ML19246B037

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For Comment Issue of Reg Guide 1.138, Lab Investigations of Soils for Engineering Analysis & Design of Nuclear Power Plants
ML19246B037
Person / Time
Issue date: 04/30/1978
From:
NRC OFFICE OF STANDARDS DEVELOPMENT
To:
References
REGGD-01.138, REGGD-1.138, NUDOCS 7907110184
Download: ML19246B037 (15)
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Text

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U.S. NUCLEAR REGtJLATORY COMMISSION April 1978

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OFFICE OF STANDARDS DEVELOPMENT REGULATORY GUIDE 1.138 LABORATORY INVESTIGATIONS OF SOILS FOR ENGINEERING ANALYSIS AND DESIGN OF NUCLEAR PO'NER PLANTS A. INTRODUCTION program is required to identity and classify soils and rocks and to es aluate their phy sical and engincenng Paragraph 100.10(c) and Appendix A,

' Seismic properties The NRC statf resiew s the information and Geologic Site Criteria for Nuclear Power obtained from the site insestigations and laboratory Pl a n t s,

to 10 CFR Part 100, Reactor Site tests and considers the saf ety aspects of the upphca-Criteria, establishes requirements for conducting t on of the data to the desien and construction of nu-site investigations for nuclear power plants to permit clear plants. Consideration of public safet a mposes an evaluation of the site and provide information pa-ticularls sinngent requirements on.t sien and needed for seismic response analyses and engineering construction of nuclear power plandadhtlei. There-design Requirements include the development of in-fore, it is essential that all phaws of% site ?6cstiga-formation reles ant to the static and dynamic engineer-tion program and associated field br(O ensure that taborato'ry test-ing be carefully planned and carriedMi ing properties of soil and rock materials of the site.

Safety-related site charactenstics are identified in soil and rock properties arg reahstically estimated detail in Regulatory Guide 1.70, ' Standard Format

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The course of 3ite an& laboratory insestigations and C,ontent of Satety Analysis Reports f.or N.uclear will depend /on actual site conditions, the nature of I,ower I,lants.

Regulators G,uide 4.,<,,G,enmal Site 4

Suitahihts Cnteria for Nu'elear Power Stations, ' dis-problem;, enc.ountered or suspected at the site. and desigtt req,utrements for f oundations and earthworks.

cusses site charactenstics that af fect site suitability.

(Speedic icyting requirements and details of testing Regulatory Guide 1.132, ' Site Investigations for Pye' dges mil depend on the nature of the soils and 9 Foundations of Nuclear Power Plants, drseusyes, % rock.s encountered It is normally desirable to follow e

programs of ticld stuJies, exploratory bonngs,end p teshng procedures that are generally known and ac-samphng needed to proside geotechnical data Jor $tte

  • cepted since they are easily reproduced Also, the ef-es aluation and engineering analy sis and design e

fects of standard procedures on test results are better This guide describes lahoratory insestigations and understood. In some cases, depending on the nature testing practices acceptable f or determining soil and of the soil or rock material, it may be more appro-rock properties and charactenstics necaed for en-pnate and desirable to modify existing standard pro-gincency anal > + and -design f or f oundations and cedure or to use alternatn e procedures. Such practice carth w ork s f or nuJear power plants.

is acceptable; howeser, it is important that test pro-cedures be fully described so that the test mas be re-(,n t e n a f or planning and perf orming laboratory produced and the results serified tests are pn en in the regulatory position Terms ponted in tiahct are defined in Appenda A A ppen-In most cases, the state of the art of laboratory test-Jn 11 is a tabulation of laboratory test methods for ing of soils is retlected in custing standards. and.

soil and rock Ref erences are gisen in Appenda C.

where appropnate, this guiJe will discuss and refer-ence such standards Howeser. for some of the more B.

DISCUSSION complex geotechnical problems, such as those insoln ing the dynamic respanse and behasior of soils, the 6., naal state of the ar1 of laboratory testing is changing and s

in the course of site inustigations and analyses for established standard procedures do not eust. Where nuclear power plant tacihties, a laboratory testing there are no standar S this guide w dl descobe lab-USNRC REGULATORY GUIDES wm+..an~,

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oratory testing pr tctices presently used and dncuw be t hecked at each 4eighmg. Halantes or seales used the importance of some of the procedures used in in the field should also be periodically checked these tests. Contmuing resarch and ads ances in the against known weignt ai cach tield location.

Ak state of the art of dynamic soil test.ng md subsequent in general, caH5ath c m :rm:.cim foi measuring revnions to this guide are expected forces preuures, tempt eatures electrical quantities, and length agcinst certith d stanJards annually it, sul-

2. Laboraron f a< ilitin t iue nt. More tiequent caobratmn may t>e necessary m cases where instrument' are subject to heas y use A laboratory f or sini or rock testing shoalJ has e a firm. solid door and should be tree of sib!ations Jue and to change by dnf t os m ar to traffic and machinery. Temperature cound of the Additional dnt ussion of ahbration procedures is entire laboratois n desirable but n essemial f or gisen by the Corps of Engint ers iRet li areas in which inaual. simple shear resonant col-
c. Rcaecnts.wd H.ater umn. consolidation, or permeabil ty tests are t on-g ducted Separate areas, and preferably separate Guidelmes foi suitable tiennal scapots. distilled roo m s, are desirable for dust-and s ibratica-water, and apparatus for acmit al analyses can be tound in 4:andards of the Amentan Public Ilealth producing actis ities such as sies e analy ses. compa -

tion tests. and sample processmg Samples are nor.

Association (Ref 2 Water for use in soil or rock mally tested on arrnal f rom the tield. It storage is testing may be dntilled or demineralized by ion-required. consiJc.ation should be gnen to stonnp e xchange processev Ordmary distillatmn does not samples in a separate room with the relatne hunndity remose ammonia or carbon dioxide. and ion-maintained at or near 100' < t a humnt r o,on L exchange demineralizatmn doe not remose organic colloids. Theref ore, special precautions are required

3. l aboratm s /.quipment where these substances may be present and may inter-tere with tests Tap water may be used where speci-
a. Apparatin tied by standard methods or where chernical analyses W. hen standard laboratory testing protedures are show that it does not tontain unpurities in sutlicient used, the test apparatus should conf oim to the pub

.unounts to interf ere w ith testv (.onsideration should lished specitications. W,here testing apparatus do not be gnen to the use of water taken f rom a specific site satisly published spec ifications. a complete descrip-in laboratory tests on samples f rom environments tion of the essential c haracterstics et the apparatus is w here fim w ater chcinistry is such that the use ot dis-needed. with appropriate ref erences to pubbshed pa-tdied water in tests would s teld nonrepresentatn e pers, reports or monographs in order to ensure that resuhs. e p.. samples from aciJic w ater ensironments ewentia. charactenstio (suth as dunensions, matmp beh.ne ditterentis w hen tested with distilled mas of parts, pnton inction, and fluid seals > are not sie-water than when tested with w ater f ound in the actual mticantly altered by wear. handhng. conosion, dirt.

