67
TABLES
TABLES
TABLE I
RESULTS CF S%mSTICAL MlALYSIS’ a GEOTECHHICAL CORE LcGGI”6 OAT.4
AYEPAGE TRUE SPAtlNC 0 l!AY”PdL
IEOo*HG JOIHTS hd
LENGIH “%5’”
143
INiDNESS
Rm.4
LITHOLOGY
Fine taodrtone. siltstone and c"nglcmerate with mlnor c1ayrtone. Hlnor carbmaceour zoner ane ma, blebs.
co.% 7.2) o/o+
(O- to E-1
:- !+a 5-j to Y.5, .92
f74-1001
lnterbedded cm, ( c1ayrtone. st1trtone and ilnc rannrtana with sane conglonerate. Colnnonly carbanaceour.
573 no-R3
lmdiste Foot&l Rocks Watlgraphtc Depth belwd x scam 4531
0.35 fO.3 to 0.51
lnterkdded elayrtone, slit- stone and fine sdndftonc. Comlonly carbmaceour *,tll minor coal rtrlngerr.
R2-R3
R2-R4
WE- c+ to E ,o”:61.1) 97.5
l9C1001 *40 ;g
E :te"t Footwll
LWatipraphic DC th belrn K sea ,h !
,3.:::.6)
Fine randrt"ne and sfltrtone wl Lh sane Cl ayrtone. l4,nor cartunaceous zoner.
lams: 1. Oew,pt,onr of geotechnlca, parrmeten, the COW logging technique and rtatirttcal analyrlr technique Lswl~tlve ILW technlpuc, sre g,ven In llppendlx A. Core Iogr are Included I" Appendix A.
Q908210 889
Q9084001 842
Q9RO5001 968
L
TABLE II
APPENDIX A
GEOTECHNICAL LOGS FOR DIAMOND DRILLHOLES
AND DESCRIPTION OF CORE LOGGING AND
CUMULATIYE SUMS TECHNIQUES
I
LITHOLOGY . STRUCTURE
PEBBLE CONGLOMERATE CRUSHED ZONE ( THICKNESS . INDICATED IN cm.)
COARSE SANDSTONE
BROKEN ZONE ( LIhfITS INDICATED)
MEDIUM SANDSTONE
FINE SANDSTONE ; THIN CRUSHED OR BROKEN LAYERS
SILTSTONE INTENSE CALCITE VEINING
CLAYSTONE AND ' CARBONACEOUS CLAYSTONE
FAULT
COAL
CLAY OR SILT INFILLED JOINT CDAi~iR CARBONACEOUS STRINGERS
( THICKNESS OF INFILLING INDICATED IN cm. )
QUINTETTE COAL LIMITED
P-
PITEAU & ASSOCIATES DENISON MINES LIMITED _ GEOTECHNICAL CONSULTANTS
SHIKANO .DEVELOPMENT VANCOUVER CALGARY .,. lM,c:
GRAPHIC LOG-SYMBOLS PMH APR 85
DEGCRIPTION OF CORE LOGGING TECHNIQUE
The basic parameters measured from the rock core are as follows:
1. Core recovery
2. Rock hardness
3. Degree of fracturing (breakage)
4. Degree of weathering
5. Core size
It is noteworthy that the best data on core competency can be collected by the
drill inspector at the drill site before the core becomes broken or data lost
from excessive handling, splitting, or drying out.
The data on the various parameters may be tabulated on appropriate recording
forms and presented graphically for specific boreholes on geological sections or
plans.
A detailed description of each of the parameters recorded is given in the
following:
1. CORE RECOVERY AND RQD
Core recovery is expressed as a percentage of the total length drilled for
each core run which is marked by wooden blocks in the core boxes. Recovery
gives an indication of the quality of the ground being drilled and the
general competency of the rock. Low recovery may also be indicative of
faults.
