, i:U;Vi-i';ui, E;XUiiUiii,ii;Vi :;gU;iii;i-,iiir Lijvii lii u iii-uiuiii.u iq.Ye e,-v hqvr$ivv. vesqr'
boulders mav be encountered. From a "trench safety" standpoint, sides of excavations must be
sloped or retained to meet local, state, and federal safety regulations. The soils at this site will
likely classify as Type B soils based on OSHA standards governing excavations. Temporary
slopes deeper than 5 feet should be no steeper than 1 to 1 in Type B soils. The contractor's
ra-..-...-,-.-- :. .---...:---l t- ..-'.:. . --rl-.- --.--l:f' - - --t -'t"L_ n^ttA nl-'-J_'_l_"CuiiipgtgilipcfSoil"isi'€qurr'€OiOf€VicW€XCaViiuOiluurluruuil$cltrurttlcl tu\Jorrrl\)r'drrucrruD
when worker eynosrtre is anticipated Contractors shotrld identifv the soils encottnfered and en-
sure that OSHA standards are met.
We do not anticipate excavations for the planned construction at the site wlll penetrate a
free grounciwarer rabie. uur experience in simiiar geoiogy ancj topography in ihe area incjicates
lha rrnnar onilc may haanma oatrlrqtor.l r{rrrinn qnnt1-rrnelf in cnrinn and aarlrr errmhar lAlafar{rnm
i.: iij UiJii:ti ov:;i, ; i i;i irvvv; r rv ';'Ji ii iii 9i ;ui;i i t-i' ii i tP' ii iY vr rs
seepage, precipitation, and snowmelt can likelv be mitigated by sloping excavations to gravity
discharges, or to temporary Sumps, where water can be removed by pumping
Subexcavation and Structural Fill
Our laboratory testinq and experience indicate the clavev qravelwith sandV clav soils at
the site have potential for low to moderate volume change when wetted under building Ioads.
The potential for differential building movement will need to be mitigated for the residence and
ADU.
We juclge the residence and ADIJ can be consfructed with a footing foundation and slab-
on-grade floor, provided the soils below the entire building footprint are subexcavated to a depth
of 2 feet below bottom of footing and floor slab elevations and replaced with densely-
compacted, structural fill. The subexcavation process should extend laterally at least 1 foot be-
yoncj the perimeier of ihe buiiciing fooiprint.
The excavated on-site soils, excluding rocks larger than 4 inches in diameter, will likely
be suitable for reuse as structural fill. lmport soil needed for structural fill should consist of an
aggregate base course or pit run material with a maximum rock size of 4 inches and 10 to 30
percent silt and clay size material. A sample of potential import soilfor structural fill should be
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lT f-- -.-*--..^l ..-:--l- lL^ L-''1:-- t^ rL- ^:4-SLiiliriiiiefi iO \, i Li i rtJi appaavai pilt r LU trrc rrqt.rrrrty t!, trrE orLE.
CHEROKEE MOUNTAIN ESTATES, LLC
1193 COUNTY ROAD 102
PROJEcT NO. G505934.000-'1 20
Page 5 of 13
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-structura! fi!! shoulC be p!aced in lccse !ifts cf I inches thick c:'less, nnsieture-
conditioned to within 2 percent of optimum moisture content and compacted to at least 98 per-
cent of standard Proctor (ASTM D 698) maximum dry density" Moisture content and density of
structuralfill should be checked by a representative of CTLfT dui'ing placement. CTLIT should
be called to observe conditions exposed in subexcavated areas, prior to placing structural fill,
-\l^^--'.^a;^- ^t rL^ -^*- --t:- * --- --1.voseiuaiivii vi ii ir= COiiipECiiOn pi0ce0ijie iS neOe3sai-y.
Foundation Wall Backfill
Proper placement and cornpaction of foundation backfill is important to reduce infiltration
of surface water anci setiiement of backfiii. However, excessive compaciion of the backfiii soiis
adianonttnnnnr-ratourallcmarrr.esttltinnranlzinanflhar-r-r.2!! Tlg'nntentle! forCranlrinnrrrill rronr
-..-.--J YTS::J:;;5t ;!;Uia iii LiGLi.;;;U !-; a;iu ii-i.. ;,.- rv\vr rY rrrrr tvrJ
depending on and including the degree of compaction achieved, the weight and type of compac-
tion equipment utilized, the structural design of the wall, the strength of concrete at the time of
backfill compaction, and the presence of temporary or permanent bi'acing.
