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SOII.S AND FOUNDATION INVESTIGA]ION
VAIL COMMONS VILLAGE
VAIL, COLORADO
CTL/THOMPSON, INC.
CONSULTING ENGINEERS
SOILS AND FOUNDANON INVESTIGA]]ON
VAIL COMMONS VILI.AGE
VAIL, COLORADO
Prepared For:
City Market Food & Pharmacy
P.O. Box 729
Grand Junctlon, CO 81502-0729
Job No. GS-1748
January 17, 1996
CTL/THOMPSON, INC.
234 cENrER DF*'E r GLENwooo
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TABLE OF OONTENT
SCOPE
SUMMARYOF CONCLUSIONS
SITE CONDITIONS
PROPOSED CONSTRUCTION
SUBSURFACE CONDITIONS
strE EKcAvATtoN AND BFACING
FOUNDAT1ON
SLABONGRADE FLOORS ANO PARKING GARAGE SLAB
BELOW.GRADE CONSTRUCTION
EARTH RETAINING STRUCTURES
PAVEMENTS CONSTBUCNON
LIMITATIONS
FtcuRE 1 - DEvELoPMENT PLAN
FrcuRE 2 - LocATloNs oF TEsr HoLEs
FIGURES 3 THROUGH 6 . SUMMARY LOGS OF TEST HOLES
FIGURE 7. APPROXIMATE AREAS OF ARTIFICIAL FILL
FIGURE 8. ESTIMATED CONTOURS OF DEPTH TO BEDROCK
FIGURES 9 AND 10. APPROXIMATE D(CAVATION DEPTH
FrcuRES 11 THRoucH 14 - cFoss sEcrloN
FIGURE 15. RECOMMEND OESIGN EARTH PRESSURE LOADS
FrcuRE 16 - pENETBATIoN vs' PIER cAPAclrY
FIGURE 17. EXTERIOR FOUNDAT]ON WALL DRAIN
FIGURES 18 THROUGH ZA ' GRADATION TEST RESULTS
TABLE 1 . SUMMARY OF LABOFATORY TEST RESULTS
TARKET FooD & pHARMAcy
1
1
2
3
3
4
6
9
10
11
11
13
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SOOPE
This report presents the results of our soils and foundation investigation for
the Vail Commons Village in Vail, Cotorado. We explored the subsurface conditions
at the site to provide loundation design criteria. The lnvestigation was conducted in
accordance with our proposal No. GS-96-103 dated January 5, 1996. This report
Includes a description of the subsurface conditions found in our exploratory borings'
recommended loundalion systems and geotechnical design criteria for them and
recommended pavement sections for automobile drives and parking areas. The
report includes geotechnical criteria for various details inf luenced by the subsurface
conditions. This report was Prepared from data developed during our lield
exploration, laboratory testing, engineering analysis and our experience with similar
conditions. A summary of our conctusions is presented below. lf the design
changes, we should revise our recommendations to conform with the design.
SUMMARYOF CONCLUSIONS
1. Our exploratory borings penetrated a thin organic clay layer or man
made fill underlain by O to 3 feet of sandy to silty clays with gravels
underlain by silty to clayey gravels with cobbles and boulders above
sandstone bedrock at about 10 to 18 feet below the existing ground
surface. Practicat dritl rig refusal occurred in most borlngs at
approximately 5 leet into the bedrock. Free groundwater was not
found in our exploratory borings the day of drilling. Borings were
cased with slotted PVC pipe to allow luture water measurement.
2. Excavations for the residential building basements, City Market Food
& Pharmacy structure and parking garage should be braced or
properly sloped to avoid undermining existing building foundations
and lessen settlements of adiacent sidewalks and roadways'
Groundwater witl not pose limitations for the proposed below-grade
construction.