ensironment of the samplev W. hen saturation of. sam -

or detenoration of matenals, all testing apparatus ples is required f or testing. it is best to Jc-air water should be reputarly inspected and m.u nt;nned smse dissolsed gases or air tan make it iripossible to b caldv arion obt.un tull saturanon m test specimens / procedure for de-airing w ater is en en by the Corps o ' Engineers All test apparatus and instruments used f or quantit}

f Ret 3 L Suitable commercial de-airing desices may measurement shoubt be cahbrated aga nst certified be ud calibration stanJ.iids befine being put intii se rs ic e Calibrations can b~ scritieJ at regular mtervals there-4 Handlun and Storaec of Aamp/m alter lhe neccuary f requency f or recahbration vr-Improper handling and storage of soil and rock its accordmg to the susceptibihts 01 the apparatus to samples can resuh in damage or alteration that could thange and the required pretision of measurement h-t bbormory tests. Undiaurbed wd Physical length or solume measunne apparatus wch samp!n. whether in bh>cks or tubes. require the most as metalhe tapes. rules, py cnometers. or graduates stringent proteutne measures it is important to need not be cahbrated unless altered by s nible w ear t rans port and handle undisturbed samples so as to or damage t eights and other equipment used as nunmn/c dnturbante of the md uructure. T.o asoid standards to cahhrate test instruments are normally disturbance of tube samples of granular soils, they a

recahbrated periotheally by an e* ternal agency with equipment aret tly traceable to the t. S.

Bureau of

- be hand earned or transported and stored verti-may cally. Padded contamers or ratks are recommended Standards Metalhe weights used f or production may for use in transportation and storage of samples be sub3 ct to sigmt uant alteration by wear or corro-L, lose inspection of monture seals upon receipt of the sion oser lone penods and shonM be periodicalls samples at the laboratory is necessary to ensure that checked acamst the cahbrated standards.

the seals are intact and that the samples ha.e been it n ads Nble to recahbrate balances or scales at protected against changes in water content Seals least annually and to check them against k now n should be renewed it needed The natural water con-weights on at least a quarterly basis The zero should tent of rock samples and soil blocks may be preser ed 1.13X-2 142 136

by sealing them in styrofoam or cheesecloth and wax adequate number or distnbution of suitsNe samples at the site poor to iransporung.

to meet testing requirements.

Even the most t,ueful treatment of samples cannot Undisturbed tube samples of soils should be prevent slew structural and chemical changes with examined for evidence of disturbance. General time. These changes usually result in a decrease of criteria for selecting undisturbed samples for testing both shear strength and the value of preconsolidation are given by thorslev (Ref. 5) and are stated in regu-stress. It is therefore best to test 3amples as soon as latory position 3.

possible after receipt, perfeiably within two weeks.

Hvorslev describes procedures for examining cut L.onger storage periods may be acceptable for mate-surfaces of soil samples. Portions of the tube samples rials whose properties are less susceptible to change may be examined by these procedures whiie other with time Samp!cs that have been stored for long pon ons are used for testine. A desirable alternatise periods may be suitable for visual inspection but is the use of radiography, which can be used to

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should not be considered to base the characteristics examine samples for distortion of strata, gaps, soids, of undisturbed samples. A discussion of the effects of and shear zones and which leases the samples intact.

storage and extrusion on undisturbed samples is gisen it is also useful for delineating the boundaries of soil by Arman and NicManis (Ref. 4).

zones with different properties and thus aids in sub-5pecial handling for preserving undisturbJd 3am-dividing samples and selecting test specimens Pro-plcs of san.! that are free draimng may consist of par-cedures for examination by Lradiogwhy aic given tially draining or partially draining and freezing the by Krinitzky (Ref. 6).

sampler at the site. Howeser, some behese freezing A serious source of damage to undisturbed soil will produce dssturbances to the soil structure even in samples is the extrusion of the samples from the sam-free-draining soilc. If sand samples are frozen they ple tubes. One method that mas minimite this dam-should be well drained (but not permitted to dry) age in the remosal of samples tr'om thin-wall tubes is since freezir:g of saturated or near-sa'ura.ed samples to split the tube longitudinally by milling. An alterna-produces disturbances from expansion of freezing wa-tive may be to saw the tube transsersely into seg-ter. Soils that are not free draining cannot be frozen ments of stifficient length to extrude a single test without disturbance. Also, it is important to protect specimen from each and tiim of f the endt The fact frozen samples from thawing and from wide fluctua-that milling may cause disturbance and changes in the t:ons of temperature below the freezing point void ratio in some soils, particularly in loose sand, is Bulk and disturbed samples of soil do not reymre an impor: ant consideration in the awewment of the any special care in or protection from mechanical dis.

best way to remose samples from tubes. Dressing the turbance. Samples to Se used for Guid content deter.

cut tube edges before extruding samples from the mination and shale samples to be used for tests of tube sectione reduces disturbance of the sample.

mechamcal propenies need to be protected against Reuse of thin-walled sar..ple tubes that hase not been dange la water content. Rock samples with soil-like cut is not recomme'.ded if they base been damaged properties such as soit shab ut mkly ind s cd during retnesing or estnnfing umntes sandstones can be innsported, handicd, and stored as Tnmming and shaping of test specimens of soils soils.

require great care to present disturbance and changes in w ater content. Frozen samples can be prepared Cutena regardmg sample handling and storage are gisen in regulatory position 2.

under conditions that will present premature thawing.