Thc on-slte excavated soils can iikei'y' be ieused as backfiil, piovide'J ihey ai-e sci'eened
to remove organics, debris. and rocks larger than 6 inches in diameter. Backfill should be olaced
in loose lifts of approximately 10 inches thick or less, moisture-conditioned to within 2 percent of
optinrum nroisture content, and eompaeted to at least 95 percent of maximum standard Proctor
(ASTM D 698) dry density. Moisture content and density of the backfill should be checked by
CTL|T dur-iiig ;..riauerrrurri. Oi.rseivaiiulr uf [ire cutrtpauliort ptucetiuie is rtecessaty.
Foundation wall backfill that will support exterior slabs requires strict adherence to speci-
ficaiions. Even well-placed backfill will settle 0.5 to 1 percent of total backfiil thicKness. Struc-
tures placed over backfill zones will need to be designed to accomrnodate differential movement
with respect to tne buiidrng. tt slabs and structures that are sensltlve to settlement wlll be locat-
orl aharra r.laanarr^nno ^f h^at,fil! ^aa-ial^'^+ian thn:'l-l hn air.^n {a J^ai^+in^ 1L^^^ ^l^-^F{avv sveev qvvyvr &viiUU Ui ;j!it i\liii, vvii-iUUi!iiivii iriivviv aiv Vivvir av vvervrlrrrV rrrlev elvrrlelr!J
as structurallv supported.
FOUNDATIONS
Our laboratory testing and experience indicate the clayey gravel with sandv clay soils af
the site have potential for low to moderate volume change when wetted under building loads.
CHEROKEE MOUNTAIN ESTATES. LLC
1193 COUNTY ROAD 102
PROJECT NO. GS06934.000-1 20
Paoe 6 of 13
Tire poierriiai ior diiiereniiai buiiciing movement wiii neecj io be miiigateci for the resicience ancj
ADt-1. \A1e ir:clcre the residence and A.DU can be constructed on a footing foundation, pro'.'ided--J_-'g- "'-
the soils below the building footprint are subexcavated to a depth of at least 2 feet below bottom
of footing elevation and replaced with densely-compacted, structural fill. The structural fill should
be in accordance with the recommendations in the Subexcavation and Structulal Fill section. lf
some differential movement of the barn is acceptable, the barn can be supported by footings on
rl.-^ ^^4...^l ^^il^(r rs r ldrui ql JvtlJ.
Recommended design and construction criteria for footing foundations are below. These
criteria were developed based oR our anaiysis of field and laboratory clata, as well as our engi-
neering experience.
Fnnfinnq:...r-.-;r-E
The residence and ADU can be constructed on footing forindations supported by
a 1-1aa* {hialznaoc af ja6oalrr ^nnf nff:fq.l oirr rn{r 'ral fill nlanarl in aaaarr{onna rrri{hr; i.-;uvi vi UUi iirU; ji viii i iP!:va-\jr Jii uU\er sr 'l' 1z ruvvu ir I qvvvi
recommendations in the sube@ section.
Footings supported by a 2 feet thickness of densely-compacted, structural fill can
be clesignecj for a maximum nei aiiowabie soii bearing pressure of 3,000 psf. The
weight of backfill soils above the footings can be neglected for calculation of
bearing pressure.
A friction factor of 0.35 can be used to calculate resistance to sliding between
concrete footings and the structural fill soil.
Cnntinrrorrs r,nrsll f6sfinns ohottlr! hsr-rq a fnininnUnn ,.^.tiCth Cf at leaSt 15 inCheS._-'_-_i;iii i;U-; ' jq.r rYU !rr rJe
Founciations for isolated columns should have minimum dimensions of 24 inches
L,, /)' :-^L^^ I ^---- ^:-^- *^., L- -^-..i-^J J^-^-J:-- "--- l-.'.^J^r;^- l--J-
AY l+ incnes. Lai'gei SiZeS may Ue tequaaeur Lrepelr\rilrU uptJlr rvlrrr\rcluvrr rucrL.rr.
Gracie beams anci founciaiion waiis shouici be weii-reinforceci. Vve recommenci re-
inforcement sufficient to span an unsupported distance of at least 12 feet.
The soils under exterior footings should be protected from freezing. We recom-
mend the bottom of footings be constructed at least 48 lnches below finished ex-
terior grades. The GarJield County building deoartment should be consulted re-
g arding frost protection requirements.
