AD-A282 725I I lII 111111 I II 1111i ll -

Contract REPORTNaval Facilities Engineering Service Center, Port Hueneme, CA 93043-4328

CR 94.003-SHRJune 1994

TRIAXIAL AND TORSIONAL SHEAR

TEST RESULTS FOR SAND

An Investigation Conducted by:

Bruce L. KutterYie-ruey Chen

C. K. Shen| Department of Civil and Environmental Engineering .

University of California, Davis

Sponsored by20JL 3 1994. ".

Office of Naval Research .

Arlington, VA

Abstrac( This report presents the results of the labora- also presented. The results from different types are com-tory tests conducted in triaxial and torsional apparatus. pared. Finally, the conclusions of these laboratory testsThe purposes of this report are not only to support the are also discussed.calibration and verification of the bounding surface The test results indicate that the shape of phase trans-hypoplasticity model for granular soil but to provide a formation and failure surfaces were different when viewedvaluable data base for further research in numerical model in the i-plane. It was also found that sampies subject tosimulation and design. rotational shear may be less likely to develop larger strain

Under this contract, two experiments were carried out: during undrained cycling than samples in triaxia] corn-(1) laboratory samples in the triaxial apparatus and hol- pression/rxtension cyclic tests at similar stress ratios.low cylinder torsional apparatus, and (2) centrifuge model In the cyclic torsional simple shear test, the maximumtests including two and three-dimensional structures sub- stress ratio is between values obtained from triaxial con-jected to static and dynamic loadings. pression and extension tests. In rotational shear tests, the

This report presents the results of triaxial tests includ- stable cycling of effective stress ratios are bounded by theing drained and undrained, monotonic and cyclic, and values of triaxial compression and extension failure stressstress and strain controlled tests. The maximum stress ra- ratios. The maximum stress ratio observed in the rota-tio achieved in drained triaxial tests was significantly tional shear tests for both compression and extension agreelarger than that in undrained triaxial tests. Results of six reasonably well with the stress ratio in the undrainedhollow cylinder torsional and rotational shear tests are triaxial tests.

Approved for public release; distribution is unlimited.

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REPORT DOCUMENTATION PAGE i AW,,.I 0WIiL 0701-.8

Pulhc pap ngr and f is €olection o inform"a s mtimae" d t I average 1 hourperraepo , inuding thetim for revwi"g intructiom, searhingexftm dmsourc. gthe wd maimngthe dm needed, and c tin gand wing th Cmofi nforntn. Sd m omm ming tnburd estimate or any other epsectof tha lction formlon, inck lngaugtnionforr &jcVisbudn toWa WnHa sevie,Directoate fornf and Reports, 1215 JefferonDavisHighway, Suite 1204, Arnton, VA 22202-4302,andtotheOfficof MaonLagamat ndB tPaparwo Reducon Proec (0704-0188),Wa on. DC 20503.

1. AGENCY USE ONLY ILavo biank) 2. REPORT DATE 3. REPORT TYPE AND DATES COVERED

June 1994 Final; October 1990 - June 1994

4. TITLE AND SUBTITLE S. FUNDING NUMBERS

TRIAXIL AND TORSIONAL SHEAR TEST RESULTS PE - 61153NFOR SAND C - N47408-89-C-10586. AUTHOR(S) WU - DN666342

Bruce L. Kutter; Yie-ruey Chen; and C. K. Shen

7. PERFORMING ORGANIZATION NAME(S) AND ADDRESSE(S) S. PERFORMING ORGANIZATION REPORTNUMBER

Department of Civil and Environmental EngineeringUniversity of California, Davis CR 9.00

9. SPONSORINGIMONITORING AGENCY NAME(S) AND ADDRESSES 10. SPONSORING/MONITORING AGENCY REPORT

Office of Naval Research NUMBER

Arlington, VA 22170-5000

11. SUPPLEMENTARY NOTES

12a. DISTRIBUTION/AVAILABILITY STATEMENT 12b. DISTRIBUTION CODE

Approved for public release; distribution is unlimited.

13. ABSTRACT (Maximum 200 words)This report presents the results of the laboratory tests conducted in triaxial and torsional apparatus. The purposes of this report

are not unly to support the calibration and verification of the bounding surface hypoplasticity model for granular soil but toprovide a valuable data base for further research in numerical model simulation and design.

Under this contract, two experiments were carried out: (1) laboratory samples in the triaxial apparatus and hollow cylindertorsional apparatus, and (2) centrifuge model tests including two and three-dimensional structures subjected to static and dynamicloadings.

This report presents the results of triaxial tests including drained and undrained, monotonic and cyclic, and stress and straincontrolled tests. The maximum stress ratio achieved in drained triaxial tests was significantly larger than that in undrained triaxialtests. Results of six hollow cylinder torsional and rotational shear tests are also presented. The results from different types arecompared. Finally, the conclusions of these laboratory tests are also discussed.

The test results indicate that the shape of phase transformation and failure surfaces were different when viewed in the 7c-plane.It was also found that samples subject to rotational shear may be less likely to develop larger strain during undrained cycling thansamples in triaxial compression/extension cyclic tests at similar stress ratios.

In the cyclic torsional simple shear test, the maximum stress ratio is between values obtained from triaxial compression andextension tests. In rotational shear tests, the stable cycling of effective stress ratios are bounded by the values of triaxialcompression and extension failure stress ratios. The maximum stress ratio observed in the rotational shear tests for bothcompression and extension agree reasonably well with the stress ratio in the undrained triaxial tests.

14. SUBJECT TERMS 15. NUMBER OF PAGESSoil consititutive material models, bounding surface plasticity, cohesionless soil, sand, 204laboratory test data, triaxial test data, torsional test data, granular soil, cyclic test data, 16. PRICE CODE

geotechnical models, finite element technology

17. SECURITY CLASSIFICATION 18. SECURITY CLASSIFICATION 19. SECURITY CLASSIFICATION 20. LIMITATION OFOF REPORT OF THIS PAGE OF ABSTRACT ABSTRACT

Unclassified Unclassified Unclassified UL

NSN 754.O1-280-550O Standard Form 298 (Rev. 2-89)PrescribedbyANS Std. 239-18

TABLE OF CONTENTS

ENo.

LIST OF FIGURES 3

LIST OF TABLES 5

ABSTRACT 6

1. INTRODUCTION 7

1.1 Background and Scope 111.2 Soils Tested 111.3 Testing Program 121.4 Units, Stresses and Strains 21

2. TRIAXIAL TESTS 23

2.1 Sample Preparation 232.2 Undrained, Strain Controlled, Constant p, Monotonic Tests 242.3 Drained, Strain Controlled, Constant p', Monotonic Tests 272.4 Undrained, Stress Controlled, Cyclic Tests 332.5 Triaxial Consolidation Tests 34

3. HOLLOW CYLINDER TORSIONAL TESTS 36

3.1 Sample Preparation and General Observations 363.2 Torsional Shear Tests 383.3 Rotational Shear Tests 41

4. SUMMARY COMPARISONS OF TRIAXIAL, TORSIONALAND ROTATIONAL SHEAR TEST RESULTS 45

5. CONCLUSIONS 50

6. ACKNOWLEDGEMENTS 51

7. REFERENCES 52

LIST OF IGUR

Fgure 1.2.1 : Grain Size Distribution Curve for Nevada SandFigure 1.3.1 : Schematic of Triaxial Apparatus

Fgme 1.3.2 : Typical Stres Path for Triaxial Tests

Figure 1.3.3 : Schematic of Hollow Cylinder Torsional Apparatus

Fgure 1.3.4 : Stress Paths for Hollow Cylinder Torsional Tests

Figure 2.2.a : Summary Plot for Deviatoric SM Versus Mean Normal EffectiveStress in Triaxial Undrained Tests Under Different Confining Pressure

Fi re 2.2.b : Summary Plot for Deviatoric Stress Ratio Versus Mean Normal EffectiveStress in Triaxial Undrained Tests Under Different Confining Pressure

Figure 2.2.1, : Triaxial, Undrained, Strain Controlled, Constant p Test

Figure 2.2.26

Figure 2.3.a : Photograph of the Colored Sand After Triaxial Test N7ODI00AFigure 2.3.b : Sketch of the Vertical Offset of the Sample After Tfiaxial TestFigure 2.3.c M u e of the Vertical Offset from Photograph of Sample (N7OD100A)Figure 2.3.d : Comparisons of Data Measured from Load Cells Mounted on

Both Inside and Outside of Triaxial Chamber

Figure 2.3.1$ : Traxial, Drained, Strain Controlled, Constant p Test

Figure 2.3.10

Figure 2.4.1,L : Triaxial, Undrained, Stress Controlled, Cyclic Test

Figure 2.4.35

Figure 2.5.1 Accession ForI "Triaxial Consolidation Test NTIS GRA&I7'

Figure 2.5.8 DTIC TAB C1Unan ,ianced 0Justification

Figure 3.2.11 : Hollow Cylinder Cyclic Torsional Shear Test By

Figure 3.2.20 DistributiQn/: ,L

Availability Codes

Avrail and/or

3 Miet Special

Figure 3.3.1Hollow Cylinder Rotational Shear Tet

Figure 3.3.10

Fgure 4.1 : Summary Data for Cyclic Stress Ratio Veruw Number of Cyclesto Cause 3% Strain in Traiad, Torsional and Rotational Shear Tests

Figure 4.2 : Relationship Between Cyclic Strain and Number of Cycles in HollowCyfinder Cyclic Torsion Shear Teas

Fore 4.3 : Relationship Between Stress Ratio and Angle in x Plane forHollow Cylinder Cyclic Torsion Shear Tests

Figure 4.4. : Summary Plot for Peak Stress Ratio Versus Angle in x Plane in Triaxialand Cyclic Simple Shear Teats with Stress Paths of the Last Cycle ofTorsional and Rotational Shear Tests

Fiure 4.5 : Summary Plot for Stress Ratio Versus Mean Normal Effective Stressin Triaxial Compression and Extension Tests

4

IjrOF TABLESq

Table 1.1 : Summary of Some Earier Studies in Triaial Tests

Table 1.2 : Summary of Some Earlier Studios in Hollow Cylinder Apparatus

Table 1.2.1 : Summary of Specific Graity, Dry Density and Void Ratiofor Nevada Sand

Table 1.2.2 : Summary of Permeability Test Results for Nevada SandTable 1.2.3 : Summary of Sieve Analysis for Nevada Sand

Table 1.3.1 : Nomenclature Used for Designation of Triaxial Tests

Table 1.3.2 : Nomenclature Used for Designation of Data Files

Table 1.3.3 : Nomenclature Used for Designation of Hollow Cylinder Torsional TestsTable 2.2.1 : Summary of Triaxial, Undrained, Strain Controlled, Constant p Test Data

for Nevada Sand

Table 2.3.1 : Summary of Triaxial, Drained, Strain Controlled, Constant p' Test Datafor Nevada Sand

Table 2.4.1 : Summary of Triaxial, Undrained, Stress Controlled, Cyclic Test Datafor Nevada Sand

Table 2.5.1 : Summary of Triaxial, Consolidation and Rebound Test Datafor Nevada Sand

Table 2.5.2 : Summary of Compression Index ; and Rebound index ic for Nevada Sand

Table 3.2.1 : Summary of Hollow Cylinder Undrained, Stress Controlled, CyclicTorsional Shear Test Data for Nevada Sand

Table 3.3.1 : Summary of Hollow Cylinder Undrained, Stress Controlled, RotationalShear Test Data for Nevada Sand

5

1. ]ONTRODU ['IO

In geotechnical egnrigpractice laboratory tests, play an important role. In the padt

30 year a variety of apparatuses for laboratory shear tests such as triaxial, simple shear and

hollow cylinder torsional shear tests have been devdoped. In conventonal trimial tests, the

i mediate princip stress is equal to either the major or minor principal mess. A 90o jump in

the major principal stress may occur, but continuous rotation is not possible in a triaxial

apparatum In most field problems, however, the principal sess directions rotate continuously.

Table 1.1 lists the summary of some earlier studies in the conventional triaxial tests for sand.

Most of the hollow cylinder torsional shear test apparatuses have the capability of rotating the

major principal stress directions with different magnitude of stress ratio. Table 1.2 lists a

summary of some earlier studies of sand behavior in a torsional hollow cylinder apparatus.

In spite of its limited ability to rotate principal stresses, the triaxial test is a relatively

simple and accurate testing method. In the field problems involving soil strength and deformation

behavior, the effects of the magnitude of the stress ratio are more important than those of the

rotation of principal mess directions. Therefore, triaxial tests are extremely usefiu.

In this study, the results of laboratory testing of granular soil for the calibration and

verification of the bounding surface hypoplasticity model for granular soils (Wang and Dafalias

1990 and Li 1992) are presented. These tests included general tests (e.g particle size analysis,

maximum and minimum dry density and permeability test), triaxial tests and hollow cylinder

torsional tests. All of the laboratory test results reported were performed at The University of

California in Davis (UCD). Several types of triaxial tests including both drained and undrained,

monotonic and cyclic tests were performed. In the hollow cylinder test samples, both cyclic

torsional and rotational shear tests which involved rotation of principal stress directions were

performed.

This report is compiled in two parts. The first part is written in five sections including the

introduction (Section 1), triaxial tests (Section 2), hollow cylinder torsional tests (Section 3),

7

sunmary comparsons (Section 4) and conclusions (Section 5). Afterward, sumnary tables of

test Conditions, plots of A laboratory test results and wmmary plots of comparisons ae presented

in sequence in the appendix of this report. Figures and tales presented in the first pat are

directly related to the contents of the text.

The bacgound of this research, the material used in the lbontory tests and the

laboratory programs are introduced in Section 1.1, Section 1.2 and Section 1.3, respectively.

Finally, the units and the stress and strain definitions used in this report are described in Section

1.4.

8

Table 1. 1: ist of Some Earlier Studies in Triaxial Tests

Reference Test Program Sbetof "etiaionBishop & Green (1965) ____________ Ilnce of and restraintSeed & Up(1966) clic Upiqu ctionArthur & Menzies (1972) ____________ Inherent aiorpCastro (1975) Cyclic iquefatction and cqclic mbltIshihara et al. (1975) cyclic Undrained deformation. and

__ ufctioTownsend (1978) cyclic Factors affecting triial teaSeed (1979) Cyclic LiquefcioShakah & Ramamurthy Compression /Extension Anisotropy of sand(1980) _ _ _ _ _ _ _ _ _ _ _ _____________ __

Hettler & Vardoulais Compression Behavior of dry sand(1994)__ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _

Vaid & Chem (1985) Cyclic Undrained response of sandLAm & Tatsuoke, (1988) Compression IExtension Effects of initia anisotropy and

_______________ ______________deformation of sand

Gilbert & Marcuson (1988) Cyclic Density variation in specimenRiemer et al. (1990) Cmrsonsteady state strengthChu et al. (1992) Compresson Strain-softening behaqvior in

I __ __ strain-path test

9

Table 1.2: List of Some Earlier Studies in Hollow Cylinder Apparatus

Reference Rotation of Principal Subject of InvestigationStress Direction

Kipanric (1957) No Jnfluence of on failure of sandWhitman & Luscher (1962) No Strensgth characteies of hollow

cylinders of sandWu et al (1963) No Failure envelopeBroms & Jamal (1965) No Analysis of triaxial test on sandErsig & Bemben (1965) No Failure condition in sandBarden & Proctor (1971) No Drained strength of granular

materialJamal (1971) No Shear Strength of sandIshibashi & Sherif (1974) Yes Effect of K on liquefactionIsbihara & Yasuda (1975) Yes Liquefaction of sand under

irregular cyclic loadingLade (1975) Yes Influence of stress reorientation on

stress-strain behaviorIshihara et al. (1980) Yes Effect of principal stress rotation

on liquefactionDusseault (1981) No Tunneling and pressuremeter

testing in sandMuramatsu & Tatsuoka Yes Cyclic undrained stress-strain(1981) behaviorSaada & Townsend (1981) Yes Strength of soilTatsuoka et al. (1982) Yes Cyclic undrained stress-strain

behavior of dense sandHight et al. (1983) Yes Effects of principal stress rotationYamada & Ishihara (1983) Yes Undrained deformation of sandTowhata & Ishihara (1985) Yes Undrained strength of sandAlarcon et al. (1986) Yes Stress-strain characteristic of sandMiura et al. (1986) Yes Deformation of anisotropic sandSaada (1988) Yes Advan e ILimitation of devicesVaid et al. (1990) Yes Generalized stress-path-dependent

soil behavior

Pradel et al (1990) Yes Yielding and flow of sandWijewickreme & Vaid Yes Stress Nonuniformity(1991)Gutierrez et al. (1991) Yes Flow theory for sandGutierrez & Ishihara Yes Deformation of sand(1993)Yamashita & Told (1993) Yes Anisotropy of sand(Note: part of this list is obtained from Hight et al. 1983)

10

1.1. Background and Scope

A three year research program entitled *Validation of A Proposed Rational Material

Characterization for Granular Soil" has been conducted at the University of California, Davis.

