ML20151V851

Reg Guide 1.138, Lab Investigations of Soils for Engineering Analysis & Design of Nuclear Power Plants

ML20151V851
Person / Time
Issue date:	04/30/1978
From:	NRC OFFICE OF STANDARDS DEVELOPMENT
To:
References
REGGD-01.138, REGGD-1.138, NUDOCS 8808230030
Download: ML20151V851 (16)

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/p %} U.S. NUCLEAR REGULATORY COMMISSION April 1978 D @% ,,ff)

REGULATORY GUIDE

, , OFFICE OF STANDARDS DEVELOPMENT REGULATORY GUIDE 1.138 LABORATORY INVESTIGATIONS OF SOILS FOR ENGINEERING ANALYSIS AND DESIGN OF NUCLEAR POWER PLANTS A. INTRODUCTION program is required to identify and classify soils and

. . rocks and to evaluate their physical and engineering Paragraph 100.10(c) and Appenda. A. "Seismic properties. The NRC staff reviews the it formation and Geolog,c Site Criteria for Nuclear Power i obtained from the site investigatiens and laboratory Plants, , to 10 CFR Part 100, ' Reactor Site tests and considers the safety aspects of the applica-Criteria, establishes requirements for conducting t on of the data to the design and construction of nu-site investigations for nuclear power plants to permit clear plants. Consideration of public safety imposes an evaluation of the site and provide information panicularly stringent requireraents on the design and needed for seismic response enalyses and engineering construction of nuclear power plant facilities. There-design. Requirements include the development of in- ,

fore, it is essential that all phases of a site investiga-formation relevant to the static and dynamic engmeer- tion program and associated field and laboratory test-ing propenies of soil and rock materials of the site. ing be carefully planned and carried out to ensure that Safety r-lated site characteristics are identified in soil and rock properties are realistically estimated.

detail in Regulatory Guide 1.70, "Standard Format The course of site and laboratory investigations and Content of Safety Analysis Repons for Nuclear will depend on actual site conditions, the nature of Power Plants." Regulatory Guide 4.7, "General Site pr blems encountered or suspected at the site, and Suitability Criteria for Nuclear Power Stations," dis- design requirements for foundations and earthworks.

cusses site characteristics that affect site suitability.

Specific testing requirements and details of testing Regulatory Guide 1.132. "Site Insestigations for pr cedures will depend on the nature of the soils and Foundations of Nuclear Power Plants," discusses rocks encountered. It is normally des,rable i to follow l

programs of field :tudies, exploratory borings, and testing procedures that are geretally known and ac-sampling needed to proside geotechnical data for site cepted since they are easily reproduced. Alsol the ef-evaluation and engineering analysis and design. fects of standa d procedures on test results are better This guide describes laboratory insestigations and understood, in scme cases, depending on the nature testing practices acceptable for determining soil and of the soil or rock w,:'erial, it may be more appro-iock properties and characteristics needed for en. priate and desirable to modify ;- "ing standard pro-gineering analysis and design for foundations and cedure or to use alternatise procedure Sch practice carthworks f or nuclear power plants. is acceptable; howeser, it is important th.. test pro-cedures be fully described so tnat the test rnay be re-Criteria for planning and performing laboratory produced and the results serified tests are gisen in the regulatory position. Terms printed in italics are defined in Appendit A. Appen- In most cases, the state of the a't of laboratory test-dis 11 is a tabulation of laboratory test methods for ing of soils is reflected in existing standards, and, soil and rock References are gisen in AppenJis C- where appropriate, this guide wil) discuss and refer-ence such stanJards. Iloweser, for some of the more B. DISCUSSION complex geotechnical problems, such as those Moln ing the dynamic resp (mse and beh.nior of soils, the g , gg state of the art of laboratory testing is changing and in the course of site insestigations and anal)ses f or established standard procedures do not esi4. Where nuclear power plant facilities, a laboratory testing there are no standards, this guide will describe lab-a + - us wi,..a,w USNRC REGULATORY GUIDES *'*'"'C-"*

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oratory testing practices presently used and discuss be checked at each weighing. Balances or scales used the importance of some of the procedures used in in the field should also be periodically checked I these tests. Continuing research and advances in the against known weights at each field location.

state of the art of dynamic soi! testing and subsequent in general, calibrating instruments for measuring resisions to this guide are expected forces, pressures, temperatures, electrical quantities, and length against certified st indards annually is suf.

2. laboratory f.acslitie' ficient. More frequent calibration may be necessary A laboratory for soil or rock testing should hase a in cases where instruments are subject to heavy use firm, solid floor and should be free of sibrations due and to change by drift or wear.

to traffic and machinery. Temperature control of the AdJitional discuuion of calibration procedures is entire laboratory is desirable but is essential for given by the Corps of Engineers (Ref. IL areas in which triaxial, simple shear, resonant col- c. Reagents and Water umn, consolidation, or permeability tests are con-ducted. Separate areas, and preferably separate Guidelines for suitable chemical reagents, distilled rooms, are desirable for dust- and vibration- water, and apparatus for chemical analyses can be producing activities such as sieve analyses, compac- found in standards of the American Public Ilealth tion tests, and sample processing. Samples are nor- Association (Ref. 2). Water for use in soil or rock mally tested on arrival from the field. If storage is testing may be distilled or demineralized by ion-required, consideration should be gisen to storing exchange processes. Ordinary distillation does not samples in a separate room with the relative humidity remove ammonia or carbon dioxide, and ion-maintained at or near l(MW (a humid room t exchange demineralization does not remove organic colloids. Therefore, special precautions are required

3. feboratory Equipmen' where these substances may be present and may inter-

a. Apparatus fere with tests. Tap water may be used where speci-When standard laboratory testing procedures are fied by standard methods or where chemical analy;ses w at u 6 not contain knpurities in sufficient used, the test apparatus should confo.m to the pub-amounts t interfere with tests. Cons,ideration should lished specifications. W!gre h testing apparatus do not, patisfy published specifications, a complete descrip- pe g en to em water tahn fmm a specWe @

in la ratory tem on samples Imm enmonmg tion of the essential charactenstics of the apparatus is l where the water chemistry is such that the use of dis-needed, with appropriate references to published pa-tilled water in tests would yield nonrepresentatise pers, reports, or monographs. In order to ensure that results; e g., s mples fr m acidic water environments essential characteristics (such as dimensions, mating may bebase differently when tested with distilled of parts, piston friction, and fluid seals) are not sig- water than when tested with water found in the actual nificantly altered by wear, handling, corrosion, dirt, environment of the samples. When saturation of sam-or deterioration of materials, all testinF apparatus ples s required for testing, it is best to de air water should be regularly inspected and maintained. s nce dissolved gases or air can make it impossible to

b. Calibration obtain full saturation in test specimens. A procedure

. for de-airing water is gisen bs the Corps of Engineers All test apparatus nd instruments used for qua..tity (Ref. 3). Suitable commercial de aiiing desices may measurement could be calibrated against certified be used.

calibration ,tandards before being put into service.