CHEROKEE MOUNTAIN ESTATES, LLC
1193 COUNTY ROAD 102
PROJECT NO. GS06934.000-120
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Page 7 of 13
SLAB-C N-C RADE COi..I STRUCTiCI''i
Slab-on-grade floors are planned for the basement area and garage of the residence.
The natural soils at the site have low to moderate potential for volume change when wetted un-
der building loads. We judge slab-on-grade floors are appropriate for the residence provided the
sotts below the stabs are subexcavated to a depth of 2 feet and replaced as densely-compacted,
alttatr Lal $ll n {'t^- +1.^ -^^^as.-4r4 =:.L^.,^^"^+:^r ^-4 -^*l-^^--^-1 n-^^^^^ :- -^*-l^r^J "'-u(ruv(qrqr-rilr. nrtvr (rre tsvvttrrtrsttveu ouiii€X,CdVqiivii €itiv i-pieUvtitstlt Plvv(;oo lg vvlllPlgl'gLlr t,v(;
expect good performance of floor slabs. The structural fill should be in accordance with recom-
mendations in the Subexcavation and Structural Fill section.
Based on our analysis of field and laboratory data, as well a$ our engineering experi-
etlue, we ieuornrrrelrqj iire ioiiowirrg precauiions for siab-on-gracie consiruciion at ihis siie.
Slabs should be separated from wall footings and column pads with slip joints,
which allow free vertical movement of the slabs.
Underslab plumbing should be pressure-tested for leaks before the slabs are
constrlrcted P!Lrmbing anc! r-rti!ities whieh pacs thror-rgh slabs should !:'e isolated
from the slabs with sleeves and provided witlt flexible couplings to slab-
ar rnnnrlnrl annlianan-dvPPvr lev qPlJrtsr rvve.
Exierioi coirct"eie siaiis, suuit as tiie ai;io uuuti arrd pariiuS, siiouir.i iie isuiaier.j
from the building. These slabs should be well-reinforced to function as independ-
ent units.
Frequent controljoints should be provided, in accordance with American Con-
crete lnstitute (ACl) recommendations, to reduce problems associated with
shrinkage and curling.
The lnternational Building Code (lBC) may require a vapor retarder be piaced be-
lreraan lha haoa ^n t rrFA nr or rhar14!e clilo and tha annnra{a olalr -an. araAa flaar^i;tC-i; ii;- Uevv vvqiSU.ii i,i;;r:iasuv evia- UiiU atr! vvrrvrv!v eiuv vrr Yrvvv trvv.g'
The merits of installation of a vapor retarder beiow floor slabs depends on the
'.*---:t:",iL.. -ltl- -* -*.,--:---- *---l l--,:l-11- a -: a ---- A ---------l--:---1-ll 't _---'
S€i-rSiiiViiy Oi iiooi- [OV€lin$S iilil OUirurilV ru llrur>rure. /'1 PtuPslly lll>lcllleu vapel
retarder (10 mil minimum) is more beneficial below concrete slab-on-grade floors
where fioor coverings, painreci fioor sunaces or prociucts sioreci on ihe tioor wiii
be sensitive to moisture. The vapor retarder is most effective when concrete is
placed directly on top of it. A sand or gravel leveling course should not be placed
between the vapor retarder and the floor slab. The placement of concrete on the
vapor retarder may increase the risk of shrinkage cracking and curling.
CHEROKEE MOUNTAIN ESTATES, LLC
1193 COUNTY ROAD 102
PROJECT NO. G506934.000-1 20
1
?
!)
4
EiJ
Paqe 8 of 13
--FFir-
-tFstt---Tffi f--
Ah A lrrl -r A nF AAll^f rr rA-lAirUi\Av'uL arrAt-tr vLrl\o I f\Ll9 I lvlr
Crawl space areas are planned in the ADU. The required crawl space height depends on
the materials used to construct the floor system above the crawl space. Building eodes normally
i'eqiiiie a cieai-space of ai ieast i6 irtuites beiweeil e^puseti eariir iltrd uriireatetj wuur.l uuiirPU-
nenfs of the stnlctttral floor.
Utility conReetions, ineluding water, gas, ait duct, and exhaust staek eonRections to ap-
pliances on structural floors should be eapable of ahsorbing some defleetion of the floor, Plurnh-
irrg i.irat passes iiur;ugir iire lioor simuici irieaiiy be irurrg frortr iite utttiersicie oiiire siructurai iioor
and not !aic! on the bottom of the excar-ration.