The overall objective was to develop and validate the proposed hypoplasticity model for sand

(Wang and Dafalias 1990). The objective of the present research focused on developing an

experimental data base as follows:

Conduct a variety of triaxial and hollow cylinder torsional tests. These involved

monotonic and cyclic drained and undrained tests. In the hollow cylinder torsional tests, the

effects of rotation of principal stress direction were also to be investigated.

Parallel studies existed as follows:

(1) Determine the parameters of the hypoplasticity model using the data obtained in

triaxial and hollow cylinder torsional tests report by Chen and Kutter (1993).

(2) Conduct variety of centrifuge model tests involving static and dynamic loading of

saturated and dry sand to obtain data from boundary value problem for comparison with dynamic

finite element analysis. The results of these model studies are described in separte reports

(W'dson and Kuter, 1993).

1.2. Soils Tested

Nevada sand was used to perform the laboratory tests. This sand was the same material

used throughout the VELACS (Verification of Liquefaction Analysis by Centrifuge Studies)

project (Arulanandan and Scott, 1993).

Saturated fine grained Nevada sand was used in all of the reported triaxial and torsional

tests. Attempts were made to also study the behavior of a coarse sand, but difficulty arose due to

effects of membrane penetration, therefore, the results of the tests in coarse sand are not

presented.

11

1.3. Testing Program

The laboratory tests in this report are divided into tiree groups: general tests, triaxil tests

and hollow cylinder torsional tests.

1. General tests:

The general tests included maximum and minimum dry density tests, permeability tests and

particle-size analysis. The maximum and minimum dry densities represent the densest and loosest

packing of particles without crushing the grains. The standard test methods ASTM D4253-83

and D4254-83 were used to determine the maximum and minimum dry densities, respectively.

Void ratio is the ratio between the volume of voids and the volume of solid particles in a

mass of soil. The amount of void space within a soil has an important effect on its characteristics.

The specific gravity is the ratio between the mass of dry solids and the mass of distilled water

displaced by the dry soil particles. The summary of specific gravity, dry density and void ratio for

Nevada sand is shown in Table 1.2.1.

The permeability of a soil is a measure of its capacity to allow the flow of a fluid through

it. The fluid concerned in this report is water. Permeability depends on a number of factors (i.e.

particle size, shape, void ratio, degree of saturation, type of flow and temperature). It is,

however, an important parameter for analysis of flow of water in boundary value problems. The

permeability of Nevada sand, measured in the vertical direction, is summarized in Table 1.2.2 for

various relative densities

Particle size analysis is used for classifcation of gramduar soil's particles into a separate

range. Summaries of sieve analysis and grain size distribution for Nevada sand are shown in

Table 1.2.3 and Figure 1.2.1, respectively.

12

Table 1.2.1 : Summary of Specific Graty, DMy Deiity and Void Ratio for Nevada Sand

GS yff, N/m)y(k/3 I . e2.67 17.33 13.87 0.887 0.551

Table 1.2.2: Summary of Penneability Test Results for Nevada Sand

RELATIVE DENSITY () PERMEABILITY (cm/sec91.0i 2.3*10360.1 5.6"10"3

40.2 6.6*10 -3(Data Source: Earth Technology Co., 1991)

Table 1.2.3 : Summary of Sieve Analysis for Nevada Sand

Sieve # 30 40 60 100 140 200Pe 99.7 98.4 91.1 40.4 17.1 5.4

Passin

GRAIN SIZE DISTRIBUTION CURVE

100

,60-

0

1000 100 10 1 0.1 0.01 0.001GRAIN SiZE (mm)

Figure 1.2.1: Grain Size Distribution Curve for Nevada Sand

13

2. Triaxial tests:

Sevea types of tests were performed in a computer controlled triaxial apparatus They

included both undrained and drained, monotonic and cyclic tests. The triaxial test is a standard

test in geotechnical engineering research. It consists of loading a cylindrical sample of soil with

variable lateral pressure and an axial load. A schematic of the triaxial apparatus is shown in

Figure 1.3.1. Table 1.3.1 shows the nom used for designation of the tiaxial tests, and

Table 1.3.2 indicates the nomenclature used for computer data files. Diskette copies of the test

data will be made available to interested readers. They can be obtained by contacting the first

author of this report. Schematic stress paths for triaxial tests are illustrated in Figure 1.3.2 to

assist the reader in understanding of the nomenclature.

The procedures of triaxial tests can be related to numerous types of practical problems.

The triaxial apparatus can control the magnitude (not the orientation) of the principal stresses, the

drainage and the measurement of pore water pressure. Test results derived from triaxial tests can

provide valuable information for the understanding of soil behavior as well as soil properties for

use in numerical model simulation and practical design.

3. Hollow cylinder torsional tests:

The torsional shear tests were performed in the UCD hollow cylinder torsional apparatus.

They included torsional shear and rotational shear tests. Figure 1.3.3 shows the schematic of the

hollow cylinder torsional apparatus. The nomenclature used for designation of data files and

torsional tests are shown in Tables 1.3.2 and 1.3.3, respectively.

During the past 30 years, many experimental and analytical procedures have been

developed for evaluating the liquefaction potential of soil deposit. Generally, procedures

developed in early days were formulated on unidirectional basis by simplifying the soil condition

during earthquake shaking. The triaxial test (explained in previous section) is widely used to

characterize soil in the field and to provide the data base for soil constitutive laws. However, it is

known that triaxial testing can not accotnt for multi-directional shear which has been recognized

14

to represent the real field conditions. Rotational shear, a special case of non-proportional loading,

can only take place under multi-directional loading conditions. Rotational shear is defined in this

report as a stress path for which the second invariant of the deviatoric stress tensor, J, is constant

while the directions of the principal strus rotate. Figure 1.3.4 shows different stress paths used

for torsional tests. The hollow cylinder torsional apparatus has the capability of controlling the

three normal stresses (o, a, and as) independently, and in addition, it can apply a shear stress, q.,

which the triaxial apparatus can not apply. For tests presented in this report, o and o were held

equal to each other.

Table 1.3.1 : Nomenclature Used for Designation of Triaxial Tests

NO. NOMENCLATURE DESCRIPTIONI CIUC/E Isotropically-consolidated one cycle undrained

compression and reversed extension triaxial test.2 CUE/C Isotropically-consolidated one cycle undrained

extension and reversed compression triaxial test.3 CIUC Isotropically-consolidated monotonic undrained

compression triaxial test.4 ClUE Isotropically-consolidated monotonic undrained

extension triaxial test.5 CIDC/E (p =Constant) Isotropicaily-consolidated one cycle drained

compression and reversed extension triaxial test.6 CIDE/C (p'=Constant) Isotropically-consolidated one cycle drained

extension and reversed compression triaxial test.7 CIDC (p-=Constant) Isotropically-consolidated monotonic drained

compression triaxial test.8 CIDE (p=Constant) Isotropically-consolidated monotonic drained

extension triaxial test.

9 CIUCyclic Isotropically-consolidated stress-controledundrained cyclic test.

15

0 l0

EIC

1816

es-s

40 Cto

Mean Normal Efbce, Strews p'

TEST PATH

CIUCE 0 0, C, CC. C,CIUE/C 0 0,Ea EE.dIud 0 01d c CCIUE 00, EE.diDd/E (p'=donst.) 0 0, C, Es 01CIDEIC (p'=donst.) 0 0, E, C3 01dlDd (p'=CoflsL) 0 01 C, C,CIDE (p'=Const.) 001 , EEClUdylIC 0 0, CE, E~, , E, C6...0

Figure 1.3.2: Typical Stress Paths for Triaxial Tests

17

Table 1.3.2: Nomenclature Used for Designation of Data Files

NOMNCIATURE DESCRITIIONN6OUxy Normally consolidated, undrained, strain controlled, constant p test.

60: intended relative denityx: effective confining pressurey: test mimber

o6OUxy Over consolidated, undrained, strain controlled, constant p test.60 : intended relative densityx : effective confining pressurey:- test number

N7ODxy Normally onsolidated, drained, strain contolled, constant p test.70: intended relative densityx: effective confining pressurey: test number

CYxNy Normally consolidated, undrained, stress controlled, cyclic test.x: effective confining pressurey : test number

CYxOy Over consolidated, undrained, stress controlled, cyclic test.x: effetive confining pressurey: test number

NRxCUy Hollow cylinder anisotropically conolidated, undrained, stresscontrolled, rotational shear test.x: (JM)

y_: test numberNKxCUy Hollow cylinder anisotropically consolidated, undrained, stress

controlled, cyclic torsional shear test.x" (aeA1 )

y_: test number

Table 1.3.3 Nomenclature Used for Designation of Hollow Cylinder Torsional Tests

NO. NOMENCLATURE DESCRIPTION

1 HCCAUTSCyclic Hollow cylinder anisotropicaly consolidated,undrained, cyclic torsional shear tests.

2 HCCAURS Hollow cylinder anisotrpicaly consolidated,undrained, rotational shear tests

18

31:

Fj -I-

00

TI;

PC cr4e

12 __

Copison

(tck Sbpb &kw Tw

K~1K=

Extension 3

Cyclic Torional Shear Test Paths

(a)-3e

j~d Con.

Rotational Shear Test Path

Figure 1.3.4: Stress Paths for Hollow Cylinder Torsional Tests

20

1A& Description o Unit%, Stesses and SWales

1. Units: The SI system of units wre used iun this report.

2. Stresses and strains.

J2 W A second invariant of deViatoric stress tensor

if= CV- pal : deviatoric stress tensor

a# :Kronecker deht

p :Mean normal Stress

IP, : mea normal deetive sumes

J= 4V~§d isotropic invariant of deviatoric stress

R =J/pP : stresratio invariant

0=Y 00 co434Y2 (JV2)] :Angle in x plane (Lode angle + 30'0)

4, = X SISj.-S- : third invariant of stress tensor

C = R.d1...: shape parameter in deviatoric plane

In the above definition, the summation convention for repeated indices is assumed.

For triaxiatests: (cr 2 cr.)

CF, total vertical stres

CT,' : effective, vertical stress

a2 = 3 : total latieral stresses

C02 3@ effctive lateral strese

U : pore water pressure

C : confining pressure

p'= (aj'+2V3')/3 :mean normal effective stress

p = PP'+u: mean normal stress

21

q = cr,- q3 :deyjatoric su

C, : azialstrain

9 8 :lateral &trin

e = el +2e3 :.voluietric strain

eq = 2(P.,- )/3 :deviatoric strai

For all cyclic torsional and rotational shear tolw in this report, the internal and eternal

cavity pressures were equal, thus, q$-% and various sm and strain quantites are deied

below:

torsional shear stress

j = j _ __c__,____f_3 +q7 second invariant of stres

P = cr, 2q./3 :mean normal stress

torsional shear strain

e1 =(e, e.)/ triaxiai deviatoric strain

K : coefficient of lateral press=r

For fictional materials, the ratio of shear to normal stesis known to be most important

parameter in characteizin- the pro~dmity of the sures state to a filure, condition. R = J/jf is a

parameter which characterizes the ratio of shear to normal stress in principal str ess space. It is

known that the value ofR at filue, Rf, depends on the angle in the x plane, 0. The value of R at

which phase transormaton occurs is also a fimction of 0. This report will use f p, c and e, as

subscripts to indicate Mmiur, phase tas Oin, compession (0 =0) and extension (0= 6)

resPectivel.

22

2. T39AXI" TZSTS

This section provides all triaxial tet information in this projec. Sample preparado is

described in Section 2.1 and tet results a-op from different types of triaxial tests are

presented in Section 2.2 to 2.5. These tests include undrained and drained strain controlled

constant p tests (Section 2.2 and 2.3), undrained stress controlled cyclic tests (Section 2.4) and

isotropic consolidation tests (Section 2.5). In addition, the typical stress paths for different types

of triaxial tests are shown in Figure 1.3.2.

2.1. Sample Prepartion

The samples for this study were prepared by pluviation through a 20 inch high Plexiglas

cylinder. The sand was fed by hand using a fimnel through a #16 sieve at the top of the cylinder.

For most of the tests, the relative density was approximately 70%. In a few tests, the sand was

tested at much lower densities. The diameter and height of sample were about 71 m and 150

min, respectively. The top and bottom sides of sand sample were covered by the Plexiglas

pedestals. In order to allow drainage of sample and measurement of pore water pressure, these

Plexiglas pedestals were inlaid with porous stones (diameter = 0.5 inches).

23

2.2. Triadl Undramed Sain Coursd Costat p Tab(CIUC/Z. CJUEJc, CIUC or C7U)

The rmlts of 26 undrained strain controlled triaxial tes are rqot Thes results (q

vs. p, q vs. e and p! vs. e) are shown in Figure 2.2.1 to Figure 2.2.26. These tests were

performed with various combinations of Overconsolidation Ratio (OCR), confining pressure,

comprne /ension or badc pressure. To check the saturation of the soil specimens, the pore

pressure coeffident (B value) was measured. The B value is the ratio of the increase in pore

pressure to increase in total stress p during isotropic compression while the sample is undrained.

The increase of pore pressure was recorded while the cell pressure was increased by 50 kPa for all

B value mea rements The summary table for these tests is shown on Table 2.2.1.

Some important observations are:

1. The stress ratios (R = 47;1p) at failure (peak stress ratio) and phase transformation

were obtained from the average of several test results (Figure 2.2.a and 2.2.b) as listed in

the following:

For undrained compression tests:

phase transformation stress ratio : R"=0.556

failure stress ratio : R=0.853

For undrained extension tests:

phase transformation stress ratio : R"O.467

failure stress ratio : RPo=0.524

The phase transformation is the line corresponding to the transformation from

compression to dilation behavior due to deviatoric loading (see Figure 1.3.2).

24

TRIAXIAL UNDRAINED TESTS

am

a -

0-

Y"

Mean Normal Effeclive Stres (kPa)

Figure 2.2.a Summary Plot for Deviatoric; Stress Versus Mean Normal EffectiveStress in Triaxial Undrained Tests Under Different Confining Pressure

TRIAXIAL UNDRMNED TESTS2.0-

_________Mf, = L477hGi.,R.t

0

01.0- Mp 0O.963=43li-R,6

* 0.5-

0 MpM =0. 809=41 ..

Mf, =0. 908 -1- -Rfr,

.5 1

0 200 0060

Mean Normal Effective Stres (kPa)Figure 2.2.b Summary Plot for Deviatoric Stress Ratio Versus Mean Normal Effective

Stress in Triaxial Undrained, Tests Under Different Confining Pressure

25

2. The ratio R/Rg=c,-.84 is different fom the ratio at failure R,%/R=Q.61. This is

significant because the hypoplasticity model assumes that cwc-c.

3. Reasonable repeatability of results for tests which had similar testing conditions was

obtained. In this report, for OCR=I, the CIUC/E tests at confining pressure = 100 kPa

were repeated three times (Figure 2.2.2, 2.2.3 and 2.2.4), and repeated two times at both

confining pressures = 250 kPa (Figure 2.2.5 and 2.2.6) and 400 kPa. (Figure 2.2.7 and

2.2.8) In addition, the ClUE tests (OCR=I) were repeated three times at confining

pressure = 100 kPa (Figure 2.2.11, 2.2.12 and 2.2.13).

4. In almost every undrained test, the deviatoric stress increased until cavitation occurred.

After cavitation, the deviatoric stress stabilized, but the stress ratio was observed to

increase. In fact, after cavitation occurs the test essentiady becomes a drained test.

Summa ofi antk observations:

1. The hypoplasticity model shape parameter c (c -- . for failure and

phase transformation are found to be different.

2. In triaxial undrained test, after cavitation the deviatoric stress stabilized but the stress

ratio was observed to increased.

26

2A Trial Draied Strain Controlled Constant p' Tests(CEDe/, CIDEI CIDC or CIDE)

The results of 10 drained, strain controlled, constant p! triaxial tests are reported. These

results (e vs. e, q vs. e, and q vs. ) are shown in Figure 2.3.1 to Figure 2.3.10. To study shear

band phenomena, 3 samples (N7ODI00A, B and C) were prepared with thin horizontal layers of

dark sand. The thickness of dark sand layer was about 1 mm and the distance between two dark

sand layers was about 25 mm. In addition, to determine the effects of friction in the apparatus on

measurements made by the external load cell, 6 tests (N70DI00A, B, C, P Q and R) were

performed with a second load cell inside the tiaxial chamber. The summary table for testing

conditions of each test is shown on Table 2.3.1.

