HomeMy WebLinkAboutSoils Report 11.15.2013SUBSOI L STUDY
FOR FOUNDATION DESIGN
PROPOSED RESIDENCE
LOT S-8, SADDLEBACK. RIDGE AT ASPEN GLEN
HOMESTEAD ROAD
GARFIELD COUNTY, COLORADO
JOB NO. 113 420A
NOVEMBER 15, 2013
PREPARED FOR:
REGAN CONSTRUCTION
ATFN: DEAN SPARACO
610 RIO GRANDE PLACE
ASPEN, COLORADO 81611
TABLE OF CONTENTS
PURPOSE AND SCOPE OF STUDY 1 .,
PROPOSED CONSTRUCTION - 1 -
SITECONDMONS..................<,....a.,.....>,,.,.,..,...,,.,>.,.,..,,..,..<,................,........<.....,.. 2 -
SUBSIDENCE POTENTIAL - 2
FIELD EXPLORATION - 3 -
SUmSURFACECONDITIONS .................>...,...,,,..,.>....,........,...,,a 3 -
FOUNDATION BEARING CONDITIONS .... - 4 -
DESIGN RECOMMENDATIONS - 4
FOUNDATIONS.................................®,....,.......................... ..._..,._._.,........ ............ - 4 -
FOUNDATION AND RETAINING WALLS ..................................>, - S
FLOOR SLABS. - 6 -
UNDERDRA.II SYSTE....................,.......,..,.........,,......,..,......,...<,...........,.....,_. 7
SURFACE.........................,- 8 -
LIMITATIONS.,.,........>.A...a.........................,..,,...._..............._.................................... 8 -
REFERENCES - 10 -
FIGURE 1 - LOCATIONS OF EXPLORATORY BORINGS
FIGURE 2 - LOGS OF EXPLORATORY BORINGS
FIGURE 3 - LEGEND AND NOTES
FIGURES 4 and 5 - SWELL-CONSOL1DATION TEST RESULTS
TABLE 1 -- SUMMARY 01 LABORATORY TEST RESULTS
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if building loadings, location or grading plans change significantly torn those described
above, we ebony be notified to re-evaluate the reeonmeridations containeri in fhic report.
SITE CONDITIONS
The lot was vacant at the tii'ne of our field exploration, Homestead Road is located along
the north side of the lot. In the past, we have observed overlot grading on other lots in the
arta which generally consisted of shallow Quts and fills performed during subdivision
development. The ground surface is typically gently stuping down to the east and
becomes slightly steeper along the west side as indicated by the contour lines on Figure 1.
The higher wade ;Ilona [he west side c.oulgd be from Ell placed for the subdivision
development. Vegetation consists of grass and weeds.
satsroaiCE POTENTIAL
Ball -lock of ate Pennsylvanian age Ee Valky vporit e wider ljes th Aspen Glen
development. Tie.se rocks are a sequence ofgypsiferou,s shale, 'i -ie -grained
sandstonthastooe rind limestone with s-orne massive beds of gypsum. There is a
possibilay that massive gypsum deposits associated with the Eagle Valley Evaporate
underlie portions of the lot. Dissolution of the upsurn under certain conditions an cause.
.sinkhole --,3 to develop and can produce areas of localized subsidence, Dining previous
studies in the arca by Oien-Northern (1991 and 1993), several broad subsidence areas and
smaller size sinkholes were mapped scattered thinughout the Aspen Glen development.,
These sinkholes were priEnarily located east oldie Roaring Fork River and appear similar
to others associated with the Eagle Valle,y Evapclrite in areas ofthe Roaring Fork River
valley, The nearest mapped sinkhole is located about V, mile southeast aft lot.
S5nkhoks were not observed in the inarnediate area of the.. subject. 1.,ot., No evidence of
cavities was encountered in the stiburface, materials; however, the exploratory borings
woo ttiativelyshallow, fbr trundation deign orfiy„ Based on our present imowledgeof
the subsurthee conditions at the site, it cannot be said fin certain that sinkholes will not
develop, The risk of fixture ground subsidence on Lot S-8 throughout the service Life of
the pv,iposed residence, in our opinion, is low; however, the owner should be made aware.
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moisture cor ditions and light loading, and a minor to ow collapse (settlement under
oonstant load) or ..expavAs ion potential when 1,,pteii undor a constant light surcharge. The
sarripizs Wffe, mode,ratly carnpre5sible wider increased loading after w•L'iling.
No free water was encourAered in the boring at the title of drilling and the subsoils were
sligl.r.ly moist.