Control of humidity in crawl spaces is important for indoor air quality and performance of
wood floor systerns. We believe the best current practice to contrcl humidity involve the use of a
vapor retarder or vapor barfler (10 mrl mrnimum) placed on the solls below accesslble subtloor
Tlra .rana, .^+^rAa.lL-ar.in. ^h^',1.1 1..^ ^^al^.1 ^{ iai^{^ ^A.l a++A^l-^i +a aanarar+ f^.,nllntir,nUIvUU, iiiU r'ajVvi iUiUiUUitij;Ji;iUi iriivuiij ijv iru!iivv e! jvirrre qrru q!!qvravv rv vvrrvrvru rvurrwqrrvrr
elements. lt mav be appropriate to install a ventilation system that is controlled bv a humidistat.
FOUNDATION WALLS
Fc,i;ndaiic,n irvaiis iirat exierid beiow-gi-ade si"rouir.j be,jesigne'i fo, iate'ai eafrir pi'essijres
where backfill is not prresent to about the same extent on both sides of the wall. sttch as in
basements and crawl spaces. Many factors affect the values of the design lateral earth pres-
sure, These factors include, but are noi limited to, the type, compaction, siope, and drainage of
the backfill, and the rigidity of the wall against rotatlon and deflection.
Fnr a rronr rirrid urall rrrharcr nanfinihla ^!.\r4n-, 1i111a algflenfinn rlri!l oac!!!' 3n r'af-raef" lclelp.l
-. r ,,u:u 'iiY.=:; :r:;=:5 i i=ul;:itl';= 1'; ;ui J ;iiii- u-ii's!ii-. r *'! r st
eadh pressure should be used in design. For walls that can deflect or rotate 0.5 to 1 percent of
wali height (depending upon the backfilltypes), design for a lower "active" lateral earth pressure
may be appropriate. Our experience indicates typical below-grade walls in residences deflect or
rotate slightly under normal design loads, and that this deflection results in satisfactory wall per-
r^--^^-^ TL,,^ lL^ ^^+L --^^- tL-...^ll^...:ll l:l-^1., L- L-1..,^^.- 4L- (^^t;'.^t ^-J lr-+ -^-t"ioiiiiance. inus, ine eann pri'essiiies On rile Wiriis Wiir iiNeay t€ wetvvcerr ilrc crurrvs drrru crt-rEit
conditions.
gi-iLAVI\gr rvlvgll I hll\ rJ I A I L0, LLv
1J93 COUNTY ROAD 102
PROJEcT NO. GS06934.000-1 20
rcgs I vr ro
----'Tril.f*.-!-t"s+F-
tltll
Fer beckfill so!!s conforrning with reccrnnnendetions in the Fcundetion \.^.'a!! Backft!! sec-
tion that are not saturated, we recommend design of below-grade walls at this site using an
equivalent fluid density of at least 45 pcf. This value assumes deflection; some minor cracking
of walls may occur. lf very little wall deflection is desired, a higher design value for the "at-rest"
condition is appropriate using an equivalent fluid pressure of 60 pcf'
SUBSURFACE DRAINAGE
Our experience in similar geology and topography in the area indicates the upper soils
become saturated during snowmelt in spring and early $ummer months. Frozen ground during
^--i-- --.^,tl -^.* -1.- - --.-^l---l -----l:!:-_-. A -l-l:a:-_--ll_- ----r-_-f_-- -- - -_-: :t-l:SpiinE iijnoiicail ai5o ci-gaig a peiaiieu Luiluruuri. fluutuuilaily, wlltcr ilullr PleulPltdtlul I, Dl luvv-
melt, and irrigafion freqrrently flows throuoh relativelv permeahle hackfill plaeed adjar:ent to a
building and collects on the surface of less permeable soils at the bottom of foundation excava-
tions. These sources of waier can cause wet or moist conditions in below-grade areas after
construction. To reduce the likelihood water pressure willdevelop outside foundation walls, we
recommenci provision of a tounciation waii cirain arounci the perimeter oi the structure.