Calibrations can be serified at regular intenals there- 4. Handling and Storage of Samp/cs after. The necessary frequency for recalibration sar-Improper handhng and storage of soil and roca ies accord,ng i to the susceptibility of the apparatus to samples can result in damage or alteration that could change and the required precision of measurement. affect the results of laboratory tests. Undisturbed soil Physical length or volume mea (uring apparatus such sampics, whether in blocks o'r tubes, require the most as metallic tapes, rules, pycnometers, or graduates stringent protective measures. It is important to need not be calibrated unless altered by stuble wear transport and handle undisturbed samples so as to or damage. W eights and other equipment used as minimite disturbance of the wil structure. To asoid standards to calibrate test instruments are normally disturbance of tube samples of granular soils, they recalibrated periodically by an external agency with "

may be hand carried or transported and stored serti-equipment directly traceable to the U.S. liureau of cally. Padded containers or racks are recommended Standards. Metalhe weichts used for production may for use in transp rtation and storage of samples, be subject to significant alteration by wear or corro- Close inspection of moisture seals upon receipt of the sion oser long periods and should be periodically samples at the laboratory is necessary to ensure that checked against the calibrated standards.

the seals are intact and that the samples base been it is advisable to recabbrate balances or scales at protected against changes in water content. Seals j least annually and to check them against known should be renewed if needed. The natural water con-weights on at least a quarterly basis. The tero should tent of rock samples and soil blocks may be presened 1.13S-2

by sealing them in styrofoam or cheesecloth and wax adequate number or distribution of suitable samples ct the site prior to transporting. to meet testing requirements.

Esen the most careful treatment of samples cannot Undisturbed tube samples of soils should be present slow 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 livorslev (Ref. 5) and are stated in regu-stress it is therefore best to test samples as soon as latory position 3.

gmssible after receipt, perferably within two weeks. Hvorslev describes procedures for examining cut Longer 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 while other with time. Samples that hase been stored for long por'tions are used for testing. A desirable alternatise periods may be suitable for usual inspection but is the use of radiography, which can be used to shoulJ not be considered to have the characteristics examine samples for distortion of strata, gaps, voids, of undn.turbed samples. A discussion of the effects of and shear zones and which leaves the samples intact.

storage and extrusion on undisturbed samples is given It is also useful for delineating the boundaries of soil by Arman and hichiam,s (Ref. 4). zones with different properties and thus aids in sub-Special handling for presersing undisturbed sam- disiding samples and selecting test specimens. Pro-ples of sand that are free draining may consist of par- cedures for examination by X-radiography are given tially draining or partially draining and freezing the by Krinitzky (Ref. 6).

samples at the site. However, some beliese freezinF A serious source of damage to undisturbed soil will produce distutbances to the soil structure even in samples is the extrusion of the samples from the sam-free-draining soils. If sand samples are frozen they ple tubes. One method that may minimize this dam-should be well drained (but not permitted to dry) age in the remosal of samples from thin-wall tubes is since freezing of saturated er near-saturated samples to split the tube longitudinally by milling. An alterna-produces disturbances from expansion of freezing w h tive may be to saw the tube transsersely into seg-ter. Soils that are not free draining cannot be frozen ments of sufficient length to extrude a single test without di'turbance. Also, it is important to protect specimen from each and trim off the ends. The fact frozen samples from thawing and from wide fluctua- that milling may cause disturbance and changes in the I tions of temperature below the freezing point. soid ratio in some soils, particularly in loose sand, is fiulk and disturbed samples of soil do not require an important consideration in tte assessment of the any special care in or protection from mechanical dis. best way to remose samples from tubes. Dressing the turbance. Samples to be used for fluid content deter. cut tube edges before estruding samples from the minations and shale samples to be used for tests of tube sections reduces disturbance of the sample, mechanical properties need to be protected against Reuse of thin walled sample tubes that have not been change in water content. Rock samples with soil like cut is not recommended if they hase been damaged properties such as soft shales or weakly indurated during retrieving or extruding samples.

sandstones can be transported, handled, and stored as Trimming and shaping of test specimens of soils smls < require great care to present disturbance and changes Criteria regarding sample handling and storage are in water content. Frozen samples can be prepared gisen in regulatory position 2. under conditions that will prever.t premature thawing.

Details of procedures depend on the nature of the test

5. Selection and Preparation of Tc5r Specimens and the specimen. Procedures for preparing soil

a. Undisturbed Sampics specimens for testing are described by the Corps of Engineers (Ref. 3). 51ethods of preparation of rock The selection of soil and rock specimens for lab- specimens for testing are described by Obert and oratory testing requires careful examination of boring Duvall t Ref. 7) and in ASTN1 standards (Refs. 8,9).

records and asailable sampics. It is important that test specimens be representative of the soil or rock b. Reconstitutrd or Remolded Sampics unit to be tested and be accurately deser. bed to permit High quality undisturbed samples are preferred for establishment of the soil profile. Aserage test values all tests of strength and dynamic response of m situ of material properties need to be identified as well as materials, whether cohesise or cohesionless. Ilow-the range of values identifying their sariability. This eser, in some instances, reconstituted or remolded requires the testing of not only the most represenia- samples must be used when representatise undio risc sampics, but also of those with extreme prop- turbed samples cannot be obtained. Remolded sam-erties and those representatise of critical zones. pies are also used as representatise of compacted fill Guidelines for spacing of borings and frequency of or backfill material for new construction. Undis-D sampling are gisen in Regulatory Guide 1.132. Addi-tional boring and sampling may be required when turbed sacnples of earth fill are taken for cor.firmatory testing during construction. Undisturbed samples are laboratory examination of the samples rescals an in- also taken in the testing and reesaluation of existing 1.138.3

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structures. Reconstituted specimens representative of 7. Testine Procedures for Determining Static Soil in utu material should be molded to the in sito den. Propertie3 sin and moisture content as determined f rom actual .

l field measurements. Regulatory Guide 1.132 discuss. '

""V es methods of determining the in situ density of WASH-1301 (Ref. 39) describes the methods cohesionless soils. Samples representatise of fill ma- commonly employed in determining the classification terial should be molded to the range of densities and and engineering properties of soils and rocks. It water contents espected or obtained under field con- places into perspectise the various aspects of classifi-ditions. cation and engineering properties as they pertain to In preparing remolded specimens, care should be ge technical insestigations for nuclear plants.