FaikINDATI ON A:RING C.01q1.-Ffil1'elS
The upper silt and clay soils appear to possess a collapse or expansion wI1.1 wetted which
could result in movement of footings hearing on the soils if they become wetted. Surface
runoff, 'landscape igatici, aid utilitylealcage are possible sources of watcr -which could
f..a,...1se vetting. A love risk alternative wouldtz..- to place the foundatc.on ent1y on the
underlying relatively derse river gra,feLg or remove and replace a certain depth of silt and
day soils with corn -oar -td nhwafill. The subgradc should be obsei-vd .fbr beafing
conditions and fitrilvar ovaluatul for setticmeat potential at: the time of constrvictioa. If 2.1
deep f-.iclation d.lo/!J 0 river gravels is proposed, we should bf con:fa:fed for additional
e.,,m Natio n ad r ezorarl.-Aenda0ons.
DESIGN -RECON.Thia.1\11).4'f,TICSI\-1S
rc.!isp.(1),ATIONS
Considering the, subsurface conditions nco-untered in the exploratory b-ofings and the
nature othe propos.-(td coastruii!on., the building bz.foorkled \trial Spreaotthgs bthg
on the-, natursubs-o ilsOr..1 compacted rAural 11.1I with o. risk of settloratnt.
ti.zign and conslruction uriteria pr,z,seritcd below should be observal for ' sorea.d
toLing foundation system,
I)
Footings paced on the natura ;oils should be eosert. €r a
prrn!tre of 1,200 E Bpsed on axpexience, we expect
initial settleramt of footings designid and constructed as discussed in this
section will be about 1 inch or less. nate ouid be additional setderdectt if
the silt and clay soils b -eco me wetted. The movt.-nient would be differential
oVi,lo.XV41.W\
atid (*old be about 1/2 to I 1/2 iriches. for a wetted depth the order of 10
foot below looting bizarinit,,, level.
2) The footings should have a minimum width of 29 inches r continuous
walls and 2 feet far isolAteti pads„
3) Exteri.01. footings and !botins beneath un.hated as should be provided
with adequate soil cover above their bearing clevadon for frcsi prot<iction.
Placement Of foundations at least 36 irtnhes below exterior gatde
t3rpir,•,uliy used in this iLye.
4) Continuous fotadation walls 8hould be minforced top and bottom to span
local anomalies such as by assuming an unsupported leng,th of at krast 14
fbet„ eon:a-dation walls acting 1,25 retaining structures should also be,
desit.ped to resist iated-a1 earth prmaire,s discussal n th.: "Foundation
Retainint seatien crbiq report_
5 Tho topsoil, existing fill ad any loose or distuthed soils should be
t-datoved and the fboting heariag loveexte,atled down to the natirml.
if the silt at -id clay soils are removed to redme the settleatieot -tto
design baring level min be re --established with comptlored st.: •
The fI hould be a granular arateTial sudi as 'A inch road ba sz (;':,DOT
Class (i) axid C4),FftrigrikA to at leEtqf 9g4 .of standard Proctor dcusity at a
moisture conterit near oplirnuat. The fill shoutd stead late-fa:Fly
the I -toting e distance at 1strttioal to L depth at fiU below aite Thettrtg.
Structural fill plae!ed •to reduce the seitlemerit 1-isk .shouki be at least 3te-et
deep below the .€<_-) o tin 2:t..3
rople,lentntive of the geotechnic..1 engineer should Obstry-e, oill: footing
Ertco_antiom prior to concrete placement to evaluate beat conditions_
FolJIND A_Ti 0.M AND R.ETI.1_1 1:4 WALLS
Foundation walls and retaining structures which are laterally s-opporti,.(2 anti(.,ati be
e_xpected torlgo only a slight ah-lou.at oUdcifiKtion should he dmignai for a latetal
earth pressure coMputed ou the basis of an equivalent fluid =it -weight of a T,
fOr backa consisting of the on-sis.0 soils anti levereA retiining sti-actum which are
separate .5'0.131 the reSidenee and can be expected to deflect sufficiently to mc bilii?;e the full
active presswe f,-oriclition should he d-113 tbr ieteral enh pr'LLE4 COIWilted
,301-) No, 13 420A
- 6
on the basis of an equivalent fluid unit weight oft le,!..;L 50 pcf for bac-kfill mnsistinki,of
the on-site soils. Backfili ttoiild not contain vegetation, topsoil or ovm-size.d rock.