The foundation wall drain should consist of 4-inch diameter, slotted PVC pipe encased in
free-draining gravelwrapped in an impermeable membrane. A prefabricated drainage compo-
site should be placed adjacent to foundation wall exteriors. Care should be taken during backfill
operations to prevent damage to drainage composites. The drain should discharge via a posi-
r:..^ ^-^..:+", ^,.jt^l 'rL- 4-^'..'+.' ^r,rl^4 ^l^^.'lJ -al t^^ ^'.^n+*!lLl^ r^ ^l-^F:-+ --4'-^+i^^ ln r^ --^tive gi'avity Ouiiei. ine giaviiy OLiii€i Siloijiu iiiJi pe .u5u,ep.rurrt tu vrugvrrrY vr rrscr-lrrU. uvtt rcrv-
ommend installation of a clean-out along the drainnipe. Foundation wall drain conceots are in-
cluded as Figures 5 and 6.
SURFACE DRAINAGE
Surface drainage is critical to the performance of foundations. floor slabs. and concrete
flatwork. Site grading should be designed and constructed to rapidly convey surface water away
frsm the building. Proper surface drairrage and irrigation practices can help controlthe amount
of surfaee water that penetrates to foundation levels and contributes to settlement or heave of
suiis arrd beeiruuk iirat suppoli iourrdaiiorrs artrj siabs-un-gra<je. Fosiiive rirainage away frorn ihe
for-rndation anc! a,-,oidance of irrigation near the foundation a!sc' help tc' a'.,eid exeessir.,e wetting
of backfill soils, which can lead to increased backfill settlement and possibly to higher lateral
cliEROKtrtr !.4OUl.lTAlf'! ESTA.TES, r-!-C
1193 COUNTY ROAD 1O?
PROJECT NO. G506934.000-120
9tna 1A at 4'l
4rE
TIF
--Jt_ .- -t..* l- :*------J,-,-:-t-r -*J -*J..-.'-l -r--**rL -f rl-^ L--l-Crl lir^ -^^^.-----Jeaitil pigssuies, oijeio incigasec ileigillanu fec'.iceq atareilgr.i r Lri ule udu^|ilr. vvE rl'u\r'lilil(,rru
the followino nrecautions.
The ground surface surrounding the exterior of the residence and ADU should be
alnnarl *^ ranirllr, ^^hrr^!, aI rrfrna rrral4r arerarr frnm {ho hr lilrlinn in all rlir<'n{i11qUiUirUU i'.r;ijPiuiJ UviiVUJi uijii.aiJv vys!\-r syvul rrvilt (ilv uq'rv,riV fii q" vrrevuvltv.
We recommend a minimum constructed slope of at least 12 inches in the firsi 10
ieei irr iar'riisuaPeci dreau.
Bacrfiii around me exterior of foundation waiis snouici be moisture-trealeci anci
compacted pursuant to recommendations in the Foundation Wall Backfill. ln-
creases in the moisture content of the backfill soils after placement often results
in settlement. Re-establishinq proper slopes (owner maintenance) away from the
building may be necessary.
We recommend that the residence and ADU be provided with roof di-ains or gut-
{aro and r.larrrnenar r*e -Fha .{roinc aaAlaq dnttt^qnnt rte- o-hnt tld alicaharrla rara!! hq-it;;U i;;iU \j.i'."i'i i-iJvi;iar. i iiv viuaiiJ uiiurvr 9et',reF,vste errveiv grvvr.qrVv rre,' ev
yond the limits of ail backfili. Spiash blocks andior extensions should be provided
a . rr -.r--.-:,- - --- -lt-,. -t,--,.=- ----r- -l:--l----- Ll-- *-^. '.-l l-^.--*J ,t-^ai aii Claiils ai-tditJf rjowi rSpOUaS DU wdrtir uiuur rdr 9tts ur tt\l u ltt 9i uur tu ucyul lu tr rc
backfill. We generally recommend against burial of downspout discharge pipes.
Landscaping should be designed and maintained to minimize irrigation. Plants
placed close to foundation walls should be limited to those with low moisture re-
quirements. lrrigated grass should not be located within 5 feet of the foundation.