taken to asoid mising granular soils of different gra- Whenever powible, laboratory testing should be dation. Such a misture may exhibit behasior that is carried out according to generally accepted published entirely different from that of its separate compo- procedures. Such published procedures include those nents, esen taough the density is closely reproduced. of the standards of the American Society for Testing Scalping (the removal of the coarse fraction of a and Nia:crials ( ASThi), the American Association of sample) is also known to in0uence test results par- State Highw ay and Transportation Of ficials ticularly in dynamic testing, but the nature of the in- ( A ASHTO, formerly A ASHO), and those established Guence is not well understood. Therefore, scalping by U.S. Gosernment agencies sue $ as the U.S. Army should be asoided wheneser possible. Corps of Engineers, the Bureau of Reclamation, and the Soil Consersation Service. Others include widely

6. Laboratory Testing Program known and accepted tests, monographs and journals describing test procedures and publications of similar

. All soils and rocks sampled at the site need to be character and standing. Laboratory procedures for identtfied and classified. This requires indes and some of the more common tests are included in Ap-clasu,fication tests and water content and density de-pendis B together with references to selected litera-terminations. Additional clawification tests may also ture. Criteria regarding testing procedures are stated include grain size analyses, mineralogical anal)ses, in regulators positions 1 and 5.

organic content determinations, and other types of -

testing as appropriate to the soil and rock types and The U.S. Army Engineer hlanual EN1 1110 water conditions encountered 1906, "I.aboratory Soil Testing" (Ref. 3) ar'd A STM

. standards (Refs. 8. 9) gise detailed procedores that Test requirements beyond those for identification are widely accepted for mans indes anJ en.'incering and clawification are determined by consideration of ~ '

property tests of soils. These induJe; the nature and distribution of the soil and rock mate-rials at the site, material properties, design loading Water Content Permeabihty conditions, and potential problems. Commor, tests Unit Weights Consolidation requircJ of foundation and embankment materials in. Void Ratio Direct Shear lest dode drained and undrained shear strength, consoli- Porou t,s Triasial Compression dation and swelling characteristics, compaction, rela. Saturation Testy tis e density , and permeabilits.

Attciberg Limits Unconfmed Comprewion Specific Grasity Tests in addition to the usual geotechnical engineering Grain Si/e Analysis Relatise Density considerations, the insestigation and esaluation of Compaction utes for nuclear power plants require an esaluation of the site response to earthquake loading n well as in addition to the Corps of Engineers Manual, other dynamic loading condit:ons. Such .inah ses in- there is a two wiume monograph entitled Afethods of clude the esaluation of wase propagation ebaiacteris- Soil Analy.us (Ref.10) sponsored jointly by the ties of subsurface materiah with interactm ef fects of American Society of AFronomy and the American structures, the analysis of the potenti..I for soil Society for Testing and Materials that prosides ac-liquefo< ticn, settlement under dy namh loadmp. and cepted procedure; lor determining some engineering the analysis of the effects of earthquake loading on properties and a . side sariety of tests for physical, the stability of slopes and embankmer.it chemical, and microbiological properties of soils.

Both the Corps of Engineers Manual and this monog-The basic parameters required as input for dynamic remonse analyses of soih include total man denuty, raph provide valuable discuuions of common prob-lems, precautionary measure s, calibration proce-relathe density, Poiuon s ratio, the static soil dures, and control of errors in testing soih.

strength, imtial stress conditions, shear anJ comprev sional wast selocities, and the dynamic shear mod. Where cohesne soih are used in water retention ulus and damping ratio. T he sariation of strength, structures, or are otherwise used to control water moduli, and damping with strairi is ako needed for rnoscinent, it is essential that the dispersion charac-such analy ses. teristies and ernhbility of the soil be evaluated by suit-1.1304

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l able tests of samples remolded to the same density Laboratory tests that measure shear modulus in- 1 and water content used for design. Acceptable testing clude the cyclic simple shear test, the cyclic torsional l methods are described by Sherard et al. (Ref.11) and shear test, and the resonant column test. In addition, Perry (Ref.12). the cyclic triasial test is used to determine the Young's modulus from which the shear modulus may be calcu.

b. Tests of G,roundwater or Surface Waters. The

, lated based on an estimated value for Poisson's ratio.

requirements for testing of groundwater and surface This is an indirect method of estimating the shear wcter depend on the nature of potential problems modulus, but it is widely used. The resonant column identified at the site. Acid water, for example, may device has been improved to cover a broader range of ecuse the degradation of carbonate rocks and concrete applied shear strain, and the device is becoming more foundations. Standard methods of testing rater for commonly available. The resonant column and cyclic physical, chemical, radioactive, and microbiological trias al tests are also the most commonly used labora-properties are described in Reference 2. This refer- tory procedures for determining material damping.

ence also describes methods of testing polluted water' Regardless of the methods used in determining the wastewaters, effluents, bottom sediments, and shear modulus and damping characteristics of soils, it sludges. Standard testing methods can be used unless is important to use several different techniques and to sp:cial problems are encountered that require modifi-

. correlate laboratorv data with geophysical data frou

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cations or alternatise methods. the field. The range of values selected for design purposes should then be tempered with judgment and

3. Testing Proceduresfor Determining Dynamic Soil e xperie nce.

Properties and Soil Behavior

a. General Values of Poisson's ratio may be obtained in tne laboratory by (1) monitoring both axial and radial Some laboratory in',estigations and testing proce- strains in the cyclic triaxial 7 compression test, (2) dures for determining dynamic soil properties and comparing data from cyclic triasial and cyclic simple soil behavior are listed, with references, in Appendix shear tests, or (3) comparing response in the axial H. Test methods and analyses relevant to determining mode with that in the torsional mode in the resonant the dynamic response of soils are discussed by Shan- column test. Care should be taken that data compared (non and Wilson and Agbabian Jacobsen are from tests with approximately equal strain levels.

Associates Refs.13,14). Silver discusses laboratory procedures Laboratory determination of Poisson's ratio is dif-D for conducting cyclic triasial tests in Reference 30.