Some important observations are:

1. The maximum "failure" stress ratio it observed in drained tests was significantly larger

than that in undrained tests. The averge ste ratios (R = .. ft: pP) on hilure fine were

1.04 and 0.63 in drained compression and extension tests respectively. The ratio (Le.

shape factor in deviatoric plane) at failure cf (c?R,/fR0.6) in drained tests is dosed to

that in the undrained tests. The hypoplasticity model assumes that the shape parameter, c,

is a unique value for both undrained and drained test conditions.

2. Most of the drained test results showed a peak followed by a drop of deviatoric stress.

The drop began when the axial strain reached 6 to 8 % depending on the confining

pressure. The drop was sometimes sudden and sometimes gradual, occurring while the

axial strain increased by an additional 0.2 (Figure 2.3.8) to 3% (Figure 2.3.6). The drop in

stress corresponded to a drop in the dilatancy rate and the formation of a shear band.

27

3. The samples with colored sand we dissected to obaerve any shar bands From tts

interrupted at 3.6% strain, prior to the drop in stress no shear band was apparent. From

tests stopped at 8.5% strain after the drop was complete, it appears that the shear band

was completely developed. A photograph of the colored sand is shown in Figure 2.3.a for

test N70D IOOA.

4. An example sketch which indicates the offset of the sample after triaxial test

(N70D100A) is presented in Figure 2.3.b. From results of three tests N7ODI00A, B and

C, the thickness of the shear band appears to be about 10 to 12 times D5o (mean grain

size). The filure planes were inclined at the angles between 630 and 650. Figure 2.3.c

shows the example measurements of the vertical offset from the photograph of sample

N7ODI00A. The offset at the ends of the sample were measured to be 3.7 mm at the top

and 9.15 mm at the bottom of the sample. From Figure 2.3.4, the axial strain at the end of

test, e*, was 8.4%. Once the shear band is formed, it may be assumed that all of the

deformation occurs on the shear band. Therefore, the axial strain corresponding to the

formation of the shear band, et, can be calculated by

A

e, =e -_T

where, A is the offset across the shear band and to is the initial length of sample. Thus,

the shear band formed at the bottom of the sample at ej = 0.084 - 9.15 I 147.6 =2.2%,

and the shear band formed at the top of the sample when e, = 0.084 - 3.7 I 147.6 = 5.9%.

5. Based on the test results (Figure 2.3.d) measured from load cells mounted on both

inside and outside of taxial chamber, a small offset of the initial reading (about -5 kPa in

compression and +5 kPa in extension) was observed. The maximum offset of test results

was less than 2 kPa in compression test (N7ODI00A, C and R) and reached about 8 kPa in

extension test (N70OD00R). This may be the result of friction induced between the

28

loading rod and the bearing ofthe top cap (se figur 1.3.1). the results forco r

Nggest that fiction is relativy small. For xtension, the friction appears to be mom

important However, thes rsults are only p&minaly invPstaions and more data is

needed to verify this.

Summa ofimRan observaions:

1. The max m fa"ilure stress ratio Rf in drained tests was found to be significantly

larger than that in undrained tests.

2. Most of the triaxial drained test results showed a peak followed by a drop of deviatoric

stress. The drop in stress corresponded to a drop in the dilatancy rate and the formation

of a shear band.

3. The thickness of shear band was observed to be about 10 to 12 times mean grain size of

the Nevada sand. The failure planes were incined at the angles between 630 and 650.

29

Zx miss

NIMFAh

Ar

. ..........Al

xv;,

rwW

7.- NZ .............. . k

V;b"ega

3W

xx

IN, Q

X, n,

ItM

......

Figure 2.3. a Photograph of the Colored Sand After Triaxial Test N70D I OOA

30

VetlOffset

Note @W awp c*.wvm not nheuwvd hits

/'--Showr bend #Mann

m N et root consteitdong hgM

Figure 2.3.b : Sketch of the Vertical Offset of the Sample After Triaxd Test

Depth (mm) 0 25 50 175 100 125 147.6vertical offsetat End of Test Top 4.4 5.7 7.0 7.2 8.1 Bottom

N70D100A (mm)io

9.15 rw

0 2b 4, 80 ab 100 io 14o 10

Initial Depth (mm)

Figure 2.3.c Measurements of the Vertical Offset from Photographof the Sample (N70D I OOA)

31

TRIAXAL, DRAINED, STRAIN CONTROLLED, CONSTANT P' TESTS

co4

.040

040

.40

-1 9

Axial Strain (%)

1SO0 Outside Load Cell (N700C)

140

40

10

0

IO

40

u0 00 4

*20

40

Cc40.-Isd odCl

-11 1 3 7 9 -

Axial Strain (%)

1202

2.4. Trdazial Usidraied Sbres Catrde Cyde Tabt (ClUCydic)

The results of 35 cycki undrained. stres controlled tuiaxial tests, anre ported in Yamur

2.4.1 to Figure 2.435 (q vs. p, q vs. e, and V' vs. et) These tost wme performed with vuyin

cyclic stress rati over-consolidation ratio, confining pressure and testing frequecy For modt of

the tests the testin period were 300 se The sumnary table for these test as Ta" 2.4. 1.

Some important observations ame:

1. The number of cycles to cause 3%/ strain for 10t~n stress ratio was obseved and is

discuissed later in connection with Fgur 4.1. The liquefiction of dowe sand. is normally

considered to develop when the pore wate pressure ratio build up to a value of 100%A

and the stains of the order of au 5% (Seed and Idriss, 1982). In this report, hwexver,

3% strain is adopted due to the useffol comparisons to hollow cylinder torsional shear tests

for which the stains only reach aud 3%.

2. The observed, slopes of phase 1q tasrmation lines; and failur lines agreed reasonably

well with those measured in undrained monotoic; tests.

3. Some test results show mean normal effibtive stress, sligtly less than zero. This is the

result of an incorrect zero offset in the pressue transducers.

33

L& Thazld CuMdatls Tfts

Results of 8 isotroic ooulidatkxa tests are uported in Flare 2.5.1 to Veip 2.5.8.

Table 2.5.1 amnmmized the ten dart

Some hmportant obrvations are:

1. The oonpresson index I and rebound inde x for critical state soil mechanics

(Schofield and Wroth 1968) were obtained and are prmted in Table 2.5.2. Hee,

A,- / Ael/A(p') for virgin o and i= Ae/An(p) for rebound. I and , were

not fund to be onstant. Constant andx values may apply to a limnited range of

coaning presm In any constitutive modeling efforts, thme paramnters ms be

eXperin tay determine over the pressur range of ntrest

2. Th hpopa mode (Wang and Daflias 19g0) assunms that index r

and rebound index ie we constants. Here X = de/d(p'/p.)K' for virgin copeso And

e= deld(pllpo) for rebound, in which p. and p' are atmospheric pressure and m

normal effective premm respectively. It is interesting to point out that the values of r

and le (Table 2.5.2) appear to be somewhat better mconstants than ;L and X For example

I varies from 0.0031 to 0.0091, whereas r only varies from 0.0037 to 0.0071.

Summ~a of imPrtan observatons:

1. The oprsinindex -% (A =Ae/Atn(P')) and rebound indX IK l= Ae/Ae4'P)) for

critical state soil mechanic were found to be not constant. Constant values of ; and Kc may

apply to a limit range of confining pressure.

34

2. Hyppatct modelcmpeo indu v VX =de/dtJ9/p.)X) and rabound Wndx e

(1 de/d~4e'p.),K) appear to be better scontte thnX x

35

& lOL JW CYU~M ToRaSLONATIM

Two different types of test (cycPic torsonal showr and rotational sha tests) were

perfomed in the hollow cylinder apparatus at University of Cfo&na, Davis.

The cyclic torsional shear tet was perforned by nimlly applyn the ai loading a on

an isotropically consolidated sample until the desired coefficient of lateral presiare, K (K-

was reached. Shear str s, was than cycically applied.

The stress path of a rotational shear test was performed by ial applying the axial

loading a on an isotropically consolidated mple until the desired value of J

(J = = I( j.2/+ 2 was reached. The sample was then sheared with a constant

value of J. The mean norma stress p was held constant while oz. and (oF-ag) were varied in

such a way that J was constant.

Sample preparation and general observations of hollow cylinder samples are illustrated in

Section 3.1. Cyclic torsional and rotational shear test remults are presented in Sections 3.2 and

3.3, respectively.

3.1. Sample Preparation and General Observations

The samples used in the hollow cylinder torsional tests were prepared by pluviation

through a 20 inch high Plexiglas cylinder. The sand was fed by hand using a fimnel through a #16

sieve at the top of the cylinder. The inside and outside diameters of samples were about 4 inches

and 6 inches, respectively. The height of samples was about 6 inches. The range of relative

density was 68h to 74%. The sample was covered with top and bottom pedestals and vacwzmed

along the inner and outer vertical surfaces by two separate membranes (thidmess = 0.012 inches).

The inner membrane was fixed by two Plexiglas rng wedges setting on the top and bottom side of

36

pedstal individully Th outer nmnbrne was fixead by o-ing To avoid slippage aWUsk

shear stress from pedestals to the sample, an epoxy coated sand was provided to the pedestals. In

addition 12 lades (6 bades on each pedestal) were placed p ediar to the epoxy coated

sand sunhes, To allow drainage of sample and measurement of pore water pressure, total 6

porous stones (diameter - 0.5 inches) were inlaid on both top and bottom pedestals.

Most of test results showed a slight overshoot in deviatoric stress, (or - a,)143-i, durin

the initial axial loading condition before application of torsional shear stress. This is the result of

friction induced between loading rod and bearing of top cap and backlash of controller. In

preliminary tests, significant binding was observed in the piston, resulting in excessive errors in

the measureme of stresses applied to the sample. This problem was resolved by loosening

certain parts of the axial and torsional load measurement system, but introduced some backlash in

the torsional displ measuring system. The data was "corrected" to eliminate the observed

backlash. Figures 3.2.2, 3.2.17 and 3.3.2 illustrate how the data was corrected. An internal load

cell has been designed and implemented to eliminate these problems, but the results presented in

this report were all obtained before the internal load cell was implemented.

37

&2 Cydlc Toerioal Sbear Tests (HCCAUTSCydic)

This report contans the results of four cyclic torsional shear tests performed in the UCD

hollow cylinder torsional apparatus (Figure 1.3.3). These results are shown in Figures 3.2.1 to

3.2.20. The tests were conducted with the following values for coefficient of lateral pressure: K-

o/ z - 0.41, 0.63, 1.0 and 1.38. During a given torsional simple shear test o 0 and az were held

constant while the shear stress q. (56 kPa) was cycled, q,, = ±56 kPa. The summary table for

these tests is shown on Table 3.2.1. The relationship between stress ratio (4J-;/p) and angle 0

in z plane for these four cyclic torsional shear tests will be presented later in Figure 4.2.

Some important observations are:

1. At the same stress ratio, the number of cycles to cause 3% strain for cyclic torsional

shear tests was larger than that in cyclic triaxial tests. Furthermore, the number of cycles

to cause 3% strain consistently increased as K decreased. K is the initial ratio of oeo r

The relationship between cyclic stress ratio (i.e. (q, - 7.)/(3-. q,') for triaxial test and

1,/a' for torsional shear test) and the number of cycles to cause 3% strain will be

explained later in Section 4.

2. The mean normal effective stress (shown in Figures 3.2.5 and 3.2.10) exhibited the

phenomenon of stable cycling in stress space between phase transformation and failure

after certain number of cycles in the conditions of K<I. During this cycling, the

magnitude of strains continued to increase. It is interesting to note that the changes in

mean normal effective stress during stable cycles were about 27% and 9% of the cyclic

shear stress, azo, for K-0.63 and K-0.41, respectively. For the cyclic simple shear test

(K=), the mean normal effective stress gradually approached zero at oze=0 (i.e. sample

38

liquefied) after a certain number of cycles (shown in Figure 3.2.15). For the case of K>l

(shown in Figure 3.2.20)1 stable cycling between phase transformation and failure was also

observed, but cyclic change in effective mean normal stresses during these cycles was

almost equal to the magnitude of shear stress a. and the mean normal effective sess

was much larger than zero at ar,=0.

3. During the stable cycling of stresses the shear strains, e, cycled in the range of ±0.25%

and ±0.3% for K=0.41 and K=0.63, respectively (shown in Figures 3.2.4 and 3.2.9). The

shear strains e& in cyclic simple shear test (K=1, Le. the major principal stress ±450

relative to the vertical in Figure 3.2.14) were ±3% in both directions and gradually

increased as the number of stress cycles increased. It is interesting to point out that as K

approaches one, the initial stress approaches an isotropic state (i.e. the initial deviatoric

stress, q,-o, decreases) yet the cyclic shear strains, e., increase. The shear strains

increased in the order K=0.41, 0.63, 1.0 and 1.38.

4. For the cyclic simple shear test, the maximum (failure) stress ratio R. = J/p' is 0.737

and phase transformation is observed to occur at RP = J/p' = 0.4. The maximum stress

ratio is in between values obtained from undrained triaxial compression (1 =0.853) and

extension (R=0.524). The stress ratio at phase transformation appears to be less than

that in both triaxial compression (R=0.556) and extension (Rp=0.467) tests. A detailed

explanation of model parnamters for the hypoplasticity model will be discussed in the

report "Calibration and Testing of the Proposed Hypoplasticity Model for Sand" (Chen

and Kutter, 1993).

5. The maximum stress ratios, R=17;/p', were about 0.71, and 0.56 for the cases of

K<I and K>I, respectively.

39

Swua_ of kmg observations-

1. At the same stress ratio, the number of cycles to cause 3% strain for cyclic tonional

shear tests was larger than that in cyclic traxial tests. The number of cycles to came 3%

strain consistet increased as the initial ratio of a./G decreased.

2. The effective stres path exhibited the phenomenon of stable cycling between the phase

transformation and failure stress ratios for the cases of K<l and K>I after a number of

cycles. For the cyclic simple shear test (K=I), the mean normal effective stress gradually

approached zero at .9=O (i.e. sample liquefied) after a number of cycles.

3. In the cyclic torsional shear tests, the cyclic shear strain amplitude (e,) seems to

increase as the ratio of qg/ar increases.

4. In the cyclic simple shear test, the maximum stress ratio, P4 is between values obtained

from triaxial compression and extension tests, and the stress ratio at phase tramfomation

was less than that in both triaxial compression and extension tests.

40

3.3. Rotational Sher Tests (R AURS)

The results of two rotational shear tests are reported as follows.. Test results are

presented in Figures 3.3.1 to 3.3.10. Each stress cycle of the rotational shear tests was

accomplished by continuous rotation of principal stress axes at constant values of J. The

direction of the major principal stress rotated from compe I (angle 0=00) to simple shear (0

=300), then continuously rotated to extension (0=600) and finally turned back to con

through another simple shear condition.

In these figures, the filled square, empty square and plus sign symbols represent the

conditions of compression, extension and simple shear, respectively. These symbols were found

to be useful for mapping and cross referencing from one plot to another. The two tests were

conducted using different values of J (Figures 3.3.1 and 3.3.6). The chosen values of J (56 kPa

and 40 kPa) corresponded to stress ratios that were 33% and 24% of the stress ratio at failure in

triaxial compression tests, respectively. The summary table for these tests is shown on Table

3.3.1.

Some important observations are:

1. The relationship between cyclic stress ratio, J -/p,, and the number of cycles to

cause 3% strain will be explained in later section and is shown in Figure 4.1. The

inclination of curve in the rotational tests appear to be higher than that in the triaxial tests.

More data is required to define the relationship.

2. For both rotational tests, the stress ratios, (a. - o,)/( r3--p-) and J"Ip', stabilized

after reaching a large strain (shown in Figures 3.3.4 and 3.3.9). Although the

phenomenon of stabilization of stress ratio was observed, the mean normal effective stress,

p', continued to change cyclically. Figures 3.3.3 and 3.3.8, show the change of mean

41

normal effecti stress, p', with the shear strain, Z.*. Intially, the mean normal effectie

stress gradually decreased resulting in an increase in stress ratio until the "stabilization" of

stress ratio occurred. During the "stable" cycles, p' tended to increase as the direction of

stress moved from compression (0=00) to simple shear (0=300), to extenson (9=600) and

p' tended to decrease as direction of loading rotated from extension to simple shear, to

compression. The minimum value of p occurred at ,-00 (triaxial compression). The

maximum value of p' occurred at 0=600 (triaxial extension). The value of p' was nearly

constant as 0 reduced from 600 to 300.

3. The relationship between shear stress (, and shear strain, e, for both rotational shear

tests are shown in Figures 3.3.2 and 3.3.7. For 9 increasing from 00 to 600 and 0

decreasing from 600 to 00, the relationship between aF and eA appears to be symmetrical.

