_IP_SANDIA REPORTSAND91--0894 • UC ....814Unlimited Release

Printed July 1992

Yucca Mountain Site Characterization Project

Anisotropy of the TopopahSpring Member Tuff

R. J. Martin I11,R. H. Price,, P. J. Boyd, R. W. Haupt

Prepared bySand'ia National Laboratories

Albuquerque, New Mexico 87185 and L,vermore California 94550

for the United States Department of EnBrgyunder Contract DE-ACO4-76DPO0789

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"Prepared by Yucca Mountain Site C,haracterizati(m Project (YMSCP) par-ticipants as part ()t" the Civilian Radioactive Waste Management Pr()gram(CRWM). The h'MS(.t'' ) is managed by, the Yucca M¢)umain Project Office ofthe U,S, Department ()f Energy, I)OE Field ()flit'e, Nevada (D()E/NV).YMSCP work is sponsored by the Office t)f (ieoh_gic Repositories tO(lR) ofthe DOE Office of Civilian Radioactive Waste Management (O(.'_RWM),"

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" SAND91-0894Unlimited Release

Printed July 1992

ANISOTROPY OF THE

TOPOPAH SPRING MEMBER TUFF

R. J. Martin III't, R. II. Priceit, P. J. Boydt, and R. W. Hauptt

t New England Research, Inc.

White River Junction, VT 05001

;tGeoscience Assessment and Validation Division

Sandia National Laboratories

Albuquerque, New Mexico 87185

ABST_,ACT

The mechanical properties of the tuffaceous rocks within Yucca Mountain are needed for near-

and far-field modeling of the potential nuclear waste repository. If the mechanical properties

are significantly anisotropic (i.e., direction-dependent), a more c,_mplex model is required. Rel-

• evant data from tuf[s tested in earlier studies indicate that elastic and strength properties are

anisotropic. This scoping study confirms the elastic anisotropy and concludes some tufts are

' tra.nsversely isotropic. An approach for sampling and testing the rock to determine the magnitude

of the anisotropy is proposed. _ASTE_

_\ (_5

This work was performed under the auspices of the U S Department of Energy (US DOI,), ()f_ice

" " ' (+Jharacte:rlzat, ion Project, underof (.+,lvfllan Radioactive Waste Management, Yucca Mout_tain Site ' ' ' '

Contract #DE- AC04-76DP00789. The activities described irt this document were performed under,,

Work Brea.kdown Structur_ (WBS) Element 1.2.3.2.7.1.3°

TABLE OF CONTENTS

Se_ctioj_! Page

1.0 Introduction I

2.0 Experiment Procedures 5

3.0 Experiment Results 8

4.0 Discussion and Conclusions 15

5,,0 References 20

6.0 Figures 211

Table Page

Table 1. Salnple Charact, cristics 5

Table 2. \%]ocity Data for 10/AE/78B 9

Table 3. Velocity Data for 10/AE/78A I0

Table 4. Velocity Di,ta for 10/AE/78C l l

Table 5. Fla,stic C,oefficients for Sample 10/AE/7SA 13

Table 6. Elastic Coefficients for Saomple 10/AE/78B 13

Table 7. Engineering Elastic C oeflTicients 14

III

ml

_ ...... Hill........ _1 , ..... ill, ,til illl

CONTENTS (concluded)

F_gure Page_

Figure 1. Schematic diagram of the sub.-core orientations and designations for the 21

three specimens obtained from Topopah Spring Member welded tuff specimen

10/AE/78. The reference coordinate system used in the discussion is shown in

the upper left corner.

Figure 2. Compressional (P-wave) and shear wave (Sl and $2) velocities are plotted 22

a,s a function of confining pressure for a vacuum dry specimen of Topopah Spring

Member tuff. The propagation direction, is parallel to the axis of symmetry (i.e.

normal to the bedding plane).

Figure 3. Compressional (P-wave) and shear wave (Sl and $2) velocities arc plotted 23

a,s a function of co,_fining pressure for a vacuum dry specimen of _Ibpopah Spring

Member tuff. The propagation direction is parallel to the bedding plane. Sl ha,s

a particle motion in the bedding plane; $2 has a particle motion normal to rh(:'

bedding plane.

Figure 4. Strains parallel to the 1-, 2-, and 3- directions of Topopa}t Spring Member 2,1

tuff specimen 10/AE/78 are plotted as a function of confining pressure. The

relation between layering and the coordinate system is shown iri .Figure 1.

Figure 5. Axial stress is plotted as a function of axial strain for a compression 25

experiment a.t a confining pressure of 20 MPa, The compreasion direction was

normal to the layering.

Figure 6. Axial stress is plotted as a function of axial strain for a unia.xia,1 strain 26

experiment. The compression direction was normal to the layering.

Figure 7. Confining pressure is plotted as a function of a,xia.l st,rain for a uniaxial 27

strain experiment.

iV

_'_'_l_,,_qTir',iIl,, ql -lr Ill...... Hllln0qpp,NIIl.,_,r .... ll,,',llrll'lll I " FFIII,ml,,, pl,,ll_l,,lln,lel_l,lll_ _1' 'l'rll"'D '' pllt,'",.'rl_ '_,_IIWIIIII', II UmlP_'"_lit _r ..... i,r,l,.ll,,.,_r,,, i,_, 'pl,, ,IIM,,"II_I,_I,,,...... nl,,.,,_lr ..... ,',_," ,,' 'rlrl,n , ' ',IP_ll ' *,'*lp,l,_lrl IPl_ ...... ,, "III"

ANISOTROPY OF THE

TOPOPAH SPRING MEMBER TUFF

1,.0 Introduction

Investigations are under way to determine the mecha.nical, thermal, and petrological properties

of rocks in the vicinity of the potential nuclear waste repository at Yucca Mountain, Nevada. While

many routine measurements will be carried out, any comprehensive interpretation of these studies

requires an analysis of the variation in properties as a function of orientation with respect to the

depositional surface. It. is important to determine if the rocks exhibit anisotropic properties. If

the elastic _tnd thermal constants vary with orientation (i.e., anisotropy), the fracture strength

may also vary with direction.

Anisotropy is due to the preferred alignment of microcracks, elliptical pores, or ruiner'al grains.

Microcracks develop a.long grain boundaries as rocks with anisotropic minerals cool and/or de-

pressurize. This occurs either through uplift or cooling in the case of extrusive rocks. Elliptical

pores form most frequ_'ntly due to the compaction of gas-filled cavities as extrusive rocks such as

tuff solidify. Many rocks, especially metamorphic gneisses, schists, _nd slates, have a preferred

orientation oi[ minerals because of the way they form. Because many minerals have a tendency to

be anisotropic, then so do the rocks which contain them.