Criteria regarding some of the procedures used in ficult, and it is some'imes preferable to determine values based on field measurement of shear and com-dynamic soil testing are given in regulatory position pression wase velocity in situ. Also, in some cases

1. there may be laboratory or field test data available for it is important that the laboratory tests represent similar soils that should be evaluated in estimating field conditions as closely as practical to ensure a salues of Poisson's ratio. Under dynamic or un-realistic assessment of soil properties, fle fore drained conditions, Poisson's ratio for fully saturated dynamic tests are performed, the initial stt.e of stress soils normally will have a value approaching 0.5 be-f in the soil is normally det.;rmined, and a series of cause of the influence of the water, whereas soils of static consolidated-drained and consolidated. Iow saturation usually have lower values.

undrained triasial complession 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 rance and Liquefaction Potential as input for reference analyses and soil structure in- The shear and other deformation behavior of soils sub-teraction studies as well as testing to determine the jected to seismic or other dynamic loads may be deter-dynamic strength characteristics and liquefaction po- g , ;g g g tential of soils. Criteria regarding the range of con- (static) and cyclic load tests. Appropriate static tests solidation stress ratios and confining pressures that include consolidated undrained triaxial tests with are appropriate for both static and dynamic testing are pore pressure measurements. These tests may include gisen in regulatory position 4 sotropically and anisotropically consolidated speci-mens, with a range of confining pressures and con-

b. Testing to Determine the Drnamic Shear MoJ-

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'""d"'I"" '"' ' '"'I ulus, Damping, and PoissoNs Ratio tions. The effect of cyclic loading is evaluated by a The dynamic shear modulus and damping values in program of stress or strain-controlled cyclic loading soils are strain dependent; it is therefore important to testa. Equipment available for conducting such tests determine these properties using several different include the cyclic triasial, cyclic simple shear, and testing methods to cover various ranFes of applied cyclic torsional shear devices. Howeser, the cyclic D strain. Figure I shows the lesel or range of strain ap-plicable to each test procedure.

triasial device is more commonly available, it is im-portant that the scope of the dynamic testing program 1.138.5

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-G E O PH Y SIC A L----=-

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I VlBRATORY

_ --ea- STATIC PLATE BEARING h"PLATE BEARING HSM EQ'-=-;

l-~ CARTHQUAKES'  :

I 10 5 104 10'3 10-2 to 1 1 go Shear Strein, Percent

a. FIE LD TESTS

-CYCL C TRIAXlAL- l l

MYCLIC SIMPLE SHEAR lc TORSIONAL SHE A" :l

+RESON ANT COLUMN 'l SHAKE TABLE hSM-EQ*H l: E A RTHOU AKE S*-+l l

100 104 10 3 30 2 10-1 1 jo Shear Strain, Percent

b. LABOR ATORY TESTS

' Note: Range of shear strain denoted as "Esethquakes" represents en outreme range for most earthquakes, "SM E Q" denotes strains induced by strong mot 6on earthquakes.

Fpre 1. Field aM Laboratory Tests Showing Approximate Strain Ranges.

(Adapted From Reference 131.

1. D8.6

be sufficient to determine the degree to which shear- I aboratory tests on soil and rock material should be y ing resistance is affected by cyclic loading. thorough and of documented quahty that permits a

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d Special Conuderationi in Performing Dynamic surfaec conditions.

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b. Personnel esperienced in laboratory practices in planning, performing, and interpreting dynam.ic for soil testing should be respondble for handling laboratory tests, consideration should be given to (1) samples, preparing test specimens, testing procedures the condition of undisturbed test specimens and the and operations, and all relatcJ documentation.

degree to which the structure of the soil has been pre-served, (2) the rnethod of reconstituting remolded e. The testing facility should be adequate for the samples, (3) the consolidation and saturation of the planned testing program. It should be a substantial specimens prior to testing, (4) the applied confining structure free of tralfic and machinery sibration and pressures and the applied asial deviator stress or should be prosided with suf ficient area to separate stress ratio, (5) the wase form of cyclic loading, (6) actisities such as sample preparation, sies e analyses, the frequency of loading, and (7) the duration of con- compaction tests, and physical property tesa.

fining pressure application. The time effect of load- liquipment should be initially eahbrated when in-ing is particularis important for cohesise soils. All of ytalled as in the case of field f acihties anJ regularly these factors and parameters will hase an important ^# "" P'"8

• I influence on test results and their interpretation. For I#"# "" * " "'

!"'fonnally n documented as part of the laboratory test-example: ing program should be provided. The program should t 1) The method of reconstituting samples has a ensure that equipment is recalibrated at least annu-strong effect on dynamic test results, and it is impor. ally and continually inspected Standards traceable to tant to consider this ef fect in the interpretation of test the National Bureau of Standards should be used for data as well as in planning the test program. Mulitis. recalibration and should be at least four times as ac-Chan, and Seed (Ref. 15) discuss the ef fect of curate as those required of the working instrument.

method of sample preparation on the resuhs of cyclic d. The number of tests required in a laboraton in-loading tests. s estigation propam will depend upon the type ot'rna-(2) Square-w as e loading proJuees more sesere terial, the quality of samples, the purpose and rela-D conditions than anusoidal loading anJ consequently may produce an apparently lower cy lir shrar tise importance of the test, and the scatter of test data. In ceneral, all soils and rocks sampled at the 3rreneth or greater susceptibility to liquefaction. At site should be fint identified and classified using ap-the other estreme, triangular wase loading produces prornate indes and classification testt The Unified less sesere conditions than sinusoidal loading and Soil Classification System should be used in describ-consequently may produce an apparently higher cyc- ing soils and in preparing soil profiles Further tests lic shear strength or lower susceptibinty to liquetae- required to establish physical anJ engineering prop-non, crties should be suf ficient to define the range of s al-i3) Information as ailable at the piesent time in. ues for material propenies. A suf ficient number of dicates that the dynamic behasior of soils is relatis ely ints aould be completed to coser the range of sal-insendtne to the trequene) of apphed extie loading ues espected under field conditions for such impor-within the range of 0 5 to 211/ h i, therefore com- tant sariables as confining pressure, consolidauon mon prastice to carry out laboratory c)che tests at a ratio, degree of saturation, and density ,

f requency in the neighborhood of 111/. c. When applicable, laboratory test , shoulJ be car-ried out according to cenerally accepted published C, REGULATORY POSITION procedures such as tho[e identified in this guide. Ap.

penJis B hsts preferred methods for conducting many 1, .irncral Reqmrrmcnn for a I.abm aton Icstine soil and toek tests.

Program Standard test procedures that are fohowed without a A labrwto > testing program needed for deter- desiation and performed on standard equipment re-mining thz ; ropetties of subsurf ace materials at a nu- quire documentation by reference only. I or tests s! ear power plant site is highly dependent on actu.d where there are no standard procedures asailable er site condmons, matenal properties, and daign re- where it is appropriate to use modified or alternatise quirements f or foundations and earthworks There- procedures, the details of the test procedures should tore, a program should be made flesible and tailored be documented for esaluation and future referencing.

to each 4te and plant design as the site and laboratory The technical basis for desiating f rom standard test-insestiganons proceed and should be under the direc- ing procedures should be documented Use of other tien of espenenced engineers and geologists that than standard equipment, esen if it is used with hase Jemonstrated competence in the field of soil and standard testing procedures, should also be rock methanies testing and are familiar with the site. documented.