Sprinklers should not discharge within 5 feet of foundations. Plastic sheeting
shor.rld not be nlaced beneath landscaped areas adjacent to foundation walls or
grade beams. Geotextile fabric can be used to control weed growth and allow
cama orrannrafinn ln nnnttr
-ui:i- -t-P!i
CONCRETE
Concrete that is in contact with soil can be subject to sulfate attack. Our experience with
projects in the area of the subject site indicates the soils have water soluble sulfate concentra-
tions of less than 0.10 percent. For this level of sulfate coRceRtration, ACI 332-08, "Code Re-
quirements for Residential Concrete", indicate.s there are no special cement requirements for
suifaie resisiance in concreie ihai is in coniaci wiih ihe subsoiis'
ln our experience, superficial damage may occur to the exposed surfaces of highly-
permeable concrete, even though suifate levels are reiatively low. To controlthis risk and to re-
sist freeze{haw deterioration, the water*to*cementitious materials ratic should not exceed 0.50
for concrete in contact wlth soils that are likely to stay motst due to surface clralnage or hlgh-
...-r^- r^Lr^^
^^-^-^r^ ^L^,.1-l L^'.^ ^ 4alal ^ir ran{ax{ ^$ QOI tl 'l EO/'ffAieiiAUie5. uiiiiuiUiC SiiwiJiv lrsv(t q:u.qr qrr vvllrertlvr v/u r,- r.v,u.
CHEROKEE MOUNTAIN ESTATES, LLC
1193 COUNTY ROAD 102
PROJECT NO. GS06934.000-120
1
2
4J.
4
Page 11 of 13
---':F++I--
Irill
lllll
f-r'rr\rcTcil rrrTtr\NI /\E CEtr'Vn Tlrlt\lCvViag i irvv t avrq vevEt\un I lvl.v
We recommend that CTLIT be retained to provide construction observation and materi-
als testing services for the project. This would allow us the opportunity to verify whether soii
conditions are eonsistent with those found during this investigation. lf others perfcrrm these ob-
seivatiuitu, iiiey riust iruuepi iesporrsibiiiiy icr jurige wiielirer iire iecoinrlrerttjatiuus ilr iiris teputi
remain appropriate !t is also henefleia!to projects, from economic anc! prac{ieal stanclpoints,
when there is continuity between engineering consultation and the construction observation and
materials testing phases.
GEO IhUHNIUAL KI5K
The concept of risk is an important aspect of anv qeotechnical evaluation. The primary
reason for this is that the analytical methods used to develop geotechnical recommendations do
not comprise an exact science. We never have complete knowledge of subsurface conditions.
Our analysis must be tempered with engineering judgment and experience. Therefore, the rec-
-l*r:-.*-:-- -.---. ---r-.-1.-..-l--l -.--l---t:--- -l-. -l l -_rl-- --_--:-l-'_--l .:-!-a---- li'- _--"--4ofirirl€nuiiiolrs iil aily geoieci ri licai evaiuauvil >riuulu ilvt uc uullsl(lelsu llsl\-llse. vvc ual lllul,
nrovicJe A ouarantee that the inieraction between the soils and fhe proposed strt.tctrrres will leacl
to performance as desired or intended. Our recommendations represent our judgment of those
measures that are necessary to increase the chances that the structures wili perform satisfacto-
rily. lt is critical that all recommendations in this report are followed.
L!!V!!TATTOtVS
This report has been prepared for the exclusive use of the client. The information, con-
clusions, and recommendations provided herein are based upon consideration of many factors
including, but not limited to, the type of structures proposed, the geologic setting, and the sub-
^..J-^a ^^^l;+:^-^ ^*a^.,-ta-^l Ca-n4^-J- ^f --^^l:^^ ^^-l:.^..-..-1.. ^L^.^-^ :- ---4^^L-:^^l -*SiiilaC€ ConijiiiiriiS eilCOijrrI€fe\r, iJiciiiijarijo vi Plavr,rr.E, rr\,rtrUllLrvuoly r/llcrllyE lll Vevt(''vllllltecll sll-
gineering. The recommendations provided in this report are appropriate for about three years. lf
the proposed project is not constructed within three years, we should be contacted to determine
if we should update this report.
Or-ii exl.riuiaiury Lurirrgs pruvir.ie a teauurrai.tic uirurauieriealiulr uisuirsut iaue uorrr"iiiiulrs
at the site \/ariations in fhq srrhsrrrface eondiflons not inclicatecl hy the horings willoccttr. The
gntriavl\ cE lvrtJulY I Alll tru I A I Eo! LL\,
1193 COUNTY ROAD 102
PROJECT NO. GS06934.000-1 20
Fage i2 oi 'i c
ffi
t€uurritareldaiiurrs irr iiris repuri wele deveioped based olr preiirrrirraly piarrs al iire iirrre ui uut
investigation. Revisions !n the plannecl constrr,tction cor-rlc! affect out" recommenclations We
should be provided with civil, structural, and architectural plans, as they are further developed,
so that we can provide geotechnical/geo-structural engineering input.
