U. S. Army Engineer Waterways Experiment Station. P. 0. Box 631, Vicksburg ... (Cefi-nO -ipo neen atM aecoin amdhMistity by block enacbt) i.) Results of a field ...
C'.) S
TECHNICAL REPORT S-77-4
INVESTIGATION OF A PROPOSED FULL-SCALE ROCK PENETRATION TEST SITE NEAR LOS LUNAS, NEW MEXICO by Dwain K. Butler
Soils and Pavements Laboratory U. S. Army Engineer Waterways Experiment Station P. 0. Box 631, Vicksburg, Miss. 39180
may
1977
CP
ra rv; L'-. DI:TCPu Un -l,l "
TO PU virMOP1
Pý!
Final__epot~b
PPE,
___
D*saue
Nuclear Agency Wesilmgn D. C 20305D 8
Pfgpad fe uwar
'Un
D
Subteik 6211i Work Unit 11, I
awelTsig
JLa17
-
I_
---
Destroy this report when no longer needed. Do not return it to the originator.
. ..
.
.
. ..
1
'
.
--...
.
.
,,
-
r
4
inn
.
4+ o4
N
+
-ce4
U
17tt
I -c
4
-d
T:;
* 17...-r'-r~~~*l. n
.lit
oc
O's0 I
*.it
I o
H
N
10c
.4
C4~V...
.. @I.C..
S-
0
4
0
4.
.q-q..4
0
,4.4
,,
0
12 -
4 -
-t l-
U
",VVD I
A
C14,
coo
.l
"*
• _
,,.
'
'U
4;:3
w
'0 4D.
.. • ,•• '.A
*'
-
-
=
=.
--
*
lo
Sq )
i*u
190
o~le•a,
mmN
>) ., *HO=
44
" iToo
I i-
0
:3..•
..
I N
.-.
I: 0 4 Ca)4 4)
I
I
0
ýx 4
.*
4)
Ad -0
)4
"'a (1 -4a
~
Cý 0
M 0. 41G. -W
in
-00@ 0 Wo )cq~
SaW
C)
0U
W a
irN
'r (i
ON
\ND)
N
C"
v
-
m0 4) S.-
0
-,-.
U
a
0
44)
..
,•
• ,.
S...
-4C) j
In
I
0
1~t
54) '
a
r 44-
. . .
..T -0•.-.= -•
.
.
•
•
. .
9*.-
..
. .
.10
-44. 0c
20;~
-H
.
-w e •-* 4t Al
N 104
;
C-4'
e" 00 0 il
14
W 0
.4
CV 0
CO 00 02
,.,I 0
•-I0
00 -4
00,-gOI 44
-4
S•
•o03 0 :
00 •
S,•
I im M
"4'
OI
P
q 0~
)
>)
%4 :.
8C~(
A, Z
x>
0& ý
0 --
0r
CQ)'. -40 *'-
crC -
ýS. ..-
-4j4 4)
c
4
4-
C)
0
4 C x0
4-)
__
45) I
S:
c-e r4
'A
to -4
a
4uv~v~aWslisxoadd
22*
,
34
CRAPTER 3 i4ABURATORY Tv.,ST PROGRAM AU4D) RESULTS 3.1
CLASSIFICATION AND COMPOSITION TESTS Standard laboratory classification and composition tests were per-
f'aýrmed on selected specimens of the core samples (as receivecr iauoratory) tc determine wet density, upeciflo gravity of solids.
in the
water content, dry aensity, and
Results of' these tests are plotted in
Figures 3.1 and 3.2 as a function: of' depth. 24Ulated vIlume of voids and the
Figure 3.3 snows the cal-
calculated volume of air for selected
aepths.
ULTR1SONIC WAVE VELOCITY AND UNCONFINED COMPRESSiVE STRENGTh
i3.-
.DEThiWM I NATI'ONSelecte< specimens of core from the three NX boreholes were cut to .7-cent.'metre TD lengths and the cut ends finished with a precision sut!'ace grinder.