1.138,7

2. //andline and Storage of Sampl< s represent in utu materiah, as in the case of some sana or gra > h, they should be reconstituted Undisturbed samples should be transported and to the in situ density and water contents as deter-handled so as to minimite disturbance of the soil structure by impact or vibration, and thes should be mined from actual field measurements. Usually, the protected against changes in water content. Undis- uw of rqage nuty as intupreted from Standard i enetration fests (SPT) is not sufficiently accurate turbed sand samples may be partially drained before transporting and storing. Regardless of the methods f r determining densities in cohesionless soilq Regu-f atory Guide 1.132, "Site Insestigations for I ounda-used for handling and transporting samples, some h ns of u ar Power Plants, dhcunes methods of type of control measure should be made to detect po- T tential disturbance. Moisture seals should be perioJi- determination of in situ density in cohesionless so,ls.

i S mples prepared as representative of fills such as cally checked 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 fill placement and reaching the laboratory to minimize the effects of compacted to densities equivalent to those that will structural and chemical changes with time. The dura. be achtesed under field conditions.

tion of storage before testing should be recorded for each sample test. Samples that hase been stored for Where large p rticles are present in the material to lone periods of time should not be considered to hase be tested, the diameter of the test specimen should be the' characteristics of undisturbed samples. Therefore, at least sit times the Jiameter of the largest particle, they should not be tested as undisturbed samples. Scalping should be asoided whenever possible. In in-stances where scalping cannot be asoided, the test

3. Selertion and Preparation of Test Spec imens specimens should be prepared at a density corre-

a. I'ndisturbed Samples pronding to the matrit density of the material, which is normally lower than the total bulk density. This Test specimens should be representalisc of each may be done by replacing osersite particles with an discrete soil or rock unit to be tested and should be equal percentage, by weight, of material retained on accurately described on the basis of classification the No. 4 sieve, with a top size not exceeding the tests to permit establishment of the soil and geologic maximum allowable siese site. Scalping procedures profiles. The best quality and most representatise um should be esplained together with reasons for espect-disturbed samples asailable should be used in physi- ing test results to be valid. Experience has shown that cal and engineering property tests of in situ soils reconstituting samples to the matrix density of the ,

whether cohesive or cohesionless, material will sometimes gise different results. Ilo+

eser, it is beliesed to be a conservative approach. For

]

Undhturbed tube samples should satisfy the foi- granular soils, an alternatise would be to prepare the lowing criteria: sample to a density corresponding ta the same rela-(1) The . specific recovery ratio should be be- tise density as that of the original in situ unsealped tween 90 and 100 percent; a tube with less recover) material, may be acceptable if it appears that the sample may hase broken off and otherwise appears undisturbed.

4. Cru.cria for Testing Procedures The actual recosery obtained should be recorded and docu mented, gg (2) On the surface of or in sliced sections of the sample, there should be no sisible distortions, planes (1) All reprewntative soil samples prepared for con-of failure, pitting, discoloration, or other signs of dis- solidated triasial compression tests, whether static or i turbance that can be attributed to the sampling opera- dynamic, should be consolidated to a range of con- l tion or handling of the sample. solidation stress ratios appropriate to espected field e nditions. Consolidation stress ratio salues of 1.0, (3) The net length and weight of the sample and the results of other control tests should not have 1.5, and 2.0 are usually satisfactory but may vary changed during shipment, storage, and handling of with anticipatcd soil conditions. Confining pressures the sample.

should also cover a range of values corresponding to those expected in the field. Pore pressures should be in addition to the abose, samples that base been measured in consolidated undrained static and subjected to siolent mechanical shocks or to acciden- dynamic tests. Sufficient data should be obtained to tal freeting and thawing should not be considered to permit the determination of the nonlinearity of the be undnturbed esen if other esidence of disturbance consolidated drained and consolidated undrained is absent. stress strain relations, as well as the peak and re-sidual shear strengths. Also, testing should be per-

b. Reconstituted or Remolded Samples f rmed on both isotropically and anisotropically con. ,

solidated specimens, as necessary, to represent initial Where reconstituted specimens must be used to stress conditions in the field.

1.138.8

. e (2) Tests of soils that will be below the water form of a relation between dependent and independ-D table or will become saturated during plant operation should be performed only on specimens that are es-ent variables (such as cyclic shear stress and number of cycles to a particular strain lesel or failure) is sentially IOM saturated, as indicated by Skemp- known or suspected to be nonlinear, the curve eu tion's B4alue. The minimum acetptable B value is pressing the relation should have sufficient data considered to be 0.95. points to accurately define the curse. The range of applieJ shear or desiator stress values in the cyclie

b. Cylic l.oading Test' test should sufficiently encompass anticipated field (1).It is recommended that the cycle triaitial de- loading conditions to permit the margin of safety to .,

sice be periodically checked by measuring the cyclic be esaluated De number of tests required should be strength of some standard sand as that described b) increased when the scatter of data is wide and when Silver et al. (Ref. 28). there are large sariations in material gradation or (2) The absolute value of the applied deviator density, quality of samples. or changes and adjust-stress ao in the cyclic triaitial tests norrnally should ments in test precedures.

not exceed the effective ambient confining pressure (u3) so that the sertical stress remains compressise. 5. Documentation of Test Rc3ula h,itceeding the effective confm,ng i 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 identifications and descriptions should be highly dilative, will cause separation of the cap from documented in detail in a manner that permits inde-the sample. Applied stress ratios of loading @ in pendent verificauen and analysis of 'Jata. All test the triasial desice should therefore normally be lim. data includin; seemingly anomalous test results ited to 0.5. A higher ratio may be acceptable if the should be included.

sample is sufficiently dilative so that the effectise The degree of sariability or scatter in data, the stress remains compressive and the end cap does not .ange of estreme salues, and selected design values separate from the sample. These conditions should be should be clearly shown to permit an independent thoroughly documented. evaluation of the test results.

(3) Test specimens in cyclic triaitial tests some-times neck (esperience esaggerated reduction in cross

c. The scales of all graphs, diagrams, and ploh

} should be so chosen that data may be read directly sectional area uiually near the end cap) during esten.

from these documents with an engineer's scale. The sion. Test resula should be considered insahd from scales should be identified on all such documents, the moment that necking begins. Tests in whith nec .

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

D. IMPLEMENTATION (4) The loading function used in the dyn.mic testing program should be documented The loading .

.Th .is guide will be used by the str.ff to evaluate the function for cyclic tesh should be reasonably repre- results of laboratory tests on soils and rocks including sentatise of field loading condition Whateser the the adequacy and quality of data prosided to define form of loading function used, the first hall escle of '

their character. sues and properties needed for en-loading in a esclic triasial test should be compres- gineering enalysis and design. The staff will use this sional. The effects of the loading function used on guide to esaluate the results of laboratory tests sub-apparent dynamic shear strength should be considered mitted in connection with construction permit appli-when esalcating test results. The staff will interpret cati ns docketed after December 1,1078. The staff test data based on the loading fur.ction used.

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

I I

1.138 9

i .