Details of procedures depend on the nature of the test i Seleaion and Prepararmn of Test Specimen 3 and the specimen. Proccdures f or preparing sod W**"'

" testing are desenbed by the Corps of

a. Undr>turbed Sam; des Engineers (Ret. 3 L Methods of preparation of rock The selection of soil and rock specimens for lab-specimens for testing are desenbed by Obert and oratory testing requires caretul examination of boring i)uvall (Ref 7) and in AS~I M sundards < Rets. S. H records and asailable samples. It is important that
b. Reconstituted or Remo!Jed Samplo test specimens be representatne of the soil or rock umt to be tested and be accurately described to permit High-quahty undisturbed samples are pref erred for es.ablishment of the soil profile Aserage test values all tests of strength and dynamic response of in situ of m.derial properties need to be identified as well as matenals, whether cohesne or cohevonless. How-the range of salues identifying their sariability. This eser, in some instances, reconstituted or remolded requires the testir.g of not only the most representa-samples must he used w hen representain e undis-In c sample s. but also of those with extreme prop-turbed samples cannot be obtained Remolded sam-erties and those representative of critical zones.

pies are also used as representatne of tompacted till Guidelines for spacing of bonngs and frequency of or backfill material f or new construction l'ndis-sampling are gnen in Regulatory Guide 1.132. Addi-turbed samples of earth fill are taken f or continuatory 9

tional boring and sampling may be required when testing during construction l'ndisturbed samples are laboratory enmination of the samples reveals an in-also taken in the testing and rees.duation of existing 142 137 msa

structures. Reconstituted specimens representative of

7. Testing Proceduresfor Determining Staric Soil in situ matenal should be molded to the in shu den-Properties sity and moisture content as determined f rom actual field measurements. Regulatory Guide 1.132 discuss-
a. Sou Tesdng es methods of determining the in situ density of WASH-1301 (Ref. 39) describes the methods col'esionless soils. Samples representative of fill ma-commonly employed in determining the. classification terial should be molded to the range of densities and and engineering properties of soils end rocks. It water contents expected er obtained under field con-places into perspectise the various aspects of classifi-ditions.

cation and engineering properties as they pertain to In prepanng remolded specimens, care should be ge technical investigations for nuc'ar plants.

taken to avoid mixing granular soils of different gra-Whenever possible, laboratory testing should be dation. Such a mixture may exhibit behavior that is carried out according to generally accepted published entirely different from that of its separate compo-procedures. Such published procedures include those nents, ever though the density is closely reproduced.

of the standards of the American Society for Testing Scalping (the removal of the coarse fraction of a and Materials (ASTM), the American Assc.ciation of sample) is clso known to influence test results par-State Highway and Transportation Officials ticularly in c'y namic testing, but the nature of the in-(AASHTO, formerly AASHO), and those established fluence is net well understood. Therefore, scalping by U.S. Government agencies such as the U.S. Army should be avoided whenever possible.

Corps of Engineers, the Bureau cf Reclamation, and the Soil Conservation Service. Others include widely

6. Laboratory 7'esting Program known and accepted tests, monographs, and journals desenbing test procedures and publications of similar

, All soils and rocks sampled at the site need to be character and standing. Laboratory procedures for

dentified and classified. This requires index and some of the more co cn tests arc included to Ap-classification tests and water content and der,sity de-pendix B together with references to selected htera-terminations. Additional classification tests may als ture. Criteria regarding testing procedures are stated
nclude grain size analyses, mineralogical analyses, in regulatory positions I and 5.

organic content d: terminations, and other types of testing as appropnate to the soil and rock types and The U.S. Army Engineer Manual EM i110 water conditions er countered.

1906, " Laboratory Soil Testing (Ref. 3) and ASTM standards (Refs. 8, 9) gise detailed procedures that Test requirements beyond those for identification are widely accepted for many index and engineering and classification are determined by consideration of the nature and distnbution of the soil and rock mate-gy

, g7,g g g, g rials at the site, material properties, Un.ign loading Water Content Permeability conditions, and potential problems. Common tests Unit Weights Consolidation Void Ratio Direct Shear Test required of foundation and embankment materials in.

clude drair.ed and uncrained shear strength, consoli.

Porosity Trinial Compression darion and swelling characteristics, compaction, rela.

Saturation Tests tive density. and perme ability.

Atterberg Limits Unconfined Compression Specific Gravity Tests In addition to the usua! geotechnical engineering Grain Sire Analysis Relative Density considerations, the investigation and evaluation of Compaction sites for nuclear power pl ants require an evaluation of the site response to ear hquake loas ing as well as In addition to the Corps of Engineers Manual, other dynarme loading ccnditions. Such analyses in.

there is a two-volume monograph entitled Methods of clude the evaluation of wave propagation characteris-Soil Analysis (Ref.10) sponsored jointly by tne tics of subsurface material 2 with interaction effects of American Society of Agronomy and the Amencan

<tructures, the analysis of the potential for soil Society for Testing and Materials that prmides ac-lipfanion. scttlement under dynamic bading, and cepted procedures for determining some engineenng the analysis of the effects,f earthquake loading on properties and a wide vanety of tests for physical, the stability of slopes and embanktuents.

chemical, and microbiological properties of soils.

Both the Corps of Engineers Manual and this monog-The basic parameters required as input for dynamic provide valuable discussions of common prob-resoonse analyses of soil include total mass density, lems, precautionary measures, calibration proce-relatise density, Poisson s ratio, the static soil dures, and control of errors in testmg soils.

strength, initial stress conditions, shear and compres-sional we sels nes, and the dynamic shear mod-Where cohesive soih are used in water-retention uius and dampmg ratio. The variation of strength, structures, or are otherwise used to control water moduh, and damping woh strain is also needed for movement, it is essential that the dupersion charac-such analyses teristics and erodibility of the soil be evaluated by suit-1 lM 4 h

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able tests of samples remolded to the same density Laboratory -

that measure shear modulus in-and w ater content used for design. Acceptable testing clude the c)cli_

de shear test, the cyclic torsional methods are descobed by Sherard et al. (Ref.11) and shear test, and th. cesonant column test. In adJition, Perry (Ref 12).

the cyclic tnaxial test is used to determine the Young's modulus from which the shear modulus may be calcu-

b. 7e3ts of Groundwater or Surface Waters. The lated based on an estimated value for Poisson's ratio.

requirements for testing of grcundwater and surface This is an indirect method of estimating the shear water depend on the nature i f potential prcblems modulus, but it is widels used. The resonant column identified at the site. Acid water, for example, may dcvice has been improsed to coser a broader range of cause the degradation of carbonate rocks and concrete applied shear strain, and the desice is becoming more fou ndatio ns. Standard methods of testing water for commonly a ailable. The resonant column and cyclic phy sical, chemical, radioactive, and microbiological tnaxial tests are also the most commonlv used labora-propenies are desenbed in Reference 2. This refer-tory procedures for determining matenal damping.

ence ako describes methods of testing polluted water, Regardless of the methods used in determining the w astew aters, e#fluents, bottom sediments, and shear modulus and damping charactenstics of soils, it sluJges. Standard testing methods can be used unless n important to use seseral different techniques and to special pr >blems are encountered that require modift-correlate laboratory data with geophysical data from cations or alternatne methods.

the field. The range of values selected for design purposes should then be tempered with judgment and K. Testing Proceduresfor Determining Dynamic Soil experience.