2. RQD (RDC~QUALITY DESIGNATION)
The RQD is defined as the percentage of core in each run in which the spacing between natural fractures is greater that four (41 inches (10 cm).
3. HARDNESS
A simple scheme for classifying soil or rock according to its con-
sistency or hardness is given below. Using this scheme, a reasonble first estimate of the unconfined compressive strength (qu) of the
material may be made. Classifications are based on simple mechanical tests which can be easily performed in the field. By the use of
fingers, a pocket knife and geologic pick and with a minimun amount of
experience, the complete range of classifications can be established
in the field.
caJ&I7*7svF. I CuAHrrfAmz rmE5s10xs
FOR COHSImWCl ff COEWK SOIL AN0 RCCt
Sl
s2
53
s4
55
56
RO
Xl
R2
R3
u4
*5
US
very *oft
sort
fin
stiff
very st,ff
hard
extmne1y loft
nn soft mck
soft mk
hard rwk
zas,,y pnetrated revera, ,“Cher by fist. ‘0.25
ms,,y penetrated several lnsh~s by tbmb. a25 - 0.6
Can k pnctrated several incha by thunb vdth mderate effort.
~ead,,y indented by ffimb but pnetrated only with great effort.
ReaMly ,ndented ty thmbndl.
Indented 'm,th Mfflculty by thv~bnail.
Indented by thmbnall.
Cmbles under f,m blo*5 tith wfntof gx.,og,cal PfcL: cm be peeled by P packet kn,f&
Can be peeled by a acktt k"lfe rltb difffculty; shollw indentatfoz-6 mad-z by ffn bla of g?olog,cal pick.
Cannot be scraped or weled tith a pocket knife; specfwn can be fractured titb sfngle f,,. blati of h-r end of ~eologlcal pick.
Spc,mn req,,res mare than one bla rlth h-r end of gtological pick to frati"re it.
sgecinen reqWes sm~ blar of hamwend of geolog,cal pick to hatwe it.
Swcfm can only be chippd tith @WC pick.
0.5 .- 1.0
1.0 - 2.0
2.0 - 4.0
,4.0
2.0 - 7.0
7.0 - 70
70 - 22.9
280 - 660
564 - 1.120
1.120 - 2,240
>2.240
43.5
3.5- 7
7- 14
14 - 28
za- 56
a55
28 - 100
100 - LOW
l,om - 4,m-l
4.m - 8,Oca
a.wo - 16,wo
L6,wO - 32,003
>32,ooo
l Wfffed Rock Hardnas Clasrif,cation
61 ta 56 Hodlfled after Termgb,. K. and Peck. R.B.. 1967. 'Soil l!echan,cr In Eng(mering Practfce. ad Edition. JohnYlley and Sons Inc.. Wer York. P.M.
Rl to RS Wod,ffed after Pfteau. O.K., 1970. *Geolo~cal Fxtors Slgn,ffcant to the Stability of Sloper Cut in Rockm in Plonnfng Open P,t Wfncr. "an Rensturg Ed. bug. 29-Sept. 4. 1970. Balkma. p.51 and 68.
4. DEGREE OF BREAKAGE
Degree of Breakage is a visual and thus somewhat subjective estimation of
the quality of the rock in terms of the ntsnber of fractures or breaks.
General categories, numerical equivalents and qualifying descriptions are
given below.
MEAN SPACING NUMERICAL DF BREAKS OR
CATEGORY EQUIVALENT DIAMETER OF QIJALITY DESCRIPTIONS FRAGMENTS
.‘ (in.)
A- l Mostly fault gouge with/without minor rock fragnents
A 2 <% Gouge and crushed rock A+ 3 Crushed rock with/without minor
Qouge
B- B
B+
4 kto 2 Crushed rock - no gouge 5 Crushed rock - diameter of
pieces (2 in. 6 Broken rock - fracture spacing
(2in. .._.
E- .c+
Mean spacing 2to 3in. 2-4 Mean spacing 3 in.
.9 Mean spacing 3.to 4 in.