APPENDIX A D. D, C, =

DEFINITIONS D, where D. is the inside diameter of the body of the For the consenience of the user, the following sample tube or liner and D, is the diameter of the terms are presented with their definitions as used in cutting edge.

this guide:

. I.iqurfacti<m refers to a significant loss of shearing Applied deviator stress (a a,) is the cych.e stress applied to the sertical atis of a sarnple in a cyclic

' Id "'# I" " '" ."" I ' " * ". h # I" "" " ' ' ' ' "

triasial test with an ambient confining pressure equal Ivre preuure under loading, it may be caused by eye-to a3 In the comprewion half of the loading cycle, lic er rnon tonic increase in static loading.

the sertical stress a, equals a3 + a a, in the ex- 3/atri.t in soil or rock is the assemblage of finer tension half of the loadmg cycle, ai = a3 - no ,' grains in which grains of distinctisely larger size are B value is a measure of the degree of soil satura- embedded.

tion used when preparing samples for testing. It is

• L- w here Au is the pore water pres. Representarisc 3 ample is a sample that contains (I) defined sure induced as inHa= Doil sample as a result of a given approximately the same mineral constituents of the applied increase in ambient pressure Aa, stratum from which it is taken in the same propor-tions and with the same grain size distribution and (2)

Conm/idation stress ratio is the ratio of the major is uncontaminated by foreign materials or by chemi-principal stress to the minor principal stress during

'"I " ' ' U "" '

consolidation. If the ratio is unity, consolidation is isotropic. Specific rer<ncr3 ratio in the adsance of a sampic tube is defined as:

(,ylir sterneth n. the cych.e stress that produces either a failure condition or a specific lesel of strain AL measurcJ in estension or compreuion or both (dou- R. =

ble amplitude strain) in a gisen number of cycles. AH Damping is the dinipation of strain energy during where AL is the increment of length of sample in the cyclic loading. The energy dissipated is proportional tube corresponding to an increment AH of sampler to the area of the hysteresis loop. (See Reference 32 adsance.

for relationships between damping terms.)

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

cles so that the particles tend to assume wider spacine '

and are relatisely casily eroded Strr3mourolled ic5r is a test in which streues are applied to a specimen with controlled rate or mag.

Disturbed 3 amp /c is a sample whose internal struc- aitude.

ture has been damaged to such a degree that it does not reasonably approximate that of the material in Soil structure is a comples physical mechanical situ. Such a sample bears a resemblance to an undie property, components of which are the sizes, shapes, turbed sample in hasing presersed the grow shape arid arrangements of the constituent grains and inter-gisen it by a sampling desice. granular matter and the bonding and capillary forces Humid room is a room or chamber in which the acting mong the constituents, relative humidity is maintained at or near 1009. It is Undisturba rsample 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

• P"""'" structure is minimal so that the sample is suitable for

/ nude c/rarance ratio. Cn of a sampling desice, is laboratory tests of material properties that depend on defined as: in situ soil structure.

4 1.138-10

l APPENDIX B

)

LABORATORY TEST METHODS FOR SOIL AND ROCK. j .d )

p-Q U eF N1 ARKS SPlf I Al w l A N D A R D OR,. g #f ROP 1 RTil s OR PRI i 1.RRi D e} PAR A\1LTI R5 1 Qt IPN11 N f DI TI R \tlNI D RIQUIRL Ail NIN

\ N ANil of TIAT N1I T HOD ' YTHE R Rill RI ACE S solL%-INDi.N AND Cl As%IllC ATiON 11 ST%

Grahtion Analy us A%1\1D421 Refs 16, 1 Partis te ute MethoJs are appf wav e D422 J at rib ut ion to some raskt af ter D221? Jnaggregation Per6 cnt l ines Asl \1 Dil4n Refs 16, 1 Pertent of w eight of marerial finer than Na 200 uese Atmberg iinun ASTN1D423 Re f s 16. 3 Plasts limit. liquid D424 limit, plauwity

!)427 inJet shnnkage f actors AST At Ds54 Refs 16. 4 Spesific gras ity or Hoiling shoulJ not be sm ifw Grast>

apparent sycifw used for Je.airng grasily of wil winds Nicthod tan be used for rock, af ter ynnJmg suf ficit n.ly fine to climinate internal soiJi in the intact rock Soil 1)c w ripuun ANT \1 D24" Description of soil from s nual rranual c samination Nul Clamt s anon ASI N1 D24M7 l'nificJ wil clasuf na-tio n Eray Ret 6 Comparatne Jcnuty, Very useful for desee f tion of Jnturbance due m as tostr ucture to sampling anJ for Jelineation of wil strata in tube samples Requires Lray apparatus soll s-NtolsTURIDDI NslTY RI1 ATIOM Hulk Umt Weight Ret 3 Hulk unit weight Stethods are applkable ibulk Jenuty I to rts kt with wmc cibs sous mswiifw ations W ater Content Asth 1 D2216 Ref i Water 6ontent as NiethaJ n applNab!c D2974 percent cf dry we.ght to ros k Relatne Density Ret 1 .4sl%i D2049 Niaumum and minimum Requires sibration Jensity of cohecon- table. In sibration len wils tab!c testing, both amplituJe and frequene) shoulJ be adjusteJ 10 salues that peld greatest Jensity. How-eier, treatment that produces breakage of grains shoulJ be amided and methanical analyses should be performed as a check on grain breakage Com pas t ion AST S1 DM4 Ref 3 Optimum mon:ure Mcthiwi for carth anJ Dl457 content denuty rock mistuies is gnen relations in Ref )

Solls-CONSOLID ATION AND P! RMIABill1 Y l Conwhdation AST h1 D24M Refs 16,3 One-Jimenuonal tom-prembilny , permeabil.

sty of cohesne mit Noli 1 Astm Maridarij MWs e goen se Weteresc $

APPENDIX B-Continued

' STANDARD OR 4 PROPLR*lLS OR ') RLM ARKS 5PLCl AL PRIH RR ED Q PAR AMIiTI Rs LQUIPMENT N AMI Of TLST MilllOD' '0111ER RLF t RLNCES DL~T LR MIN LD REQUIRLMLNTS Ref.17 One dimensional Method uses consentional espannon si load sonsolidometer apparatus relation Permeability ASTM D2434 Refs 3, a ll Permeability suitable for ren olded or compacted soils. For natural, in situ soils, field test should be used.