Properties and Soil Behavior

a. General Values of Poisson's ratio may be obtained in the laboratory by (1) monitonne both axial and radial S,ome laboratory investigations and testing proce-strains in th'e esclie triaxiai compression test, (2) dures for determining dynamic soil properties and comparing data t' rom cyclic triaxial and esclic simple soil behasior are listed, with references. in Appendix shear tests, or (3) cor'nparing response 'in the nial B. Test methods and analyses relevant to determining mode with that in the torsional mode in the resonant the dynr.mic response of soils are discussed by Shan' column test. Care should be taken that data compared non and Wilson and Agbabian-Jacobsen Associates are from tests with approximatels coual strain lesels.

tRefs.13,14). Siher discusses laboratory procedures Laboratorv determination of Poisson's ratio is dif-for conducting cyclic tnaxial tests in Reference 30.

ficult, and it is sometimes preferable to determine Criteria regarding some of the procedures u:ed in values based on field measurement of shear and com-dynamic soil testing are given in regulatory position pression wase selocity m situ. Also, in some cases there may be laboratory or field test data available for it is important that the hboratory tes's represent similar soils that should be evaluated in estimating values of Poisson s ratio. Under dynanuc or un-tield conditions as closely as practical to ensure a realistic assessment of soil properties. Before drained conditions, Poisson's ratio for fully saturated dy namic tests are performed, the initial state of stress soils normally will h.nc a salue approaching 0 5 be-in the soil is normally deternuned, and a series of cause of the influence of the water, whereas soils of static consolidated-drained and consolidated _

low saturation usually have lower salues.

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undramed triaxial compression tests are made to de-termine static strength. The dynamic testing program

c. Testing to Determine Dynamic Shear Resis-includes tests to determine the soil parameters needed tance and Liquefacnon Potential as input for reference analyses and soil structure in-

.The shear and other defonnation behauor of soih sub-teraction studies as well as testing to determine the jected to seismic or other ds namic lo. ads mas be deter-dy namic strength characteristics and liquefaction po-mined by a testing program includmg both m' onotonic tenna! of soils. Criteria regarding the range of con-(static) and cyclic load tests. Appropnate static tests sohdation stress ratios and contining pressures that include consolidated-undrained toaxial tests with are apprornate for both static and dynamic testing are pore pressure me surements. These tests may include enen ic reculatory position 4 isotropically and anisotropically consohdated speci-

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mens, with a range of confimng pressures and con-

b. Testing to Determine the Dsnamic Shear Mod-

"'5"" " " '" " " 'PP ~ P" ' '"

ulus. Dampmg. and Pomois Ratio tions. The ef fect of c he loadmg is esaluated by a The dyriamic shear modulus and dan. ping values in program of stren or smanentro/!cd c3cim loadene soils are strain dependent, it is therefore important to rests. Equipment asailable for conducting such tests determme these properties using several different mclude the cyclie triaua!. cyclic simple shear, and testing methods to coser vanous ranges of applied cyclic torsional shear desices However, the cyclic strain. Figure I shows :he level or range of strain ap-Inaxial deuce n more commonly as ailable. It is im-pheable to each test procedure portant that the scope of the dynamic testmg program

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I VIBRATORY STATIC PLATE BEARING b" PLATE BEARING hSM EQ'-=-

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10 Sheer Straln, Pscent

a. F: ELD TESTS

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hSM EQ*H EARTHQUAKES *

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10 Shear Strain, Percent

b. LABOR ATORY TESTS

'Nete: Range of shear strain denoted as " Earthquakes" represents an extreme range for most earthquakes. "SM.EQ" denotes strains induced by strong motion earthquakes.

Figure 1. Field and Laborstory Tests Showing Approximate Strain Ranges.

(Adepted From Reference 13).

O 142 140 1.138 6

be sutticient to determine the degree to which shear-La4oratoh tesh on soil and ros k mareroi should be ing resistance is atletted by cyche loading.

o ough and of dos umented quahty th :t pernats a reahsne estimate of sod and rock propernes ar4 sub-

d. 5pn wl (. onus nuum in Performing ihnamic surface conditions.

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b. Personnel esperienced in laboratory pratoces in planmng, performmg. and interpretmg dynamic for soil testing should be responuble f or handhng laboratory tests, t onuJeration should be given to (1) samples, prepanng test 'peamens, tesung prosedures the condinen of undisturbed test specimens and the and operanons, and all related documentation degree to whwh the structure of the soil hn been pre-The testing tauhty should be aJequate f or the se n ed, ( 2 ) the method of reconstituting remolded c

samples. (1) the umsohdation and saturation of the planned testing program It shHJ be a substantul specime n s pncr to tesung, (4) the applied confining structure tree of trattic and machinery sibration and pressures and the ap;.hed aual desiator stress or should be prosided wah suttiuent area to scparate stress rano, ($) the w ase f orm of cyclic loading (6) actnities such as sample preparation. siese analyses, the frequency of loadmg, and t7) the duration of con.

compaction tests, and phy sicai property tests fming pressure apphcanon The time effect of load-Equipment should be imtially cahbrited when in-ing is particularly imponant for cohesise soils. All of stalled as in the case of. field f acilities and regularly these factors and parameters will hase an important inspected and maintained A cal.bration program that influence on test results and their interpretation. For is f.ormally documented as part of the laboratory test-example:

ing program should be prosided The program should (1) lhe inetha! of reconstituting samples has a ensure that equipment is recahbrated at least annu-strong elf es t on J.,nanac test resuhs, and it is impor.

ally and continually inspected Standards traceable to tant to consider this ef test in the interpretation of test the National Bureau of Standards should be used f or recabbration and should be at least tour times as ac.

data as weh as in planmng the test program. Muhhs.

Chan, and Seed iRet 15) discuss the effect of curate as those reeuired of the wo: king msnument method et sample preparation on the results of cyclic d The number of tests required m a laboratory in-loading tests sestigation program will depend upon the type of mm (2) Nuarc was e loadmg produtes more ses ere terial, the quahty of sampics, the pupose and rela-tondmons than sinusoidal loaJing ard consequently tne importance of the test, and the scatter of test apparently lower c3 che shear data. In general, all soils and ros ks sampled at the may prodace an ureneth or peater suscepobihty to liquefactmn At site should be first iJentified and classified usmg ap-the other extreme. tnancular w,n loading produces propriate index and clasuficanon tests

'T he UnifieJ less ses ete condme than smusoidal loading and Soil Classification Ss stem should be used m describ.

consequer '!) nm prohe an apparently higher cyc-ing soils and in prepanng soil probles. Further tests he shear urencm er lower 'uss ertibihty to hquefae-required to estabhsh phy sical and engincenng prop.

non.

erties should be suf ficient to dehne the range of sal t h intonnanen as adable at the present time in, ues for material properties A suf ficient number of dicates that the ds nanue behas tor et soils is relathcly tests should be completed to coser the range of sal-insenutn e to the Ircquency of apphed cyclic loadinh ues expected under field condinons for such impor-wahm the rance of a 5 to 2 li/ It is therefore com.

tant vanables as confining pressure, consohdation mon prnace to carry out laboratory cyclie tests at a ratio, degree of saturation, and density f requenc, in the neighborhooJ of I III.

e. Wn applicable, laboratory tests should be car.

ried out according to generalk accepted pubbshed

~

C.