The compression and shear wave velocities were then de-
termined in the axial direction, and the results are plotted as a function of depth iin Figure 3.4. The pltraoonic velpcities ex~ceed the 1?- and I-wave velocities interpreted in Figures 2.13-2.15. This trend has been 1 neted in other comparisons of field and laboratory wave velocity data. '1 After completion of the ultrasonlc velocity tests, the specimens were tested in uniaxial compression to determine their unconfined compressive strengths. 'The results of these latter tests are also plotted in Figure 3.4, where it should be noted that for two of the specimens tat strength value is in excess of 1.1 kbar while the minimum strengths "exceedea 0.3 kbar. The figure shows a significant increase in strength at the 3-metre depth.
,. 3
PETROGRAPHY As Indicated in Figure 2.3,
medium-grain,
the primary rock ty.pes at the site are
red sandstone in the upper 4 metres and dense, red siltstone
below 4 metres.
The exceptions to this were the irregular-shaped pockets
2'3
of light tan to white sandstone and siltstone scattered throughout the core and a thin seam of weathered shale at 8 metres depth.
In order to
better categorize the rock at the site, a limited petrographic examination was conducted on the rock found near the surface at the site, i.e.,
the sandstone member. The petrographic examination of a disaggregated sample of surface
rock from the site revealed an approximate composition of 68 percent qiartz, 29 percent undifferentiated feldspar,
and 3 percert unknowns.
There were no detectable rock fragments in the sample. grains were generally coated with iron oxide.
The quartz
K-feldspar was the most
conunon feldspar, with most of the grains being weat? -red. present in nondisaggregated samples were calcite, colored areas,
and iron oxide.
particularly in light
Some cementitious effects,
be imparted by the silty.-clay matrix (fines).
Cements
however,
may
An examination of the
grain-size distribution reveals a mean grain size of 0.13 millimetre witt, a standard deviation of 0.59 millimetre 16 percent fines.
(moderately sorted) and
Individual grains do not possess particularly high
sphericity (subrounded to subangular).
The compositional and textural
classification of the rock would be an immature, red,
fine-grained
arkose. 3.4
OTHER MECHANICAL PRCPERTY TESTS 3.4.1
Test Program.
In addition to the ultrasonic wave velocity
measurements and unconfined compression tests discussed in Section 3.2, a few other mechanical property tests were conducted on specimens from the upper 3 metres of borings NX-i and NX-3.
The program consisted of
static and dynamic* isotropic (hydrostatic) compression (IC) For purposes of this stpdy, statit'
tests and
tests are defined as those
with strain rate. of 10-/sec or a stress rate of approximately 1 kbsr/min. Dynamic testý. are defined as tests in which the stress rate is approximately 0.3 kbar/msec and in which inertial
stresses are negligible.
2L
triaxial compression
(TX)
tests.
Table 3.1 outlines the test program.
Specimen preparation and handling techniques and details of the WES dynamic high-pressure triaxial test device (which was used for all of 6 the IC and TX tests) can be found in previous WES publications.3,5 3.4.2
Data plates for one
isotropic Compression Test Results.
2tatic and two dynamic isotropic compression tests are presented in Figures 3.5-J.7.
Another source of isotropic compression data is
the confining pressure application phase (hydro-phase)
from
of TX tests;
these data are plotted in Figure 3.8 together with static and dynamic 1•.test results.
The curves appear to group according 'to borehole,
with specimens from NYX-i
being more compressible than those from NX-3.
3.6 were obtained on
The IC t.ist results presented in Figures 3.5 and the same specimen: are replotted in
static IC followed by dynamic IC.
Figure 3.9 as if
part of a single,
These results
cycled IC test.
The
curves are essentially parallel above 0.1 kbar indicating that rate el'fects on the bulk modulus are negligible in the range investigated. 3.4.3
Triaxial Compression Test Results.