This invesiigation was conciucieci in a manner consistent with thai ievei of care ancj skiii
nrrlinariIr avaraicar{ }rrr nanlonhninAl 4pninaarc ^r rrranflrr nranlininn r pndar simi!ef CCnCltiCnS in'v;'.j;;;g; i;, U/.-i wr!ve Jt VEU-is!i ii ;iv;i -. iV.r !tv' e eqr
the locality of this project. No warranty, express or implied, is made. lf we can be of further ser-
vice in discussing the contents of this report, please call.
crLlrHoMPSoN, I Reviewed by:
/rr ..,}tt $rf
Craig A. Burger, P
Principal Engineer
*l.iurct otlt0s0n
CHEROKEE MOUNTAIN ESTATES, LLC
i i93 cour.iTY RoAD i02
PROJECT NO. GS06934.000-1 20
Ryan R. Barbone. P
Division Manager
tl?.gft,tlt,,
rb
rl',i-
Page 13 of 13
#
ililtlllil
o 1000 2000
SCALE: 1' = 2000'
f- T!'l;t'-' ''alf,1'q.aa" a, :.
SATELLITE IMAGE FROM MAXAR
(coPYRrcHT zaz4)
d 102
"ii., s_,e
NOTE:
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CTUT PROJEoT NO. GSO6934-OOO-12(}
Vicinity
Map 1Flg"
LTGEND:
TH-1
o
#
ililt
0 125 250
SCALE: 1'= 250'
NOTE:
TH-4
APPROXIMA:TE LOCAIION OF
EXPLORATORY BORING
SATELLITE IMAGE FROM GOOGLE EARTH
(DATED SEPTEMBER 11, 2A23)
1:;1a:111.':'-
TH-3
o
1,1
At aF6At2FF LAr ll FA rl t FF?aF6 I a A
va rLr tvrEL rgrgvll rFrlt L9anl sur LLv
't193@UNTYROAD fO2
cTr-ry FROJFCT NO. G-SO6934-OOO-1 tO
Aerial
Photosraph
TH_5
TH*2
TH_1
trla )
0
10
15
20
-25
LEGEND:
vr iqnvr\rL rvr\j(/rl I n[r E\, t n I Eo, LLv
1193 COUNTY ROAD 102
CTLIT PROJECT NO. GS06934.000-120
TlJ4 Ttl a TIJ .)
i7i12
23112
TOPSOIL, CLAY, SANDY, ORGANICS, BROWN
CLAY, SANDY, MFDIUM STIFF TO VERY $TIFF,
SLIGHTLY MOIST TO MOIST. BROWN. TAN (CL)
GRAVEI_, CI*AYFY, COBBLES A\!D BASALT BI]ULDERS
CLAY LENSES, MEDIUM DENSE TO VERY DENSE,
SLIGHTLY MOIST, BROWN. GRAY, TAN. (GC)
DRIVE SAMPLE. THE SYMBOL 2316INDICATES 23
BLOWS OF A 14o-POUND HAMMER FALLING 30 INCHES
WERE REQUIRED TO DRIVE A 2.5-INCH O.D.
CALIFORNIA.BARREL SAMPLER 6 INCHES.
ia{iiiuA i e5 DULA .)ANrrLE L/o I Ail\tru rn\,{vl Auutrrt
CUTTINGS.
ara anl tf,lFE -a/vr gvvttvL
?o_
2tr-
PRA"CTICAI AI IGFR RFFI ISAI.. SYMROI S ABOVtr THE
BQTTOM QF THE BORING INDICATE THE BORING WAS
MOVED TO ATTEMPT TO ADVANCE BORINGS DEEPER.
'rtJ lt 1-Ll t
0-
IZJIE i'ri i2
2
i9ii2
10t12
5-5
01
15-
T
t-
ul
LL
TFo-Ula
FU
UJ
LL
TFIL
o
m
w
h
H
I
F
T
I
NOTES:
THE EXFLOMTORY BORINGS WERE DRILLEDWITH A
4.INCH DIAMETER SOLID-STEM AUGER AND A
TRUCK.MOUNTED DRILL RIG ON NOVEI4BER 18,2024.
4. UnV\Jtrurrvtl I Gn vvno lrv I rwvtlllJ ltt \JLrn
FXPLOMTORY BORINGS AT THE TIME OF DRILL|NG.