Mechanical anisotropy is directly observed by considering the relations between stress and

strain as a function of orientation within the rock. In thc most general case, the relationship

between a specified state of stress, akr, and the obs._rved strains, c,.i, for _ linear elastic solid is

given by

cii - S;jkl crkl, (1)

where Sijkt is the compliance tensor. (A review of t.ensor _otation and the definitions [or anisotropic

material properties are given in Nye, 1964.) The number of coei_cients required to completcly

dcsctibc the deformation of a solid depends on its property symmetry. It is convenient to describe

" the symmetry of the elements in terms of crystallography. Accordingly, an isotropic material can

b('. defined by the fewest elastic constants, two, and a triclinic by the most, twenty-one. For an

isotropic rock or crystal, the two coefficients are [he familiar Young's rnodulus, E, and Poisson's

ratio, u; other cla,stic rnoduli (e.g., shear modulus, G) can be calculated from these.

Consider a uniaxial compression experiment on an isotropic rock with the stress applied in the

1

1-direction of an orthogonM coordinate system. The following equ_tions then hold.

cl, = S,111_rll= E -1_,1_ (2)

2(s,,,, - ,s'=,,)==c-' (4)

$11ll is the slope of the cll vs ali curve (with the stra, in measured parallel to the stress); ,..q2_11is

the slope of the c22 vs all curve (with the str_dn mea, sured normal to the stress).

']?he symmetry of ma, ny rocks is sufllciently described with two elastic constants; however, irl

the c_se of sedimentary rocks with pronounced bedding, inetamorphic sequences, and igneous

rocks with pronounced layering or fabric, the cla.stic coefficients will vary with orient_tt, ion. Such

rocks can be _mMyzed hl terms of a. hexagonal synlmctry. Ttle _txis normal to the layering or

fabric is the axis of symmetry, the 3-_xis; the 1.- _tnd 2-directions are in the plane of the bedding.

Properties in the bedding plane are. independen.t of orienta, tion. The ela.stic deformation of a

hexagonal elastic solid c._n be completely described with live independent, coefticients, _"1111,,._:;a::_aa,

"' q' a,nd $13, -1212 ' ,g'l122) _q'll etnd 3':7_:3s._are the reciproca,1 of the_,11_,, ,-.113a, a. q' is equal to 2(S_.11_-. . _l

5oung s moduli in the 1- and 3-d.lrcct_( ns respectively. Rocks characterized in this wa.,¢ are often

termed tr_mversely isotropic (I,o el, a,l., 1986).

Several experiments ca.n be performed to obta,i_ the five complizmce,_. Uniaxial co_ltprcssio_

experiments ()ta orierlted, specimel_s with loading directions pa,ra,lid to the 1- a,nd 3-directions will

give ,...1111,q' $3333, S1122, and Sa_33; S1313 (.',ali be, deter,nimrod in a, shear or |.orsior|nl test on _m

app|'opria, tely oriented specimen. In some insta, nccs due to li_nited sample avail_zbilit, y, a six_l_l_:'

hydrostatic compression experiment ca.n be extremely useful in providing an additional constraint

[,CI IZ :..on the measurements or in minimizing the number of specimens required to completely ch_trac ' "'_e

the rock. If the linear compressibilities are mea.sured in the 1- and 3-directions (fl_ and /_a), tire

following relationships can be used for deter_nining the elastic coefficicnl, s.

= (s,,,1+ + (,r,)

3:,::,:;+ :,:,) (6)

Alterna.tively, it is possible to prescribe the strains, e_t, a,cting on art elastic solid a, td observe

" the coefficients that relate stress _nd strain are thethe stresses, (rO, tha, t develop, lor this case

stiffnesses, Ci.ikt. The general rela, tionship is given t)3, the following equation.

ao = C;j,._e_ (7)

2

_.--...

I,' ' I1_'.... _1..... III I1'_1_1_1_.... , ',_IIqI_II_II_',WN '" 'mZ_ ' '"_11 '"' '_ ,111'11"_,'"'_" ' " IIITM .... ql" I_" ,' lug's' ,1_ '_q_ ,irli_','_lNI II1' III II II'l'_lqll'_ 'III' '_II"l_""e_, ..... H' '_,,.... _I1'_ .... I,Illlllll_'_l' "II" II,, '"11',1_ ' ''1'1_ ',_,, ,H '1_'_,

By ;¢nalogy wil,h the compliance mea,surements, in a rock with hexagonM symmetry, five elastic

coetticients are also required to determine the state of stress due 'Loa prescribed set of strains, lt

should be noted that, whereas there is a relationship between the compliances and stitrnesses, it

is not a term-for-term reciprocity. The exact, relation is given by

Cqkt ,.q'kt.,,,= _,,,_j., (8)

where aim imd _Sj,,are Kronecker delta,s (see Nye, 1964). For example, in the hexagolml systeIn

,5'3333

c,,,, + .- -S'-' (9)

where

-_' "_- S1122) 2(S1133) 2S _- _. 3333( (_' ' --'.. l ll:l • (10)

The at,iffncs,_.s"s,_ can be measured using severed Ilwl, hods. First, each coeflicient, c_m be del, e>

mined in conwmtional deformation experin_cnt, s. I f a specimen of a rock with hexagonal symnletry

' " _"o" be ca.lou-is deformed in u,liaxial st,rain parallel t,o l,lw 3-diw.ction, l,llen t,wo of t,he sl,li[ncss:.s can

lal,cd from the following relationships.

d o33

4.7:_:,3:_= dc33 ( 11)

dGI I: (t2)

(171133 d #..33

Thus, ii; is possible' to characterize an anisoi, ropic rock wil,h hexagonal symmetry by determining

five I,crtlls Of elastic stift'nesses or coInpliances or a coinbilla.t, ioll of both.

hl _tddition to defornmtion experinlents a.l. strain amplitudes on the order of 10-{_to 10-4, stiff-

ness ('oef[icients in single crystals are colnput, ed frorn the a,coust.ic velocity in a specified direction.

For a rock which can be characterized as transw, rsely isol, ropic, l,he following , ions hold (Lo

el, al., 1986).

(;'1,1l= p I/v1_ (13)

--- (_7 , 2Cl122 lilt "- 2P l',s'l (14)

.,:_:_:_3p Vv:_'e (15)

, C1:_13= p V.sa? (1 S)

C1_33 - -C_3_3+ {'lp'_Vv4s't " "" _ "-- -- ApVP45 ((-.'lltl -]- C3333 "]" 9f*-,-'1313) -{-

t"'_ _t (-" O.5(Cllll Jr- _'1313Jl, ....3333 + C:'1313)) (17)

3

Ill these equations, p is the average bulk density, Vp1 is the compressional wave velocity irl tile 1-

direction, 1/_,3 is the compressional wave velocity in the 3-direction, and Vp4s is the compressional

wave velocity along a ray 45° to the 1- and 3.-directions. The shear wave velocities are measured

in the 1- and 3-directions, Vs3 and Vsl. Note that for V,;1 both the propagation and vibration

directions are in tile 1-2 plane.