3. The residential buildings can be founded with footings bearing on the
natural gravets. The proposed City Market Food and Pharmacy can be
founded with drilled piers penetrating the sandstone bedrock or with
footings on the bedrock. The parking garage can be founded with
tootings on lhe sandstone. Residential buitding basement floors and
the Ciiy Market Food and Pharmacy store floor slab can bear on the
natural gravels. The parking garage lower level can bear on the
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4.
sandstone bedrock or natural gravels. A gravel levellng couree wlll be
needed atop the naturat gr"uj" and san-dstone bedrock'
Exisring man made fill and organic soils should.,]-' jiTr"lil,ilil
below new construction. The near surface
treatment and compaction, the native gravet:':1; the sandstone
bedrock are suitable for supporting p"u.rnJnic adJacent to. the
residentiat buildings localed on the eastern "nl-iitrta
of the proiect'
Betowgrade walls should be designed and corralructed to resist
lateral earth pressures.
Good surlace drainage should be maintained at all llrnea to reduce the
risk ol wetting of foundation soils. rorna"ii"n dralns should be
installed around below-grade construction.
5.
6.
SITE CONDITIONS
The Vail Valley Commons/City Market Food
West Vall, Colorado. Access to the site is via the
Chamonix Lane borders the property to
buildings beyond. A bike path and the
property to the south.
and PharmaoY elte ls located In
l'70 North Frontage Road' The
the north with multlJamlly resldential
l-70 North Frontage Foad borders the
site is an approximately 6 acre parcel. The Burgess Building lc adJacent to the
property to the east, a shopping center is adjacent to the property to the west and
The site appears to have been overlot graded In the pao''
construction of Chamonix Lane is along the north part of the property' A second
the paot.Flll from lhe
area of filt appears to be along the central part of the south property boundary'
Numerous boutders up to 6 feet in diameter are on the ground surface along the
north and south property boundaries. Ground surfaces at the slto are comparatively
flat to gently rolling and slope down to the southwest at gradee measured and
visually estimated at 5 to 10 percent. Vegetation consists of gracees and weeds'
At the time of this investigation the site was covered with approxlmately 2leet ot
itr-l
PBOPOSED CONSTRUCTION
We understand the project is planned for a mixed use development consisting
of Tor sale'affordable housing units in 9 buildings (mostly 2 story with parking
underneath) on the east one-third of the property, on the central one-third of the
property a 65,000 square feet of supermarket and other commercial space, with
employee rental housing units and a day care center above. A 2 story concrete
parking structure with 6,000 to 8,000 square leet of commercial sPace on the upper
level at the northwest corner of that structure will be built on the west one-third of
the property. Figure 1 shows the development layout.
The City Market Food and Pharmacy Store lloor slab planned at elevation
7962 will be as much as 15 feet below the existing ground surface. The lower level
slab of the parking structure will be at elevation 7948 to 7950 which will require
excavation of about 4 to 22 feet below the exist ground surface. The City Market
Food and Pharmacy structure upper level and the ground level deck of the garage
will most likely be post-tensioned concrete or pre-cast, twin tee units. The structures
walls may be pre-cast concrete or cast-in-place concrete. The residential buildings
and day care building above the City Market Food and Pharmacy store, commercial
buildings on the ground level of the parking structure and the buildings for
affordable housing may be masonry or wood frame construction.
We anticipate light foundation loads to be associated with affordable houslng
unit buildings. Foundation loads for the City Market Food and Pharmacy structure
will likely range from 225 kips to 600 kips. Foundation loads for the parking
slructure will likely range from 200 kips to 560 kips.