REGULATORY POSITION procedures such as those identitied m thh uide. Ap-s pendix B lists pref erred methods f or conducting many I

Go:<. !a y m m n for a IaNraron InrinV soil and rock tests.

Procr u Standard test procedures that are follow ed without

a. A labroatory tesong program needed for deter-desiation and performed on sundard equipment re-n'nung the preperties of subsurf ace materials at a nu-quire documentation by reference only I or tests clear power pbnt.ite is tuchly dependent on actual where there are no standard pros cJcres n ailable or site condmons mateiul properties, and design re-where it is appropnate to use modified or.dternathe qmrements f or f ounJanons and earthworks. There-procedures, the details of the test prosedures should fore, a procram should be made fleuble and tailored be documented for esaluanon and f uture ref erencing to each utc and plant desien as the site and laboratory The technical baus for desianng f rom standard test-insesuganons pro eed and should be under the diree-ing procedures should be documentcJ l'se of o'her s

tion et esperiens ed engineers and geologists that than standard equipment, es en it n is used with ha t demonstrated competence m ;he field of soil and standard testing procedures shoald also be testing and are tannhar with the site.

documented.

ros k mesh ams s 1,1307

2 /A = E w arn! E ra ce < f Sample s represent in utu nwenals. n m the c ase of some sands or graselly soils, they should b: rewnsututed l'ndisturbed samples should be transported and to the in situ dernity and water contents as deter-handled so as to minimize dnturbance of the soil mined from adual fW mm um i m%, the strature by m. pact or sihration, and they should be use re ause enuty as inq hom Standard protected agamst thanges in water content. Undis-l'enetration Tests (SPT) is not sulhaently accurate turbed sand samples may be partially drained before f r determining densit es in coheuen! css soils Regu-transporting and stormg Regardless of the methods latog Gu& l. R %e Innmuons f or Founda-used f or handling r ' transportinC samples, some N "'

tspe of conaol measure should be made to detect po-etermbanon of M utu den % m cMesnh unk tenual disturbance Moisture seals should be periodt-amples prep re as r m ese ans e of fills such as cally thecked and renewed as needed.

earth embankments should be remolded to the range Samples should be tested as soon as possible after of water contents acceptable for h!! pla.ement and reaching the laboratory to minimize the ef'ects of compacted to denuties equn a!ct t to those that w ill structural and chemical changes with time. The dura-be achieved under field conditions tion of storage before tesung should be recorded for ca.h sample test. Samples that hase been stored for Mere large panicles are present in the matenal to long penods of time should net be considered to hase be tested, the diameter of the test specimen should be the charactenstics of undistu bed samples. Therefore, at least six times the diameter of the largest parucle.

they should not be tested as undisturbed samples.

Scalping should be asoided whenes er pombie in in-stances where scaiping cannot be asoidcJ. t!ie test

3. Seln uen and "repararmn of Test Specimens specimens should be prepared at a denuty corre-sp n ng to the matra denuty of the matenal, which Undorarbed $am; des is normally lower than the total bulk density lhis a

Test specimens should be representative of each may be done by replacing m ersve rarucles with an discrete soil or rock unit to be tested and should be equal percentace, by weight, of material retained on accurately desenhed on the basis of classification the No. 4 sieve, with a top size not eucedmg the tests to pernut estabhshment of the soil and geologic maximum allowable siese sue Scalping procedures prof les The best quahty and most representative un-should be explained together with reasons for espect-disturbed samples asailable should be used in physi-ing test results to be salid. Espenence has shown that cal and engineering property tests of in situ soils reconsututing samples to the matnx density of the whether cohesive or cohesionless.

material will sometimes gise different results. How-ever, it is beliesed to be a conservatise approach For Undisturbed tube samples should satisfy the fol-granulr soils, an alternatr.e would be to prepare the Iowing criteria:

sample to a density correspor. ding to the same rela-(1) The specific recmery raric should be be-tise density as that of the origmal in situ unscalped tween 90 and 100 percent, a tube with less recovery

material, may be acceptable if it appears that the sample may hase broken off and otherwise appears undisturbed
4. Cnteria for Tesung Procedures The actual recosery obtained should be recorded and cocumented gg (2) On the surface of or in sliced sections of the sample, there should be no sisible distortions, planes (1) All representative soil samples prepared for con-of failure, pitting, discoloration, or other signs of dis-solidated tna4ial compression tests, whether static or turbance that can be attnbuted to the sampling opera.

dynamic, should be cunsolidated to a range of con-tion or handling of the sample.

solidation stress ratios appropriate to expected field c nditions. Consoltdation stress ratio salues of 1.0, (3) The net length and weight of the sample and 1.5, and 2.0 are usually satisfactory but may sary the results of other control tests should not have with anucipated soil condtuons. Confming pressures changed dunng shipment, storage, and handiinp of should also cover a range of values corresponding to the umple those expected in the field. Pore pressures should be In addinon to the abose, samples that hase been measured in consolidated undrained static and subjected to s tolent mechanical shocks or to acciden-dynamic tes s. Sufficient data should be obtained to t 4 f.cezing and thawing should not be considered to permit the determination of the nonlineanty of the n.hturbed esen if other evidence of disturbance consolidated drained and consoiidated undrained is M 'en stress strain relations, as well as the peak and re-sidual shear strengths Also, tesung should be per-f rmed on both isotropically and anisotropically on-hemutured or Remolded Samples 8

sohdated specimens, as necessary, to represent smual C.m reconsututed specimens must be used ;a stress conditions in the field

)k7

'\\ [12 1.138-8 L

(2) lests of soils that will be below the water form of a relation between dependent and independ-table or will become saturated dunng plant operation ent variables tsuch as cyclic shear stress and number should be perf ormed only on specimens that are es-of cycles to a particular strain lesel or failure) is sentially 1001 saturated, as indicated by Skemp-known or suspected to be nonlinear, the cune ex-tion's iMalue. The minimum acceptable B value is pressing the relation should have sufficient data considered to be 0.95.

points to accurately define the curve The range of applied shear or desiator stress values ir. the cyclic

b. (,ulic loadmg Tests test should suf ficiently encompass anticipated field (1) It is recommended that the cycle triaxial de-loading conditions to permit the margin of safety to vice be oeriodically checked by measuring the cyclic be evaluated De number of tests required should be strength of some standard sand as that described by increased when the scatter of da'a is wide and when Silser et al. (Ref. 28L there are large variations in ma'enal gradation or (2) The absolute value of the applied deviator density, quality of samples, or changes and adjust-stress ero in the cyclic triaxial tests normally should ments in test procedures.

not exceed the ef fectise ambient confining pressure gr ) so that the yertical stress remains compressive.