Previous studies by Olsson and Jones (1980) and Price et al. (1984) have indicated that tufts

from Yucca Mountain exhibit anisotropy in their elastic and strength properties. In light of these

:findings and the potential importance of anisotropy iri evaluating the physical properties of the

tuff in the vicinity of the potential repository at Yucca Mountain, a detailed study was initiated

on one specirnezi of welded tuff from the Topopah Spring Member. Static measurements were per-

formed on oriented cores to determine the compliances and stiffnesses. Ultrasonic measurelnents

were conducted during the deformation tests and the dynamic and static elastic coe|_cieI._ts wt:rc'

compared. The objectives were to (1) see if the tuff could be cha, ra.cterized as isotropic or trans-

versely isotropic and (2) compare the results obtained ultrasonically with those collected duriklg

static deformation. This result is important because it is much easier to perform acoustic velocity

experiments than deformation tests. Consequently, anisotropy can be measured with a benchtop

acoustic system and the results used to estimate the azimuthal variation of the mechanical a.nd

thermal properties.

4

2.0 Experiment Procedures

Small oriented cores were prepared from a larger core obtained from a Busted Butte outcrop.

The axis of the large core, 10/AE/78, was approximately normal to the bedding plane. Three

specimens were prepared with the following orientations' parallel to the core axis, normal to the

core axis, and at 45 ° to the core axis. Figure 1 shows the relative orientation of each specimen

with respect to the original core and layering planes within the tuff. A coordinate system is shown

on the upper left corner of the diagram; the 3-axis is normal to the plane of the bedding and the

1 and 2 axes are in the plane of t,he bedding. This reference coordinate system will be used to

describe the symmetry elements of the tuff samples. Sample information is provided ia Ta_ble 1.

TABLE 1. SAMPLE C tARACTLRISTICS

FORMATION: Paintbrush Tuff Paintbrush Tuff Paintbrush Tuff

MEMBER: Topopah Spring 'Ibpopah Spring Topopah Spring

LOCATION: Busted Butte Busted Butte Busted Butte

SAMPLE: 10/AE/78A 10/AE/78B 10/AE/78C

ORIENTATION: IJto Fabric 2. to Fabric ,15° to Fabric

BULK DENSITY [g/cre3]: 2.33 2.33 2.28

PO A,OSITY: 0.075 0.075 0.102

Each specimen was ground to a right circular cylinder nominally 2.54 cm in diameter and in

length. Specific attention was given to ensure tha.t the ends of the specimen were fiat, and parallel

to within .-t:1.3 x 10-a cm. The specimens were then vacuum dried for 24 hours at 60°C arid

• the dry bulk density was determined. Ultra,':onic velocity measurements were carried out on the

dried cores a.s a function of confining pressure; the experimental procedure is given below. Once

, the dry measurements were completed, the cores were saturated with water and the grain density

of each specimen was determined via the immersion technique. Then the velocity measurements

for the saturated condition were conducted as a function of confining pressure. The cores with

axes parallel and normal to the bedding were then tested in hydrostatic compression, confined

5

ii ;ii_"ir....

I I" _ll' .... ll,,jl Ill l_l li i ii I q ...... lllr,, llll_ .... Irl, _l 'plrl : l_ll II l lllll[ ll_l 1

conlpression and uniaxiM strain while sinnlltaneously lnea,sllrillg tlm coi11pres,_iona, l and stlea, r w_ve

velocities parMlel tc) their core tLxes.

2.1 Ultrasonic Velocity Measurements Under Hydrostatic Pressure

The ult, rt_sonic velocities of the compressional wave (P) and two shear waves (S) with orthogonal

polarizations were measured for each c,ore. The propag_tioll dircctioIl w_s parallel to the core a,xis.

After accurately measuring the length of the core, the core wa.s jacketed with t)olyolefin, heat.-

shrinkable tubing emd positioned between two titanium end pieces containing 1 M lIz P and S wave

piezoelectric crystMs. The sample assembly was inserted into a 200 MPa pressure vessel with a

5.,5 cm diameter bore. The confining pressure and pore pressure were manuMly controlled and

the output at each pressure level was measured with Sensotec Model 'gab pressure transducers.

Hydraulic oil was used as a confining medium, amd distilled wat...r was used a.s a pore fluid. A

continuous vacuum was applied to the dry sample during the dry measurements. The velocities

were determined at efl%ctive pressures of 2.5, 5.0, 7.5, 10, 15, 20, and 25 MPa. Effective pressure

is defined as the difference between conlining and pore fluid pressure°

The F' and S wave velocil, ies of the sanlples at any pressure were o}:)t_iIletl by measuring l,l_(_

one-way travel titlm of the l) or S wave a.long til(' core a.xis a.lld (livi(li_lg ii, by the sa,lnple lellgth.

Tl_e source crystal was excited by an eh.'.ctrica.1 l)lllse ge_lera.te(l with _ l_a,na,metrics 5055 l:'l{

pulser-receiver. 'li'tru signa.l fl'oin the. receiver crystal was a.ll)l)liiied , high-l:mSS filtered at 0.3 Ml lz,

a.nd fed into a Le(:roy 9400 digital oscilloscope. The t,I'a.vel time wa,s i_wasurcd on the oscilloscop(:

screen with a cursor control that has a resolution of 0.02 nticroseconds, The travel time for botl,

P a.nd S waves is i)icked where the waveform aillplit, u(le exceeds a l,hreshold voltage that is 1.25%

of the peak-to-peak amplitude. 'I'his technique yields an accurate, self-consistent data set a,nd

elimina._es much of the uncertainty associated witll picking the arrival time. This is a particular

advemtage for the shear waves when mode conversions generate sig_lals tha_t a.rriw.', earlier tt_an the

shear wave. The transit time of the P and S wave through the end pieces is subtracted from the

travel time mea.s,lred on the oscilloscope. The correction is obtaiilc, d by ineasuring the tr_Lw:_'ll,inm

thro_lgh the transducer assembly without a sa,nple.