su&suRFAcE coNDtt]oNs
Subsurface conditions were investigated by drilling eight (8) exploratory
borings during our pretiminary investigation and fourteen (14) exptoratory borings
during the fietd investlgation to prepare this report. Locations of exploratory borings
ffig-*&Pr{ARMA.Y
are ahown of Figure 2. The exploratory borings were drilled to refusal with a 4-inch
diameter continuous flight, truck mounted power auger. Test Holes 2, 3 and 7 were
re-entered and advanced through the native gravels with cobbles and boulders into
the underlying bedrock via rotary core drilling techniques the day after solid stem
drilling. Samples were obtained using a California type sampler (2.5-inch O.D.) and
a standard split spoon sampler (2.O-inch O.D.). The sampler was driven Into the
aubsoils with blows of a 14O-pound hammer falling 30 inches. Our engineering
geologist or laboratory/field manager was on-site during drilling to log the soils
found In our exploratory borings and obtain samPles. Graphic logs of the soils
lound in exploratory borings and results of field penetration resistance tests are
presented on Figures 3 through 6. l-aboratory test data are Presented on Figures
18 through 24 summarized on Table l.
The exploratory borings Penetrated of a thin organic clay layer or man made
fill underlain by 0 to 3 feet of sandy to silty clays with gravels underlain by silty to
clayey gravels with cobbles and boulders above sandstone bedrock at about 10 to
18 feet belowthe exlsting ground surface. Practical drill rig refusal occurred In
most borings at approximately 5 feet into the bedrock, Free groundwaler was not
found In our exploratory borings the day of drilling. Borings were cased with slotted
PVC pipe to allow future water measurement. Approximate Areas Of Artificial Fill
are shown on Figure 7. Estimated Contours Of Depth To Bedrock are shown on
Figure 8.
STTE EXCAVATION AND BRACING
Excavations to reach foundation elevations for the parking garage will be 4
to 22 feet deep. Excavation of nil to 9 leet into the bedrock is anticipated. We
believe the upper 2 feet of the bedrock surface can be excavated with a D€ dozer
with a ripper blade. The sandstone bedrock lrom 2 feet below the bedrock surlace
will likely require blasting. Based on drilling information and our experience we
estimate that the blasting depths can be controlled to within approximately 1 foot.
Subsurface cross sections have been provided as an aid to estimate of the quantity
1IARKEI FOOO & PHARIIACY
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of eandstone bedrock that will require blasting. The actual quantity to be blasted
wilt likely vary from any estimale. Excavations required to achieve foundation
elevations for the City Market Food and Pharmacy structure witl llkely be Into the
natural gravels. Excavations lor the residential building basements on the eastern
one-third of the site will likely be into the clays and gravels. We anticipate
excavatione Into the naturat clays and gravels can be accomplished wlth heavy
construction earthmovlng equipment. Approximate Excavation Depth For The City
Market Food and Pharmacy Structure and the Parking Garage are shown as Figures
9 and 10, respectively. Cross Sections showing the planned foundation elevations
and sandstone bedrock surface are shown as Figures 11 through 14.
The near surface gravels are medium dense to very dense and appear to be
moderately cohesive. We believe the gravels can be excavated with conventional
excavation equipment. The gravels will likely classify as Type C soils based on
OSHA's definitions. For excavations tess than 20 feet deep, OSHA recommends that
excavation slopes be no steeper than 1.5:1 (horizontal to vertical). Because the
proposed City Market Food and Pharmacy structure and parking structure will be
constructed adjacent to existing streets and property lines, we believe sloping of the
excavatlon is likely not feasible and temporary bracing will be requlred to allow
construction in deeper parts of the excavations.
We have considered three bracing systems for this site including cantilever
type retaining walls, conventional soldier beams with wood lagging and soils nails
with a wire fabric or chain link reinforced and grouted excavation face. Tieback
anchors may require an easement and potentialty could interfere with existing
utilities under adjacent streets and parking areas. Internal bracing schemes present
problems with restricted access during construction. Driving steel piles for soldier
beams will produce subslantiat noises and vibrations. At this writing we believe soil
nail tie-backs with a reinforced and grouted excavation face may be the best
approach.
lf the city Market Food and Pharmacy store and the perimeter wall of the
parklng structure will be constructed tmmediately adjacent to the property llnes or
streets, the bracing system may need to become a part of the permanent below-
grade walls. Footing foundations may not be feasibte for this condition as footing
excavation wilt either be timited by the bracing system or undermine the streets'
sidewalks and alley.