TUE DnDtNtnC rirtrEtr E'Anl/trll I trn lniltEnlATl v AffcDiiiL tUiaiiluJ i!;iiL r. i!.s' .ELhe .r.ritrEerirLr . n rEtr
EXPLORATORY DRILLING OPEREATIONS WERE
COMPI.FTF
3. THESE LOGS ARE SUBJECT TO THE EXPLANATIONS,
Llv[ rn r rvr\s Atiu vvtrvluprvr\o rrr I nto RErLrr\ l.
9ummary Logs of
Exploratory
fl -t-:trDUl ll lgD
Frc.3
=ffi1trtr:
3
2
z.ov6z4o- -1x
IJJsZ-z
!rv,o
t-3
o-Eoo-o
0.1
APPLIED PRESSURE . KSF
1.O 1n
DRY UNIT WEIGHT=
MOISTURE CCJNTENT=
100
94 PCF
t3A V"
Sompte of CLAY, SANDY (CL}
From TH.4. AT 9 FFFT
3
7.
9U6z
o- -1x
IU
;s
e-2o6
it't
UJ(-3
n,
=o(t
-4
0.1
APPLIED PRESSURE. KSF
Somple of cLAY, sANDY (cL)
FroM TH-s. AT 9 FEET
10
DRY UNIT WEIGHT=
MOISTURE CONTENT=
100
112 PCFts.f x
CHEROKEE MOUNTAIN ESTATES, LLG
II93 COUNTY ROAD 102
CTLiT FR,f,iECT NO. Gs0oyr4.800-'i 20
Swell-Consolidation
F,FI'
I esr Kesurts
Fig.4
i{
ADDITIONAL COMPRESSION UNDER
IJ\JI\J I AI\ I I-Ktrb5UKtr UUtr, I U
WETTINGI
(
i
I
I
i
I
I
(
EXPANSION UNDER CONSTANT
Tr1EDOUTtE UUE I\, VVtr.I I ll\\,
II1.,---Ii
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I
I
I
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I
I
1.0
Grftil tFrl tElr E atftE!9rtrwvtvtrnL r Lvvr\
SLOPEPFI? PtrPNtrTl%
PREFABRICATED
DRAii{AGE
EOMPOS]IE
/rrlD^n6rtlt aaar\
\mrwrwr! vvvg
oR EaurvAr,-EM)
ATHCH PI.ASTIC SHEENNG
?A FAI ralh rGAta la.rl arv rvutttrAilvll w'rLL
SLOPE
PER
OSHA
li
Irlr
cRAwr- s$gs J-
COVER E}.TNRE HD]H OF
T'F['iYC,L WIIN NUN-IIWLN
GEOTEffiLE FABRIC (MIRAFI
!4ON OB gqilvatEuit VAFOR BARRIERDF rfartltrltitFl\at-gvmfrLatvLv!+
'*';
MINIMUM
6. MINIMUT{
OR BFYOND1:l SLOPE FROM
BOTTOM OF FOOTINC
t .r.r-r aFF.-.A
[wnt|,nLvEK l) r,nE^lBtv
4-!NCH D$!!ETER PERFOBAJED R!G!D DF-AJII P!PE-
T}IE PlPg SHOUI.D BE PI.ACED IN A TRENCH IVTITI
A SLOPE OF AT TEAST l/8-INCH DROP PER
FOOT OF DMIN-
r ,-t --rJ{LnJE rtrB tN ,lz av .-llz JIJI{LBNEU
ROCK. DfiEND GRA\EL L{TERATY TO FOONNG
lrrh a? I FlFr I /n uFttrr-F AE Ert^nlla Fl Irurg nt wt t/ - truvlrl vl . vvf rltv. ! lr
ENNftE TRENCH WTfi{ GRA\EL
NOTE:
q.F aA-A! .F hF..r! A -- 'Yiiit iiiiiiuin u- anL urrAtN orrvut{, Dtr.$ rrNr d rNvnr-;t EE"Lvtl l'vllvln vr
FOOTING AT fiE HIGHEST Polt{f AI.ID SLCIPE DOWT.IWARD TO A POSIITYE GRAVIIY
O!-M T OR TO A SUUP WHERS W.ATER E$! 8E R$TOIEO g' PUMPING.
CHEROKEE MOUNTAIN ESTATES, LLC
..a- mr [dEA^A a^n
F^- -- J-r:--rLrurruauull
Mfall l'lrainIlgat 9rt*alt
llnnr:anl
-
v- rY-l- -
PROJECT NO. GSO69S4.OOO-1 20 . rlj. e
#
ililt
SLOPE
PER REPORT
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