2.2 Ilydrostatic Compression on 10/AE/78B

After the dry and saturated acoustic measureln_,llt, s were col_lplet, ed, sa,_ple 10/AE/7S:B was

vacuuln dried and instrumented with strain gages. Note, tl_a,1,tt_e Sl)('(:inw_ te_(l(;(l to equilil_ra.t_' t,o

a laboratory dry condition during the instru_nenta, tio_ l)roc(_(t_re. T[_ree stra, it_ gages, ea(:l_ Micro-

Measurements C,l£A-06-250UW-120, were epoxied to the sa_nl)ie. ()_e gag(_;was position(,(1 (,n tl_e

6

I' " II'"ll,,rm, 'Ii II'l]ll[Iplrla'll_llI'lrllliIli'lll' _l_rlm'_l'' rll_ _n_IIIPl"_""III'r'I'_pI rll_,llP_|lqlllllrlll"_r:'_''rl sar r_lpl,,,n,,: ,,[lll,_]lll,llp_i ,l!RI,,, qlpllrn_[Jail[ , _,'l["r'lllI'[ _anr*",',,apl_r_rH,,e'r,_ll_p,,'Illp_.... Imllal_'lll'm_lw_lrl_r,1, ,_,'HIInl,_11""l_lqlt I I_"IdIl'lrr_'' "'' 'li!lr ' li"Ii' ,'

cylindrical surface with its grid aligned parallel to the sample axis. The other gages_ mount.ed on

the ends of t,he cylinder, were oriented at 90 ° to ea.ch other, Elect, rical leads were soMercd to the

gages and the instrttmented sample wa,s encapsulated with I)evcon t:lexane 80, The Flexane 80

ha.d a t,hickness of approximat, ely 0,75 cm and served, as a jacket, to prevent fluid from penetrating

the sample. The specimen was inserted into the pressure vessel and pressurized to 50 MPa, 'rh,;

output of the strain gage bridges wa,s amplified with a. Va.lidyne Model B.A. 172 DC amplifier ande

rtr+",I i? +measured with a digit, al voltmet+er, J n, bridge wa,s che.ckcd with a. shunt, resister before a.nd aft,eP

the experimer_t.

2,:+ Hydrestatic, Compression, and Uniaxial Strain Experiments with Velocities

tlydrostc+tic compression, confined cornpression, a.nd uniaxial strain experiment, s were per-

'_ '8 "for+ned on specimens 10/AE/78A and i0/AE/7,.. B while '_dmult,aneottsly mea,suring t,he compres+

sional and shear wave velocit, ies parall,:+l to t,he ce,re axis. Aft+er va+cuum drying the specimens for

24 hotlrs at, 60°C, t,hey were jacket,cd with 0.13 mm thick c.ol)pet +. The jackets were then sea.t,edr ", _

to the cores by inse,'ting tbern in a pressure vessel and pressurizirtg t.he system to 20 MPa, l.ht..

specimens were t,hen inst, rt.tntented with tsr,rain ga+ges epoxied parallel (axial) and normal (radial)

r _ "I 9 '¢t,o the (:or+.++ a×is. I t,e strain gages were Micro- Mea,stlrements CEA-06-250UW-l,+0. Next the

si)ecinwn v,,a+ssecured in an ultra,sonic transducer a,ssembly sirnilar to that described above. The

sample a,ssembly wa+sthen inserted int,o a 200 MPa pressure vessel, mounted in a serve-controlled

load irlg fr ame,

rv_l e _ " O(+ .lh.+ servo..controlh+d loading frame. _+xert,,+1 an axial load on the sample column The force

+ ' Forwa,s rnea,sured with a.t_ external load +..:ell,NEt t-.f)20-J..b6, these experiments the press wa+s

J" "_ eo I) +rat_:.J in di.spla+cernent, feedback [ l't..,confirtit+lg p_ .+ssut., wa.s , '+ e_,, .,_- , "e.... e gen_..tat,+d aI_d maintained with a

serve-controlled_ pr e+ssure"inter+sifter. The. out, put, of a. Sensot.ec Model Z / 108-0,t pressure, t,ran sdv..cer

provided t,he feedback signal, bbr the hydrost, a,t,ic compres,_i()n and confined compression exper-

iments, *,he feedback signal for the pressure system wa,,(+obt, ained from the pressure t,ra.nsducer.

For t,he "aniaxial st,rain experiment, s, t,he strain gage sensing the st rain normal t+othe loading axis

wa,s used a,s t,he feedback signal and the confining pressure wa,s allowed to change i.,o maintain a

const.ant, transverse (radial) strain,

r,_ t+r +'_ +Ali the r.{a.L,a,wel:t? recorded using ata IBM/X .[.-ba.s_:d data a.cqt+isition system+ 1lte data acqui-

+-+,+:+ ' +' , used t,o collec+t, an.desit, ion program, A(..]QLIRt+, +l+:_eloped at, New t++ngland tt ,. ardL (NER.) wa,s

st.ore th.e data.,

.11-Jl

3.0 Experiment Results

Typical results of the velocity measuremc:,_s under hydrostatic compression are given in Fig-

ures 2 and 3. Figure 2 shows the change in velocity as a _anction of pressure for the dry specimen,

10/AE/78B. The seismic wave propagation direction is normal to the bedding plane. The co,npres-

sional wave velocity w_s 4.653 km/s at room pressure. As the confining pressure was augmented

to 25 MPa,, the velocity increased only slightly, to 4.662 krn/s, This is a,relatively small char_ge .for

such a, large change in pressure, The polarized shear waves exhibit nearly the same velocity (SI .--

2,821 km/s; $2 = 2,808 km/s) at room pressure and do not increa,se significantly with increasing

pressure. The la,ct that t,he polarized shear wave velocities are virtually identical suggests that

there is very little anisotropy within the bedding plane. "-" --i ne results for the same specimen under

saturated conditions a,s a function of effective confining pressure are presented in Table 2. Com-

plete saturation wa,,sensured by maintaining a consta,nt pore pressure of 2.5 MPa. The saturated

compressional wa,ve velocity wa,s slightly greater (approximal:ely 2%) than t,hat observed in the

dry condition. The polarized shear wave velocities were nearly the same for the two orientations

and varied 1% or less from those observed in the dry condition,, Both the compressional and shear

wave velocities for the sa,turated condition exhibited the same small pressure dependence that wa,s

observed for the dry specim.en.

Figure 3 shows the velocity dat,a for t,he horizont, ally oriented specimen in a vacuum dry

condit, ion. The compressional wave ',elocity wa,sapproximately ,I.953 krn/s and e×hibited virtually

no pressure dependence ('l?able 3), "rhi,_ velocity is about 6% greater than the cornpressional

wave velocity for the vert,ically oriented specimen (Figure 2). Shear wa,ve velocity anisotropy is _

evident for waves propagated parallel with the bedding (Figure 3). Shear waves with particle

motions perpendicular to the bedding ($2) had velocit,ies approximately 2.2% lower than those

with mot,ions parallel to the bedding (Sl). As with the vertically oriented core, saturation had

only a minimal effect on the velocit, ies; I;hesaturated velocities for 10/AE/78A are listed in Table 3

a.s a funct.ion of effect,ire confining pressure, although the shear wave anisot, ropy increased slight,iy

to 2.6%.

Sample IO/A r'_7_c'j:,/.,,,Jis oriented al, 450 to the bedding plane. The particle motion of $2 is

perpemtict_lar to the trace of the bedding planes, whereas the part, icle motion of Sl is parallel to

the trace of the beddiug plan.es. Measurements for this orient, at,ior_are necessary to characterize

the anisotropy t,ensor for the t,uff. The results of t,he vacnum ,try and water saturated velocit,y

mea.surements are presented in Table ,1as a function of effective confining pressure; velocity changes

with saturation and increasing pressure are similar to those described for the other orientat, ions.