The maximum shear strain ( .) occurs after the peak value of a.q when Fze is about

half of the peak a,,. The deviatoric strains 2(ez-E)/3 were not symmetrical, extension

strains were three or four times greater than compression strains in both tests. The

deviatoric strain consistently returned to near zero when the deviatoric stress, was a

maximum (0=00). Similar to the relationship between qzq and .9, the maximum deviatoric

strains occurred after the maximum deviatoric stress when the magnitude of the deviatoric

stress was about half of its maximum value.

4. Although the shear stress and deviatoric stress ratios stabilized near their phase

transformation and failure surfaces, the magnitude of shear strain, eg, and deviatoric

strain, 2(;-/3, increased as the numbers of stress cycles increased. The stabilization of

stress ratio is clear in the repeatable loop in the plot of (a0 - qe)/(43p') vs.

(Figures 3.3.4 and 3.3.9). The increasing rate of strain is also clear in the spiral shape in

42

the plot of 2(%-eW vs. e., (FIgures 3.3.4 and 3.3.9) In teat NR4 CUSO (J-40 kPa),

while the shear strain reached about 3%, a sudden increase of sher strain was observed.

5. The cycling of stress ratios, R= 4J-/p' and (C,-,,)/(..p') (Fires 3.3.5 and

3.3.10), from compression (e=00) to extension (0=600) through the simple shear state (0

-300) are shown for tests NR40CU5O (J=40 kpa) and NR56CUSO (J - 50 kpa),

respectively. These results revealed that the stress ratios stabilized after a certain number

of cycles. The maidmum stress ratios, R are about 0.85 in compression and 0.6 in

extension for both tests. It is interesting to point out that the ratio, R is

equal to 0.7 which is between the value c, and cf determined from undrained triaxial tests.

In the triaxial tests, the ratio cp was 0.84 (Cp=Rp/ on phase transformation line) and cr

was 0.61 (ci"Rg/Rh on failure line). The values of R (0.853), Rf, (0.524), Rw (0.556)

and R (0.467) determined from undrained triaxial tests as indicated on Figure 3.3.5 and

3.3.10 for reference, the stable cycling of stress ratio are bounded by the values of Rh and

Rh.

Summary of important observations:

1. The stress ratios, (a, - a)/(-F3"p') and 47;1p'% traced a stable loop after reaching a

larger strain. Although the phenomenon of stabilization of stress ratio was observed, the

mean normal effective stress, p', continued to change cyclically. The maximum value of p'

occurred at 0=600 (triaxial extension).

2. Although the shear stress and deviatoric stress ratios stabilized near their phase

transformation and failure surfaces, the magnitude of shear strain and deviatoric strain

increased as the numbers of stress cycles increased.

43

3. in rotational she test, the relationship between o, and e was found to be

symmetrical but the deviatoric strains, 2(ci-e in exension were tiree or four tims

gremer than those in compesion.

4. In rotational shear testsu the stable cycling of sress ratios are bounded by the values of

tiaxial compression and exension Ur SteM ratios.

44

4. SU MMARY' COMPARISONS OF "IALI TOIMM MOAL AND ROTATIONAl.SEmeAR TES RESU LTS

Figure 4.1 shows the summary data for cyclic stress ratio versus number of cycles to cause

3% strain in triakial, torsional and rotational shear tes. It should be noted tha

TJ;;= 4-c-: c)2 /3+ a.2 for rotational shiear tests and 47 -a~ or/3 fobr triaxidal tests,

(i.e. a,,-O for triaxial tests). For torsional shear tests, or,, was cycled with constant values for

(q,- c.), which depended on the values for coefficient of lateral pressure K (K=q/). Thus,

these cyclic stress ratios were calculated by (q, - qo)/(4 .. ., /o' and J,/p, for

triaxial, torsional and rotational shear tests, respectively. These results indicate that the soil

samples which have similar relative density are more resistant to cyclic loading for the rotational

tests than for symmetric cyclic compression/extension tiaxial tests. Note that triaxial tests with

unsymmetrical loading with a larger magnitude of compression than extension never developed

large strains (for example, CY250NI, see Table 2.4.1). At the same stres ratio, the number of

cycles to cause 3% strain in the torsional shear tests was larger than that in the cyclic triaxial tests.

Based on these results, liquefaction potential appears to be overestimated by conventional

symmetrical triaxial cyclic test results. This appears to be inconsistent with observations of

Towhata and Ishihara (1985). Further investigation is required.

The consistent picture which emerges is that the occurrence of triaxial extension states of

stress is damaging. In the torsional shear tests, ca was cycled while ai-ae was held constant

corresponding to four different initial values of K=o/a1. For K>I, the initial state is one of

triaxial extension, and for K<I the initial state is triaxial compression, and for K=1 the initial state

is isotropic. For K=I the cycling of cre corresponds to simple shear. A summary plot for the

relationship between cyclic strain, e, and number of cycles is shown in Figure 4.2. For K=1.38

(extension), 3% strain developed in 4 cycles, for K=I, 3% strain developed in 7 cycles but for

K=0.41, only 0.25% strain and for K-0.63, only 0.3% strain developed when the tests were

terminated after 15 cycles.

45

Fiure 4.3 shows the relationship between Msrm ratio, 4J_. /p', and the Mle 0 in z plane

for cyclic torsional shear tests performed with different values of coefficient of lateral pressure K.

For the cyclic simple shear test (K-1) (Gzu."-." and o. was cycled) the anle 0 wasapproximately constant (0=300). For K=oa/o<1 (iLe. ajza-o* and oY. was cycled) the angle 0

was started at 00 and cycled with the cycling of shear mess a The madmum m s rios for

both K-I and K<l were about 0.71. For the case of K> 1, the pattern is similar to that for K<I

but the angle 0 was started at 600, and the maximum stress ratio was observed to be 0.56.

Figure 4.4 shows a summary plot of stress ratio versus angle 0 in the z plane for undrained

and drained triadal, torsional shear and rotational shear tests. The data points plotted in this

figure represent the failure points in varying conditions of triaxial tests, the maxmun point in

torsional shear test with K-1 (cyclic simple shear). The lines in Figure 4.4 show the last cycle of

cyclic torsional and rotational shear tests. This plot night be thought of as a map of the failure

surface. Note that the dta points at drained and undraed triaxial tests represent average values

from more than one test. The angles of 08, 300 and 600 represent the triwdal comn (aY

r=-c, %9=0), simple shear (G.-.9 0d,0) and triaxial extension (;<o,-oa, a..0) tests.

respectively. The path for rotational shear tests is a loop between 00 and 600. The torsional

shear tests for the cases of K=oda/o >1 begin from 0=00 and the angle 0 increases as Iao

increases. For K<I, the test path starts on 0=600 and 0 decreases as the magnitude of (YA

increases.

These results (Figure 4.4) show that the maximum stress raio,,/p, in triaxial drained

compression tests is significantly larger than that in undrained compression tests. This finding

also can be concluded from the data plotted in Figure 4.5. In Figure 4.5 the filled square and

empty circle symbols represent the maximum and ultimate stress ratios, q/p', in drained triaxial

tests respectively, and the solid lines represent the undrained trixial stress paths under difrent

confining pressures. Note that the error bar for the drained tests represents the scatter in stress

ratios in drained triaxial compression and extension tests. The maximum stress ratio, q/p', in

46

drained triaxial tests is larger than that in undraied tests in both compresion and eatmsion. The

difference in maximum stress ratio for triaxial undrained and drained tests appea to be

decreasing as the mean normal effective stress increases. The larger stres atios at faimr in

drained tests are also apparent in undrained teats after cavitation occurs. The upward hook at the

end of the undrained stress path corresponds to cavitation.

Based on the results plotted in Figure 4.4, the maximum stress ratios in the rotational

shear tests for both compression (&=0*) and extension (0.-60) are also found to agree reasonably

well with the stress ratios in the undrained triaxial tests. It was observed that the maximum sess

ratio in the torsional shear test (K= 1) was larger than that in rotational shear tests in simple shear

direction (0=300).

Several types of laboratory tests involving general tests, triaxial shear teats and hollow

cylinder torsional and rotational shear tests were conducted on samples of Nevada sand using

€derent facilities and apparatus at the University of California, Davis. Regarding the results

obtained from these tests, the following enumerated observations were made.

1. In triaxial tests, the shape parameter, c (c = Rs. / R.. ), for phase

transformation (c) and failure (cf) are observed to be different. However, the

hypoplasticity model assumes that c-,=cqp (Figure 2.2.a and 2.2.b).

2. The maximum "failure" stress ratio Rf observed in drained triaxial tests was significantly

larger than that in undrained trivdal tests. The difference appears to be decreasing as the

mean normal effective stress increases (Figure 4.4). The larger stress ratios at failure in

drained triaxial tests are also apparent in undrained tests after cavitation occurs (Figure

4.5).

3. By measuring the deformed shape of colored sand layers in some drained triaxial

samples, the thickness of shear bands was observed to be about 10 to 12 times mean grain

47

sze of the Nevaa sand (F'Qur 2.3.a and 2.3.b) or about 1.7 to 2.0 nmL The iwe

planes were obsevd to be inclined at anses betwem 63 and 65. A drop in deviatoic

stress (strain softening) was observed to occur a the hilure pla=e davoped (eg., Fip

2.3.8).

4. Over a limited range of confining pressure, values for the compresion index ;V and

rebound index ie in the hypoplasticity model appear to be more closely a constant than

values for ) and K for the critical state soil mechanics model (Table 2.5.2). However, the

hypoplasticity model assumes that r and ie are constants.

5. At the same stress ratio, the number of cycles to cause 3% strain for cyclic torsional

shear tests was larger than for cyclic triaxial tests (F%ure 4.1). Also, sod samples tested in

rotational shear appear to be more resistant to cyclic loading tham samples sulject to

symmetrical cyclic trinxial tem. Thu the lkqecion potential appears to be

overestimated by conventional symmetrical triaxial cyclic tes results. This conclusion

needs to be firther verified since it contradicts the well-know observatio by Towhata

and Isbihara (1985).

6. For the cyclic simple shear test (K=Oa/-1l), the mean normal effective stress gradually

approached zero at a,=O (Figure 3.2.15). The effective stress path exhbed the

phenomenon of stable cycling between the phase trnfrmto and failure stress ratios

for the cases of K<1 and K>I after a number of cycles (Figure 3.2.5, 3.2.10 and 3.2.20).

7. In the cyclic simple shear test, the maximum stress ratio is between values obtained

from triaxial compression and extension tests (Figure 4.4).

48

S. 1 the wrist of cyic torioal shea tesrs, the rae of chane of cycl ohr suri

ampEitude seeM to iwm as the ratio of af; increases (iur 4.2).

9. In rotational shew tets, the stress ras, (q - ,)/(,.r. p') and Pf/p, traced a

Stae loop af-er a mMber of c (Fe 3.3.4 and 3.3.9). Trhe sm re a red

to oscillate between the phase trans on nd failiresurfrac.

10. In rotational shear tests, lthm the shear sand deviatoric su ratios stabilized

near their phase trans-omation and failure surfces, the magitl of shear strain, e and

deviatoric strain, 2(%-e Y3, increased as the mumbers of stress cycles increased (igure

3.3.4 and 3.3.9).

11. In rotational shear tests, 0 increasig from 00 to 600 and 0 decreasing from 600 to 00,

the relationship between q. and e., appears to be symmetrical but the deviatoric strains

2(;-e/3 were not symmetrical (Figure 3.3.2 and 3.3.7). The deviatoric strains in

extension were three or four times greater than those in compression-

12. In rotational shear tests, the stable cycling of stress ratios are bounded by the values of

triaxial compression failure stress ratio R. and extension failure stress ratio It (Figure

3.3.5 and 3.3. 10).

13. The madmum stress ratio observed in the rotational shear tests for both compression

and extension are found to agree reasonably well with the stress ratios in the undrained

triaxial tests (Figure 4.4).

49

e maor of this research has bee the generation of a wide divmsy of

laboratory tet data. Thee tgt data not only can be used to support the calibration and

veMiication of the bounding suface hypoplasticity model for granular soil but also provide a

valuable data base for futher research in constitutive model studies. Summay compaisa are

also made between triaxial, cylic torsional and rotational shear tets. The tet results indicate

that the rotations of principal stress directions have very important effects on the soil deformtion

and strength .

Regarding the results obtained from these tests, soil samples tested in rotational shear

were found to be more resistant to cyclic loading than samples in symmetrical uiaxial cyclic tests.

The maximmum "filue" stress ratio in drained triaxial tests was significantly larger than that in

undrained triaxial tests. Also, the shape of phase transformation and failure surfaces were

different when viewed in the z-plane.

In the cyclic imple shear test, the sres ratio on the failure line is between values obtaned

from tirxial compression and extension tests. In rotational shear tests, although the shear stress

and deviatoric stress ratios stabilized near their phase transformation and failure surfces, the

magnitude of shear and deviatoric strains still increased as the numbers of stress cycles increased.

Also, the stable cycling of stress ratios are found to be bounded by the values of triaxial

compression and extension failure stress ratios. In addition, The maximum stress ratio observed

in the rotational shear tests for both compression and extension are found to agree reasonably well

with the maximum stress ratio in the undrained triaxial tests.

50

6. ACXX'OW yx rl'M'T

This research reported herin was conducted under Naval Civil Engineering Laboratoy

contract number N47408-89-C-1058. This support is gratefily acknowledge. Dr. Ted Shuar

provided valuable advice and review comments at several stages of this research.

In this research, forty-five uiaxial tests were conducted by James Wickitrom, fifteen

triaxial tests were conducted by Shiyo Chen and six torsional tests were accomplished by Chi-

Wen Lin.

The technical assistance and computer programs from Dr. Xang-Song Li in all aspects of

the experimental work are appreciated very much.

Many thanks to Mr. Bill Siuis and Mr. Tom Kohnke, the development tecmicians, for

their valuable suggestions and excellent contrbutions to improve the test apparatus.

Thanks are also due to Dr. Han-Wei Yang and Dr. S. Jafroudi for their previous

developments of the hollow cylinder torsional apparatus at U. C. Davis.

51

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53

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54

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55

SUMMARY TABLES AND SOME RESULTSON

TRIAXIAL, TORSIONAL AND ROTATIONAL SHEAR TESTS

Table 2.2.1 Summary of Triaxial, Undrained, Strain Controlled, Constant p Test Datafor Nevada Sand

Table 2.3.1 Summary of Triaxial, Drained, Strain Controlled, Constant p' Test Datafor Nevada Sand

Table 2.4.1 Summary of Triaxial, Undrained, Stress Controlled, Cyclic Test Datafor Nevada Sand

Table 2.5.1 Summary of Triaxial, Consolidation and Rebound Test Datafor Nevada Sand

Table 2.5.2 Summary of Compression Index X and Rebound index K for Nevada Sand

Table 3.2.1 Summary of Hollow Cylinder Undrained, Stress Controlled, CyclicTorsional Shear Test Data for Nevada Sand

Table 3.3.1 Summary of Hollow Cylinder Undrained, Stress Controlled, RotationalShear Test Data for Nevada Sand

C4C

a (4 la

IaaC

0% 42 lowlaw

A.. 00 C 0 0o 0D4

C4 m4 C4 rc

%0 Go' f ~ ~ '0 (

f.- I.nV- 0 e- cc( e0 ' 0-

S - ; co Co ;

C, Co C-Oo s.

.1 3a

II 4=;~ 8D4 '

o4 e q

C cv

CC

z0 %0

oI5 111le Iis

hAw In CAI0

gm0

o o C

AA "IllZOg

9 em

e4 eq t- ~

Go0

Co Co '0 i'CC

i- -l l Co

z z z

•a

,,~~~ .+1, %..- ,. - on-, ,.

+z +j ° °

Co C2 ClS %.d

410-$ 8. 00- _ , ,.

S 0 0 0 (E '0t

o0C

-_$ -- , . , . 0 ,.

1) .2 Co soc

00

al 00 000 VI00 r- 0 0 0 00

"- -- r- t- "- r- ,.,

C> C1 > C _

I-.

4 - -0"o ,i + -" . - :-N vnQ 0r- 6 ~ C, C >C &

0%~ ~~ ~ 0% 0 %0%0 % 0Cp C

Co C) C> C57 C

In= =

j~~~n. 0~- ~ '-8ai pm 4^@i -i4 A n.