Ali fowidat ion and retaining structures should be desigiNtfbr :;A:/propriate hydrostatic acid
surailvfxge prf--zsitres such as adjacent footings, tragic, tionAtuction materials anti
t-Aguipment. The pre,...ttres tea:Amended above aSSLITYle tinkled cOnditicms behind the,
walls and a hntizorital backfill sprEge... The buildup of water bEhind a wall or an upward
sipping bckt5L utface. will inermse the lateral pt,msgure imposed or a foundation wuli or
retaining siaucture. An widertlrain should k provided to revent ilycirDsiatie prera•ore,
buildup behind wails.
laack-fill shalt b.nplacal in unit:Orli! lifts 4.1ild compacted to at /eat 9O ofUimaXinitlill
standard Proctor ,desLNity- at a moisture Conte:at i_vear optima:cu. 13a...7.14:fill in pave.i.w.:nt and
walkway at 8 Siltlinti b coinpactrY.I to at lent 95% of the illaXimant standard Protor
density. Care SII0iid .be takc.-ri not to ovescorapact the backfill or use large equipment
thc wall, since I.:1 -.6s cou.ki cause latemi pressure,- on thc- wall,
Sett I e ;Tent of c.14.,ep ft-ittniation Wan ba C11, -.r/ I 5'1101.11d be vApecited„ marl if the sontezial is
piRIX•711 rOtTet;tiv, iidi',01:21d re:SUR in distress to Pecihties constructed an the hack:fill.
Tho Lat.ercit i-istance of n (tat f011 o.c tdaiii-iiitg wall footings 1,X,q 11 be a co int) ination of the
idircisifltattee of ale foot:Lug,on Lhe fotaliAtition Materials arid: passive earth r.)ressure
against the side o f the footing. Resistance. to sliding at the bottoins. of the ibotiligs can be
t7.1,-,dctiiatc-!-A based nn a coefficient of frii::tion of 0.30 for thf; clay soils and 1.14.5 for the
Pve pressuTe of -compacted. 'backfill against the sides orthc footings irI be
caRmlatt1 tisiAt.-,, an t'.tfttilvt-0,2:irt avid unit vici< of 3$0 pcTE Th -tri (2.:;,',,zt,r3iE of friction
and oassivc pressure va1ue, reconirnenciai above aaiutrie vitittlate so ,..rerliff,th, Stnbie
factors of safety shoo be hich.-Ided inthe design to lima the strain_ which will oCC4if d'at
the ultimate stp.Ingitt, patticularly in the case of passive resistanc. Fifl p1&xx.-1 againsi lihf;
5ki,53 of the footings to rosist ',4acral LITAtis should be compacted to at least 95'Y; of the
irgaiCiri4Dra StardaN Proctor dtasity at a rno iStttie contimt mu optimum.
FLOOR. SLM3S
The natural soils, exclusive oftopsoil, cm be used to support lightbi loaded 511lb-oft-grade
construettion, The Ltt tied clay :soils possess a settlement imgentiai when wertIod which
lob No, n3 420A
could ru1 inslftb movement and (listless if the bcaring soils becomt ,-,1,1J1d„ The risk ol?
slab move -mew call be reduced by rerrovingtilL2; silt and clay so its and placing at least 3
fee of compacte:d stuuctuial fill, su(it Yowl' base, below the slab. To reduce the effects
Some cliffemtial movement, & or slabs s.hould be separa:ted from all bellying walk and
co brims with expansio.n joints whith allow unrestrained vertical 1110V0111Ctit. Floor olab
control joints shoiqd bc used to reduce darnage due to shrinkage cracking The
roquirements for Joilt cipacing and slab roiriforcement shouid be established by the
des i zr.,n- be on e,,Kpzriem4 and the intended slab use. A minimum 4 inch Llyei of sand
and gravel, such a road base, Aiouki be placed beneath inte.rior slabs-on-zrade fOT
subarade support_ This material should(.3n.sist of rainus 2 inch ail.gr,.::gale with at kia.st
50%r-z!tain.,,A1 on the No, 4 sieve and less than 12°A rfa.ssing the No, 200 ,skve,
-29.11 ilia:t-Ws for suppor o.UfIoo:c stabs sl.K)-EM hconipaotT.td to at least 95% of
ium standard Proctor density at a wistmcnntnn Deal optimum_ ,RJ:=...quir,,-A-1 fUl,7-_111
consist of theoitc soils ar imported granular materint devoid of veae',:,atica, topsoil and
oversized rock.
r3 "r% in A 1-3 '-
1 t
Ali' -bough wale'r was .not cnoctunt,yr,T,dduiig our .has been our
expzi-ierv:e in the arca that kyr:al yi:Irche,d duriiip: dines of iev
piecipitation or seasonal. niiiot FrO2eD ground during spring offcan create a perched
condition.
e QCOMMend bc10coast sucil as zetain.o.c.