TABLE 2. VELOCITY DATA FOR SAMPLE 10/AE/78B

VACU UM DRY

(Pc), [MPa] P-Wa, ve [km/s] Sl-Wave [km/s] S2-Wave [km/si

0.0 4.653 2.821 2.808

2.5 4.662 2.821 2.808

5.0 4.662 2.821 2.808

7.5 4.662 2.824 2.812

10.0 4,662 2,827 2.815

15,0 4.662 2.834 2.818

20.0 4,662 2.834 2.818

25,0 4.662 2.834 2.821

WATER SATURATED; PORE PRESSURE ---"2.5 MPa

(Pc)_[MPa] P-Wave [km/si Si-Wave [km/s] S2-Wave [km/si

0.0 4.749 2.808 2.778

2.5 4.749 2.808 2.784

5.0 4.7'49 2.808 2.787

7.,5 4.758 2.808 2.'790

10,0 4.767 2.808 2.790

15.0 4.767 2.808 2.787

20,0 4.767 2.808 2.790_

25.0 4,767 2.812 2.793

1

9

TABLE 3. VELOCITY DATA FOR SAMPLi)3 10/AE/78A

VACUUM DRY

(Pc)¢ [MPa] P-Wave [km/si Sl-Wave [km/s] S2-Wave [km/si

0.0 4.953 2.945 2.882

2.5 4.953 2.9,52 2,88,5

5.0 4.953 2.952 2.885

7.5 4.953 2,956 2.888

10.0 4.953 2,956 2.888

15.0 4.963 2.956 2.892

20.0 4.963 2,966 2.895

25.0 4,973 2,966 2.895

WATER SATURATED; PORE PRESSURE = 2.5 MPa

(Pc)¢ [MPa] P-Wave [km/si S1-Wa,w., [km/s I S2-Wave [km/si

O.O 4.963 2.922 2,846

2.5 4.963 2.!)25 2.8,i9

5.0 4.963 2,928 2,853

7.5 4.973 2.928 2.856

10.0 4,973 2.928 2.856

15.0 4.992 2.928 2.856

20.0 4.992 2.932 2.856

25.0 4.992 2.932 2.859

TABLE 4. VELOCITY DATA FOR SAMPLE 10/AE/78C

VACUUM DRY

, 2-Waive [km/s](Pc)e [MPa] P-Wave [km/s] Sl-Wave [km/s] ,q'

0.0 4,636 2.793 2.790

2.5 4,653 2.793 2.790

5.0 4.653 2.796 2,790

7.5 4,653 2.796 2.793

10.0 4.662 2.802 "2.799

15.0 4.662 2.802 2.802

20.0 4.662 2.805 2.805

25.0 4.662 2. 808 2.8 iI2

WATER SATURATED; PORE PRESSURE -- 2°5 MPa

(Pc)e [MPa] P-Wa,ve [km/si SI-Wave [km/si S2-Wave [km/si

0.0 4.705 2.721 2.739

2.5 4.705 2.721 2.742

5.0 4_723 2.721 2.745

7.5 4.723 2.72:1 2.748

10.0 4.723 2.721 2,751

15,0 4.723 2.721 2,751

20.0 4,723 2.727 2.754

25.0 4.723 2,73() 2.757

11

-|

In order to compare the elastic coefficients for tuff calculated from the velocity data with

those obtained from static measurements, hydrostatic cornpression, confined compression, and

uniaxial strain experiments were perforrned on dry tuff specimens. Figure 4 shows the results of

the hydrostatic compression experiment for specimen 10/AE/78B; tile core axis for this specimen

was normal to the apparent bedding. Three strains are plotted as a function of pressure: normal

to the layering (the 3-direction) and parallel to the plane of the bedding (the 1- and 2-directions),

The greatest strain is observed normal to the bedding. ParalM to the bedding plane, the strains,

measured with two orthogonal gages, were smaller than the axial strain; the gages yielded very

similar strains at each observation level. The slope of the strain versus pressure curve in a given

direction gives the linear compressibility in that direction. The linear compressibilities in the 3-

and 1- directions were as follows.

[33= 1.627x 10'2 -' _ -t(_,ta (18)

/31 = 1.356 x 10-s GPa -l (19)

h(.,difference in the linear compressibilities is 20%. This is much greater tha,n, the anisotropy

determined acoustically. Furthermore, the changes in all three strains with confining pressure were

nearly linear, meaning the compressibilities were independent, of pressure. Each pressure versus

strain curve exhibits a. small curvature below 10 MPa. Ihe non-linearity is ,host noticeable in

the 1- and 2-directions. This nearly independent behavior with pressure is consistent with the

velocity measurements, which also showed no change in velocity with confining pressure.

In order to completely determine the compliances for tlm specimen, several nonhydrostatic

experiments were carried out. Confined compression tests were perfornmd on 10/AE/78A and

lO/AE/78B at; a fixed confining pressure of 20 MPa. The results of the run on 10/AE/78B are'.

,_hown in Figure 5, with stress plotted as a function of strain. (aaa and eaa). The slope of the

5' "-_ The slope of the transverse strain, ell, vs longitudinal strain, eaa, is Sll:,acurve is _ 3333 .

"l'he results of these calculations, as well as those for the related experiments on 10/AF/78A, are

l)resented in Table 6.

Finally, it seemed worthwhile to directly measure the stiffnesses of the specirnens by con(tu(:tit_g

several uniaxial strain experiments. The results of a typical cyclic load for lO/AE/78B are shown

in Figures 6 a,nd 7. The axial stress, aaa, and the radial stress (or confining pressure), all, are

plotted as a function of axial strain, ga3, in Figures 6 and 7, respectively. For these tests ell is"¥held constant an.d equal to zero. The slope of the o'aa vs eaa loading curve yields Caaaa, the slope

of the all vs eaa curve yields Cllaa. The stiffnesses for this data set were comput.ed at a mean

stress of 20 MPa; the values are presented in Table 6.

12

I

TABLE 5. ELASTIC COEFFICIENTS FOR SAMPLE 10/AE/78A

GPa -l _qPa-I G.._P_Pa_GPa

Static: 0.0185 0.0136 ,53.9012,66

Dynamic: 57.21 15.79

TABLE 6. ELASTIC COEFFICIENTS FOR SAMPLE 10/AE/78B

$3333 S1122 Sl13.3 J_3 C3333 C1]_ C|313

GPa-I GPa-I GPa-I GP_-I GP_._..__G__P_aGP___ha

Static: 0.0148 -0.0057-0,00170.0163 53.53 15.37 -

Dynamic: 50.89 9,30 19.00

Table 7 presents the static and dynamic elastic constants in terms of the more commonly

used engineering constants, Young's ,nodulus, Poisson's ratio, and bulk modulus. Two Young's

moduli are calculated; normal to the layering (the 3-direction) and in the plane of the bedding

(the I-direction). Three Poisson's ratios are given (Lo et ai., 1986):

d_l_ (20)

de:33 (21)/z2 "- dcll

u3 -- (22)dell

13

TABLE 7. ENGINEERING I_LASTIC_ COEFFIC, IENTS

Young's Modulus [GP_] Bulk Modulus [(;Pal Poisson's Ratio

3-direction 1-direction ut v_ v3

Static: 46.43 48.11 23.09 0.167 0.239 0.231

Dynamic: 44.42 50.20 28.62 0.212 0.238 0.211

Before proceeding, several additional observations must 'ce mentioned. Hydrostatic coinpre.s-

sion tests were run on the copper jacketed specimens prior to the deforrnational experiments. Four

observations are pertinent.