+

2 0 C C) 00 001

en In en m .0

eel W% on C)(4 0 In 0 I

%.' ' n (.? on Co Co 0^I

'0 - 00 t- ' % 00

In In= In In 1n C-4 @0

o 0 0 0 0 C) C0 0

0~C 00 0 00 0C 00oW) W% W1 W1 W% n n 4 n $6n An %^

In(% (4 0 04 -q en -q C q C 4

0'00% 0 % % 0% 0 % % 0 0% LA 1

kn $In W1 W) W1 W1 W1 W1 Wn W1an 'C4 C4 (. 4 4 . . . e

_ _ON en 0 - - - -

t00 too N0 NO e. 00.0 %0 % 0

No 4~ 0 0 0 NO 0 0

Ini aq an an C n '* n '

%n4 $0% 00 W1 W1 W1 W1 W010C0 -- 04 04 C4 C4 0 -

%%0

F r U

'0 4_

00 o0 G 0

10~00 C', 00

02

C CC Co C

cc00 00 S

i 0 0 '0 '

I"' It~I i

00 ('

CCC C CI

CC

CD00

Ca _ _ _ _

C4 SKc

~ii

ill

ii;

ro- so - -0c

1q 88888nn

C..2)

GM4-8

4.

C4 m4

C~ Cod cc cc ccC c;

o 00 %C 00 g00 t-%C00 o% 0

00el~ '0 o0-

c o c o c c= c o c c c c 4CURC C

CP Sa o C ,.0 C l 10C .C l4 DC 4 D' ,C oC

cncc cco c ;zt-cc "6~olC ) oC 4 D D 0C

=o C -~g 0 8 8 c oo g CCl cc Opcc

C?4 en 84 C4.0 06 c.

0 0 0 -440 Cl. C

U U u U ) .0 0

.41000

00 0 0G

00

C4 Ci

.2

W 00 COO

C0 C

4)-

Z4l E- z

TEST RESULTSON

TRIAXIAL UNDRAINED, STRAIN CONTROLLED, CONSTANT P TESTS

Figure 2.2. 1 Triaxial, Undrained, Strain Controlled, Constant p Test (N5OU I)Figure 2.2.2 Triaxial, Undrained, Strain Controlled, Constant p Test (N60U 1001)Figure 2.2.3 Triaxial, Undrained, Strain Controlled, Constant p Test (N60U 1002)Figure 2.2.4 Triaxial, Undrained, Strain Controlled, Constant p Test (N60U 1003)Figure 2.2.5 Triaxial, Undrained, Strain Controlled, Constant p Test (N60U2501)Figure 2.2.6 Triaxial, Undrained, Strain Controlled, Constant p Test (N60U2502)Figure 2.2.7 Triaxial. Undrained, Strain Controlled, Constant p Test (N60U4001)Figure 2.2.8 Triaxial, Undrained, Strain Controlled, Constant p Test (N60U4002)Figure 2.2.9 Triaxial, Undrained, Strain Controlled, Constant p Test (N60U4501)Figure 2.2. 10 Triaxial, Undrained, Strain Controlled, Constant p Test (NSOIJ2)Figure 2.2. 11 Tiaxial, Undrained, Strain Controlled, Constant p Test (N60U 1006)Figure 2.2.12 Triaxial, Undrained, Strain Controlled, Constant p Test (N60U 1008)Figure 2.2.13 Triaxial, Undrained, Strain Controlled, Constant p Test (N60U 1009)Figure 2.2.14 Triaxial, Undrained, Strain Controlled, Constant p Test (N60IJ2506)Figure 2.2.15 Triaxial, Undrained, Strain Controlled, Constant p Test (N60U4006)Figure 2.2.16 Triaxial, Undrained, Strain Controlled, Constant p Test (1 ON40OU 1, Dr- 18%)Figure 2.2.17 Triaxial, Undrained, Strain Controlled, Constant p Test (40N250U 1, Dr=47%)Figure 2.2.18 Triaxial, Undrained, Strain Controlled, Constant p Test (O50J3)Figure 2.2.19 Triaxial, Undrained, Strain Controlled, Constant p Test (060U2001)Figure 2.2.20 Triaxial, Undrained, Strain Controlled, Constant p Test (050U2)Figure 2.2.21 Triaxial, Undrained, Strain Controlled, Constant p Test (060U2006)Figure 2.2.22 Triaxial, Undrained, Strain Controlled, Constant p Test (O50Ul)Figure 2.2.23 Triaxial, Undrained, Strain Controlled, Constant p Test (060U 1001)Figure 2.2.24 Triaxial, Undrained, Strain Controlled, Constant p Test (060UI 1002)Figure 2.2.25 Triaxial, Undrained, Strain Controlled, Constant p Test (050U4)Figure 2.2.26 Triaxial, Undrained, Strain Controlled, Constant p Test (060U 1006)

N50U1: TRIAXIAL UNDRAINED STRAIN CONTROLLED70-

o 100

0-

-100-

0 100 200 400

MEAN NORML EFECTVE STRESS (KPA)

700-

no -

0100 -

30 -

I w

.100-1 1 :

AXIAL STRAIN (%)

400

~350Wac

wU 250

~2U-UA-UJ 150-J

§ 100

Z 50z

AXIAL STRAN(%

Figure 2.2.1 Triaxial, Undrained, Strain Controiled Constant p Tesa (N5OU1)

N60U1001: TRLAXIAL UNDRAINED STRAIN CONTROLLED

70'

~100

40-M

MEAN NORMAL EFFECTrYS STRESS "N~A

No m

cc 1000

.100

400

AXIAL STRAIN()

450 -

400200

350

6 150

0 5z 10

2 2 0 2 4 6S10.

AXIAL STRAIN(%

Figure 2.2.2 Triaxial, Undrained, Strain Controiled, Constant p Test (N6OU1001)

N80UI 002: TRUAXAL UNDRAINED STRAIN CONTROLLED

S-

we

S 0-

-10

-'U

MEAN NORMAL IFFECTMV STRESS (WA)

~400

p1000-

-100

0 4

AXIAL STRAIN(%

450-

400

~350300

LL. 200U-

z

22 0 ; 0.

AXIAL STRAIN(%

]Fig=r 2.2.3 TriaxiaL, Undrained, Strain Controlled, Constant p Test (N6OUI 002)

N6OU1003: TRIAXIL UNDRAINED STRAIN CONTROLLED

550

4W -

a00

0 *

4150 150 250 350 450

MEAN NORM.L EFFECTWE STRESS (KPA)

no

400

I-01 50

-11S 5 7 9 1

AXLAL STIN (%)W

1450-

00

50

4 00

1

AXIAL STRAIN (%)

4W 2

3 50

250

ic

z505

AXIAL STRAIN(%

Figure 2.2.4 TriaxiaL, Undrained, Strain Controlied, Consti Lest (N6OU 1003)

N60U2501: TRIAXIAL UNDRAINED STRAIN CONTROLLED

4.3

41

-42

S 0.9

4

42

4-06 __ _______________________________________

-0.435

Lii 450

3 400

300z 250z

.1 i 7

AXIAL STRAIN(%

Figure 2.2.5 Triaxial, Undrained Strain Controlled, Constant p Test (N60U2501)

N60U2502: TRAXIAL UNDRAINED STRAIN CONTROLLED1.1 -

0.7

Iu

0.4

,A

0.3

0.1

0-

MWAN NORMPJ EFFECTP/E STRESS (WPA)

1.1

0.7

GA

0G

0.1

02-

0.1 -I

0

AXIAL STRAIN (%)

650

500

Vsm

400

~j 350

-1 1 3

AXIAL STRAN 1%1

Figure 2.2.6 Triaxial, Undrained, Strain Controlled, Constant p Test (N60U2502)

N60U4001: TRIAXIAL UNDRAINED STRAIN CONTROLLED1.1

II

0.48

02

0.1

1 1

t 0.7

0.6

c 0.4

220 a

S0.20.1

.0.1-

42-1

AXIAL STRAIN (%)

700-

w 400

9 200

10

FUAL STRAIN (),CFigure 2.2.7 -Triaxial, Undrained, Strain Controlled, Constant p Test (N60U4001)

N60U4002: TRLAXIAL UNDRAINED STRAIN CONTROLLED

&.3

02

0a1

0-no 4;0 No No0 m0

MEAN NORMAL EFECInVE MTESS (WPA)

mu 0.8

0.5

0.2

0.1

-45 2. . 5 3.5 4.5

A)UAL STRMJ %

Nuo

U. 5oo0

M -

cc 450

0z

300-2-0.5 2.1.5 5 3.54.

AXIAL STRAIN (%)

Figure 2.2.8 TriaxiaL, Undrained, Strain Controiled, Constant p Test (N60U4002)

N60U4501: TRIA)UAL UNDRAINED STRAIN CONTROLLED1.2

1.1

10.7021

.41420 4W 500 546 iSo 80 700 740

MEAN NORML EFFECTIE STRESS (WPA)

1.2

1.1

0.8

cc 0.5

0.2

0-

AXIAL STRAN (%)

700

w w -U. 00

U. 50

4250-

-1 10 3

AXIAL STRAN (%)

Figure 2.2.9 TriaxiaL, Undrained, Strain Controlled, Constant p Test (N60U4501)

N50U2: TRIAXIAL UNDRAINED STRAIN CONTROLLED40-

40-

-70

40

40

.100

-110

10 30 56 76 SO 110

MEAN NORMAL EFFECTVE STRISS (KPA)

10 -

0

470-

-W -~

40

040-7o

-100

-110 -

AXIAL STRAN (%)

-120 *

110

~go

w 70

U-*W 80

Z 20o

.4 -- 2-1 0

AXIAL STRAIN (%)Figure 2.2.10 Triaxial, Undrained, Strain Controlied, Constant p Test (N5OU2)

N6U1006: TRIAXIAL UNDRAINED STRAIN CONTROLLED

-10

-14

-22

-24,

0 20 46 0 80 10

MEAN NORMAL EFFECnVE STRE ("P)

2-

0-

C1 -i

-24

-16

-7 -5 4 -

AXIAL STRAIN (%)

110

100 -

090

0 -

w 7

WU 40

30 -

0 20z

z10

S7-5 - -1

AXIAL STRAIN %)

Figure 2.2.11 Triaxial, Undrained, Strain Controlled, Constant p Test (N60UI006)

N60U1008: TRIAXIAL UNDRAINED STRAIN CONTROLLED

50-

-100 -

S-150

4W0

-w050 150 2i0 350 4W0

MEAN NORMAL EFFECTIVE STRESS ((PA)

50 -

0-

~.1o0

0200

0 m

-450

-9 -7 -3

AXIAL STRAIN (%)

4W-

IL

203W

15 1500W 200

z50

.9 -7 5 -3 -

AXIAL STRAIN(%

Figure 2.2.12 TriwaL Undrained, Strain Controlled, Constant p Test (N6OU1 008)

N6OU1009: TRIAXIAL UNDRAINED STRAIN CONTROLLED50

-100

150 ,

0

vo-

400

-450

0 100 N00 300

MEAN NORMAL EFFETIVE STRESS (PA)

0~

-0

L-10 0

0

w °

w

-450

~4W00

-10 AXIAL STRAIN (%)0

E 5o -4W

2 50-

U- 200 -U.

-10 -0zz 50

-10 -4-4-2 0

AXIAL STRAIN (%)

Figure 2.2.13 Triaodal, Undrained, Strain Controiled, Constant p Test (N60U 1009)

N601.2506: TRIAXIAL UNDRAINED STRAIN CONTROLLED0.S

as-

S 0.6

0.4

0.0.2

S 0.1

0-

-0.2

-100 100 300 500

MEAN NORMAL EFFECTIVE STRESS (K(PA)

0.9

CD W

0.A

S 0.2

0.1

0-

.0.1

-0.2 -4 -4 -202468

AXIAL STRAIN(%

CD500

cc 400

> 300

U- 200-

< 100

z

AXIAL STRAIN(%

Figure 2.2.14 Triaxial, Undrained, Strain Controlied, Constant p Test (N60U2506)

N60U4006: TRIAXIAL UNDRAINED STRAIN CONTROLLED10-

.100 :o:; ; ;

100

100

-m

4200

MEN XORAL SETAIN STES%) CA

!z

-100

0*.

~-m0

-W

-7 -53

AXIAL STRAIN 1%)

F550

ws

U

lii 300

1 250

0 200z

100 -3 -1

AXIAL. STRAIN()

Figure 2.2.15 Triaxial, Undrained, Strain Controiled, Constant p Test (N60U4006)

1 ON400Ul: TRLAXL'AL UNDRAINED STRAIN CONTROLLED4W -

200

250

10 -

0 100 -40

MEAN NORMAL EFFECTIVE STRESS (PA)

350

~250200

i-o

100

50

AXIAL STRAIN(%

wI- 3

w 250

a:1000z 5z

0

AXIAL STRAIN(%

Figure 2.2.16 Triaial, Undrained, Strain Controlled, Constant p Test (IloN400U1, Dr=-18/,O)

40N250U1: TRIAXIAL UNDRAINED STRAIN CONTROLLED

wo

100

0 ,20 &50 450 5

MEAN NORMAL EFFECTIVE STRESS (KPA)

0O

Go-

13 00

0-

AXIAL STRAIN (%)

w

W. 3o50U-w 3

zZ 200

-1 5 79

AXIAL STRAIN (%)

Figure 2.2.17 Triaxial, Undrained, Strain Controlled, Constant p Test (40N250U1, Dr--47%)

O50U3: TRIAXIAL. UNDRAINED STRAIN CONTROLLED

No -

No

4w 0

100

0 -40 860 120 l0 200 240 US US 260 400

MEAN NORMAL EFFECTVE STRESS (PA)

700-

50 ,

400

~200

100

0 --1 15

AXIAL STRAIN I%)

400

260

140

cc 120

w 006 0

20-

113

CCIA STR20 (Fiur 212.1 Trail nrieSri otold osatpTs 00

060U2001: TRIAXIAL UNDRAINED STRAIN CONTROLLED

OO

I" ~

No400

N-1u0040 r

ao

-100

AXE STRAN (% )

w340

3o

-10 1 4

MoUAL STRAN 1%)

Figure 2.2.19 "Triaxial, Undrained, Strain Controlled, Constant p Test (060U2001)

050U2: TRIAXIAL UNDRAINED STRAIN CONTROLLED0

-140

-100-14

a 100 200 300 400

MEAN NORMAL EFFECTIVE STRESS A)

0-a-

'(40-~40-

-W "S-120

-140

~-100

AXIAL STRAIN I%)

400 2

35 -74

w 2 0

W 200U.U-

cc100

z

45 -3 -5

AXAL STRAIN (%)

Figure 2.2.20 Triaxial, Undrained, Strain Controiled, Constant p Test (050U2)

O60U2006: TRIAXIAL UNDRAINED STRAIN CONTROLLED

400I-

100 2 3;0 400 so

MEAN NORMAL EFECTIVE STRESS (KPA)

100 -

0 -

g0

~400

0

-4W

4 4 -4 -2 0

AXAL STRAIN (%1

g58O-

5w:

w4 W

w 4w00

..

w

CC200

z

AXIAL STRAIN (%1

Figure 2.2.21 Trivial, Undrained, Strain Controiled, Constant p Test (06OU2006)

O0U1: TRIAXIAL UNDRAINED STRAIN CONTROLLED

I-100

o0 10 2;0 800 400

MEAN NORMAL EFFECTIVE STRESS (PA)

70

4003W2

00-

1 3 7 9

AXIAL STRAIN (%

U00

W 250

LIL.

c 2100

s5o

AXIAL STRAIN(%Figure 2.2.22 TriaL, Undrained, Strain Controlied, Constant p Test (050U1)

060U1001: TRIAXIAL UNDRAINED STRAIN CONTROLLED7o

no o

00 -

o

0-50 150 250 3i0 M50

MEAN NORMAL STWN STRES (WA)

No "

so0-

~~400

200

10

0 2 4 6 a 10

AXIAL STRAIN 1%1

i450 .