SolLS-PliYSICAL AND CHEMICAL PROPERTIES Miner alogy R e f. 19 Refs. 20,10 ldentification of Applicable to rock minerals Requires X ra) diffrac-tion apparatus. Dif-ferential thermal analyus apparatus ma) 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 neight able, but where organic matter content is criti-cal, data so obtained should be unfied by met combustion tests (Ref. 21L Soluble Salts Ref 23 Concentration of soluble salts in soil pore mater Pinhole Test Refs i I,12 Dispersion tendency in Significani in esaluation cohesise soils of potential crouon or piping (Ref,24)

SOILS-SHLAR STRLNGTil AND DEFORM AfflLITY l'nconfined Compresuon ASTM D2tM Ref. 3 Strength of cohesise scal in unissial comprenuon Direst Shear. ASTM D)0ko Ref 3 Cohesion and angle of Cons olidated . internal fristion Drained under drained conditions T nasial Comprenion, ASTM D2l ISO Refs 25, 3 Shear strength parameters; l'nconwhda te d . Cohenon and angle of Undrained internal Inction for soils of los permeability T nasial Corrprenion, Refs. 3, 25 Shear strength parameters. Circumferential drains, f Consolidated. Cohesion and angle of if used, should l'ndrained internal fnction for he slit to asoid consolktated soil. With stiffening test pressure measurements, specimen coheuon and friction may be obtatned.

T naual Compression, Refs 3,25 Shear strength parameters; Circumferential drains, ,

ConolidateJ Cohesion and angle of if used, should be /

Dr . M internal friction, for slit to asoid stif- d long term loading fening test specimen.

conditions Cycin, Triasial Refs. 26,13 Young's modulus damp. See test, subsection Strain Controlled ' ing and pore pressure 9ie).

response of cohesionless soils, rrde41us and damp-ing of cohesise sosis Cyclic Tnaual, Ref 27 Refs 13, 28 Cyclic strength of See test, subsection Stress Controlled cohesive and cohesion- 9t e t less soils 2 Cghtmane single reimmes a n4 assilatee f(v mcmi dymanac tesi prmdues A heerenge aunty is reuwmended so any lahssisy Jeffsaumg seca sesis I,138 12

i APPENDIX B-Continued I pr b ,1qMARKs SPt G AL k T ANDARD OR s4 PROPERT1LS OR PRfl iJtRE D '? l PARAMLNTERS I QUIPMLNT T N AME OF TEST MET 110D' 'OlllLR R11LRENCES DETI R MINLD REQUIR EMENTS Cycle simple Refs,29 Shear modalui and damp- Tesis may be run with Shear' 30, 31, 32 ing salues and cyclic either stress control strength of sobesac or strain control. T ao and cohenocless soils different types of apparatus, ngl 4,nd Roscoe des kes, are described in Refs. 29 and 31, reifectisely.

Resonant Column Ref. 33 Shear modulus and damp- Requires resonant ing in cohesne and column deuse cohesion! css soils.

Some devices can be used with deformations in longitudinal moJe to determine Young's modulus Some devices can be used to determir.e cyclic strength ROCKS-ENGINLE RING PROPERTILS '

Porout y Refs 34,35 Bulk unit weight, Soil testing methods specific grasity, and generally applKable total porosity (Melcher with minor modifica-Method) or efic6tne tion porouty (Simmons or w ashburn flunting MethoJi Per mea Niity Reft 14, 35 Permeability of intact Laborsiory permeability h rmk salues are not normally representatne of in usu permeability of shallom joiited rock m as se s .

senmie Velaity ASTM D2445 Refs 7,36 Comprenuonal and shear Requires sign.J genera-H ase selWilles in tot, transducers, intact rock ow illoscope ihrect Tenul ASTM D2936 Ref 7 Uniaual tenule Strength strength of intast rxk "Hratihan Test" Ref 7 Indirest measure of tenule strength of intact rock Madulus of Ref 7 Indirest measure of R upture tenule strength of intast rock l'nsonlineJ ASTM D;91R Rei 7 Young's maiull and Com presuon unconfincJ compressne urength of im.ct rot h Triaual ASTM D2M4 Ref 7 Young's moduli, cohenon Com, resuon friction parameters of i t'nJr ained ) f ailure enselope Triuial Compreman Ref 37 Young's moduh, coheuen w ith Pore Pres ute friction parameters of M e,n u r eme ni s effestne stress (endirent Ref 3M jndeg of resniance

%Iske (brabilit) to slaking a u , _s. ~. . e .i ., ~.- em s ma s,s , e ,

1.13013

e. ,

l l

i APPENDIX C REFERENCES 1

1. U.S. Anny Engineer N1anual EN1 1110-2-1909, Loading Conditions: State of the Art Esaluation l Calibratton of the Laboratory Soils Te s tin g of Soil Charac teristics for Seismic Response I

Equipment, Washington, D.C.,1970. Analy ses, Report for U.S. Atomic Energy Com-mission,1972.

2. American Public llealth Asweiation, American Water Works Auociation, and Water Pollution 14. Shannon & Wilson, Inc. and Agbabian As-Control Federation, Standard Afethods for the sociates, in Situ Impulse Test: An titperimental Esamination of Water and Wastenater,13th ed., and Analytical Esaluation of Data Interpreta-New York,1971 tion Procedurcs, Report for U.S. Nuclear Regu.

latory Commiwien,1976.

3. U.S. Army Engineer 51anual EN! 1110-2-1906 Laboratory Soili Testing. Washington, D.C., 15. J. P. Niulitis, C. K, Chan, and H. B. Seed, 1970. "The Effects of Niethod of Sample Preparation on the Cyclic Stress Strains Behasior of Sands,"

4. A. R. A, Arhun and Kenneth L. NicN1 anis, "Ef- Earthquake Engineering Research Center, Report fects of Storage and Estrusion of Sample Prop- No. EERC 75-18, Unhersity of California, Ber-erties,' Soil Spec imen Preparation for Labora- keley, California, July 1975.

tort Jrstine ASTN1 STP 599, American Society '

for' Testing and Staterials,197(t W L W. Lambe, So# Tgting fu Engineers, John Wiley & Sons, Inc., New York,1951.

5. N1. J lhorslev, Subsurface Exploration and Sampline of Soils for Cisil Engineerine Pur. 17. W, G. llolti, "Suggested N1ethod of Test for po sr i, U.S. Army Waterw a) s Esperiment Sta- One Dimengion Espansion and Uplift Preuure of tion, Vicksburg, $1iutuippi,1949. Clay Soih, Specia/ Proce dures for Triting Soil and Rort for Eneincering Purpon s, ASTN1 STP 6 E. L Krinitiky, Radiograph 3 in the Earth Sci- 479, American Society for Testing and N1 ate-encr3 and Soil 31rchames, Plenum Preu New rials, Philadelphia, Pennsylvania, 1970a, pp.

Yor k , 1970. 198-205. q

7. Obert, Leonard, and Dusall, Roc ( Alc( hann 3 1M. W. G. Ilotti, 'Suggcued Niethod of Test for and the Design of Structure 3 in Rock, John Permeability of UnJkturbed Soil or Rock Wiley & Sons, Inc , New York,1967. Specimens,' Special ProrrJurcs for Testing Soil and Rock for Enxincerine Purpmes, ASTN1

5. American Society for ~lesting and N1aterials, STP 479, American Society for Testing and N1a.

Spra ia/ Procedures for Torine Soil anJ Rort for teriah, Philadelphia, Penn\>lvania, 1970b, pp.