5. D umentatmn of Tc3r Remhs a

Exceedmg the effectise confining pressure will result in physical pulling on the end caps in the extension

a. All laboratory test results and soil and rock half of the loading cycle and, unless the sample is identification, and descriptions should be highly dilatise, will cause separation of the cap from documented in detail in a manner that permits inde.

the sample. Applied stress ratios of loading -Q in pendent senfication and analysis of data. All test the triasial desiee should therefore normally be lim-data including seemingly anomalous test results ited to 0 5. A higher ratio may be acceptable if the should be included.

sample i; sufficiently dilativ so that the effective E'" "I stress remains compressive and the end cap does not range ememe valun, an uted hgn Uues separate from the sample. These conditions should be should be clearly shown to permit an inJependent thoroughly documented.

evaluation of the test results.

(3) Test specimens in cyclic tnasial tests some-umes neck texpenence exaggerated reduction in cross

c. De scales of all graphs, diagrams, and plots sectional area usually near the end cap) during exten, should be so chosen that data may be read directly sion Test results should be considered invalid from from these documents with an engineer's scale. The the moment that necking begins. Tests in which neck.

scales should be identified on all such dotuments.

ing occurs should be identified in the documentation of test results.

D, IMPLEMENTATION (4 The loading function used in the dynamic tesung program should be documented De loading This guide will be used by the staff to evaluate the f unction for cyclic tests should be reasonably repre.

sentatne of field loading conditions. Whatever the results of laboratory tests on soils and rocks including the adequacy and quality of data provided to define 3rm of loading function used, the first half cycle of their characteristics and properties needed for en-loading in a cyclie triaxial test should be compres-gineering analysis and design. The staf f will use this sional. The effects of the loading function used on gu e to esaluate the results of laboratory tests sub-apparent dynamic shear strength should be considered mitted in connectmn with construction permit apph-when esaluating test rnults. The staf f will interpret cations docketed af ter December 1,1978. The staff test data based on the loading function used.

will also use this guide to evaluate the results of any (5i Cyclic tests should be carried out with load-new tests performed alter December 1,1978, by a ing f requencies within the range 0.5 to 2 IIr person whose construction permit was issued on or (6) In cyche loading tests on soils where the before December 1,1978.

142 143 9

1.138-9

APPENDlX A D.

D, ci '

U-DEFINITIONS where D. is the inude Jumeter of the tmJ) of the For the convenience of the user, the following umple tube er hner and D, h the diameter of the terms are presented with their definitions as used in cutting edge this guide:

l+efacnon refers to a ugmficant lou of sheanng Applied deviator stress (oo) is the cyclic stress resiuance in a ccheuanlew soil, dae to an increase in applied to the vertical axis of a sample in a esclic pare prenure unJer loading. It may be caused by cyc-triaxial test with an ambient confining yenure c' qual he or mcmmank me.ne m cauc imding, to u.. In the comprenion half of the loading cycle, the vertical stren ci equals as+ ou in :he er.-

Afatr tt in wil or rock is the anemblage of finer tension half of the loading cycle, ui - e, - u"'

rains in which grains of dhtinctisely larger size are B salue is a measure of the degree of soil satura-embedded tion used when preparing samplee for testing. It is Representarise sample is a sample that contains (1) defined as 11

'L where au is the pore wa:er pres.

sure induced in a$ oil sample as a result of a gisen approximately the same mineral constituents of the stratum from which it is taken in the same propor-applied increase in ambient pressure Ao..

tions and with the same grain size dntnbution and (2)

Conrohdation strets rano is the ratio of the major is uncontarninated by foreign materials or by chemi-principal stress to the minor principal stress danng d altera' on.

consohdation If the ratio is unity, consolidation is isotropic.

Spec,f,c recot ery ratio in the ads ance of a rample Cyclic strength is the cyclic stress that produces either a failure condition or a specific level of strain AL measured in extension or compression or both (dou.

R,-

All ble amplitude strain) in a gisen number of cycles.

where AL is the increment of length of sample in the Damping is the dissinatie1 of strain energy during cyclic loading. The energy dissipated is proportional tube corresponding to an increment all of sampler adsance.

to the area of the hysteresis loop. (See Reference 32 for relationships between damping terms.)

Strain-controlled test is a test in which strains are Dispersion (of soils) refers to a change in soil produced in a specimen with controlled rate or mag-structure with loss of bonding forces between parii-nitude.

cles so that the particles tend to assume wider spacing Strest controlled test is a test in which stresses are and are relatisely easily eroded.

apphed to a specimen with controlled rate or mag.

Daturbed sample is a umple whose internal struc.

nitude.

ture has been damaged to such a degree that it does not reasonably approximate that of the matenal in Soil structure is a complex physical-mechanical situ. Such a sample bears a resemblance to an undis-property, components of which are the sizes, shapes, turbed sample in hasing presersed the gross shape and arrangements of the cons;ituent grains and inter-gnen it by a umpling device granular matter and the bonding and capillary forces eting among the constituents.

//amid room n a room or chamber in which the relatne humidity is maintained at or near 1009. It is Undasturbed sample is a sample obtained and han-used for storage of samples and'or preparation of test died in such a way that disturbance of its original

  • I# C ' *
  • structure is minimal so that the sample is suitable for

/n3ide clearanc e ratio. C, of a sampling desice, is laboratory tests of material properties that depend on i

defined as:

in situ soil structure 1.138-10 142 144

APPENDIX B LABORATORY TEST METHODS FOR SOIL AND ROCK STANDARD OR PROPI'RTIES OR RI M ARKS SPI CI AL PRI-I I-R R LD PAR AMETLRS i Q1 IPMI-NT N AME 01 TLST MLTilOD '

OTULR RIFLRLNCES DLTLRMINI D Ri Q1 IRITil NT S SOlLS-INDEX AND Cl AS$llICAllON TLSTS Gradauon Analysn ASTM D421 R e fs. 16, 3 Particle site Methods are drrik able D422 d at ribution to mme ros ks, af ter D2217 d n.gg r e g ation Perc ent f ines ASTM Dil40 Refs 16.3 Percent of weight of material finer than No 2(x) west Anerberg Limits ASTM D423 Refs 16,3 Plastit limit, liquid D424 hmir, plasticity s

D427 indes, drinkage factors Specific Grauty ASTM D454 Refs 16,3 Specific grauty or