~4w

fu)~300

LU250L

u20 0

ir1500z

5i0

0 10

AXIAL STRAIN (%)Figure 2.2.23 Triaxial, Undrained, Strain Controlled, Constant p Test (060U1001)

060U1 002: TRIAXIAL UNDRAINED STRAIN CONTROLLED70

so-

70-

-100-

MEAN NORMAL EFFECTIVE STRIESS (WA)

(g 50

No

0

.00-1 5

AXAL ST'AN I%

wCC 50

W 250U-

CC1500z

~50L13 5 71

AXIAL STRAIN (%)

Figure 2.2.24 Triaxial, Undrained, Strain Controlled, Constant p Test (060U 1002)

050U4: TRIAXIAL UNDRAINED STRAIN CONTROLLED0

40-

.100

.140

MEAN NORMAL EFFECTIVE STRESS (KPA)

-

S.100

.100

.140--40

AXIAL STRAIN (%)

30 -

40

1320-

3400

L 40 -

> 220

20

4L ISO -2

AXLA ITSOi (

w_j 140<020-

CC100

0 so --6 140

020-60 2__ _ _ _ _ _ _ _ 0 _ !t

AXIAL STRAIN (%)Figure 2.2.25 Triaxial, Undrained, Strain Controlled, Constant p Test (050U4)

060U1006: TRIAXIAL UNDRAINED STRAIN CONTROLLED

0-

1(40

-100

.380

MEAN NORMAL EFFECTIVE STRESS (KPA)

-W -0

0150

-no

-300

4W

cc 100

-10 -8 - -4 -2 0

AXIAL STRAIN (%)

do0

-m~

00

4 00U) 280

U)360OW 240

> 200-

b 60LU 40

U 20

cc 10 _ _ _ _ _ _ _ _ _ _ _ _ _ _

-10 4 -

AXIAL STRIN (%)

Figure 2.2.26 Triaxial, Undrained, Strain Controlled, Constant p Test (060U 1006)

TEST RESULTSON

TRIAXIAL DRAINED, STRAIN CONTROLLED, CONSTANT P' TESTS

Figure 2.3.1 Triaxial, Drained, Strain Controlled, Constant p' Test (N70D50 I)Figure 2.3.2 Triaxial, Drained, Strain Controlled, Constant p' Test (N7OD1001)Figure 2.3.3 Triaxial, Drained, Strain Controlled, Constant p' Test (N70D250 1)Figure 2.3.4 Triaxial, Drained, Strain Controlled, Constant p' Test (N70DIOOA)Figure 2.3.5 Triaxial, Drained, Strain Controlled, Constant p' Test (N7ODI0013)Figure 2.3.6 Triaxial, Drained, Strain Controlled, Constant p' Test (N70DIOOC)Figure 2.3.7 Triaxial, Drained, Strain Controlled, Constant p' Test (N70D 1005)Figure 2.3.8 Triaxial, Drained, Strain Controlled, Constant p' Test (N70D2505)Figure 2.3.9 Triaxial, Drained, Strain Controlled, Constant p' Test (N70D IOOP)Figure 2.3.10 Triaxial, Drained, Strain Controlled, Constant p' Test (N7OD I 00R)

N70D501: TRIAXIAL DRAINED STRAIN CONTROLLED

-

-4

0 2 a 10

AXIAL STRAIN (%)

110 -

90 M740

~so

20

10

0 24 6810

VO AL STRAIN (%)

110 -

100

9g0

jr 70

rh so

20

30

0-0

VOLUMETRIC STRAIN(%

Figure 2.3.1 Triaxial, Drained, Strain Controlied, Constant p'Test (N7ODSO1)

N7OD1 001: TRLAXLJ DRAINED STRAIN CONTROLLED

-

0-1--

-4

Q12

405

004

45

-1 1 3 9 7,,

AXIAL STRAIN(%

W160

0 2.0

0.40-

40

-100

VOLUMETRI STRAIN (%)

Figre 2.3.2 Tuiaxial, Drained, Strain Controlled, Constant p! Test (N7ODIOO1)

N70D2501: TRIAXIAL DRAINED STRAIN CONTROLLED0-

t44

4

-2 0 2 4 6 - 10

AXIAL STRAIN %)

i400

.00

200

~-100

4 -2. - 2 -. 14- 46 - 0.02

V LTI STRAIN (%)

FiueN33ToxaDand tanCotold osatp et(7D51

N7OD100A: TRIAXIAL DRAINED STRAIN CONTROLLEDU. -

-1.2

>.1.4

-1 1 3 S 7 S

AXIAL STRAN (%)

I-

2000

40

0- -1 1 3 5

AXAL STRAN (%

Z140

2w 12*

~100

so

140

1.9 .1.7 -1.5 -1.3 -1.1 49 0.7 0.5 .0.3 .,1 .

VOLMETRIC STRAN ()Figure 2.3.4 Triaxial, Drained, Strain Controlled, Constant p' Test (N70D100A)

N7OD100B: TRIAXIAL DRAINED STRAIN CONTROLLED0P

-04

Q

-,

-12

-1.4

AXIAL STRAW (%)

190

140

so

100

Q40

20

0~A05 0.U. . .

AXIAL STRAIN (%)

140

~120w

~100

-40

24020

-1.5 -1.3 -1.1 402 .07 -0.5 -0.3 -01 .0.1

VOWMIC STMAN (%)

Figure 2.3.5 ThaiaL, Drained, Strain Controlled, Constant V Test (N7ODIOOB)

N7OD100C: TRLAXLAL DRAINED STRAIN CONTROLLED0~

A4

AG4 -

0 2

-1.

2

2

AXIAL STRAIN(%

140

~120100

20S0

ISO240

21- 1. 12 84

100TRCSTAN %soue236 Tail rind tanCnrleCosatp et(7DOC

N711005: TRIAXIAL DRAINED STRAIN CONTROLLED&.4

-a0-

IA-IA0

AXL STRAIN (%)

.120

*40

O o

-2

AXlAL STRAWN(%

120

so 0

~i400 0

40-

-2

-1.6 -1.4 -1.2 - .8 -0.6 44 -0.2 0 U. .0.4

VOLUMETRIC STRAN(%Figur 2.3.7 TraiaL, Drained Strain Controiled Constantp' Test (N7OD 1005)

N70D2505: TRIAXIL DRAINED STRAIN CONTROLLED0.4

f4

Q4 4

-1.4

-1.6

-l.4

AXIAL STRAIN(%

500-

7400

3oo

100

0

o-1004200

-11 -9

AXIAL STRAIN(%

500

00.

'300

~1000 0

S-100

410

-1. -1 1.4 A1 -0.6 -0.12 0.:0.6

VOLUMETRIC STRAIN (%)Figure 2.3.8 Triaxial, Drained, Strain Controlled, Constant p' Test (N70D2505)

N7OD100P: TRIAXIAL DRAINED STRAIN CONTROLLED1-

0.4

-742

44

AXIAL STRAIN (%)

0

40-

io-100

-0.1 -9 -7 0 4

AXIAL STRAIN (%)

2-

0-

-20

-4

cc 40

0

-100

-0.6 -0.4 -0.2 0 0.2 0.4 060.3

VOLUIMETRIC STRIN(%

Figure 2.3.9 :Triaxial, Drained, Strain Controlled, Constant p'Test (N7OD lOOP)

N70D100R: TRIAXIAL DRAINED STRAIN CONTROLLED

Z 84-

~3

10 -

1 -

100 -9- -

140

010-

4a0

o~ so

-40

-100-120'1

AXIAL STRAIN (%)

ISO -IGO140120

0o

200~-20~-40o-60

40-100

-120--1 1 35

VOLUMETRIC STRAWN(%

Figure 2.3.10 Triaxia, Drained, Strain Controlled, Constant pTest (N7OD lOOR)

TEST RESULTSON

TRIAXIAL UNDRAINED, STRESS CONTROLLED, CYCLIC TESTS

Figure 2.4.1 Triaxial, Undrained, Stress Controlled, Cyclic Test (CYSONI)

Figure 2.4.2 Triaxial, Undrained, Stress Controlled, Cyclic Teut (CYI00NI)

Figure 2.4.3 Triaxial, Undrained, Stress Controlled, Cyclic Test (CYI00N2)

Figure 2.4.4 Triaxial, Undrained, Stress Controlled, Cyclic Test (CYI0ON3)

Figure 2.4.5 Triaxial, Undrained, Stress Controlled, Cyclic Test (CY(ON4)

Figure 2.4.6 :'iaxial, Undrained, Stress Controlled, Cyclic Test (CYIOON5)

Figure 2.4.7 Triaxial, Undrained, Stress Controlled, Cyclic Test (CY100N6)

Figure 2.4.8 Triaxial, Undrained, Stress Controlled, Cyclic Test (CY250NI)Figure 2.4.9 :lTriaxial, Undrained, Stress Controlled, Cyclic Test (CY250N2)

Figure 2.4. 10 Triaxial, Undrained, Stress Controlled. Cyclic Test (CY250N3)

Figure 2.4. 11 Triaxial, Undrained, Stress Controlled, Cyclic Test (CY250N4)

Figure 2.4.12 Triaxial, Undrained, Stress Controlled, Cyclic Test (CY250N5)Figure 2.4.13 :l'riaxial, Undrained, Stress Controlled, Cyclic Test (CY250N6)

Figure 2.4.14 'Triaxial, Undrained, Stress Controlled, Cyclic Test (CY250N7)

Figure 2.4.15 Triaxial, Undrained, Stress Controlled, Cyclic Test (CY250N8)

Figure 2.4.16 Triaxial, Undrained, Stress Controlled, Cyclic Test (CY250N9)

Figure 2.4.17 Triaxial, Undrained, Stress Controlled, Cyclic Test (CY250N1O)

Figure 2.4.18 Triaxial, Undrained, Stress Controlled, Cyclic Test (CY250NI 1)

Figure 2.4.19 ' riaxial, Undrained, Stress Controlled, Cyclic Test (CY250N 12)

Figure 2.4.20 Triaxial, Undrained, Stress Controlled, Cyclic Test (CY250N1 3)

Figure 2.4.21 Triaxial, Undrained, Stress Controlled, Cyclic Test (CY25ON14)

Figure 2.4.22 Triaxial, Undrained, Stress Controlled, Cyclic Test (CYSOOI)

Figure 2.4.23 Triaxial, Undrained, Stress Controlled, Cyclic Test (CYIOOOI)

Figure 2.4.24 Triaxial, Undrained, Stress Controlled, Cyclic Test (CY 10002 1)

Figure 2.4.25 Triaxial, Undrained, Stress Controlled, Cyclic Test (CY100022)

Figure 2.4.26 Triaxial, Undrained, Stress Controlled, Cyclic Test (CY20001 X)

Figure 2.4.27 Triaxial, Undrained, Stress Controlled, Cyclic Test (CY200021)

Figure 2.4.28 Triaxial, Undrained, Stress Controlled, Cyclic Test (CY10002)

Figure 2.4.29 Triaxial, Undrained, Stress Controlled, Cyclic Test (CYI0003X)

Figure 2.4.30 Triaxial, Undrained, Stress Controlled, Cyclic Test (CY10004)

Figure 2.4.31 Triaxial, Undrained, Stress Controlled, Cyclic Test (CY100046

Figure 2.4.32 Triaxial, Undrained, Stress Controlled, Cyclic Test (CY100047

Figure 2.4.33 Triaxial, Undrained, Stress Controlled, Cyclic Test (CY 100048)Figure 2.4.34 Triaxial, Undrained, Stress Controlled, Cyclic Test (CY 100049)Figure 2.4.35 Triaxial, Undrained, Stress Controlled, Cyclic Test (CY5002)

CY5ON1: TRIAXIAL UNDRAINED STRESS CONTROLLED

14

.12

02

-2

-4

.10

-12

4

E0.

4

-.

14

AXIAL STRAIN (%)

Fiur 2.. rail nrieSrs CnrleCci et(YO1

CY100NI: TRIAXIAL UNDRAINED STRESS CONTROLLED40-

Q o-10.,o

-10

0

MEAN NORAML EFECTIVE STRESS WKA)

.40

4 --

AXIAL STRAIN (%1

0-0

iao

0

tao

.-- 10 r -

IL40

4 - -2 0 -, 2~1090

710

OZ 0

-10

AXIAL STRAIN Cy t

Figure 2.4.2 Triaa, Undraind, Stress Controlied, Cyclic Test (CYlOONI)

CY10ON2: TRIAXIAL UNDRAINED STRESS CONTROLLED

310,o 0 f i I

-.10 L

0

30 30 70 90

MEAN NORMAL EFFECTIVE STRESS (KPA)

30

: 100

0

-10

1 4.14 .9 . 4.02 .2

AXAL STRAIN )

100 _ ,-,

AXLAL STRAWN (%)70

uj

450

AV4018 -0.14 -0.:406 40O2 0

AXLAL STRAIN(%

Figure 2.4.3 Triaxial, Undrained, Stress Controlled, Cyclic Test (CY100N2)

CY100N3: TRIAXIAL UNDRAINED STRESS CONTROLLED170-

140

lo-

W110~100

970

70s050

410-

10-10

~1031 0200sos i1214

~10

40

10

U 40 -30 3020120

~10 w 0

13-

Z10

-0.9 2 02061141. . .

AXIA soAI (%Fi5 r 70 4. Trail-nrieSrs otoid ylcTs CIO 3

CY1 00N4: TRIAXLAL UNDRAINED STRESS CONTROLLED

~140

S100

20

0

40 606 100 120 140 IGO Ig0

MEAN NORMAL EFFECTIVE STRESS (KPA)

240-

WI6

~1401l2 0

cc1000

40

20

-0.2 02 0.6 I . .8$ 2.2 263

AXIAL STRAIN (%)

.170

1 50

~140~13020

wJ 110IL

cc70

-02 02 0.6 1 1.4 1.8 22 U 3t

AXIAL STRAIN(%

Figure 2.4.5 Thiaxial, Undrained, Stress Controlled, Cyclic Test (CY100N4)

CY100N5: TRIAXIAL UNDRAINED STRESS CONTROLLED

40-

10

[0

40-

MEAN NOMWAL EFFECTV &RPMS (W~A)

40-

S10

0

408 401 0.01 0.03 0Us 0.06 0.63 0.1

AXIAL MARDN(%

~100

U

70 -a408 4.01 0.01 0.08 0.06 0.07 0.06 01Z.

AXIAL $TRMN %Figur 2.4.6 TridAi Undrained, Stres Controlled Cyclic Test (CY100NS)

CY100ON6: TRIAXIAL UNDRAINED STRESS CONTROLLED

40

-40 -161 s6 10 v

MEAN NOMAL EFFEOMhE SThES (WA

-40

-101

AXIAL STPAIN(%

M 0

so *

430 -

~20~10-

AXIAL STRAIN()Figure 2.4.7 Triaxal, Undrained, Stress Controlled, Cyclic Test (CY100N46)

CY25ONI: TRIAXLAL UNDRAINED STRESS CONTROLLED

a

40

-40

MEAN NOPMAL &FEc11vE STRES WKA)

0

40

AXIAL STRAIM%

~240

~120.. 100

AXIAL STRAIN %Fgure 2.4.8 TriaxiaL, Undrained, Stress Controffed, Cyclic Test (CY2SONI)

CY250N2: TRIAXIAL UNDRAINED STRESS CONTROLLED

7 0

40

21)-10

-40

MEAN NORMAL EFFEC1TIVE STRESS (PA4

0

S40

30

-010

*10

03.03Imo 0.06 0.07 0

AXIAL STRAIN N%)

~240

10

00.0;I&3 0.06 0.0700

AXIAL STRARI (A)

Figur 2.4.9 :Thiaxia Undrained, Stress Controlied, Cyclic Test (CY250N2)

CY25ON3: TRIAXIAL UNDRAINED STRESS CONTROLLED

460

2- 20 60 100 140 16020 i

MEAN NORMAL EFFECTIVE STRIESS (WPA)

140-

460

520

~-40S-60

480

-100

-120

-140

AXIAL STRAIN(%

240

IISO~140

LU120ILOw

CC40

AXIAL STRAIN(%Figure 2.4. 10 Tiaxial, Undrained Stres Controlled Cyclic Tesn (CY250N3)

CY2SON4: TRLAXIAL UNDRAINED STRESS CONTROLLED

a0--70

S20

.10

~-70

-50

a2 20 46 100 w4 Igo20 200

MEAN NORMAL IFFECTMI STRMS (WA)~

s70

as-50

420

10

-40

-0

AXIAL STRAIN(%

?20D-~240

22-200100

0t 40wz2 0

-10AXA TRI %

Fiur 2..1TixaUdand tes otoid ylcTs C204

CY250N5: TRLAXIAL UNDRAINED STRESS CONTROLLED

10

~a

-W

-00L

-0 0 100 1;0 100 200n

MEAN NORMAL IFETTV STRESS WVPA

Q-

10

0-

o n-1

I-7

-3 -11

20

~~21AXLSTAN %

Fig=241 rm nridSrw otoe yh e C2O5

CY250N6: TRLAXIAL UNDRAINED STRESS CONTROLLED

40--

70

20

-10

-60

-7h

-20 20 60 100 140 1ISO6

MEAN NORMAL EFECflV STRES W(A)

04.0

730-40

-60

-70- 77

.7 -5 31

AXIAL STRAIN(%

280 -

~240

w

zU 2 00-

AXIA STR00 (Fiue241 rail ndand tesCnUled ylcTs C206

CY250N7: TRLAL. UNDRAINED STRES CONTROLLED

70-

-40

-50

-70150 1;0 220 260

MEAN NORMAL EFFECTIVE STRIESS "KA)70

~40.30

~2~1:

-10

0 40

-430

.40

4012 -0.1 406 -406 404 402 0 0.06 0.04 0.06 0.06

AXIAL STRAIN(%

~240

w

W~ 210

200

U-

~170z

-. 12 41 40as .06 40.04 -0,02 0 0.02 Q.04 0.06 0.06

AXIAL STRAIN (%)Figure 2.4.14 Triaxial, Undrained, Stress Controlled, Cyclic Test (Cy250N7)

CY250N8: TRLAXIAI. UNDRAINED STRESS CONTROLLED

140-

-no.40

-40

-140

-200 'lO0G40IO i

MEAN NORMAL EFFECTIVE STRESS (KPA)

140-

If.100

-40

240

0-

~-400 0

-80-100

-140

AXIAL STRAIN(%

~260

40

2 0

-7 .5 200

AXIA STRSNOFiur 2..5IGOaUnrieSrs CnrieCcicTs C20

CY250N9: TRIAXIAL UNDRAINED STRESS CONTROLLED140

~g0

s o-40

.20

140

w 40 "

~40

.100

S-42

AXIAL STR, iN (%)

o

240

240

S2 o

-0 40-

9 40

44-4 -2 02

AXIAL STRAIN()

F2gur 2..6TixaUdand tes otold ylcTs C20

CY25ONIO0: TRIAXIAL UNDRAINED STRESS CONTROLLED

s4o

o.