Data plates for static
triaxial compression tests are presented in Figures 3.10-3.13. Figures 3.14-3.17 are data plates for the dynamic triaxial compression tests.* Note in Figure 3.17 that test DTX/NX3/5.6(B) was conducted, at a lower confining pressure, on the same specimen as test DTX/NX3/5.6(A) (Figure 3.16). 3..4.4- Hollow Cylinder Test Results. 6.2-centimetre-long the axis.
Four tests were conducted on
AX specimens with 0.62-centimetre-diameter holes along
The internal pressure required to rupture the hollow cylinder is
determined and the results used to compute the tensile strength. age tensile strength Getermlned from the four tests is aI 03
and and
L L3
The aver-
oT Z -0.038 kbar.
are stress and strain in the axial direction. are stress and strain in the radial direction.
YTT - a - a for the TX test, where 2 1 3 of the deviatoric stress tensor.
JI 2
is
the second invariant
25
-||--------------------------------------------------------|
3.5
FAILURE DATA
The maximum principal stress difference (a- 03) and corresponding a + 2o3 data from each TX test and the tensile 3 mean normal stress ( strength can be used to define a failure envelope for the material. Fit-.ure 3.18 presents the failure data points and a "best fit" curve tu A "best fit"
failure points (lashed curve)
lies slightly above the other curve.
26
-.
U]
curve to the three dynamic
all the points (solid line).
4
W
0
0
m) 0
~ Cj
0
t
~
U)
W
)
*
tIC
c~04 d)
4U) 4.*H 0) -
1
V
ýl I) c) -4~ M z ) 0 F4A0
En 9) , 04
-
00 4-> r-i Q)C
0
C
+
H
.)0+-
)r-.
Ui
q
i
0
0 0
*
,0j
CO*~,
-.-I
", C
C0
.4C
(
04-> H
)JCo
-
(L )'d~t
H 0* j 0
')2 . 4-)
V) ( 0 ,~ r
o0'1
ivaC;Z t
q
.0
:27
4 0
*rý
2j
~O
P, Pt
~
()
0
U).4Q-:t 4-3ra0) I 4: tJC 0 ul 1-+ T' 5W(D Ub4-
4
0 0 4 .CJ,Id
W
C
U) .
Vl)
9
4J ()
CO)
u)- cd
U
044
-
W S4 -. 1 40
OZI 04c
4
45) 0 0 W
4
C;
1)-
0)*.-
)
"1
r)
EaQ.4=0 Uo C'
*--T
4-)
"j
0)
U )-4
-) U 4-' 1 ; C MU) ýH W0 -4 'd 5k ý > [a*DM
C) VAJ
(1)
r-
0
.d4
tj tf
bs
IC>~
41]
CJ-q44 00 U) 45ý- VtD ,'.C
4-),45
0
"
,.i
0. En454
U
(~Aj CC.~
-
0 + 0Ol vi
A
-4rC _
r
0
* NX-1
Wet Density, g/cm 3
NX-2 NX-3 R
a
U-i Water Content,
2.A
0
0
-
2.4(0
6
"
Z 0I
0
0
0
0 0 I
a0 30
0
19
e
•
m L~sge-p'lne
•
•L~lpoousononeen
0
2....
2
0
* eg"d grire
.1
o
r
on o
a C
Fgue
0
0o
o
Ill
0
Casifcai0
oou
fk
an
Ol
omolto0tss
NX-2
Dry Density, g/cM 22 ao " " ------------"
U-1
Specific Gravity .)f Solicj
2 (.v
2.4
' 0
A!
$
00
•-3 0
2
0
60
5
0o
4.,.
Figure 3.2.
Classification
and composition tests:
dry density,
specific gravity of solids.
F, gure ...
2.
Claoiic *
an
'o cm 29
-siio
tess:dr
dn
t
?NX-i SNX-2 Volumi of Voids,
30.