(i) The volume coInpressibilities for both specimens (10AE78A a,n(t 10AE78B) were nearly iden-tical.

(ii) q.lm velocities measured on the copper jacketed specimells in the deformational a,pparal, us

were i(lentical to those collected in the vacuum dry condit, ioll using the hydrostatic, velocity

measuri ng system.

(iii) The volume compressibility for the copper jacketed specimen was 3,628 x 10-2 GPa -l,

whereas the volume compressibility for the specimen jacketed in Flexane wa,s 4.305 x 10-2

Gpa, -1.

(iv') The dynamic stiffnesses calculated from the velocities mea, sured in t,he uniaxial strain exper-.

iments were in excellent agreement with those computed from the velocities collected under

hydrostatic pressure; the differences were less than 0.5%.

14

1

4.0 Discussion and Conclusions

The experimented data for the Topopah Spring Member welded tuff samples include ultra-

sonic compressional and shear wave velocities as a, function of sample orientation, saturation,

pressure, and differential stress (confined compression and uniaxial strain tests). The effects of

sample anisotropy are apparent in these measurements. Specifically, the tuff is significantly more

compliant normal to the layering than within the bedding plane.

'l'he velocity data indicate that the anisotropy, although small, is consistent with a physically

intuitive rn,_del in which the welding and coral)action process ha.s caused the tutf to become

transversel:/isotropic. The axis of symmetry is perpendicular to the prefferrcd orientation of the

shard lllatI'iX, which is the result of gravity and flow during deposition of the ash flow tuff (Price

ct al., 1985; 1987). Consequently, this prefl'erred orientation of the shard matrix and, possibly,

the pore distribution produced the anisotropy.

t;k)r au ideal transversely isotropic m_,terial, four rel_d, ionsllit)s hold.

r "_(i) I h(. axis of symmetry is normal to the bedding l:)l_me. 'l'his is the slow direction for P waves,

that is, the minimum velocity. Furthermore, S waves propagating parallel to the axis of

symmetry have the same velocity rega, rdless of their vibratiola direction (particle rnotion).

(ii) For t)ropagatio|_ directions normal to the axis of sym_netry (parallel to the bedding plane), P

wave velocities are a, maximum. Shear waves with apa, rticle motion parallel to the bedding

plane tlave a greater velocity th,m those with a t)articl(' motion perpendicular to the bedding.

P(iii) [ or propagation directions between the two principM dire.ctiollS, the velocities for P waves

and S waves with particle motion parallel to the tr_('e of the bedding are intermediate to

tlmse ob,_erved Mong the principal directions.

(iv) The velocity of shear waves with a component of t)a,rticle motion parallel to the axis of

symmetry may be either higher or lower than the velocity perpendicular to the axis of

symmetry.

Because the pressure dependence of velocity is relatively small, the degree of anisotropy can

be described by referring to the velocities measured at low pressure. The P wa.ve velocities in the

two sa.Inples oriented in the vertical and horizontM direction differ by approximately 0.300 km/s

for the dry samples, or about 6.4%. The slow direction for the P wave is parallel with the axis

15

_I .... 'lrllll "11!', I,, '_,rlV,,, ..... ,lr,, .... ,'1,,

................................................................................. ,...................,.......................i............._lltllllldL

of symmetry, which is parallel with tile axis of the vertically oriented sample, 10/AE/78B. The

greatest S wave anisotropy is perpendicular to the axis of symmetry. In this direction the tw() S

waves differ by approximately 0.063 km/s for the dry sample, or about 2.2%. The S wave with the

particle motion perpendicular to the axis of symmetry (SI) is faster than that with the particle

motion parallel with the axis of symmetry ($2).

Although these velocities are consistent with a transversely isotropic model, sample variability

in this limited selection of cores is also apparent. Idea.lly, the P wave velocities propagated at 450

are intermediate between those parallel and perpendicular to the axis of symmetry. In the data

collected for the core oriented at 45°, however, this direction has the lowest P wave velocities. The

lowest S wave velocities of either polarization were also recorded for this sample. In addition, this

sample has the lowest measured bulk density and highest porosity. A reasonable explanation is

that the large core from which these smaller oriented samples were prepared was not homogeneous.

Therefore, variability should be averaged out with measurements on a larger set of cores of this

size or else larger core sizes.

As discussed in Section 1.0, to completely characterize the elastic behavior of a rock or a crystal

with hexagonal symmetry, five coefficients must be deterlnined. For the welded tuff in the dry

condition at 20.0 MPa, the five compliance coefficients computed from the velocity data are asfollows.

Cl111 = 57.3 x l0 s (]Pa (23)

Ca333= 50.6 x 10s GPa (24)

Cl1_2 = 1.6.8 x l0 s GPa (25)

Cla_3 = 18,5 x 10'_ GPa (26)

Cll._a = 9.3 x l0 s GPa (27)

These values are based on a limited set of velocity measurements. Clla_, which is based in part

on the suspect P wave velocity measured in the 45° direction, needs further measurements.

Typically the velocities measured in rocks increase with confining pressure. For the tuff sam-

ples, however, the pressure dependence of velocity is very sma,ll. Over the 25 MPa range of

pressure, the largest increase in P wave velocity is 0.03 km/s for the water saturated horizontal

sample, or about 0.58%. Similarly, for the S wave the largest increase is 0.021 krn/s for the Sl

wave in the dry horizontal sample, or about 0.71%. In addition to, at most, a small pressure

dependence, the increase in velocity with pressure is approximately linear. This indicates that

very little of the total porosity is in the form of compliant cra.cks, which would give rise to large,

16

nonlinear increases in velocities as a function of pressure. During the welding and compaction

process, ali of the cracks and grain contacts were closed and cemented by the flow of the matrix,

the vapor ph_e activity and diffusion through the matrix, and the deposition of tridymite (Price

' et al., 1985). In addition, the devitrification process did not create new low-aspect-ratio voids

(Price et al., 1985; 1987).

