HomeMy WebLinkAboutConnection Credit Union Geotechnical Report 2 , , . , •
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F4)1..INI)ATI.()N, StiAlt,AND PAVEMENT DISCUSSION AND RieC4)kirvill:NDi IONS
Vaiiii)us foundation types have been considered lot support of itite proposed structure. Two requiiernems tiara
FC met in the desigia at foundations First, the applied bearing stress mini be less than the ultiman. beat
capacity of foundation soils to maintain stability. Second, total arid differential settlement must licit excenici
amount that will produce an adverse behavior of the superstructure. Allowiable settlement is usually c.i,oetesied
before heating capacity considerations become important; thus, allowable bearing pressure is orsnail
controlled by settlement considerations.
Considering subsurface conditions and the proposed construction, it is recommended that the structure be
founded upon conventional spread footings and continuous wall footings. Total settlements should not
exceed inch if the following design and construction recommendations are observed,
Foundation Design Recommendations
Based on data obtained from the site and test results from various laboratory tests perfornicd. MI1
recommends following guidelines for the net allowable soils bearing capacity
Soil Bearing Capacity
-; ; • '
Footings must bear on competent, undisturbed,
2,000 lbstft-
native cemented sandy silt soils or compacted
Not Required for
structural 1.111. Iii..xisting lean clay soils and fill
Native Soil A 113 increase is allowable
materials must be completely removed from
fbr short-term loading.
below lbundation elements. Excavation depths
95% for Structural Fill which is &titled by seismic
ranging from 2.6 to 2.7 feet bgs should be
events or designed wind
anticipated To expose proper bearing soils.-
speeds.
tit will be required for MTI personnel to verily the bearing oil suitability for each structure at the tirne of LollstruelMn
'Depending on the time oyea_u_sf onstructicn takes place_the subgrade soils may be unstable because of higb moisture
contents. If unstable conditions are eticotmtercd over-excavation and replacement ss;ith_itranular structural fill under
use ototextiIes ma,: be required
The following sliding frictional coefficient values should be used: 1) 0.35 for footings bearing on native
sandy silt (ML) sediments and 2) 0/15 for footings bearing on granular structural fill. A passive lateral earth
pressure of 335 pounds per square foot (psi) should be used for sandy silt (ME) soils. For contpacted sandy
gravel fill, a passive lateral earth pressure of 496 psi should be used.
Foothig,s should be paiportioned 10 fleet either the stated soil hearing rapacity or the 2012 IBC ininiriteib
r.2.'9uirenlents. -Total settlement should he limited to approximately 1 inch, and differential St-Alit:mem should
limiid to approximifieFi inch. Objectionable soil types encountered at Mc bolt Ft
ortS SI101:41 h1 rower il :Mt] replaced %kith structural till cessik.ely loo,, or 'ott Il a that t
crtctauttlictAttd in tile foodne suligrade 'sill iiequile over-excavation and hocklillinu rith strnettival 1111
the eilects ne sHttln diftern:v ml rho\ontent thin may been,- brieintste ch'
;111(1 r\iil II l'ill*Yolnititt-insili continuous loonrili!is
r;;! iii
';104Si- FPO
tO mak:. them a iiJ possitidc. rot frost protection. the hotti_un of exit...1ml footiuns shotild beiad „di ;woks
.,
Fluor Sla Fad e
\ thin veneer 01 uncontrolled fill. which contained some construction debris. was eicuu icied m kith lest pa
locations. Ml] recommends that those fill soils be excavated Ion sufficient depth to expose competent.