!!oihng shoo!J not be apparent specific used for de auing grauty of mil whds Method can be used for rot k. af ter grinding suf ficiently fine to eliminate internal voids in the inf att ros k Soit Deurigwinn ASTM D2488 Description of wil from usual manual e s amination Soil Clauifw auon ASTM D2447 Unified mil clasufica-tion X ray Ref 6 Comparatne denuty,

Very usetut f or detec m ac rost ruc t u r e ti.in of dnturbante due to sampling and for delineation of mil strata in tube sampics Requires X ray apparatus SOILS-MOISTURE-DENSITY RELATIONS Ilulk Unit Weight Ref 3 Ilulk unit weight Methods are appla able (bulk denutyi to ros ks, w oh mme obsious inodifications Water Content ASTM D2216 Ref 3 Water content as Method n appla able D2974 percent of dry weight to roc k Relatne Density Ref 3 ASTM D2049 Maumum and mimmum Requires uhration denuty of coheuon.

table in sibration less wils table testmg. both amphtuJe and frequency shoulJ be adjusteJ to values that yteld greatest denuty lio n -

eser, treatment that produses break age of prains should be asoided and met hanical analy ses should be perf ormcJ e a s hec k on grmn breakage Com pac t ion ASTM Dwx Ref 3 Optimum monture Method toi carth and D1557 content denuty roc k mntures n g'st n relations in Ref 1 SOILS-CONSOLIDATION AND PERMLAlll!ITY g

i)p ASIM D2435 Refs 16 3 One dimensional com-L i

9 Consohda: ton presubihty, permeabil-ity of coheuse mil NOTE I ASTM starmhrd methods are gnen in Referente 8 1.138-11

APPENDIX D-Continued STANDARD OR PROPERTIES OR REMARKS.SPECIAL PREFERRED PARAMETT.RS EQUIPMENT NAME OF TLST METHOD' OTHER REJ1AENCES DETERMINED REQUIREMENTS Ref.17 One-dimensional Method uses conventional espansion vs. load consolidometer apparatus.

relation Permeability ASTM D2434 Refs 3,1/

Permeability Suitable for remolded or compacted soils For natural, in situ soils, field test should be used.

SOILS-PHY!

AND CHEMICAL PROPERTIES Mineralogy Ref.19 Ref' d

Identification of Applicable to rock.

minerals Requires X ray diffrac-tion apparatus. Dif-ferential thermal analysis apparatus may also be used.

Organic Content Ref.21 ASTM D2974 Organic and inorganic Dry combustion methods Ref.22 carbon content as per-(ASTM D2974) are accept-cent of dry weight able, but where organic matter content is cnti-cal, data so obtained should be venfied by wet combustion tests (Ref. 21).

Soluble Salts Ref.23 Concentration of soluble salts in soil pore water Pinhole Test Refs 11,12 Dispersion tendency in Signin. ant in evaluation cohesive soils of pot ential crosion or pir ing (Ref 24).

SOILS-SHEAR STRENGTH AND DEFORMABILITY Unconfined Compression ASTM D2166 Ref. 3 Strength of cohesive soil in uniasial compression Direct Shear, ASTM D3080 Ref.3 Cohesion and angle of Consolidated-internal fnetion Drained

,ander drained conditions Triarial Compression, ASTM D2850 Refs 25,3 Shear strength parameters; Unconsolida,ed-Cohesion and angle of Undrained internal friction for soils of low permeability Tnaxial Compression, Refs. 3,25 Shear strength parameters; Circumferential drains, Consolidated-Cohesion and angle of if used, should Undrai ed internal friction for be slit to avoid consolidated soil. With stiffening test pressure measurements, specimen.

cohesion and fnction may be obtained.

Tnasial Compression, Refs. 3,25 Shear strength parameters; Circumferential drains, Consol: dated-Cohesion and angle of if used, should be Drained internal fnction, for slit to asoid stif-long term loading fening test specimen.

conditions Cyclic Triasial Refs 26,13 Young's modulus damp-See test, subsection Strain-Controlled '

ing and pore pressure 9(e) response of cohesionless soils, modulus and damp-ing of cohesive soils Cyclic Tnatial, Ref.27 Refs.13, 28 Cyclic strength of See test, subsection Stress Controlled cdesive and cohesion.

9(e).

less notis 1 Compnhensne single references are not avadable for mesi dynamic test procedans A lucrature survey is recorninended to any laboratory pericnung such icsta 1.138 12 142 146

APPENDIX B-Continued STANDARD OR PROPERTIES OR REMARKS SPECIAL PRIJERRU)

PARAMIWTTRS LQUIPMENT N AME OF T13T ML THOD*

OTHER RUIRENCES DL'IIRMINED REQUIREMENTS Cyclic Simple Ref s, 29, Shear modulus and damp-lests may be run with Shear' 30, 31, 32 ing salues and cyclic either stress control strength of cohesive or strain control Two and cohesionless soils different types of apparatus, ngl and Roscoe devices, are described in Refs 29 and 31, respectiv-ly Resonant Column Ref.33 Shear modulus and damp-Requires resonant ing ia cohesne and column device cohesianless soils Some devices can be used with deformations in longitudinal made to determine Young's modulu s Some devices can be used to determine cyche strength ROCKS-ENGINEERING PROPERTIES

  • Porouty Refs 34,25 Bulk unit weight, Soil testing methods specific gravity, and generally applicable total porosity ( Melcher with mmor modifica-Method) or effective tion.

porosity (Simrnims or Washburn-Hunting Method)

Per meability Refs. O. ;5 Permeabil:ty of intact Laboratory permeability rm k values are not normally representative of in situ permeability of shallow jointed rock mas ses.

Scismic Velocity ASTM D2845 Refs 7 3(.

Compressional and shear Requires signal genera

, m selocities in tor, transducers, intact rock osalloscope.

Ducci Tenul ASTM D2936

"-f.7 Umasial tenule Stre n gth strength of intact rock

" Brantian Test" Ref 7 Indirect measure of tenuie strength of intact rock Modulus of Ref 7 Indirect measure of Rupture tensile strength of intact rock Unconfined ASTM D2938 Ref 7 Young's moduli and Com presuon unconfined compressive strength of intact rock T ria s:al ASIM D2f64 Ref. 7 Young's modul', coneuon Compression friction parameters of i t 'nd r ai ned )

failure erivelope Trian al Compresuon Ref 37 Young's moduli, cohesion witn Pore Pressure friction parameters of Me asureme nt s effectne stress conditions g

Slake DuraNhty Ref 38 Indes of resistance b

to slaking i Wm rnethmis of ieus f<w mi are also a;yhcaNe to rak See under hsengs fiv soils 1.138-13

APPENDIX C REFERENCES 1.