The effects of water saturation on velocity in these samples are consistent with the interpreta-

tion of a largely noncompliant porosity. Typically, tile introduction of water into the pore space

increases the overall bulk modulus while having a much smaller effect on the shear modulus. Con-

sequently, P wave velocities increase upon saturation, and a greater increase is obser, ,J when

porosity is contained in fine, compliant, crack-like pore shapes (Cheng, 1978). The S wave ve-

locities decrease with increasing water saturation and crack concentration. If ali of the porosity

is perfectly spherical, the bulk and shear moduli are independent of water saturation (as if the

pores were not even there). Thus, the P wave and S wave velocities decrease in proportion to

the increase in density when going from the dry to saturated condition. For the welded tuff the

majority of the porosity is most likely spherical. The saturated S wave velocities are lower than

dry, and the decrease is nearly predicted by the increase in water-saturated density. The saturated

P wave velocities are equal to or slightly higher than dry, indicating a pore population somewhat

less than spherical. Applying the model developed by Cheng (1978), the porosity can be modelled

with a distribution of pore shapes with aspect ratios of between 1.0 (spheres) and 0.1 (oblate

spheroids).

There is one observation in the dry and saturated data that indicates that the long axis of

the oblate spheroidal or tabular pores have a preferred orientation parallel with the lineation or

bedding. The effects of saturation are greatest on P wave velocities in the vertical direction. In

going from a dry to a saturated condition, P wave velocities increase by 0.096 km/s or about 2.06%.

This is not a large increase, but is consistent with a preferred orientation parallel to bedding. In

the horizontal direction the increase is only 0.01 km/s, or 0.2%, while at 45° the increase is 0.07

km/s, or about 1.49%. This is also what would be anticipated with a transversely isotropic model,

and indicates that at least some of the anisotropy is due to the preferred orientation of pores.

The anisotropy of the welded tuff is also apparent in the linear compressibility data. The linear

compressibility, fl_, is approximately 20% greater parallel to the symmetry axis than perpendicular

to the symmetry axis, fla. Furthermore, the two linear compressibilities measured in the bedding

plane agree very closely. Therefore, the strain measurements are consistent with a transversely

isotropic material. The strain dependence on pressure is nearly linear in all directions, indicating

17

-!' i_l_i q..... I'P,IIIPllr ' _PI_ "_' Ill..... _r' '"_'r_' I'lWi'"']llllpl' _ rll ' , rl _w , _!TI"'.... I1P_ IIi, H,, H 'nQ1, il,l' ' ,iii ,,, _']01_rl ,r l'r" " _m ,iii r _,,, ..... H;,,I, _ , lit

.......... _. _ ................... i ..... ,, , ,' .......... ,. , _ ,,...................... _ ....... _.L.,,, .......,._._ ............. ___ _ ,,. •,, , .___,,-..-,-._,_,-._,.,_,,.,.i...,..,....,,,..-._

that the majority of the porosity is not in the form of low-.aspect-ratio pores, which would cause

a nonlinear behavior at low pressures. In the 3-(tircction, the strain is larger either because of the

preferred orientation of pores parallel with the lineation, or due to the anisotropy and preferred

orientation of the mineralogy.

While the linear compressibility data are consistent with a transversely isotropic rock, the

two measurements are not sufficient to fully describe the material, la'or this rea.son, additional

experiments were performed in confined compression and uniaxial strain. The results of these

lneasurelnents are compiled in Tables 5, 6, a11(t 7. Specifically, ii, is po, s_blc to comi)are the static

and dynamic stiffnesses and engineering elastic constants. The coei[icients Cllll and C1122 are ill

good agreement for the static and dynamic measurements. The dynamic nlodali arc" somewhat

greater than the static. The strain amplitude of static ,.n.asuxt.,in(-..nts('"", , " is thl, ee to five (',rders of

magni rude larger than dynamic measurements. This stati(:.-t()-dynamic ratio is in good a,greement

with previous results (Simmons a.nd Brace, L965; (-.',heng and Johnston, 1981). The more cra ck-lik(_

porosity in the salnple, the greater is the static-to-dynamic ratio. As pressure increases, the crack

porosity decreases and the two cornpressibilities tend to converge. :l'here was no convergeilce at

tligher pressures, and this reinforces the interpretation of oi?late ra.tll('r tha.ll era,ck-like porosity.

A t t()l.)h.m "',s for (2-') .... _ . ar_s(:.... a,'_aaand Cllaa. In both instances tile sta, tic co(:{[icients exceed the

dynamic. (liven the magnitude of the difference, it is well outsi(le the bounds of normal experi-

mental error and directly c.oi|tradicts the linear col111)rcssibility (tata I)resellted in Figure 4. The

"_ , ...... t, l.}_(, r(.;stllt was uIlcllanged. The_neasu_cin(mts were I(.pc,_,(.d and all the cMibratio|ls (:heck(xl. " ,

error a,pl,aa'ently resides in the test geometry..I hc samples were 2.5,l cm in both le_gth and (ti-

ameter, lt _ppears tha.t the impedance contrast between the titanium transducers aa_d the rock

a,lte.red the strain field tlea, r the .interface. This effect has been note(1 by others (e.g., S. I(. Brown,

personal communication), tur nermore, due to the sho,'t sample length, the s_z(.,of the strain gage

gri(l, and the position of the gages on this particu}ar specimen, the strains have. been uz_deresti-r ", r-',,l_ate(l. .Ibis leads to an overestimation of the stiffnesses, lh(.re is no immediate explanation as

to why the data on specimen l O/AE/78A yielded consistent results as did 10/AE/78B when they

were teste, d in true hydrostatic compression. The results cannot l)e attributed to a change in the

sample due t,o multiple loading cycles, because the w;locities remained unchanged throughout the --

sample history. The discrel;)ancy is also reflected in tlm Young's modulus in the 3-direction; the

static modulus exceeds the dynamic. The results indicate that a greater length-to-dianmter ratio

is necessary for these measurements. The commonly accepted ratio of length-to-diameter is ',.0

tO '-)_.2 _o avoid significant end effects.

18

_,llll'0 _1'7111,,,1% _.,'_u,' "rl",lt_[ll_tllll ....... Irl['_l!, .... "lr I'IIN_ 'I'V_II'_H qlI'll_...... ,,_,[ll_ , q,_ll I...... _,,,_ ,.llnl,,,, , rll[l_,,,l[ll_, ., .... , ill][_ _,_,r .... , .... _ I1_"., _ _"r''l_l_, _"lm IlU' '_II 'r_ll [l""tllx" ....... il"lllr";' I']_al' Irl(,, '1'1[1',, 10HiIgl

The results of the study on this specimen of welded tuff clearly indicate that tile rock is

anisotropic and its elastic behavior can be adequately characterized with five coefficients. The

anisotropy of the welded tuff is apparent in tile ultrasonic velocity and strain measurements. The

, source of the anisotropy is either a preferred distribution of ellipsoidal and tabular pores parallel

with the lineation or else a preferred distribution of the mineralogy. The degree of anisotropy is

, on the order of 7% oi' less in velocity and 20% from the linear compressibilities. Because there

is apparently a fair degree of sample inhomogeneity additional measurements on a larger set of

samples would be necessary for a complete characterization.