native soils. personnel must be present during excavation to identify these materials,
Native clay soils are moderately plastic and will be susceptible to shrinkrswell movements associated with
moisture changes. Areas of the site within the proposed structures should be excavated to sufficient depths to
expose lean clay. The clay soils should be scarified to a depth of 6 inches and re-compacted between 92
percent and 98 percent of the maximum density as determined by ASTM 1)608. The moisture content should
range from 1 to 4 percentage points above optimum. Structural fill should be placed as soon as possible after
re-compaction of clay soils in order to limit moisture loss within the upper clays. Ground surfaces should be
sloped away from structures at a minimum of 5 percent for a distance of 10 feet to provide positive drainage
of surface water away front buildings. Grading must be provided and maintained following construction,
Oreanic, loose, or obviously compressive materials must be removed prior to placement ot concrete floors or
noor-supporfing fill. In addition, the remaining subgrade should be treated in aceo-rdanec inddi guidelinos:
presented in the Earthwork section, Areas of excessive yielding should be excavated arid back lilled with
structural fill. Fill used to increase the elevation of the floor slab should meet requirements detailed in the
Structural Fill section. Fill materials must be compacted to a minimum 95 percent of mwrinium density- a
determined b ASTM 1)1557,
frec-draininn granular mat (drainage fill course) should be provided below slabs-on-grade. This should be
a minimum of 4 inches in thickness and properly compacted. ilhe mat should consist of a sand and gravel
mixture, complying with Idaho Standards for Public Works Construction (ISPWC) specifications lor
(Type I) crushed aggregate. A moisture-retarder should be placed beneath floor slabs to minimii/e potential
ground moisture effects on moisture-sensitive floor coverings. The moisture-retarder should be at least 15-mil
in thickness and have a permeanee of less than 0.01 US perms as determined by ASTM F06. Placement of
the moisture-retarder will require special consideration with regard to effects on the slab-on-grade and should
adhere to reconuriendations outlined in the ACI 302.1R and ASTM F1745 piiblicatit ns. i[lie ut nit uI,ti nat
should be compacted to no less than 95 percent of maximum density as determined by AS`liM l.)1557. Coon
request, MTI can provide further consultation regarding installation.
Recommended Pavement Sections
FI has madc assumptions for traffic loa(ling variables based on We character of tlic prorosed constrain-,t ii
1 he client shall revie‘v and underidand these assumptions m make sure they reflect intended use tthd
OLIOVC:.111C.I1IS hal now and in the future. Rascd on experiencr, with soils in the rei±iorL
IlL-alum Flu ) (.7174;) value of 3 been assumed for nea:•-:,;urface lean clay soils on
nunimum thickness requirements tor assured pavement function. [fr.:Tending on sue i butte iticinitand
rkml prep:minionmay fie required to support construction equipment, IIlL h,
Sofi Sulygradc Soils subiretnI mit
.,
kr)
Pagc o
S.
r.
Flexible Pavement Sections
The Ameiicun ASSOCid6011 ut State I lighway and Transportation Officials (A AS n
UL tI d hi
been used to calculate the folloiwing pavement sL:Ttions. Calculation sheets provided in tie Appendix
indicate the soils consaant, waffle lording. traffic projections and material constants me to cainik:ae
1.1
pavement sections 0.T0111111C11CIS that materials used in the construction of asphaltic concrete pavements
meet requirements til the ISPWC Standard Specification for I ligh‘vay ('onstruction. Construction of Me
pavement section should be in accordance with these specifications and should adhere to guideline-i
recommended in the section on Construction Considerations.
AASI-IT() Flexible Pavement S ecifieations
Asphaltic Concrete 2.5 Inches 3.0 Inches
I Crushed Aggregate Base 4.0 Inches 6.0 Inches
Structural Subbase 12.0 Inches 14.0 Inches
•
Compacted Subgradc 95% of ASTM D698 95% of AS11\41)698
• Itwill be requited fol IMTl_personnel verity subgrade culllpetency at the time of construction.
Asphaltic Concrete: Asphalt mix design shall meet the requirements of 1SPWC, Section 810 Class Ill plant mix.
Materials shall be placed in accordance with ISPWC Standard Specifications for Fli ,Jiway
Construction,
Aggregate Base: Material complying with ISPWC Standards tar Crushed Aggregate Materials.
Structural Subbase: Material should comply with the requirements detailed in the Structural bill section of this
report except that the maximum material diameter is no more than the component
thickness.
Common Pavement Section Constriction Issues
The subgrade upon which above pavement sections are to be constructed must be properly stripped.
inspected, and proof-rolled. Prool rolling of subgrade soils should be accomplished using a heavy rubber--
tired. bully loaded, tandem-axle dump truck or equivalent Verification of subgrade competence by NT1
personnel at the time of construction is required. Fill materials on the site must demonstrate the indicated
compaction prior to placing material in support of the pavement section. Will anticipates that pavement areas
will he subjected to moderate traffic. Dependent upon the time of year construction takes place, shallovii
native lean clay soils may lend to pump and rut during compaction. Clay and silt soils near and above
optimum moisture contents may tend to pump. Pumping or soft areas must 1)e removed and replaved yyith
structural 1111.