We recommend cantilever type bracing systems designed for the 'active
casen be designed for a tateral earth pressure of 40 pcf equivalent lluid density. For
internal bracing or tieback bracing systems, the design earth pressure should be in
accordance with Figure 15. These design €arth pressures do not include allowances
for either hydrostatic pressure or surcharge loads from sloping backfill, traffic or
adjacent structures. Bracing systems designed for these pressures will experience
some deflections and our experience indicates there is always some near-surface
ground movement associated with these systems. As a result, it will probably be
necessary to reptace pavements, sidewatks, and curbs adjacent to the excavations.
FOUNDATION
We anticipate excavations to planned toundation depths will expose gravel
at the residential buildings and City Market Food and Pharmacy structure.
Sandetone bedrock is anticipated at the parking garage lower level floor slab. The
City Market Food and Pharmacy structure and the parking garage should be founded
on the sandstone bedrock.
The residentiat buildings excavations on lhe eastern one-third of the site will
expose the natural gravets. The residential buildings can be lounded with footings
bearing on the natural gravels.
Foundation elevations for the city Market Food & Pharmacy are planned at
elevation 7959. Cross sections showing the ptanned bottom of footings and
subsurface strala indicate that the naturat gravets with boutders and cobbles vrill
TARKEI FooD & pHAnuAcy
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occuratp|anned|oundationgrades.Thebedrocksur|aceisestimatedat3toT|eet
below the planned bottom of foundation elevation' We recommend that the City
Market Food and pharmacy structure be founded on drilled piers which penetrate
the bedrock.
Foundation elevation for the parking garage are planned at elevation 7946'
Acrosssectionshowingtheexistinggroundsurface,theestimatedbedrocksurface
andtheplannedbottomo||ootinge|evationlndicatethatsandstonebedrockwillbe
exposedbe|owthemaiorityofthestructure|ootprintatfootingelevatlon.ThE
parking garage can be founded with footings bearing on the sandstone bedrock'
We suggest the following criteria for footings'
1) Residential Buildings
Spread footings bearing on the natural gravets may be deslgned lor
a maximum toit presSnie ii epoo p-"t' soils loosened during
toundation excavations-Jiit'iii!- ptcess should be removed prior
to pouring the concrete.
Exterior footings should be provided with at least 42 inchee of cover
for frost protection. nJro""iuuirding department may require greater
cover.
We recommend reinlorcement of all continuous foundation walls' We
suggest walls be designed to simply span over an unsupported length
of at least 1O feet.
Minimum footing sizes are recommended -to avoid problems with
localized setttement- ;;;;;;;;d foundation wall footings be at
teast 1G inches tio" "#iJ;i;J;;fi"
pads be constructed at least
2 feet square.
Footings should not be placed on loose soils' Each excavatlon should
be observed Uy o* Jfice to determine the proper bearlng and
foundation condition.
City Market Food and Pharmacy Slructure
1. Piers should be designed lor a maximum allowable end bearing
pressure of so,o6o pJinO
"n
maximum skin friction value of 5'000 psf
1.
2.
4.
2l
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4.