0

20

MEAN NORMAL EFFECTIVE STRESS (KPA)

40

.0

140-

2ft -AXIL STRAIN(%

Fiur 2..7TixaUdand tesCnrleCci et(YSNO

CY25ON41 1: TRIAXIAL UNDRAINED STRESS CONTROLLEDso

G-1

4030270

70

30

40-

WEMNOMAL STAIN (%) S(M

Ii-U0-

ALSTRAIN(%)

Figur 2..8TixaUdand tesCotold ylcTs C2I1

CY25ON12: TRIAXIAL UNDRAINED STRESS CONTROLLED

40

3 0~so

01Qo -

5-10I-0

~40

240

2GO

-00

-0 I10 140 ISO 2 280

MEAN NORMAL FECT STRS (WA)

70

0

~20~10

o-

40-

-50

-70

AXIAL STRAI N%

~240

ISO

S140

U100

sao"60

40

Z20_

-20-4 4 -20 2 4

AXItAL STPAW N%Figure 2.4.19 Tia-xial, Undrained, Stress Controiled, Cyclic Test (CY2SON 12)

CY250N13: TRIAXIAL UNDRAINED STRESS CONTROLLED

I0

o iso a go

MEAN NORMAL EWECTIE STRIESS WN

140-

-n

.0

-m

-2. 4 -2 -;.6 -1.2 48 44 0 04

AIAL STRAIN (%)

~240

140

so so

U-

so -

a -2. 4 -2 -1.6 -1.2 .8 -4 0 04

AXIAL STRIN (%)

Figure 2.4.20 Triaxial, Undrained, Stress Controlled, Cyclic Test (CY250N13)

0Y250N14: TRUAXAL UNDRAINED STRESS CONTROLLED

"S0-

40-I0:J40~

10

M ANXC~IAL SFETAIN~ s QP

20

am-

1*1

100

AXIAL STRAIN (%)Figure 2.4.21 Thaial, Undrained, Stress Controled, Cyclic Test (CY250N14)

CY5001: TRLAXIAL UNDRAINED STRESS CONTROLLED

-12

44 10 --- 0;

UU

-12

-12

48 4 -4 -202

AXIAL STRAWN (%)

~40

~10

-10- XA

AILSTRAWN (%)

Figure 2.4.22 TriaxiAl Undrained, Stress Controlled, Cyclic Test (CY5001)

CY1 0001: TRIAXIAL UNDRAINED STRESS CONTROLLED40

~10

.0

-10

-10 10 36 50 70 90 110

MEAN NORMAL &EECTE STRES (PA)

40-

30

210

Q 0 -o

.10

AMLL MTAJN (%)

S110

,100

~so

w

~10-

AXIAL SnWN (%)

Figure 24.23 Triaxial, Undrained, Stress Controlled, Cyclic Test (CY10001)

CY1 00021: TRIAXIAL UNDRAINED STRESS CONTROLLED40-

20 -

40-

30 5070q

410-

0

.10163 0

0

w--

-03-

~10 -AS

0

20

0 -

AXIAL STRAIN (%)

Fiue2421r00aUdand tes otold yli et(Y00I

CY100022: TRIAXIAL UNDRAINED STRESS CONTROLLED

~10

0~

~.10

40 -

l.o

-10 ;0 30 50 70 9O

MEAN NORMAL EFFECTIVE STRESS (KPA)

40

~10

0

~-10

-40

AXIAL STRAIN ()

ZO 100

0 -

so-1

so

U. 40

U.

0 10z

AXIAL STRAIN (%)Figure 2.4.25 Triaxial, Undrained, Stress Controlled, Cyclic Test (CY100022)

CY200OIX: TRIAXIAL UNDRAINED STRESS CONTROLLED

40

10 10- 0 7 0 10 ,0 10 1!0 1

70-

90-

0 10

0r -1040

-40

-70-10 10 i0 -6 70 -2 110 1" 150 170 190

MEAN NORMAL EFFECTIVE STRESS (KPA)

70

40

20

10

0O -10 0

c-40

-60

-70 - ___________

-20 2

AXIAL STRAIN I%)

U)

~140WLU20

U. 8

0: 400Z 20z

AMUL STRAIN(%Figure 2.4.26 TriaxiaL, Undrained, Stress Controlied, Cyclic Test (CY2000 IX)

CY200021: TRIAXIAL UNDRAINED STRESS CONTROLLED

402040-

.40

-10 10 30 50 70 sO 110 130 150 170 10O 210

MEAN NORMAL EFFECTIVE STRESS (KPA)

60 -40 -cc -

0 -40

~.040

0

-80

-202

AXIAL STRAIN (%)

O~200

~140w

S120

U1 0 0

U-U. 80w

CC 40AA0Z 20 -Z0

4 4 .4 -2 o= =

AXIAL STRAIN (%)

Figure 2.4.27 Triaxial, Undrained, Stress Controlled, Cyclic Test (CY200021)

CY10002: TRIAXIAL UNDRAINED STRESS CONTROLLED40

iia

3 -1

40-

-10 - ,

10 -

al

0

z 30

100-

0

-0.1 -0.08 .0.06 -0.04 -0.02 0 0.02 0.04 0.06

AXIAL STRAIN (%)

F01 .

wIr 97

LL-

-01U..-.6 .. 4 02000 .400

AXIA 91PJ (%

Fiue242 iail ndand tesCnrled ylcTs ClO2

CY10003X: TRIAXIAL UNDRAINED STRESS CONTROLLED

30 :

20 \0 2

40-

01

-40

-10 ;0 i0 50 70 O

MEAN NORMAL EFFECTIVE STRESS (KPA)

40-

30.

a, 0

0-0 .10

-40

AXIAL STRAIN (%)

,100 ..

0-

cr 70_-

C ,o-50

W,40

3 00-

O 10 -zz 0-

1 0

AXIAL STRAIN (%)

Figure 2.4.29 Triaxial, Undrained, Stress Controlled, Cyclic Test (CYI0003X)

CYl 0004: TRLAXIAL UNDRAINED STRESS CONTROLLED

420

~10

I:00

-40

-50-

~40

~2D~10

0-1

-3 -

~-*D

40 0 003 401 0.01 0.03 &;05

AXIAL STRAIN(%

~101

96

93-

-9J

8S7

2 as

~81.007-.0 403 401 0.01 0.0 0.05-,

AXIAL STRAIN (%)Figure 2.4.30 :Triaxial, Undrained, Stress Controlled, Cyclic Test (CY 10004)

CY100046: TRIAXIAL UNDRAINED STRESS CONTROLLED

-40

MEAN NORMAL EFFECTNVE STES (KPA)

30-

2 0-

So-

O -10--

~-30

-40

50

-10 ;0 -7 76 -3-11

AXIAL STRAIN I%)

" 100-

4.0

0

S2 0

O 10

Z40

AXIAL STRAIN (%)

Figure 2.4.31 •T"ridal, Ulndrained, Stress Controlied, Cyclic Test (CYl100046

CY1 00047: TRLAXLAL UNDRAINED STRESS CONTROLLED

~40.30

Qo

I-10

-40-

-0 11

MEAN NORMAL EFFECTIVE STRIESS (WA)

~40

~20~10

40

-40

AXIAL STRAIN (%)

:z 110 - __________________________ ___

,100o

cc so

ILLL 40

30 30

~20

4 4

AXIAL STRAIN (%)

Figure 2.4.32 Triamial, Undrained, Stress Controlled, Cyclic Test (CY100047

CY1 00048: TRLAXIAL UNDRAINED MTESS CONTROLLED

I -10 1 09 o1 1

~40-

-40

10110

50

0 10-

-5o-

0

9040

so -7- -

110

370

2D-

z

AWUL STRAN (%)Figure 2.4.3 3 Trivxial, Undrained, Stress Controlled, Cyclic Test (CY 100048)

CY100049: TRIAXIAL UNDRAINED STRESS CONTROLLED

10

-40

-50-10 10 360 5o 7o so 11o

MEAN NORMAL EFFECTIVE STRESS (KPA)

so -

10

10

w o-

,o

-30 -

-40

-7 -5 3

AXIAL STRAIN(%

110

w

710

40 4

Figure 2.4.34 •Triaxial, Undrained, Stress Controlled, Cyclic Test (CY100049)

CY5002: TRIAXIAL UNDRAINED STRESS CONTROLLEDIs

10

f5

-10

-15

-W

41 3O 41 43 4 47 40 O 1

MEAN NORMAL U'CTW STN S "(A)

-5Is - .

IS

U-

.140

-I -w

.411 -4:06 07 -40 401 00 . 0.06 0.07 0.0 011

A3AL STRAIN (%)

Fu 2 S

47 -,

w 6_45-1 -O0 ,.O ,05 .0 .0 0.1 .0 0. .0 . 01

44ur 2..5:Ti-aUdand tesCnrleCci et(Y02

TEST RESULTSON

TRIAXIAL CONSOLIDATION AND REBOUND TESTS

Figure 2.5.1 Triaxial Consolidation Test (CY5002C)

Figure 2.5.2 Triaxial Consolidation Test (CYI0003C)

Figure 2.5.3 Triaxial Consolidation Test (CYIOOC46)Figure 2.5.4 Triaxial Consolidation Test (CYI00C48)

Figure 2.5.5 Triaxial Consolidation Test (CYI0OC49)

Figure 2.5.6 Triaxial Consolidation Test (O60C1001)

Figure 2.5.7 Triaxial Consolidation Test (060C 1002)Figure 2.5.8 Triaxial Consolidation Test (060C1006)

ThWAL CONSOUDO TEST

Io Iib I'S1 Iir i_ _ _ _ _ _

_ _ _ _ _ -T- I TFiue251 radlCnsldto es C50C

TRUIA~AL OOSUA NTEST(CYI 00030)

S NS

Lo

TRIAXIAL CONSOLIDATION TEST(CYI 00030)

0MlbSOTP

Figur 2..__adlCnoidto et(Y00C

TRIAXAL CONSOUDATION TEST

GAm T T IGLOW

Sm~~O PiiI______ IOSUDTO TEST

- ---- ---

Fiu2 .3 23:3da Cosjdto et(YIOC6

TRIAXAL CONSOUOATION TEST(CYIO00048

I *!I:II~~Loi I -PilTIAL COSUDTO TESTii

_____ iliji )

0_ _ __ _ 1 4 .r

P~ ls

1011.

1'4

I ~- 44 ~ . - -4 .. 4)

Fiur 2.. 3:11:Cnoiato es C I:C8

TrIAXIAL CONSOUDATION TEST(CYIOOCS)

am$-'1 1tam4 4.1 * -- ''

GAM________________I ;

an&

ago.

a am t 9LOGI

U1 14~3

ama I 1 h 4 I)

Figure~~ 2.. : rail osIdtinTs (Y0C9

TRIAXIAL CONSOUDATION TEST(oWCIooI)

ii I 2 22

,- 0,

\:I o

Q622!

OA 1? 4 ,a

___"_____ ji• ! " i ______ :

TRIXIA COSOUDTIONTES

Figre2..6Tra~alC(06001001)s (60 101

ur" " "__iiii i

urn ____. . . .

)' urnsi 0= : "6

0114 l____.. .

0112 t i l s t

101 1" 6 I SSQil RT(P)i i I

Fiue2 6 T, axli oshaIo Tes '(060C100

TPIAXIAL CONSOLIDATION TEST(0"01004

aa j

U

0

DAW1

OI-M __II i i

LOGOP

TRIAXIAL CONSOUDATION TEST(06001002)

am______

am82-

2 ______ ______ __

0

0 CO25

SQRT(P)

Figure 2.5.7 Triaial Consolidation Test (060C 1002)

TRIAXIAL CONSOUDATION TEST

_ 1J "-[iI(001006) i -

imI : !_i_ I i,!,l , ___ .: i-] l_______ I ! I 1-11 iiI- !!I

! i i i i , ! \ ', i I I ! !_____i-iii i'-",I !IE1 iZ Ii ! -i

__ _ i i i I __!!___ i .' -

am 'i i Ii i l" !X ii

0. I __,___ : :

LOOP

TRIAXIAL CONSOUDATION TEST(06001o006)

o*2 -

ame

SORT(P)

Figure 25. 8 Triaxial Conisolidationi Test (060C 1006)

TEST RESULTSON

UNDRAINED, STRESS CONTROLLED, TORSIONAL SHEAR TESTS

Figure 3.2.1 Hollow Cylinder Cyclic Torsional Shear Test (NK4ICU50)

Figure 3.2.2 Hollow Cylinder Cyclic Torsional Shear Test (NK4ICU50)Figure 3.2.3 Hollow Cylinder Cyclic Torsional Shear Test (NK4ICU50)Figure 3.2.4 Hollow Cylinder Cyclic Torsional Shear Test (NK41CU50)Figure 3.2.5 Hollow Cylinder Cyclic Torsional Shear Test (NK41CU50)Figure 3.2.6 Hollow Cylinder Cyclic Torsional Shear Test (NK63CU50)Figure 3.2.7 Hollow Cylinder Cyclic Torsional Shear Test (NK63CU50)Figure 3.2.8 Hollow Cylinder Cyclic Torsional Shear Test (NK63CU50)

Figure 3.2.9 Hollow Cylinder Cyclic Torsional Shear Test (NK63CU50)Figure 3.2. 10 Hollow Cylinder Cyclic Torsional Shear Test (NK63CU50)

Figure 3.2.11 Hollow Cylinder Cyclic Torsional Shear Test (NKIOCU50)Figure 3.2.12 Hollow Cylinder Cyclic Torsional Shear Test (NKlOCU50)Figure 3.2.13 Hollow Cylinder Cyclic Torsional Shear Test (NKIOCU50)Figure 3.2.14 Hollow Cylinder Cyclic Torsional Shear Test (NK I OCU50)Figure 3.2.15 Hollow Cylinder Cyclic Torsional Shear Test (NKIOCUS0)Figure 3.2.16 Hollow Cylinder Cyclic Torsional Shear Test (NK 1381J5 I)

Figure 3.2.17 Hollow Cylinder Cyclic Torsional Shear Test (NK138U51)Figure 3.2.18 Hollow Cylinder Cyclic Torsional Shear Test (NK 138U5 1)

Figure 3.2.19 Hollow Cylinder Cyclic Torsional Shear Test (NK138U5 I)

Figure 3.2.20 Hollow Cylinder Cyclic Torsional Shear Test (NK 138U51)

NK41CU50: UNDRAINED STRESS CONTROLLED TORSIONAL SHEAR TEST

140-

Ioo

bI

€o

0

p o-

400

1300-

1=20"

t0.40 -40 J0 0 2 40 l 0

Shear Stress, a.,( (KPa)

Fig

40-

10-

000C02 04 o461 0i 610161k1 61i 1 61 W20,

MenNra fetveSrsP U8

Fiue321Hlo0yidrCci osoa ha et(K1U0

NK41CUSO: UNDRAINED STRESS CONTROLLED TORSIONAL SHEAR TESTR

4W

6-

Shear Strain, e:.(%

Amo

40- SW II0.1% l W WUlW

a.

U

4I 475 45 .0 0 5 06 is 6

Shear Strain, : (%)

Figure 3.2.2 "Hollow Cylinder Cyclic Torsional Shear Test (1p41CU50)

NK41CU50: UNDRAINED STRESS CONTROLLED TORSIONAL SHEAR TEST

.

30.