rill material and aggregi'nes in suppori of the pavenlefli section must be conimacted to no less than ')5 I]L-!Li.::HE
MaNirlatIll dry dellSity1 determined by ,ASTM 1)698 Par flexible pavements ittud k I it Di 5 5 7 ri)
rigid pavements. lila material placed as a pavement section component c,innoit be tested by usual cohinatii tor
icstinn methods. then conmaction of that material must be approved by observed proof roiling, Nlinor
Ocricci ions from prodof outline for flexible pavements arc allowithic. hum pit iot killing or
'Tent •support i-ours ' should not he visually deicieranip,
•
At-.,rit
ri\V-L;PECIR.)14
rel:OrMieriCk that rigid et increte pavement he provided for heavy garbage receat;wlc hs II
caust.‘d by lt . doraNe ading trarh;ferred through the small steel )..vlic'els onto ac,plialtic
Rigid concrete pavement should consist of Portland Cement Concrete Pavement (PC'C adhcring
to ilk specifications fc)i. Urban Concrete, PCCP should he 6 inches thick on a 1 inch drainage rill cohrtie (sec
Hour Slatp-on-C rade .ection), and should he reinforced with welded wire fabric. (S`i-mtc..i! join!s! mos!
12-1-"oot centers i' less,
CONSTRUCTION CONSIDERATIONS
Recommendations in this report are based upon structural elements of the project being founded on competent
undisturbed, native cemented sandy silt soils or compacted structural fill. Structural areas should he stripped
to an elevation that exposes these soil types.
Earthwork
1.:',xecssiyely organic soils, deleterious materials, or disturbed soils generally undergo high volume charttle!s
ellen subjected to loads, which is detrimental to subgrade behavior in the area. of pavements, floor slabs.
structural fills. and foundations Thick grasses with associated root systems were noted along the street side
lot perimeters at the time of our investigation. It is recommended that organic or disturbed soils. if
encountered, be removed to depths of I foot (minimum), and wasted or stockpiled for later use. Stripping
depths should be adjusted in the field to assure that the entire root zone or disturbed zone or topsoil ate
removed prior to placement anu ei..)mpaction of structural fill materials. Exact removal depths should b
determined during grading operations by MT! personnel, and should he based upon subgrade soil typt-,:„
conTosition, and firmness or soil stability. If underground storage tanks, underground utilities, welk,
or
septic systems arc discovered during, construction activities, they must he decommissioned then removed or
abandoned in accordance with governingI ederal, State, and local agencies. Excavations developed as tly,:
result of such removal must be backfilled with structural till materials as defined in the Structural Fill
section,
rvifl should oversee subgrade conditions (i.e., moisture content) as well as placement and compaction of new
fill (if required) after native soils are excavated to design grade. Recommendations fttr structural fill
presented in this report can he used to minimize volume changes and differential settlements that are
detrimental to the behavior of footings, pavements, and floor slabs. Sufficient density tests should be'
performed to properly monitor compaction. For structural fill beneath building structures. one in-place
density test per 1111 for every 5,000 square feet is recommended. In parking and driveway areas, this can be
decreased to one test per lift for every 10,000 square feet.
Dry ‘Veather
if con3truction is It he con fueled during dry sew,onal conditions, many problems t-nk_ocititt.td, with son soil:
be avoided. I rutting of subgrade sulk may bc induce(' by shahov, grotrathvicy
telated to springtime mow:I or irrigation activities daring kite summer through cuPfall, Soinitoof„
to i-ai)hicrns eseiatcd iii Il stif)grade soils arc outlined in the Soh Suligiade Soils seo;do l'roffetor.
lady also arise because ()I' lads or ifoisture in native and till soil at time of placemeni. tv(wiye
..Iid itidn \\-,rtel It nunsuite levels I \ )1) it.)11 on k Cii
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I ,,H!!! Ii.',',,i; In,
stipsi Sddi
ta Ctt rl Ft,t
Ft 3, tt 4 :2
ii\ISPECTION
(.,come nahic. ncreasing chances of sloughing or caving. Ivicasures to control eNcessivc dusi should Or
;,:ousidered as part of the u,wall health and safety inanagoinent plan
Ket NVeather
H construction n In h conducted during wet seasonal conditions Icomrnonly from mid-Noventhci tlmd
May), problems associated with soil soils must be considered as part of the construction plan f-hirinrit hi
time of year, fine-grained soils such as sifts and clays vill become unstable with increased amist Are cement,
and eventually deform or rut, Additionally, constant low temperatures reduce the possibil i of drying. soils to
near optimum conditions.