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Piers should be steel reinforced the lull length of the pier'
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tull time basis'
Parking Garage
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during foundatl
;;i;;it Placins the concrete'
2
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Lround the lor
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suggest warll
at least 12 teet' The reinforcement s
structural engineer'
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teastloincheswidean"';il;; sizes are r
2 leet equare' tstg'
l*u-"-tuoi f"ads of the building'
Footinss shoutd nor. be placed "f l9?::i::',13';riiil-'il;nT:::
should be observeo oy our oflice to determtnr
foundatlon condition'
SLABON€RADE FLOORS AT{D PARKING GATAGE SLAB
Lower|eve||ivingarea||oorsintheresidentialbui|dlngsandtheCityMarket
Food and pharmacy store ftoor wilr be ","0"-lor*;.;"
lower level floor of the
parking garage wilt also be a stab-on4rade. ;;;";-"t"vations ol the residentlal
buirdings and the supermarket we anticipat";;; g'"utt"' The excavation to
reach the garage structure lower level will ";""; to",,, sandstone bedrock and to
a resser extent the naturar gravers. *" ^",,"" nt"""," or eandstlne bedrock are
sultable to eupport slab-ongrad. "on",ru"oo-n]
to "vota
dilterentlal gettlement
problemsbetweenslabon4radelloors*o"o'""""t"ot"*"na'wallssuPPorted
by foundations, slabs "ttouta
be separatet;;;;all and columns by a lolnt
whtch a'ows free verticat movement. o.,.,o,n". n;;;;;t nature ol the soils at this
aite, column and wall settlement should t"""''"tin" dead loads are applled during
constructlon.Dif|erentialsett|ementuaweenslabsandco|umnsmaybereduced
byde|ayingtheconstructiono|s|absunt||"n",,n"gg|g]trlrslupperf|oorsygtem9'
and the roof have been constructed. we r"lor|n"no Porrring
ground floor slabs as
late as possible in the construction sequence'
A|ayerotgrave|toactasa|eve|ingcoursewi|||lKelybeneededbetweenthe
naturar gravers and the srabs-on-grao"";;;;:",i"t o'"ot"n rloor slabs and city
MarketFoodandPharmacystore||oor.A
.inchthlck|ayerof.|reedraining.
washedrockshou|dbep|acedbetween.n"go*.and/orsandstonebedrock
subgrade and the concrete garage lloor in tt " p]'ri''tg gtructure' Tlre gravel should
be connected to the be|ow grade o,"in "r"ng
.h" n"J.n" structure perimeter.
CITY TARKET FOOO & P}IARIIACY
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BELOWG RADE CONSTRUCTION
Be|owgradewal|swhichretainearthshou|dbedesignedtoresist|atera|
earth pressure' The design earth pressure is dependent upon the rigidity or
constraintofthefoundationwa||s,typeands|opeolbacklilIanddrainageconditions
behindthewa||s.Werecommendbelowgradewa|lsbedesignedtoresistan.at
rest,|atera|earthPresgureof45pc|equiva|entfluiddensityiton.sitegrave|sfrom
siteexcavationsareusedasbackli||.Thedesign|atera|earthpressuredoesnot
inc|udea||owances|orhydrostaticpressurebehindwal|s.Theback|i||shou|dbe
compacted to at least 9o percent of the maximum modified Proctor dry density
(ASTM D 1557) alter moisture treatment to with 2 percent of optimum moisture
contenttoreducesettlement.Thewal|sshou|dbemonitored|orbowingand
crackingduringtheback|il|process.Ta||erwa|lsshou|dbebracedorbacklil|edon
theinsideandoutsidesimultaneous|ytomitigatethepossibi|ityo|de||ectionand
cracking.