E- 10 Mean spacing 4to 6 in.
:: 4-a Mean spacing 6 in.
D+ Mean spacing.6 to 8 in.
E- 13 Mean spacing 8 to 12 in.
14 >a Mean spacing 12 to 14 in. E+ 15 Mean spacing >24 in. ., .._.
NOTE: Care should be taken to identify all fault/shear zones (Category Al. However, for other Degrees of Breakage, the category should be averaged over a length of three (3) metres.
5. DEGREE OF WEATHERING
The degree of weathering or oxidation of the rock core is used to
define the upper boundary of unweathered bedrock and to delineate
faults and other zones of intense weathering. The degree of
weathering is estimated visually to give a qualitative feel for this
parameter. The classification for degree of weathering is as follows:
A - intensely oxidized or weathered.
B - moderately oxidized or weathered.
c - mildly oxidized or weathered (on joints only).
D - fresh and unweathered.
6. CORE SIZE
Core size has a direct effect on the quality of core recovered. It is
generally recognized that larger diameter core will give better core
recovery and a better sample of the geological structures. Accor-
dingly, a record of the core size is kept in conjunction with the core
competency study to consider these aspects.
7. JOINT FREQUENCY
The number of natural joints or fractures in each core run is used to
calculate the joint frequency. In sedimentary rocks, the nunber of
bedding joints/m and nmnber of cross joints/m are recorded separately.
Rcprinrcd/rom STABILJTY OF ROCK SLOPES Thirlccmh S,m,m;um OR Rod b,whm;cs AXE/ Urbonn. Illinofs /Augusr 30-Seprembm 1. 1971
CUMULATIVE SUMS TECHNIQUE:
A NEW APPROACH TO ANALYZING JOINTS IN ROCK
By Douglas R. Pitem* and iindsay Russell**
SYNOPSIS
The cumulative sums technique for analyzing joints in
rock was developed as part of an extensive slope stability
study of Nchanga pit. It was used successfully to deter-
mine the joint orientation trends, the pattern of their
behavior and whether the joint information could be extra-
polated to other areas in which slopes are proposed. This
technique is illustrated with reference to the Nchanga
study.
INTRODUCTION
The cumulative sums technique for analyzing joints in
rock was developed as part of an extensive slope stability
analysis of the hanging-wall of the Nchanga open pit in
Zambia. This technique Was used successfully to define the
I characteristic features of the joints, most particularly to
detefmine the pattern of their behavior from one part of
the Nchanga syncline, where the pit is situated, to the
other. A description of cumulative sums technique is
l Formerly, ConSultant, Nchmga Consolidated Copper Mines Ltd., Chingola Division, Zambia: Presently, Consulting Engineering Geologist, Principal, Piteau Gadsby Hacleod Limited, Geotechnical ConsUltants, Vancouver, B. C.
l * Senior Operations Research Officer, copper Mines Ltd., Chingola, Zambia.
Nchanga Consolidated
1
.
2 Rock Mechanics-1971
given with particular reference to the joint analysis Of
the Nchanga pit.
Basically, the cumulative hums technique was developed
to analyze the joint trends in a more definitive rr.anner.
This technique led to a better understanding of the genetic
relationship of the joints occurring with+n the overall
synclinal structure. Ultimately, predictions were made as
to whether the joint data acquired from the existing hang-
ing-wall pit face could be extrapolated [a) to an area some
300 .ft behind the existing hanging-wall face, where the
final slope is to be located and (b) to areas east of the
existing face, where the pit is to be extended another mile.