19

|1

5.0 References

Cheng, C.H., 1978

Seismic Velocities in Porous Rocks: Direct and Inverse Problems, Ph.D. thesis, M.I.T., Cam-

bridge. (NNA.911007.0004) "

Cheng_ C.H._ and D. H. Johnston, 1.981

Dynamic and Static Moduli, Geophys. Res. Letters, 8, 39-42. (NNA.910923.0006)

Lo, T., K. B. Coyner, and M. N. Toksoz, 1986

Experimental Determination of Elastic Anisotropy of Berea Sandstone, Chicopee Shale, and

Chehnsford Granite, Geophysics, 51,164-171. (NNA.910306.0117)

Nye_ J.F._ 1985

Physical Properties of Crystals, The University Press, Oxford. (NNA.911021.0031)

Olsson_ W. A., and A. K. Jones, 1980

Rock Mechanics Properties of Volcanic Tufts from the Nevada Test Site, SANDS0-1453, Sandia

National Laboratories, Albuquerque, NM. (NN A.870406.0497)

Price, R.H., J. R. Connolly, and K. Keil_ 1987

Petrologic and Mechanical Preperties of Outcrop Samples of tile Welded, Devitrified Topopah

Spring Member of the Paintbrush Tuff, SAND86.-l131, Sandia National Laboratories, Albu-

querque, NM. (ttQS.880517.1704)

Price, R.H., F. B. Nimick, 3. R. Connolly, K. Keil, B. M. Schwartz, and S.J. Spence,1985

Preliminary Characterization of the Petrologic, Bulk, and Mechanical Properties of a Litho-

' ' _ n 'physal Zone Within the Topopah Spnng Member of the Paintbrush _Ihlff,SAND84-0860, Sa dla

National Laboratories, Albuquerque, NM. (NNA.870406.0156)

Price, R. It., S. a. Spence, and A. K. Jones, 1984

Uniaxial Compression ]'est Series on Topopah Spring _I\lff from USW GU-3, Yucca Mountain,

Nevada q_st Site, SAND83-1646, Sandia National Laboratories, Albuquerque, NM. (NNA.870406.0252)

Simmons, G., and W. F. Brace, 1965

Comparison of Static and Dynamic Measurements of Compressibility of Rocks, J. Geophys.

Res., 70, 5649-5656. (NNA.910923.0007)

2O

_rl ,rll,,iqtPpI , gll ,VplPPlllllr,erql_tll[I,, illlI,Illl't:l' H'" iTal,ml_,,,, _l'"lflt]l' _'rlt' illarllr ,_' ,llfEIIt ,',',,I " ,,', ,"li'IRI ' ' ,I,,tl_ ', ,rp'llr_'_ll '1_ _llrt' al"' ,,,r' n'tlpI 't, ,liMt,_lrl,tlrl,rll, ..... lal@,lr,_, _, illll_ i_ iIil,l'l_l'11 lip li rl , ,,_ll _ ,lr tit _ irlI roll

6.0 Figures

3

........

J1

10/AE/78B

,$ ,I _|

10/AE/78C

10/AE/78A

. Figure I. Schematic diagram of the sub-core orientations and designations for the three spec-

imens obtained from Topopah Spring Member welded tuff specimen 10/AE/78. The reference

coordinate system used in the discussion is shown in the upper left corner.

21

_[ :

6.0 .......... =

10/AE/78BS.5

5.0

NN m N m IN lm m

"_ 4.5

[-4.0 m P-WAVE

-[', S(I) WAVE

3.5_;_ o S(2) WAVE

3.0

2.5

0 5 10 15 20 25 30

PRESSURE, MPa

Figure 2. Compressional (P-wave) and shear wave (Sl and $2) velocities are plotted a,s a function

of confining pressure for a vacuum dry specimen of q:bpopah Spring Member tuff. The propagation

direction is parallel to the axis of symxnetry (i.e. normal to the bedding plane).

22

, 6.0

10/AE/78A5'5

5.0 = • = = .. = ..

4.5

[i I P-WAVE4.0

•4- Stl)-WAVE

3,5 o S(2).WAVE "

3.0 _ _ _. _ _. _. -_

2.5

0 5 10 15 20 25 30

PRESSURE, MPa

Figure 3. Compressional (P-wave) and shear wave (Sl and $2)velocities axe plotted as a function

of confining pressure for a vacuum dry specimen of Topopah Spring Member tuff. The propagation

. direction is parallel to the bedding plane. Sl has a particle motion in the bedding plane; $2 has

a pa.rticle motion normal to the bedding plane.

23

1.0

10/AE/78B

0.8 D

o_

_- El +

°=N,,,I 06 Oo_

< O.4 [] +

[-- ra o

[] _ 0 I.AXIS

0.2 0

[] _ "_ 2.AXIS

[] Q _ I"13-AXIS

00|. _ • _ _J_ , . I ._ _ ....., I .., _ •0 10 20 30 40 50 60

PRESSURE, MPa

Figure 4. Strains parallel to the 1-, 2-, and 3- directions of Topopah Spring Member tuff speci-

men 10/AE/78 are plotted as a function of confining pressure. The relation between layering and

the coordinate system is shown in Figure 1.

24

60 10/AEf/8B

,,,., 50 r" CP 20 MPa ,_/"

i °:3°20

10

0 -- " j I _ _ __....-,--.d.,--.. e _

0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1

AXIAL STRAIN, millisn'ain

Figure 5. Axial stress is plotted as a function of axial strain for a compression experiment at a

confining pressure of 20 MPa. The compression direction was normal to the layering.i,

25

,i rpllll, Ill ..... T, ,,,II,' 1lr.... _,n.... , ' _, pi I_ .... rii, _,l , li .... Iql 'M np',1...... I.... fillq

120 _ r T T

I00 ' 10/AE/78B

a, 80

cdrm /

60

<

4oY

20

0 0.5 1 1.5 2 2.5

AXIAL STRAIN, millistrain

Figure 6. Axial stress is plotted as a function of axial strain for a uniaxial strain experiment.

The compression direction was normal to the layering.

26

*I

0 1 T I r

35 1 10/AE/78B

30

a., 25 -_

20

15

10

5

0 0.5 1 1.5 2 2.5

AXIAL STRAIN, millistrain

Figure 7. Confining pressure is plotted as a function of axial strain for a uniaxial strain experi-

ment.

t

27

Appendix

Information from the Reference Information Base

Used in this Report

Q

This report contains no information from the RIB.

Candidate Information for the

Reference Information Base

This report contains no candidate information for the RIB.

Candidate Information for the

Site Sz Engineering Properties Data Base

This report contains no candidate information for the SEPDB.

28

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I ITI ' n, ,_, ii,a I, ..... qpI ,,