1:tild617(liain
AA). urid&drain system, for ora-wispacc Ei.r;TeS nwer thnabout 4
•fit should not T 2d provided exarior wall barLizEll is pro pctrly c.ORWacted and a
positive sioN away from the rcsidenne is zirtiiitained,
if iastallcd, the drah-ls should consistl)fdrainpipe pJaced in the bottom of the wait backfili
51,171104.rfified a;.-ove tb,.•?,‘ invest Itwel withe-drainirlic-sgiFIDAtir material. Th .t' di-aLn should
be placed at ezdi ley& of exnavation ad at eat 'fbot below lowest adJacenl finish
grade. and sloped .at atn_idimum 1% to 3 suitable gravity outlet., Free -draiuin g gmnuiar
_material. uzd n the Imdurtirain systiam should contain is than 2% passing the No,, 200
r; ess Ulan 5.054') passing the No, 4 sieve and have a maxi:MUIR size o C2 itiCil,,c2S. The
drain gravel backfill should be at least 1V2 t deep, An impervious zni:trkthrane, sucb ns
Job No. 113 4120A
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LEGEND:
SILT AND CLAY (ML -Cl..): sandy, with scattered gravel and few cobbles, stiff to very stiff, slightly moist, light brown
to brown, slightly calcareous, roots and wood debris at Boling 2 in upper 5 feel.
SAND AND GRAVEL (SM -GM); silty, with cobbles, possible boulders, mer dense, slightly moist, red-bsown.
Fielatively undisturbed drive sasnole; 2 -inch ID. California liner sample.
Drive sample standard penetration test (SPT), 1 3/8 inch 1,D. split spoon sample, ASTM D-1586.
Drive sample blow count; indicates that 17 blows of 11.10 pound hammer falling 30 inches were required to drive
17/12
the California or SPT sampler 12 inches.
NOTES;
1. Exploratory borings were drilled on October 30, 2013 with 4 -Inch diameter continuous flight power auder.
2. Locations of exploratory borings were measured approximately by pacing from features shown an the site plan
provided.
3. Elevations of exploratory borings were obtained by interpolation between contours shown on the site plan provided.
4. The e.xploratory boring locations and elevations should be considered accurate only to the degree impEald by the
method used.
5. The linos between materials shown en the exploratory boring logs refx&sent the approximate boundaries batmen
material types and tranSitlanS may be gradual,
6. No free water was encountered in the borings at the tirne al drilling. Fluctuation in water level may occur with time.
7. Laboratory Testing Results:
WC Water Content (%)
DD = Dry Density (pof )
-200 = Percent passing No 200 sieve
113 420A
9 e(6teCh
1-PAVitA14 GMTECIWiCAL
LEGEND AND NOTES
FIGURE 3
Moisiure Content = 11,4 percent
93 prf
Sample of: Sandy Silt and Clay
From: Boning 1 al 2 Feet
Dry Density =
Compression
upon
wettin
1.0
APPLIED PRESSURE ( ks()
100
SWELL -CONSOLIDATION TEST RESULTS FIGURE 4
COM]r RESS(QN -
0 1
u?
La„ tr 2
0
13 420A
Moisture Content — 6 4 pF;(rf r it
Dry Density = 108 pc?
Sample of: Sandy Silty Clay
From: Boring 1 at 10 Feel
Eal5Rn man
upnn
a1 �1 tri 1
0,1
1,0
APPLIED PRS SStJFIE ! ksf )
100
Moisture Content = 7.0 percent
Dry Density 108 pcf
Sample 0;: Sandy Silly Ciay
From: Boring 2 al 15 Feel
o movement
iipon wo?11rg
APPLIED PRESSURE (ksf )
SWELL -CONSOLIDATION T G.ST RESULTS e ARE
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE 1
SUMMARY OF LABORATORY TEST RESULTS
SAMPLE LOCATION
BORING
DEPTH
{ft)
NATURAL
MOISTURE
CONTENT
{%)
NATURAL
DRY DENSITY
(Pcfl
GRADATION
GRAVEL SAND
{%)
1
2
11.4
93
5
6.1
103
(%)
PERCENT
PASSING NO.
200 SIEVE
ATTERBERG LIMITS
LIQUID LIMIT
I%)
PLASTIC
INDEX
{%)
UNCONF
COMPRE
SIREN(
(PSF
66
10
6.4
108
2 2
14.1
107
75
15
7.0
108
Job No, 113 420A
NEO
SIVE
TH
SOIL OR
BEDROCK TYPE
Sandy Silt and Clay
Sandy Silt and Clay
Sandy Silty Clay
Sandy Silt and Clay
Sandy Silty Clay
i