Soft Subgrade Soils
Shallow fine-grained subgradc soils that are high in moisture content should be expected to pump and rut
under construction traffic. During periods of wet weather, construction may become very difficult if not
impossible. The following recommendations and options have been included for dealing with soft subgrade
conditions:
6 t rack-mounted vehicles should be used to strip the subgrade of root matter and other delocrioutt
debris. Heavy rubber-tired equipment should be prohibited from operating directly or. the native
subgrade and areas in which structural till materials have been placed. Construction traffic should bc
restricted to designated roadways that do not cross, or cross on a limited basis, proposed roadway or
parking areas.
Construction roadways on soft subgrade soils should consist of a minimum 2-foot thickness of large
cobbles of 4 in 6 inches in diameter with sufficient sand and fines to till voids. Construction entrances
should consist of a 6-inch thickness of clean. 2-inch minimum, angular drain-rock and must be a
minimum of 10 feet wide and 30 to 50 feet lona. During the construction process, top dressing of the
entrance may be required for maintenance.
et Scarification and aeration of subgrade soils can be employed to reduce the moisture content of wet
subgrade soils. After strippinis complete, the exposed subgradc should be ripped or disked to a
depth of I Y feet and allowed to air dry for 2 to 4 weeks. Further disking, should be perlhrnied on a
weekly basis to aid the aeration process.
et Alternative soil stabilization methods include use of geotextiles, lime, and cement stabilization. NI II
is available to provide recommendations and guidelines at your request.
Frozen Su bgrade Soils
Prior to placement of structural fill materials or foundation elements, frozen subgrade soils mos! either l's
allowed m thaw or h stripped 10 that expose non-frozen soils and wasted or stockpiled for later utdd
Stockpiled materials must be allowed to thaw and return to near-optimal conditions prior at use a aructaral
Structural Fill
recomrdended For use ,3s siliettual fill are those classified is ( W, Cd), SIX:. and SP in aceordatirto
; 1 flified Soil Classitictition Sytirtio ;IttCS) tAS rm D-187). Isc: ot-siity oil' ,Ji1H,)
i : iNIL as street:tied Id/ ii lv acceptithic 11 owe\tel., UfA:' I sili tid.: m( VI, tt
v,-t 00.6)2.6 1t:t.Ixtt:o
.tn) s\pui 11-41)i
1111 '11117'1.'1"-.111* k,71.11 14 ,1,1111H
. ,
1,14,425v.
irrohihited. These materials require very high moisture contents tSisT
compaction and require a long ow.' to dry cut it natural moisture contents are too highs and rpay ;also bst
susceptible to frost heave under eel-mill conditions. Then.:fore these materials can be ..paite dill-scud( to •.,vairt.
\,vith as moisture content. lift thickness, and compactive effort becomes difficult to control. If silty soil is used
iv structural till, lilt thicknesses should not exceed 6 inches (looser, and till material moisture mast
closely monitored at both the working elevation and the elevations of materials already placed. boil' vs hag
plancmcrin silty soils must be protected from degradation resulting from construction traffic or snbsequent
construction.
Recommended granular structural fill materials, those classified as OW, GP, SW, and SP, should consist of a
6-inch minus select, clean, granular soil with no more than 50 percent oversize (greater than Vs-inch) material
and no more than 12 percent fines (passing No. 200 sieve). These till materials should be placed in layers not
to exceed 12 inches in loose thickness. Prior to placement of structural till materials, surfaces must tpe
prepared as outlined in the Construction Considerations section. Structural till material should he moisture
conditioned to achieve optimum moisture content prior to compaction. For structural till below footings.
areas of compacted bac1 lit! nttist extend outside the perimeter of the footing for a distance equal to the
thickness of till between the bottom of foundation and underlying soils, or 5 feet, whichever is less. Ail fill
materials must he monitored during placement and tested to confirm compaction requirements, outlined
below, have been achieved.
Each layer of structural fill must he compacted, as outlined below:
▪ Below Structures and Rigid Pavements: A minimum of 95 percent of the maximum dry density as
determined by ASTM D1557.
• Below Flexible Pavements: A minimum of 92 percent of the maximum dry density as determined by
ASTM 1)1557 or 95 percent of the maximum dry density as determined by ASTM D698.
rhe ASTM D1557 test method must he used for samples containing up to 4(1 percent oversize (greater than
3/1-inch) particles. If material contains more than 40 percent but less than 50 percent oversize particles,
compaction of fill must be confirmed by proof rolling each lift with a 10-ton vibratory roller tor equivalent)
until the maximum density has been achieved. Density testing must be performed after each proof nailing
pass until the in-place density test results indicate a drop (or no increase) in the dry density, defined as the
maximum density or "break over" point, The number of required passes should be used as the requirement en
the remainder of till placement. Material should contain sufficient lines to till void spaces. and must rut
contain more than 50 percent oversize particles.