The Nchanga syncline is approximately one and one
quarter dleS wide and seven miles long. The Nchanga open
pit is located in the southern half of the western limits
of the syncline, which consists of a.clearly defined se-
quence bf mainly sedimentary rocks (i.e. argillite, silt-
stones, shale, sandstone, etc). The sediments strike
roughly east-west. The south limb dips between 20° N to
3S" N, and the north limb dips steeply to the south, form-
ing an asynrmetrical synclinal structure with an axial plane
dipping steeply north. The syncline plunges between So and
lS" to the west:
The overall approach to the structural analysis of the
hanging-wall slopes was basically straightforward @itea
Q7. Discentinuities in the rock were systematically mea-
sured along over three miles of benches, using the centi- ~
nuous detail line survey method as described by Piteau (5). ;
The joint data were statistically analyzed, initially using
rectangular, histogram, cumulative sums and other analysis
methods to detemiine their nature and distribution. For
purposes of this discussion "joint" is meant to include any
naturally-occurring structural discontinuity in the rock
Cumulati;e Sums Technique 3
CONSIDERATION OF THE ROCK MASS JOINT MODEL
An objective of the joint analyses is to obtain a
schematized concept or model of the joints in the rock mass
and to establish certain criteria which indicate where
this model changes. Also, one seeks to establish confidence
limits in areas where the model is considered to apply, re-
gardless of whether it is in areas of extensive, limited or
no sampling.
When designing open pit'slopes on a rational basis, an
important, if not the most important, consideration in most
ge+ogical environments is the determination of the atti-
tude, geometry and spatial distribution of the joints in the
boundary of the proposed excavation. Thus, for purposes of
rationally analyzing a rock slope, such a study must be de-
pendent upon assessing three main factors, namely (1) the
nature and structural arrangement of the joints; (2) the
strength parameters of the joints; and (3) their relation-
ships to possible failure surfaces. Based on this ap-
proach, the geological factors and certain geological pre-
mises are given by Piteau (4) and (51, methods of struc-
tutal interpretation by Robertson (8) and mathematical
theories for stability calculations by Jennings (3). This
discussion deals exclusively with assessment of factor (1).
Of the threemfactors listed above, the fir& is the
most important, as the two others are of little consequence
if the structural interpretation, and hence the'jointing
model of the rock mass, does not represent the actual situ-
ation in a statistical sense. The first requirement of the
model, whether it is of a physical, graphical or mathema-
tical nature, is that it be true, and that a stat&t&al
sampling of any property will give a representative picture
of tbe whole situation. The second is that any calculations
4 Rock Mechanics-1971
made for a representative portion or section of the model
apply to the model as a whole.
Thus, on the basis of the jointing model, end with due
consideration of the strength parameters and kinematically
possible failure modes for that particular structural situ-
ation, the stability of the slope can be theoretically de-
termined ~rennings (317.
CONSIDERATIONS AT NCHANGA LEADING TO THE
DEVELOPMENT OF THE CUMULATWE SUMS TECHNIQUE
The present dimensions of the pit are 9,6bO ft along
strike, but will extend, eventually, along strike for three
miles, after the extension of the pit eastwards is comple-
tea. It is presently approximately 2,500 ft wide at its
present depth of 750'ft. However, it is planned to go to
1,000 ft.'end possibly even to 1,200 ft depth, the result
beiig a final width of about 3,000 ft.
The structural mapping was conducted on the hanging-
wall face of the pit. The problem involved trying to de-
termine whether the same or a different structural situa-
tion can be expected to exist in the hanging-wall slope
when the final depth of 1,000 ft is achieved. The final
hanging-wall slope will be at least 300 ft farther in from
the existing face as the pit is advanced northwards. The
existing and approximate final locations of the hanging-
well, along with sme salient geological features, are
shown in Fig. 1.
A print-out of the raw joint data representing greater
than 3,000 joints from the hanging-wall is shown in a rec-
tangular plot in Fig. 2. Horizontal rows indicate similar
angle of dip, whereas vertical row on the upper half end
lower half of the plot indicate joints with similar direc- .-
Fig. i Typical geological section (looking west), showing the existing and approximate final location of the Nchanga pit hanging-wall.
6 Rock Mechanics-1971
Fig. 2 rectangular plot showing the distribution of raw joint data from Nchanga north face
:
_
.