-101

01

0 012 44 is is 1.

Deviatoric Strain, 2(e. - sj/3()

020

1w

a040

zcU

000

Deviatoric Strain, 2(e, - z*)/3(%

Figure 3.2.3 Hollow Cylinder Cyclic Torsional Shear Test (NK4 ICU5O) -

NK41CU50: UNDRAINED STRESS CONTROLLED TORSIONAL SHEAR TEST

z aI o.ls bt for 8"A"N *Me po

C

Shear Strain, e,,(%

I.4

0,4

Z Uhft0.1%b dhrt ot m(uw pv

- 65 45 sos ds 65

Shear Strain, e. (%)

Figre 3.2.4 :"Hollow Cylinder Cyclic Torsional Shear Test (NK41CUS0)

NK41CUSO: UNDRAINED STRESS CONTROLLED -,'RSIONAL SHEAR TEST

Q;

2S

0)

6o

40-

4* 0 ,' io i oG0 i D101; 0I_4 04 i 80-

Ci)

Mean Normal Effective Stress. P' (KPa)igure3.2.5 •Hollow Cylinder Cyclic Torsional Shear Test (NK41CUS0)

NKA3CU50: UNDRAINED STRESS CONTROLLED TORSIONAL SHEAR TEST

0

10.

Q;

U

-

I.2

4 46 k 4 40 0

Shear Stress, . s (KP()

o.2

E 0

ca 30

W.-

10

Mean Normal Effective Stress, p' (KPa)

Figure 3.2.6 Hollow Cylinder Cyclic Torsional Shear Test (NK63CU5O)

NK63CU50: UNDRAINED STRESS CONTROLLED TORSIONAL SHEAR TEST

Shift 0.1% left for upper pert

40-

C'10

040

015

-C1

-I 7S 5 -is -5 05 0-2

Strea Stain, e.. (%)

Fiue3271HWCfne ~lc ~soa ha et(K3U0

NK63CU50: UNDRAINED STRESS CONTROLLED TORSIONAL SHEAR TEST

Q;

a--

0040

0C)

0.2 GA 0.0O 1.2 1.4 1.6

Deviatoric Strain, 2(, - eo)/3 (%)

Fiue328 Hlo yidrCc-cTrinlSerTs W3U0

NK53CU50: UNDRAINED STRESS CONTROLLED TORSIONAL SHEAR TEST

a 0m

0

z

S 4-1 47 ss

Shear Strain, e*e (%)

a

lowt W0.1%If W EPILkz

__ 1.t1

1.

I'I

o30.41

s.

00

0 4 -4575 45 *!a 0 0.5 .50

Shear Strain, e,, (%)

Figure 3.2.9 •Hollow Cylinder Cyclic Torsional Shear Test (NK63CU50)

NK63CUSO: UNDRAINED STRESS CONTROLLED TORSIONAL SHEAR TEST

40

0.-

*10

-20-

040

40

0 10 20 30 40 506oiO4 9101101013 0 15D 10 17010190 200210 2W

Mean Normal Effective Stress, P' (KPa)

Figure 3.2.10 :Hollow Cylinder Cyclic Torsional Shear Test (NK63CU50)

NK1OCU50: UNGRAINED STRESS CONTROLLED TORSIONAL SHEAR TEST

5&

d- 40-

0

20"

(U-0.

b 0 .• - , I

40-0 -40 -30 JO -1 0 0 1o a 4D 40 50 0

Shear Stress, o.. (KPa)

100-

- Rf=0.737

7O.-O4

Cn

30-i-

0,

0 0 20 30 40 50 6 gO 70 4 0 100 110 10 16 40 150 160 170 160 190 200 210 220

Mean Normal Effective Stress, p' (KPa)

Figure 3.2.11 :Hollow Cylinder Cyclic Torsional Shear Test (NK10CU50)

NKIO0CU5O: UNDRAINED STRESS CONTROLLED TORSIONAL SHEAR TEST

00-

00

- -

CO

2

cc,

-40

(U -W

-

-

G !4 4 0- 1 2 3

Stress Ratio, a. /p'

Figure 3.2.12 Hollow Cylinder Cyclic Torsional Shear Test (NK1OCU5O)

NKIOCU50: UNDRAINED STRESS CONTROLLED TORSIONAL SHEAR TEST

40

30

.20

10-

40-

00

2 -15 -1 4s To i1 1.5 2

Deviatoric Strain, 2(, - e,)/3 (%)

no-

a-

10-

0

1..b 12O-

co

4) 100-

w

0z

-M:-2 -.5 :l .4s 10 as 1 '.5s

Deviatoric Strain, 2(e: -,e,)/3 (%).

Figure 3.2.13 Hollow Cylinder Cyclic Torsional Shear Test (NKIOCU50)

NK1 OCU5O UNDRAINED STRESS CONTROLLED TORSIONAL SHEAR TEST

200

100

000

W

00E0 0z

00

0.

Shear Strain, e.0 N%

2.

1.5

0L5

-

0 -246 4 -3 -2 1 0 2 3 4 5

Shear Strain, e-,(%

Figure 3.2.14 Hollow Cylinder Cyclic Torsional Shear Test (NK IOCU5O)

NK10CU50: UNDRAINED STRESS CONTROLLED TORSIONAL SHEAR TEST

60-

0 -

0

,1 1020405060700 170 110130 0iD 40 18010 190 20210 20

Mean Normal Effective Stress, p' (KPa)

Figure 3.2.15 Hollow Cylinder Cyclic Torsional Shear Test (NKIOCU50)

NK138U51 : UNDRAINED STRESS CONTROLLED TORSIONAL SHEAR TEST

40

b. -30

Shear Stress. a,. (KPa)

Li?

Y 0-

I-

1i

o.

30

20

104

o 10 2;0 30D 4o0 60 46 6 ;o 1o 1 140 16 s6 10 16o 10 26 2;0220

Mean Normal Effective Stress, p' (KPa)

Figre 3.2.16 : Hollow Cylinder Cyclic Torsional Shear Test (NK138U51)

NK138U51 UNDRAINED STRESS CONTROLLED TORSIONAL SHEAR TEST

40-

Shear Strain, e,.

eShift 0.3% left for upper part4-

U

IA--... .... . ... .. . ....... . ....... /' - . .... * .--... .. . ....... ..... .Co

0-

CO)

4 0-

Shear Strain. c,* (%)

SFigure3.2.1 •Hollow Cylinder Cyclic Tor0o.3l Shear Test (138U51)

NK138U51: UNDRAINED STRESS CONTROLLED TORSIONAL SHEAR TEST

0-

Qi

!01

0

Deviatoric Strain, 2e ./ %

Fiue..8Hlo ylne ylcTrinl ha et(K3U1

NK138U51 UNDRAINED STRESS CONTROLLED TORSIONAL SHEAR TEST

w 1W

EzCSS

4 4 4~4 .

Shear Strain, e,, %)

8* .3% Wsa ft EPSILONzo

-

4

4 4 0 2 3 4

Shear Strain, e. (%)

Figure 3.2.19 Hollow Cylinder Cyclic Torsional Shear Test (NK138U51)

NK138U51• UNDRAINED STRESS CONTROLLED TORSIONAL SHEAR TEST

0

4

'I)

a..

4-I .07s 45s 43s G.M~ Us 0L

Stress Rtio, a../p

60.

Cu

U)

9)

-40

"60 ! i-! !

0 10 0 50 60 70 80 90 10 110 10 30 140 10160 170 180 190 20 210 220

Mean Normal Effective Stress, p' (KPa)

Figure 3.2.20 Hollow Cylinder Cyclic Torsional Shear Test (NK138U51)

TEST RESULTSON

UNDRAINED, STRESS CONTROLLED, ROTATIONAL SHEAR TESTS

Figure 3.3.1 Hollow Cylinder Rotational Shear Test (NR4OCU50)Figure 3.3.2 Hollow Cylinder Rotational Shear Test (NR40CU50)Figure 3.3.3 Hollow Cylinder Rotational Shear Test (NR40CU50)Figure 3.3.4 Hollow Cylinder Rotational Shear Test (NR4OCU50)Figure 3.3.5 Hollow Cylinder Rotational Shear Test (NR40CU50)Figure 3.3.6 Hollow Cylinder Rotational Shear Test (NR56CU50)Figure 3.3.7 Hollow Cylinder Rotational Shear Test (NR56CU50)Figure 3.3.8 Hollow Cylinder Rotational Shear Test (NR56CU50)Figure 3.3.9 Hollow Cylinder Rotational Shear Test (NR56CU50)Figure 3.3. 10 Hollow Cylinder Rotational Shear Test (NR56CU50)

NR40CU50: UNDRAINED STRESS CONTROLLED ROTATIONAL SHEAR TEST

t; 1.

b

40rn -10-

Shear Stress. q-. (KPa)

--

0

C1

40-

Shear Strain, c., M%

Figure 3.3.1 •Hollow Cylinder lRotationl Shear Tes (N1R40C50)

NR40CU50: UNDRAINED STRESS CONTROLLED ROTATIONAL SHEAR TEST

Shift 0.1% left for upper part

40-

(0 0*,W 0 - -u

0\

C o -I "

Shear Strain, e..:,%(0

- 40-

-

, 0-

S .10.

co

4W 4i i ip~~ 5

Deviatoric Strain, 2(e -ej)/3(%

Figure 3.3.2 •Hollow Cylinder Rotational Shear Test (NR40CU50)

NR40CUSO: UNDRAINED STRESS coNTROLLED ROTATIONAL SHEAR TEST

0

I Sb Shsw

140

0140

0 0z

20,

Deviatonic Strain, 2(E. -,e.)/3 (%)

22-0

Shift0. 1% left for upper part1W Exbmdon

0) 12D

01W

0w

00

Shear Strain, e,, M%

Figure 3.3.3 Hollow Cylinder Rotational Shear Test (NR4OCU5O)

NR40CUSO: UNDRAINED STRESS CONTROLLED ROTATIONAL SHEAR TEST

e ,Shift O. 1% left for upper part

- i , t, m+

Skpi Show

0

w

| I I

-5 -4 04

Shear Strain, e, M%

1.2&

Shift 0. 1% left for upper part

0

0.2F

-1.5U)U

Stress Ratio, a.,/p'

Figure 3.3.4 Hollow Cylinder Rotational Shear Test (NR40CU50)

NR40CU5O: UNDRAINED STRESS CONTROLLED ROTATIONAL SHEAR TEST

Q .7

(0U)

0 Cmnression 0 E~dauion

0, so 0; '0 0 * ot 0 0o so 0

Angle in xc Plane (Degree)

0.*

0.21

0v 4

4 *~ Conwr"sio 0 Emteiion

0 00 0 Go 0 so 0 so 0 60 0 so 0 90 0 00 0

Angle in ir Plane (Degree)

Figure 3.3.5 Hollow Cylinder Rotational Shear Test (NR4OCU5O)

NR56CUSO: UNDRAINED STRESS CONTROLLED ROTATIONAL SHEAR TEST

10.

0 -1

0i40

U)

-4c io04 Ao-o .4 4io :s646 g G

Shear Stress, q-. (KPa)

Figure 3.3.6 :Hollow Cylinder Rotational Shear Test (NR56CU5O)

NR56CU50: UNDRAINED STRESS CONTROLLED ROTATIONAL SHEAR TEST

40] Shift0. 1%nrght forlower part

10)

0-

40-

020

00-6 1

Shear Strain, e:, M%

CL

Y 50

00-

00

0

070

Deitrc tan (c ./

Fiur 3.37_HllwCliderRottinalSharest _____50

NR56CU50: UNDRAINED STRESS CONTROLLED ROTATIONAL SHEAR TEST

U

ISO- +

120,

I

W W

E0zC 40,W

0- 5

Deviatoric Strain, 2(e - %)/3

rShift 0. 1 %ghtolower part 0

~. I +

040

4)

E0z

a,,

Shear Strain, e:. (%)

Figure 3.3.8 Hollow Cylinder Rotational Shear Test (NR56CU5O)

NR56CUSO: UNDRAINED STRESS CONTROLLED ROTATIONAL SHEAR TEST

+

Shift0. 1 %right for toWePart- Edwin

00

U; .L I SWS Sh

1.

425-

a:a

0 4

4.5-

-4.5 4i25 .475 4$ 425 0 Q25 &5 0L15 1 1. 1.5

Stress Ratio, CT:Ip'

Figure 3.3.9 Hollow Cylinder Rotational Shear Test (NR56CU5O)

NR56CU50: UNDRAINED STRESS CONTROLLED ROTATIONAL SHEAR TEST

ft Rh

II, G

OL9" or "f

2 Rio

0 .4-

02

0U Oanimproaion 0 8"ioin

0 0 0 60 0 60 0 60

Angle in x Plane (Degree)

&w-dt

-42 f

04

4-

0 0 0 0 0 ;0 so

Angle in xc Plane (Degree)

Figure 3.3. 10 Hollow Cylinder Rotational Shear Test (NR6CU5o)

SUMMARY PLOTSON

TRIAXIAL, TORSIONAL AND ROTATIONAL SHEAR TESTS

CfC

ZC05C

C,,

0< A

00 Go

Z ~E A

U U z

a o

U) c L- oL

co0N

o!ije ssaJ1S oilpAO

CYCLIC TORSIONAL SHEAR TESTS(CYC-STN)

3

2-

C

o *

0 1 0 000

n K=1.38 • 0 KI0×K=.3 =04

0

-2-A

0

-3 1 1 1 1

0.1 1 1010N umber of Cycles

0 K=1.38 *K K=1.0 X K=0.63 X K=0.41

Figure 4.2 Relationship Between Cyclic Strain and Number of Cycles in HollowCylinder Cyclic Torsion Shear Tests

CYCLIC TORSIONAL SHEAR TEST

0.8 2 1

0.6 3 4

p0.4-

0.2-

0 I ! I I

-10 0 10 20 30 40 50 60 70

Angle in 7r Plane (Degree)

"1" : K=1.0 (File: NK1OCU50)"2" : K=0.41 (File: NK41CU50)

"3" : K=0.63 (File: NK63CU50)"4" : K=1.38 (File: NK138U51)(File: PI@TOTNK)

Figure 4.3 • Relationship Between Stress Ratio and Angle in x Plane forHollow Cylinder Cyclic Torsion Shear Tests

TRIAXIAL AND TORSIONAL TESTS

1.2- +~ Torsional Shar K1ijw TriaL Drain. Comp. R~A Triax. Undra. Comp. R~

1 - r Tria Drain. Ext. Rb

0.6- 422

0.4-

0.2-

0---30 0 30 60 90

ANGLE IN 71 PLANE (Degree)

I1": Rotational Shear ( Jw = 40 kPa)

"2: Rotational Shear ( .1J = 58 kPa)"3": Torsional Shear [0=0.411W4 : Torsional Shear 100.631

"5" : Torsional Shear [K=1 .381

(File: COMBI)

Figure 4.4 :Summary Plot for Peak Stress Ratio Versus Angle in ic Plane in Triaxialand Cyclic Simple Shear Tests with Stress Paths of the Last Cyci e ofTorsional and Rotational Shear Tests

TRIAXIAL TEST RESULTS(N. C. NEVADA SAND; CONSTANT P; STS-P-CE)

2.6-

2.4 - .... MAXIMUM STRESS RATIO FOR DRAINED TEST2.2- .... ULTIMATE STRESS RATIO FOR DRAINED TEST

.2- DRAINED FAILURE ENVELOP1 6....... ........ .... ...... ................... .. ................... ... ..... ........ ..... ........

14 . ..........4... .

IL1.2-

0.8q: 0.6 - 1 2 34

OZ0. COMPRESSION

0.2-

0O) 0.4-

N CRTCAL STATE

. ............ -Co 0.8-S . ........................... ............ ...

1 ..... ." ..... .. ....... .- .................

- ./ FAILURE EiNEL( 3P0 1.2 -

1.4 ,_,__

0 200 400 600 800

MEAN NORMAL EFFECTIVE STRESS (kPa)

": UNDRAINED STRAIN CONTROLLED TEST N5OU1

2": UNDRAINED STRAIN CONTROLLED TEST N60U1 002

•3": UNDRAINED STRAIN CONTROLLED TEST N60U25014: UNDRAINED STRAIN CONTROLLED TEST N60U4002

•5": UNDRAINED STRAIN CONTROLLED TEST N50U2

•6": UNDRAINED STRAIN CONTROLLED TFST N60U1 009

7: UNDRAINED STRAIN CONTROLLED TEST N60U250618': UNDRAINED STRAIN CONTROLLED TEST N60U4006

Figure 4.5 Summary Plot for Stress Ratio Versus Mean Normal Effective Stressin Triaxial Compression and Extension Tests

DISTRiMBrTON LIST

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