U.S. Army Engineer h1anual EN1 1116-2-1909, Loading Conditions: State-of-the Art Evaluation Calibration of the Laboratory Soils '.esting of Soil Characteristics for Seicmic Response Equipment, Washington, D.C.,1970.

Analyses, Report for U.S. Atomic Energy Com-2.

American Public Health Association, American Water Works Assosiation, and Water Pollution

14. Shannon & Wilson, Inc. and Agbabian As-Control Federation, Standard Methods for the sociates, in Situ Impulse Test: An Experimental Examination of Water and Wasteuater,13th ed.,

and Analytical Evaluation of Data Interpreta-New York,1971.

tion Procedures, Report for U.S. Nucler.r Regu-latory Commissior,,1976.

3.

U.S. Army Engineer h1anual EN! 1110-2-1906.

Laboratory Soils Testing, Washington, D.C.,

15. J. P. 51ulitis, C. K. Chan, and H. B. Seed, 1970.

"The Effects of Afethod of Sample Preparation on the Cyclic Stress Strains Behavior of Sands,"

4.

A. R. A. Arman and Kenneth L. 51chlanis, "Ef-Ea2thquake Engineering Research Center, Report fects of Storage and Extrusion of Sample Prop-No. EERC 75-18, University of California, Ber-erties," Soil Specimen Preparation for Labora-keley, California, July 1975.

tory Testing, ASThi STP 599, American Society

16. T. W. Lambe, Soil Testing for Engineers, John for Testing and hiaterials,1976.

Wi!cy & Sons, Inc., New York,1951.

S.

51. J. Hvorslev, Subsurface Exploration and
17. W. G. Holtz, ' Suggested 51cthod of Test for Sampling of Soils fo-Civil Engineering Pur-One-Dimension Expansion and Uplift Pressure of poses, U.S. Army Waterways Experiment Sta-tion, Vicksburg, hiississippi,1949.

Clay Soils," Specsal Proceduresfor Testir'g Soil and Rock for Engineering Purposes, ASTH 1 STP 6.

E.L. Krinitzky, Radiography in the Earth Sci-479, American Society for Testing and State-ences and Soil Mechanics, Plenum Press, New rials, Philadelphia, Pennsylvania,1970a, pp.

York,1970.

198-205.

7.

Obert, Leonard, and Duvall, Rock Mechanics

18. W. G. Holtz, " Suggested hiethod of Test for and the Design of Structur - 'n Rock, John Permeability of Undisturbed Soil or Rock Wiley & Sons, Inc., New York,1967.

Specimens," Special Procedures for Testing Soil and Rock for Engineering Purposes, ASTS1 8.

American Society for Testing and 51aterials, STP 479, American Society for Testing and Nia-Special Proceduresfor Testing Soil and Rockfor terials, Philadelphia, Pennsylvania,1970b, pp.

Engineering Purposes, ASTH 1 STP 479

$g_ ; 35.

Philadelphia, Pennsylvama,1970.

19. C. 51. Warshaw and R. Rov, " Classification and 9.

American Society for Testing and 51sterials, a Scheme for the Identification of Layer Sili-Annual Book of ASTM Standards: Part 19, cates,' Bulletin of the Geological Society of Philadelphia, Pennsylvania-America. Vol. 72 'pp.1455-1492.1961. '

10. American Society of Agronomy and American
20. Jack E. Gillott, Clay in Engineering Geology, Society for Testing and 51aterials, Methods of Elsevier, New York,1968.

Soil Analysis. Parts 1 and 2, American Society H.

E Misom ' Wet Combustion Apparatus and of Agronomy, Inc., h1adison, Wisconsin,1965.

Procedure for Organic and inorganic Carbon in

11. J. L. Sherard, L. P. Dunningan, R. S. Decker,
Soil, Prot cedings, Soil Science Society of and E. G. Steele, ' Pinhole Test for Identifying America. Vol 24, pp. 36-40,1960.

Dispersise Spills," Journal of the Geotechnical

22. N. O. Schmidt, " Suggested hiethod of Test for Engineenny Disision, American Society of Civil Organic Carbon Content of Soil bs Wet Combus-Eng neers, \\ ol.102, No. GT 1,1976, pp.

tion,' Special Procedures for T' sting Soil and e

Rock for Engineerine Purposes, American Soci-

12. E. G. Perry, " Piping in Eanh Dams Constructed ety for Testing and 51aterials, STP 479, of Dispersis e Clay; Literature Resiew and De-Philadelphia, Pennsylvania,1970.

sign of Laboratory Tests," Technical Report

23. Soil Coi._

ation Sersice, Soil Sun ev Labora-S-75-15, U.S. Army % aters ay s Espenment tory Methods and Procedures for Collecting Soil Station, \\ icksburg, 51ississippi,1975.

Sam;>!es. Soil Sursey insestigations Report No.

13. Shannon & Wilson, Inc., and Agbabian-Jacobsen 1, U.S. Soil Conservation Sersice, Washington, Associates, Soil Behavior Under Earthquake D.C.

1967.

43 1.138-14

24. J. L. Sherard, L P. Dunningan, and R. S. Deck-
33. B. O. Hardin, " Suggested Method of Test for er, Identification and Nature of Dispersive Shear Modulus and Damping of Soils by the Soils,' ' fournal of the Geotei hnical Engineering Resonant Column,' Special Procedures for Division. ASCE Vol.102, No. GT 4,1976, pp.

Testing Soil and Rock for Engmeering Purposes, 2874 01.

ASTM STP 479, American Society for Testing and Materials, Philadelphia, Penns> h ania,1970.

25. A. W. Hishop and D. J. llenkel, The Afcasure-ment of Soil Properties in the Triatial Test, 2d
34. Arthur W. Buell, " Porosity and Permeability ed. Edw ard Arnolds, Ltd., London,1962.

Analy sis," Sub3urface (;eoloeic Afethods (A Sy mpmium), 1st ed., Colorado School of Mines,

26. M. L Siber and T. K. Park, ' Testing Proce-Golden, Colorado,1950, pp 168-115.

dure Ett.ects on Dynamic Soil Behavior,,, four-nal of the Geotec hnical Engineering Division,

35. George li. Francher, "The Porosity and Permea.

ASCE, Vol.101, No. GT 10,1975, pp.1061-bility of Elastic Sediments and Rocks, Subsur-1083.

face Geologic Stethods ( A S\\ mposium), 2nd ed.,

Colorado School of Mines, Golden, Colorado,

27. M. L Siber, ' Laboratory Triaual Testing Pro-1950, pp. 685-712.

cedures to Determine the Cyclic Strength of Soils, ' NUREG-0031, U.S. Nuclear Regulatory

36. A. R. Gregory, " Shear Wase Velocity Meas-Commission,1976.

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k

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.G a m.

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1974.

142 149 1.138-15

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