____
Cumulative Sums Technique I
tion of dip* /%tertson (817. It can be seen that about 70
percent of the joints are highly concentrated, occurring
within a direction of dip interval of SO0 (i.e. between 20°
and 70°, and ZOO0 and 250° in the upper and lower halves, respectively), and within an angle of dip interval of 55O
(i.e. between 70° and 90°, and 65O and 90° in the upper and
lower halves, respectively). That is, the peak concentra-
tion of these joints is centred about a strike of approxi-
mately 3100, and they dip steeply both to the northeast and southwest.
Detailed examinations of drag, monoclinal and major
recumbent folds, both locally and at other points around
the syncline, revealed that their axial planes were in fact
striking about 300° to 310°, and not east-west, as might .
be expected from the app&imately east-west orientation of
the Nchanga syncline proper. From the results in Fig. 2 it
can be seen that the peak concentration of the joints appro-
ximately parallel this tectonic fold axis.
further study indicated that the topography of under-
lying basement granite dome structures to a large extent
controlled the overall synclinal shape and did not control
the tectonic fold process proper. For purposes of extra-
polation and, ultimately, for assessing the significance of
the joints with respect to slopes developed at different
locations in the syncline, a more definitive knowledge of
the joint behavior in regards to both dip and strike trends
was required.
.
l Direction of dip of a joint is the strike plus or minus 900, depending upon whether the joint dips in a clock- wise or counter-clockwise direction.
8 Rock Mechanics-1971
THE CliMULATIVE SUMS TECHNIQUE
GENERAL FEATURES
Cumulative sums, or "cusums" es they are also called,
have been used extensively in industrial quality control
,/@dward and Goldsmith (917. They have also been used for
studying long-term trends in natural phenomena, such as
*_ river volume flows and silt deposition @r-St et al (217.
As far as is known, these techniques have been applied only
to series of events equally spaced in time. In the analy-
sis of joints, however, we have used these methods to study
events occurring, not in time, but in an irregular sequence
in space. This ezialysis is sequential in that the dip or strike values &f the joints are considered in the order in
which they are derived along the survey line.
The cumulative sums technique provides a rapid and a
precise method of determining major trends &ove or below
e particular reference value which is selected, and for
ascertaining both the magnitude and location of these varia-
tions. The main uses of such an analysis method can be
summarized briefly as follows:
(a) To detect general changes in joint orientation
above end below the mean level of the joint
orientation data;
(b) To determine where changes in joint orientation
take place in the rock mass;
(c) To determine e reliable estimate of the mean
orient&on of the joints at any point along the
surveyed pit face;
(cl) To predict the average orientation of a parti-
cular joint set, or group of joints, in other
parts of the mass where information is not avail-
able.
Cumulative Sums Technique 9
METHOD OF COKPUTATION
Basically, the approach is simple, consisting merely
of subtracting a constant quantity, which at Nchanqa was
taken to be the mean value of either the strike or dip, from each value of strike or dip in the series, and accu-
mulating the differences as each additional value is intro-
duced. Successive accumulated differences are designated
the "cumulative sums" of the original sequence of joint
orientation values. The resulting graph of these sums is
designated the "cumulative sum joint orientation plot".
When large numbers of joints are to be analysed, it
is convenient to create cusum plots by computer methods,
methods to which the analysis is ideally suited. Plots on
the line printer, using a width of 100 characters, have
proven to be an excellent medium for this method of analy-
sis. In order to make the plots comparable, however, it is
necessary to use the same cusum range and mean for all
plots.