Backfill of Walls
Backfill materials must conform to the requiremmts of structural fill, as defined in this repo]t. For .:all
heights greater than 2.5 ccl. the maNimuni inate.cidi site should not e„\ceed 4 inches iii diamelo. PIn
oversit,ed material against rigid surfaces interferes with proper compaction_ and can induce excsi,..1: p ii
iimds (in walk. Frac fill shall Hot comini_mcc until the wall has gained sufficicrtt strength t. rc'tist pla,t('Iknt
tInd Ci io r Forces Isnobitr rutnining walls ahces'e, 2.S root in height shall he hack liked in
Iron-) compaction methods and/0( equipment. it in recosnmend.:at Ui ti. cieLst
uuihl risssid.opontii, 1 comp:tit:non 'cipInt.'n' h used tor compaction or bankini h,siTis,sitinst srs,indd
,,,,tinatt to Mu height ir01111,11,„7.7 haCk rjU, or the
tj
. ,
LLI'JJH
(f 6-
shetild l mpacied in accordance with the specificalions for SO nit tOt cvecp in fricisp
where deterrinned lhnt future soukintent is not a concern. ,such as planter areas. In 11011Si i RI i
IaacKiil I must be compacted to a Inn) and unyielding condition.
EXC a V at ions
Shallow excavations that do not exceed 4 feet in depth may he constructed with side stores durniAchirip
vertical. Below this depth, it is recommended that slopes be constructed in accordance with Occivational
Safety and flealth Administration (OSI IA regulations, section 1926, subpart P. Based on these regulations.
on-site soils are classified as type "C" soil, and as such, excavations within these soils should be constructed
at a maximum slope of l '//2 foot horizontal to 1 foot vertical (1Y21 1:1 V) for excavations up to 20 feet in height.
Excavations in excess of 20 feet will require additional analysis, Note that these slope angles are considered
stable for short-term conditions only;and will not be stable for long-term conditions.
During our subsurface exploration, lest pit sidewalls generally exhibited little indication of collapse: however,
minor sloughing of native granular sediments from test pit sidewalls was observed. particularly after
penetration of the water table. For deep excavations, native granular sediments cannot he expected to remain
in position. These materials are prone to failure and may collapse, thereby, undermining upper soils layers.
'lids is ...specially true vvlien excavations approach depths near the water table. Care must he taken to ensure
that excavations arc properly backfilled in accordance with procedures outlined in this report.
Shallo\y soil cementation (eulichc) ',Vas observed throughout much of the site and may cause difficulties
during foundation development and utility placement. Cemented soils should be anticipated throughout tint
site at depths below roughly 2.5 feet bgs.
(:roundwater Control
Ground\vatcr was encountered during the investigation but is anticipated to be below the depth of
construction. Special precautions may he required for control of surface runoff and subsurface seepage. It is
1-.3..wrItnendedlllili I um..111 be (fleeted away i cnn open excavations. Silty or clayey soils may become soil and
pump if subjected to excessive traffic during time of surface runoff, Ponded water in construction areas
should he drained through methods such as trenching, sloping, crowning grades, nightly smooth drum ro1ling.
or installing a French drain system. Additionally, temporary or permanent driveway sections should he
constructed if extended wet weather is forecasted.
GENERAL COMMENTS
Vi/hen plans and specifications are compleic, or if siunilicant changes are made in the character or
toe proposed development. consultation with MT1 should be arratuniecl as supplementary reconimenOittiotis
may Na required, Suitabilin, ci stit-iarz.i& soils nd compaction or structocid hi matelials WIIS[ \1.111.11,,A7:
H p(21-S01111e1 PriOr nlaceinent or structural elements. Aclditionidly. monitoring and ri,tittinit shonid
pCi formed to verily that suitaltilc initicrials are used hi structural 1111 and that prt pel. placonicin and
connverion ) tehnitities aro utilf,ted.
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R EFERENCES
Con('Re Aci C(4r(t) C6141:.(c1,• Hoot :lin' !".4.11)i'oaNntoioir fi(71 3(.0 I IL F.Triiiql.lion ,\,41
A(111,
ricni Society of Ci\al LINgincert(AS..2.11)(2013). ti/linimuni Design Loads for Building and Caller Structures: ASCUSE1
Roston.,VA: ASCE.