we did not lind groundwater in our exploratory borings' we anticipate
groundwatermaytravela|ongthetopofthebedrocksurfaceduringthespr|ngo|the
year.Werecommendthatdrainsbep|acedaroundlowerlevelwalls.Thedrainpipe
shou|dberigidPVCpipewithdri|ledho|esorslots.Atypicalwalldraindetai|is
shownasFigurelT.Thedrainshou|dbea|ongtheperimeteroftheCityMarket
Food and Pharmacy structure and the parking garage' A section of the drain will
a|so|ike|ybeneededbetweentheCityMarketFoodandPharmacystructureandthe
parking garage' A drain network to carry away water trom below the parking
structure lower level lloor should be installed' We believe a network of 3'inch
diameterplasticpipedrainsembeddedinwashedrock|eadingtoapositivegravity
discharge or a sump pit with a pump wourd be appropriate' The pipes would need
tobeperforatedandbeddedandcoveredinc|eanwashedrock.Wevisua|izethe
lnvert of the drain pipes about 4 inches below the lower level parking floor'
CII.Y UANKET FOOD & PIBRMACY
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EAFTTI RETAINING STRUCTURES
Free standing retaining etructures may be requlred'Retaining walls that
on the natural soils
footing concrete and the ground ol 0'45'
Retainingwal|swiltbesubiectedtolatera|earthpressure|romwa|lback|il|
andsurcharges.The|atera|loadonthewa||isa|unctionotwa||movement.lfthe
wall can move enough to mobilize the internal strength ol the backfill' with
movementandcrackingofthesurfacebehindthewa||,thewa||canbedesigned|or
theactiveearthpressure.|fgroundmovementandcrackingisnotpermitted,the
wall should be designed tor the .at resto earth pressure' we suggest 40 pcf
equiva|entf|uiodensitybeusedtodesign|orthe,active.caseand45pc|equiva|ent
f|u|ddensitybeusedtodesignfortheuatregt.case.Anequiva|ent|lu|ddensityo|
25opcfcanbeusedforthe.,passive.case.Werecommendbackti||behindretaining
warrs be the on-site *":::':": l::tj:"H:: ilffi;ffi;T:::;];1
least 9O percent of modified Proctor maxt
backfi||otherthantheonsitegrave|sisusedweshou|dbeinformedtoprovidenew
lateral earth pressure criteria' kteral earth pressure values do not include
allowances for sloping backfill' hydrostatic pressures or surcharge loads' A
foundationdrainshou|dbep|acednexttothefootingofanyretainingwa||.
require a loundation can be founded with lootings :::::t
ffi: l":""':;um so' bearins pressures sim'ar to that provided for
. ---rrt^t^'rr r.t frlctlon betWeen
:;:.';ffi;:,r,"n ,"*o"tions. we recommend a coefficrent or rrictlon between
PAVEMENTS CONSTRUCNON
Parking and drives for the resideniial buildings will be built on a gravel
""onr"-.":";t";;t"';
ofier excellent support for the drives and parking'
Sampleso|thegravelsweretestedinour|aboratoryandresu|tsdetermined
16 to 19 percent sirt ana clay size particles (passing the No' 200 sieve)' samples
11
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were non liquid and non plastic' The samples were classified as A-24 by the
AASHTO classlf ication system'
An equivalent dally load applicatlon (EDIA) of I which represents a design
equlvalent slngle axle load (ESAL) of 58'400 lor a 20 year design period was used
todeterm|netherecommendedpavementsectionsforautomobi|epark|nganddr|ve
area3. Based on our calculations, we determined that 5.0 inches ol full depth
asphalt or 3.0 inches of asphalt underlain by 5'0 inches ol compacted aggregate
baseisappropriatetorautomobi|eparkingordriveareas.Werecommendthefu||
depthaspha|tsection.Areasofheavytrucktraffic,deliveryrampsandtrashpick.up
areas should be paved with 6'0 inches ol Portland cement concrete'
PriortoPaving,theentirepavementsubgradeshou|dbescari|ied,moisture
conditionEd to between 2 percent below and 2 percent above optimum moisture
contentandcompactedtoat|eastgOPercento|modifiedProctormaximumdry
dens|ty(ASTMD1557).Fi||be|owpavementtoachievethesubgradee|evatlon
ehourd be moistened to between 2 percent berow and 2 percent above optimum
moisture content and compacted to at least 95 percent ol AsrM D 1557 maximum
dry density. Betore placing base course' full depth asphalt or concrete' we
recommendtheentiresubgradesurfacebeproofro||edwithaheavy(18k|ps/ax|e)
pneumatlc tlred vehlcle such as a loaded ten wheel dump truck' Areag whlch
de|ormexcesslve|yshou|dbeover.excavatedandrecompactedorothenrise
stabilized.