Enginrcring Purposri, ASTN1 STP 479 i gn. ; g, Philadelpiaa Pennsy b ania,1970.

19. C. N1. Warshaw and R. Roy, "Classification and

u. American Society for Testing and Stateriah, a Scheme for the identification of Laser Sili-Annual Rool of AST31 Standards: Part lY. c a t e s ,' Bulletin of the Geolo.eical SN irty of Philadelphia, Penmy hania. America Vol. 72, pp.1455-1492,1961.

10. Amencan Society of Agronomy and American 20. Jack E. Gillott, Clav in Enginectine Geology, Society for Testing and N1steriah, Afethods of Ehesier, New York,1968.

Soil .tnalvsin Parts 1 and 2, American Society 21, L. E. Allison, "Wet Combustion Apparatus and of Agronomy , Inc., N1adhon Wisconsin,1965.

Procedure for Organic and inorganic Carbon in

11. I L Sherard, L P. Dunningan, R. S. Decker, Soil," Prm r< din gs, Soil Scie nce Society of anJ E. G. Steele, "Pinhole Test for identifying A meric a. Vol. 24, pp. 3f>-40,1960.

Disperske Spilk,' journal of the Gwic chnical

22. N O. Schmidt, "Suggested Niethod of Test for

/{ne(nrrring Diiiuon, American Society of Chil Organie Carbon Content of Sod by Wet Combue Engineers, Vol.102, No. GT 1,1976, pp tion, ' Srcrial Procedures for Testing Soil and

• W Rml for Engincerine Purpmes. American Soci.

12. E. G. Perry, "Piping in Earth Dams Constructed ety for Testing and Stateriah, STP 479, of Dnpershe Clay; Literature Resiew and De- Philadelphia, Penns)h ania,1970.

sign of Laboratory Testy, ' Technical Report 23. Soil Consen ation Sersice, Soil Sun ev Labora-S-75-15. U.S. Army w atersay s Esperinsent rory Ale thods and Pr redures for Colle s ting Soil Station, N,icksburg, N1minippi,1975 Samples. Soil Suncy insestigations Report No.

13. Shannon A Wihon, Inc , and Agbabian Jacobsen 1. U.S. Soil Consenation Senice, Washington, Anociates, Soil Rchavior Under Earthquale D C.,1967 1.13014

24 L l.. Sherard, I. P. Dunningan, and R. S Deck- 3 3 . 11 O liardin, ' Suggested Method of Test for l er, "identification and Nature of Disperske Shear Modulus and Damping of Soils by the Soih, Journal of the Ge ott e fori< al !neurn iure Resonant Column, ' Spa ial l'rortdurcs for I)n suon. ASCE Vol 102, No G T 4.1976, pp lesune Sod and Ros i for Eneincerine l'urposo, 287-301. AhlM STP 479. American Society for Testing an aNnah, Philadelphia, Penns> h ania,1970

25. A. W liishop and D. L llenkel. Ihr Afrasur e.

ment of Soil l'ropritio in the Tria val le o, 2d 34 Arthur W. Huell, "Porosit) and Permeabihn cJ , Eda ard Arnolds, l.tJ., I ondon,1962 A n a l) sii. , Subsarlarc Ge olveir t/ri/ma s A3 mposno H. ht cJ., Colorado School J Niina,

26. M. L Siber and T. K. Park, ' .f.esting Pince.

Jour-Golden, Colorado,1950, pp.168- 175 dure Ettects on Dy namic Soil Beh's tor,

^

nul of the Grotn hi;it al Eneirrcrine />niuon. 35 George IL Francher, 'lhe Porouty and Pernica-ASCE, Vol 101, No GT 10,1975, pp.1061 - bihty of Elastic Sediments and k el s. Subsur-10S3. fai r Gro!oeie Afrihods t 1 Sy mp< ,,od, 2nd ed Colorado School of Mines, C,mden, Colorado.

M. L Sib er, 't.aboratory Triasial Testing i,m-27 W50, pp 6s5 -712.

cedures to Determine the Cyche Strength of Soih, ' NUREG.0031, U S. Nuclear Regulator) 36 A. R. Gregory , "Wat Nas e Yelmity Meau Commiwson,1976 uremenn of Sedien mary Rock Samples Under 2x M L. Siber, et aE, "Cyche Tnasial Stiengin of Comprewton,' / 8 n dines. th Smpouum on Standard Test Sand, fournal of the 6 orn /"".

Rot A Afn hann s. Unnersits of Minnesota, lhe s al Enqancerine ()is ision. ASL E, \ oL 10 , No McM llan Compans, New Yor k , 1961, pp.

439 4 ,'

GT 5,1976, pp. 511-523.

G,. R T hiers and 11. It Seed, . C.yehe Stress.

37 W. J Heck, ' De s cioproe nt of Fquirment for 29 Studying Pore Prewure f.ffeen in Rock, l'ro.

Strain Charakteristics of Clay. /mo "ai of ihr Soil Afec hanin and l oundatiorn I)n iu o n . i n dm'n lath hinrosm on R '< A Afedairia Unhersin of Tesas at Austin, A rican insti-ASCE, Vol. 94, No SM 2,196x, pp 555-569~ tute of Mining, Metallurgical, an.t De t roleu m

30. M. I Siber and 11 11. Seed, "Deformation Engineer'., Inc. New York 1972, pp 'l3-266.

Characteratics of Sand Under Cyche Loading,' 3R L A t ranklin and R. Chandra, 'l he Slake.

Journal of the Soil 3fn hama and / oundanons Durability Test. ' intananonal Jourr:al of Ro< L I)n nion ASL,E, \,ol 97, No. SM S.1971, pp. ..

31o.hanio and 31ineral L o.rnce, r olume 9, 9, 9~

Pergamon Prew, LtJ., London,1972, pp 325-

31. W D.1.iam l' inn et al. "Sand Liquefaction in 341.

l nasial and Simple Shear Test . lsarnal of the g. L HA R M hmxk, and A. J. Hendren, 39 Soil 3/c hanim and / oundation I)n o wn,

,,Clawitication, Engineciing Properties, and ASCl., Vol 97, N,o. SMS,1971, pp. 639-659 lield E.sploration of Soih, intact Rock, and in

32. F L. Richart et al., l~ibrattorn of Sods and Situ RNL Masses," WASil-1301, U.S. Nuclear

/ ca ndanon s . Prentice Hall, ine., Englewood Regulatory Commioion, Washington, D.C.,

Chtfs, New Jersey ,1970 1974 l

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