20
10
Volume of Air.
%
%
0ZIP 0cI 0
0
0
I 0
0
0
t
-.
Ic0
4 0~0
0
*
2
o
0
0
p
200 I
0
FiFure 3.3.
Calculated volume of voids and volume of air.
30
41
u
00
0
o
V
H
o
00 •' 0
F
00
JD-
g
4-1
IL4 '.4.t 60 0
4 sJ.
•
,
|
,
.
|
.
_
.
ECH
*031
'ildo .--
le
-
-o MbZ:-4.W
.tw 0
0-1
4-,P4
~-4C~-4
c\.J-.
'1 : t
-2 S
•
'
' ,
,
I
32
I
I
I
'
0A/AV
I .
..
I
I
i-I
p~
crU3
SA4) 0D
w
0-
~ 4].. .33
..
U,
°
0•
S I
0
.. a. •-•
" -
-
, • .. •-•• ,• " •
,, . •
~~I-'
.
33
--.
.
. . . .. . .---- .- •
-. • -•,-
•,.• , -•-...
0
4
U
l
00
vM
If
:20
j 4).2
tot
43t
4J0 ull
4
4
%0
34
AIAV
STX/NX3/ * * * •
.7
* * ...
8
.2
*DTX/NX3/5.6
•STX!NXJ./5.5 STX/NlX.I9. 14.
DIC/NX1/7.5
SIC/NX3/7 .0
.0
.53
o
.
8.
I..
[6•
Engineerinig Voluaetric Strain,
Fligure 3.8. Pressure-vo1umetric strain response. IC tests and hydro-phase o£ TX tests.
S~35
* -4
.-
-
.7
--... Dynamric
Static
.3
"*
o
.4
..
16
Engineering Volumetric Strain, % Figure
3.9. Comparison of static and dynamic response of a single rock specimen.
36
U.K.
kk
37
;;
.,
?.
~
0I
YlF
'i
C4 , i ..
I,,
-0"•
.4.42
i--;.
V)
. -) 002
*4.-
..4-)
a*
I,-)
A r438 I".4 0.4-
Alm
'A A
b
38
II
0,
0
*6-
• ,-
.. ....
S... --
[•.
-l•'q
w-
4)•• "
'
t,/A
'.4
.4-7
4o.
__
i4
CII$
00
,0.
Co 0
I
r4P4
-
i,-4
i+
i0 i*
41)
II
S
.°
*
m
]E--
I
-
-,-
itt -.4
.4
6•
-
3
C
C
1
5 "A
*-C i
l -• I -I
I
1 .. i'
i
I-/
-
I
•i
i
'
42
i
i . ..I
1
I
i
I
I
-i
1
•-
Ci
I
ic
LIrý
14-
I.,
0U
%0
0
946
,-
43•.-
"i
%s A
I
P1-A
r
--
-
___
3k4:
'-4s
44.
__P_
CO
*+0 0
0
U)
$404
0 4-)
C4)
, I• A4
45.
,_, I
ii
I'i
i
i
I
'
'
'
,
,
,
•
I
I!
I
.
I
.
.
'
I
CHAPTER 4 SUMMARY DNA full-scale rock Results of a field investigation at a proposed of classification, compenetration site near Los Lunas, New Mexico, and from the site are position, and mechanical property tests on rock from Mechanical property tests were conducted on material presented. is a fine- to mediumthe upper 3 metres of the site, where the rock Formation. grain, red, arkosic sandstone member of the Yeso test progran, As a result of the strength data from the laboratory of extending the became apparent that the overall program objectives (< 0.1 kbar) would target strength range to a very-low-strength target Figure 4.1 compares the unnot be achieved with the Los Lunas site. of the Los Lunas confined compressive strength versus depth profile it
Since (1) the nearsite with those of the San Ysidro and TTR sites. at sites already surface strength is intermediate between the strengths (2) a layer interface used for full-scale penetration tests, and since would be exercised in exists at the site within the depth regions which acceptable for its a penetration test (3 to 5 metres), this site is not
Consequently, it was recommended to DNA originally intended purpose. not be conand SLA that the remaining full-scale penetration test 7 It was felt that more useful data would ducted at the Los Lunas site. impact velocity be generated by conducting additional tests at a higher at the San Ysidro and possibly a test with higher obliquity (=20 degrees) site.