Concretepavementwi||requirecare|u|materialandconstructioncontro|.
Concreteshou|dhaveaminimumModu|uso|Rupture(tlexura|strength)o|6o0ps|.
A|aboratorymixdesignshou|dhaveacompressivestrengtho|at|east3750ps|.
WerecommendtheconcretecontainaminimumofS.Ssacksofcementpercubic
yardandbetween5andTpercententrainedair.Co|oradoDepartmento|
Transportat|onC|assPmixshou|dsatis|ytheaboverequirements.|facomb|nat|on
section|sused,theaggregatebasecourseshouldhaveaminimumRva|ueof78.
Thebasecourseehou|dbemoistureconditionedtonearoptimummoisturecontent
CITY UARKEf FOOD & PHAFMACY
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and compacted to at least 95 percent of maximum modilied Proctor dry density
(ASTMD1557).Aspha|tshou|dhaveatota|resistance(Rt)o|at|eastgSandshou|d
becompactedtog5percentmaximumMarshaldensity.Werecommendtheaspha|t
bedesignedwithat|eastl65opoundMarsha||Stabi|ity.Theoi|content,voidratio
and gradation need to be considered in the design'
Theprimarycauseo|earlypavementdeteriorationiswaterin|iltrationintothe
Pavementsystem'Themoistureusual|yresultsinsoftsubgrade'andeventual|y,
|ai|ureolpavements.Werecommendthatdrainagebedesignedforrapidremova|
ofsur|acewater.Curbandguttersshou|dbebackfi||edandbackfi||compactedto
reduce ponding adiacent to pavements' Final grading of the subgrade should be
carefully controlled so that the design cross slope is maintained and low spots in
the subgrade which would trap water can be eliminated'
Routinemaintenanceisnecessarytoachieve|ong.term|i|eo|thepavement
eystem.||thedesignandconstructionrecommendationscannotbefo||owedor
antlclpatedloadingsareconsiderablydifferentthanwhatwehaveassumed'we
should be contacted to review our recommendations'
UMITATIONS
ourexp|oratoryboringsweredri||edtoobtainareasonablyaccuratepicture
ofthesubsurfaceconditions.Variationsinthesubsoilconditionsnotindicatedby
thebor|ngscanoccur.Footingexcavationsshou|dbeobservedbyarepresentative
o|ourfirm.Dri|ledpierinsta|lationshouldbeobservedbyarepresentativeo|our
tirm on a full time basis' Site preparation' compaction of site grading fill' utility
trenchbackfi||,unders|ab|i||andPavementconstructionshou|dbeobservedand
tested.
This investigation was conducted in a manner consistent with that level of
careandski||ordinarilyusedbygeotechnicalengineerspracticinginthisareaat
this time. No other warranty, express or implied, is made. lf we can be of further
13
MARKET FOOD & PHARMACY
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Fill, silty, gravels, loose, slighilymoist, brown or tan.
Clay, sandy, silty with gravels,me-dium stiff to stiff, rioist,red-brown or brown iCL).
Gra_vel, silty to clayey with cobblesand boulders, mediuin dense tovery dense, moist. red-brown oror brown (GM,GC).
Bedrock, Sandstone, clayey, hardto very hard, moist, rei_brown,brown or gray.
Drive sample. The symbol ZB/tzindicates that 28 blbws of a 140pound hammer falling 30 incheswere required to drivi a 2.0
inch O.D. sampler lZ inches.
Drive sample. The symbol ZO/lzindicates that 20 blbws of a t40pound hammer falling 30 incheswere required to drive a 2.5
inch O.D. sampler lZ inches.
Bulk sample.
Indicates practical dritl ris refusal.More than one symbol ind-icates
multiple attemptes at same location.