American Society for'Testing and Materials(ASTM)(2004). Standard Test Method for Materials Finer than 75-prn(No 200)Seve
inMineral Aggregates by Washing: ASTM C117, West Conshohocken, PA:ASTM.
American Society for Vesting send Materials(ASTM)(2006). Standard Test Method fOr Sieve Analysis of Fine and Coarse
Aggregates: ASI'M C130. West Conshohocken, PA: AS FM,
American Society for Testing and Materials(ASTM)(20(2). Standard Test Methods for Laboratory Compaction Characteristics of
Soil Usiny,Standard Effort D69/3 West Conshohocken. PA' A STM.
American Society fot Testing and Materials IASI'M)(2012). Standard !est Methods for Laboratory Compaction Ch,Lracteristics
Soil Using Modified Effort D1557. West Conshohocken. PA: AS'!NI.
American Society for Testing and Materials (ASTM)(2011). Standard Practice for Classitication of Soils for Engineerina Purposes
(Unified Soil Classification Svstemr_D2487. West Conshohocken,PA: ASTM.
A mekcan Society for Testing and Materials (ASTM)(2010).Stanclard'I est Methods for 1:iquid I Plastic I imit. and P1aia;ciu.
Index of Soils: AS I M t)43 L . West(onshohocken, PA: ASTM.
American SociciN for Testin,f and Materials(ASTM)(2011).Standard Specification for Plastic Water Vapor Retarders Irscd in
Contact with Soil or Granular Fill under Concrete Slabs: ASTM El 745, West Conshohocken. PA. ASTM.
American Society of State 1-1ighwa> and"Fransportat ion Officials(AASTIFO)(1993).AASITIO Guide lot Design oilavei.ient
Structures 1993. Washington, D. C.: AASLITO.
Desert- Research Institute Western Regional Climate Center. [Online) Available: 1211iwiissy.wrccArLecitil-, 1201,1)
International Building Code Council(2012). International Building Code.2012. Country Club Hills, If,: Author.
1:ocal Fliiihnvay Technical Assistance Council (1,111 AC )(20 10). Idaho Standards for Public Works Construction,20111. ficuse. 11)
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11 S. Department of Agriculture, Natural Resource Conservation Service. Web Soil Survey. Pniine] Availafte:
illti)::/wk+soittitirVey.nrCr.Lisda.gwv/app ' (2014)
I-..),4n of Labor, occupation.11 Sands and Hetuth Administration. -CFR 29, Part 1920, subpar 1': Safct\ and 1
Rceulations for Construction, 1'..xcavations. 098(.1j- I Oni 6(7 AVitilabL: ww.wha,go (201 II
folcigicui. Survey. 12011 ). National Waicr 1n Formai tor Svstein: Wch Inlet bits:710[01nel ,AvttilidCe:
'witierdata.wats,goiv7:1\ ::: '(201 I
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APPENDICES
ACRONVNi ILi
kSHTO: /knicrican Asation of sizA(? Highway and irowspoiradoll cumoioods
ACI ID, Ada univ I lighwity District
ACI American Coltilete institute
ASCE American Society of Civil Engineers
ASTM: American Society for Testing and Materials
hgs: below ground surface
CDR: California Bearing Ratio
D: natural chy unit weight,per
ESA L Equivalent Single Axle Load
CS: grab sample
IBC: International Building Code
IDEQ Idaho Department of Environmental Quality
ISPWC: Idaho Standards lot Public Works Cousti action
I il: Idaho Transportation Department
LL: Liquid limit
M: water cont- n£
MSL: mean sea level
N: Standard"N"pionetration: bloys pet foot, Standard PemeuationFe
NV: nonplastic
()SFIA Occupational Safety and Health Administration
PCCP: Portland Cement Concrete Pavement.
PERM; vapor permeability
PI: Plasticity Index
P11): photoionizatior detector
PVC: polyvinyl chloride
Qc: cone penetrometer value,unconfined compressive strength, psi
Q P; Penetrometer value. unconfined compressive strength, for
Qu: Unconfined c uioi essive stength, tsf
RIV1R Rock Mass Rating
RQD Rock Quality Designation
R-Value Resistance Value
SPT: Standard Penetration I est r 140:pound hammer Calling 2,0 in. on 3 2 II, split spoon).
USCS: thinned Soil Classification System
USDA: Inbed States Department of Agriculture
UST: underground sioritgo lank
vane vilie, idiinnot:shearing o.treurr,th 1st