---
p
Sh46
Unconfined Compressive Strength kbar
2/
San Yidro
4/
Figure 4.1.
f
Comparison of unconfined compressive strength profiles of the San Ysidro and TTR penetration sites with the Los Lunas site.
47
i4
REFERENCES 1. S. W. Butters, H. S. Swolfs, J. N. Johnson, D. K. Butler, Mount and P. F. Hadala; "Field, Laboratory and Modeling Studies on Tek, Aelen Welded Tuff for Earth Penetration Test Evaluation"; Terra Inc.; TR 75-9; August 1976. 2. W. J. Patterson; Letters to Defense iuclear Agency and Water18 June ways Experiment Station dated 28 July 1975, 8 September 1975, 4M. Albuquerque, 1975, and 26 August 1975; Sandia Laboratories, 3. D. K. Butler, R. R. Nielsen, R. R. Dropek, and S. W. Butters; Pene"Constitutive Property Investigations in Support of Full-Scale Technical Mexico"; New tration Tests in Dakota Sandstone, San Ysidro, Report S-77-3; April 1976; U. S. Army Engineer Waterways Experiment Station,
CE,
Vicksburg,
MS.
L. A. Woodward; "Siltstone Sites for Penetration Tests, New Mexico"; Letter report to U. S, Army Engineer Waterways Experiment NM. Station, September 1975; University of New Mexico, Albuquerque, 4.
Dynamic High5. J. Q. Ehrgott and R. C. Sloan; "Development of a November 1971; S-71-15; Report Technical Pressure TriaxiaJ- Test Device"; MS. Vicksburg, CE, Station, Experiment U. S. Army Engineer Waterways 6. R. A. Knott; "Effect of Loading Rate on the Stress-Strain Characteristics of a Clay Shale in Unconsolidated-Undrained Triaxial Army Compression"; Miscellaneous Paper s-73-68; December 1973; U. S. MS. Vicksburg, CE, Station, Experiment Engineer Waterways P. F. ladala; Letter to W. M. Patterson: Sandia Laboratories, 7. ExperiAlbuquerque, NM; 30 September 1976; U. S. Army Engineer Waterways MS. Vicksburg, ment Station, CE,
48
DISTRIBUTION LIST No. of Copies
Address Director, Defense Nuclear Agency, Washington, D. C. AT'TN:
20305
STSI (Archives) STTL (Technical Library) SPSS DDST
1 2 5 1
Sandia Laboratories, P. 0.tr-5800, Albuquerque, New Mexico 87115 AZ21N: Doc Control for William Patterson Doc Control for C. Wayne Young Doec Control for 3141 Sandia Rpt Coll Director,
U.
S. ArvW Engineer Waterways Experiment Station
P. 0. Box 631, Vicksburg, Mississippi ATTN:
Mr. Dr. Dr.
1 1 1
D. K. Butler P. F. Hadala J. G. Jackson,
39180 1 I 1
Jr.
Library
3
Terra Tek, Inc., University Research Park, 420 Wakara Way Salt Lake City, Utah 84108 ATTW: Mr. S. J. Green Mr. S. W. Butters Technical Library
1 1 1
Defense Documentation Center, Cameron Station, Alexandria, Virginia 22314
ATTN:
TC/Mr. Myer B. Kahn
2 2
HQDA (DAEN-ASI-L) D. C.
20314
HQDA (DAEN-RDL) Washington, D. C.
20314
Washington,
1
49