9ur. exploratory borings vere drilled onSeptember S ahd O. mgb and January g
and..l0, 199-6--rrith a 4-inch diametercon-unuous flight auger and by rotarycoring techniques.
No free groundwater was found in our exploratorv
lo_Tqrgs during drilling. Holes were cased' wittr siotteaP.v.U. pipe to allow future water measurments.
Elevations were from toposraphic maDpins bvIntermountain Engineerihg LTb on i/iZ/d4.-Test hole elevations are ipproximatd.
These exploratory borings are subject to theexplanations, limitationJ and conchisions aseontained in this report.
SUMMARY LOGS OF EXPLORATORY BORINGS
b No. GS-l?48 Fig.6
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CONTOURS SFOtttl APPROXIMATE
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COVER GRAVEL WITH
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PROVIDE PVC SHEET|NG GLUED
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MOISTURE PENFTRATION.
REINFORCINC STEEL
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PROVIDE POSITIVE SLIP JOINT
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FLOOR SLAB
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(wHtcHEVER ts GREATER)
4-INCH DIAMEIER PERFORAIED
DRAIN PIPE. THE PIPE SHOULDBE LAID IN A TRENCII WIT1I ASLOPE RANCING BETWEINr/8 |NOJ AND l/4 tNcH DROPPER Foor oF DRitN
EXTERIOR FOUNDATION WALL DRAIN
JOB NO GS-r748 f-rG 17
r__-.__-I nvopovrrtn
29 |lR 7 Hn lrMf RtADI{GS
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stLT&ctAY r8 %
GRAVEL 6 %
SLT&CI-AY 27 %
PLASIICITY INDEX
SAND 67 %
LKTUD LrMtI -- %
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SAND 44 %
IKIUDLIMIT -- %
PLASrcIY INDEX
Grodofion
From TH-3A AT
Tesl Results
FIG. I8
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So-trleofFrom tn-zn et g rEEt
GRAVEL 41 %
srLT&crAY 19 %
PTAST|cIryNDEX
cRAvrt 64 ic
stLI & CLAY 15 %
PIAST|CTTY INDEX
SAND aO 96
L|QUTDUMI -- %
SAND 2l %
UQUID LIMTT __ %
Grodotion
.roB No . GS- 1 74I Tesl Resulfs
FIG. 19
Somple of GRAVEL. sANpy. srLTy (GM.lFrom TrFql At c Frpr
PLASI|CITY INDEX
GRAVEL 55 %
srLI & ctAY 12 %
PLAST|cMY INDEX
SAND 33 _%
LIOUIDLIMII -- %
Grodotion
JOB ND. GS- 1748 Test Results
FIG. 20
Somple of GRnvpr, snNov. srrry (cur
From tn-roa a.r q Fppl
Sompleof GRAVEL, SANDY, SILTY (GM)
From
3RAVEL te "/"
SILI &CTAY 1A %
PLASTCTIY INDEX
GRAVEL 33 %
sttT&cLAY 22 %
PLAST|CITV INDEX
SAND 3A %
I.IOUIDLIMII -- %
SAND 45 %
uourDlrMrl -- %
Grodolion
NO. GS- 1748
TI-FIIA AT 4 FEET
Iest Results
F tG. 2l
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SOMPIE Of GRAVEL. SANDY. SILTY (GM)From TH-I2A AT e FEET
PIASTCTIY INDEX __ v"
Grodotion
ctAy (PtAslrc) to stLr {NoN-prAstc)
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JOB t!cl. GS- 1748 Test Results FrG. 22
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Somple of GRAVEL. sANpy. srLTy (GM)
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PLASICTV INDEX
GRAVIL 4T %
SILT & CLAY 26 %
PLAST|CIry NDEX
SAND 36 %
UOUDLIMIT --%
-- 'j/o
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USUID LIMII __ %
Grodolion
cLAy (P|-ASIC) TO StlT {NON+USr€I
JOB NO. GS- 1748 Test Results
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