Let us suppose that we have a series of joint strike
values acquired from a continuous detail joint survey. We
will denote these values by Xl, X2, . . . Xr, recorded in
that order along the pit face. From each X we subtract a
reference value K, the mean strike of the joints. We then
add these deviations to form a series of partial sums:
s1 = x1 - K
s2 = (X1 - K) + (X, - Kf = s1 + (X2 - X)
s3 = s2 + (X3 - X)
The general equation for the cumulative sums can thus be
written as follows:
sr = srwl + wr - K) = x1 + x2 + . . . . ..x= - rx
10 Rock Mechanics-1971
Sl# s*, s3, . . . . Sr is the cumulative sum series (or -:
cusuml of the joint strike series. The plot of S against
position in the sequence (Sr vs r.) is the cumulative sum
joint orientation plot. '
The randon spacing of the joints presents no problem,
so long as the position, not the distance, in the sequence
is used. It does not matter if the interval between cbser-
vations changes. In this compytation, strike cr direction
of dip data must be converted so that only values from
either the O" to MO0 OT the 180° to 360° intervals are
.calculated in the same analysis.
METHOD OF INTERPRETATION
If there is no trend in the strike of the joints, scme
of the difference terms (Xx - K) will be positi\ie and
others negative, with the result being that the cusum will
be basically co-star& But, if the current or local mean
strike value is -lightly greater than K (the overall mean),
mere of the differences will be positive, and the cusom
will then be a straight line or curve sloping upwards. The
reverse will &cur if the current mean is less than K.
The actual distance of the plotted cusum curve from
the horizontal is irrelevant; the interpretation is based
exclusively on the average slope of the curve. ,The steeper
the curve, the further the mean strike of the joints within
any particular location is from the mean value K. The
*_ slope of the line (and hence the ampunt of deviation of the
current mean strike from the overall mean value) can be
easily calculated. The slope of the plotted line joining,
let us say, the mth point and an nth point further along in
the series indicates the average difference from the refe-
rence value of all the results from Xm + 1 to X,, inclusive.
The mean strike (z) over any interval of the cumulative sum
Cumulative Sums Technique
joint ori+ation plot is given by
x= x + chanqe in cumulative sum change in n
h?;en conducting this type of analysis considerable
care should be taken in selecting a suitable reference
value. (K). One impbrtant feature of this analysis method
is that relatively small changes, say in the current mean
value of the joint strike, will appear as clearly diffe-
rent slopes. However, changes from one positive value to
another in the slope of the cusum plot are not nearly so
discernable as a r&versa1 of the sign of the slope, i.e. a
change from a situation in which the mean strike of the
joints is above the reference value, to one in which it is
belOW. The reference value K should be chosen as a reason-
able target from which the results are expected to vary.
Also, erratic variations or "noise" in the data are
smoothed out. This is a significant factor when looking
for trends and patterns, particularly when analyzing data
from natural phenomena such as joints.
This technique is best used to determine long-term
trends. Interpretation becomes difficult if attempts are
made to include short-duration effects.
COMPARISON WITH TIM?3 TREND ANALYSES
several techniques,-adapted from time series analysis,
have been used extensively to analyze sets of geological
data which are arranged as a series in space /i&bough and
Merriam (117. They include moving average methods, harmo-
nit analysis, spectral analysis and auto-correlation. All
but the first of these'are concerned with acquiring infor-
mation from rapid fluctuations present in all data.
The moving average techniques [including polynomial
12 R&Mechanics--1971
trend analysis) tackle a problem similar to that discused
here. irowever, they assume that the underlying variations
sought are continuous functions and will smooth out any sud-
den breaks. The analyst is presented with a plethora of
results which are difficult to interpret.
In contrast, cusums are best used'fo highlight step
changes in the underlying function, and are excellent for
displaying slow cyclic variations. A comparison of cusums
with other techniques used to detect slow variations is
given by Aurst et al (2). It is interesting to note that
the cusum of a series.of equally spaced events is a conve-
nient aid in calculating the simple moving average, parti-
cularly when a number of base lengths are to be examined.
APPLICATION OF THE
CUMULATIVE SUMS ANALYSIS AT NCHANGA
METHOD OF APPROACH
All joints occurring within 30° of either side of the
tectonic fold axis (which for analysis purposes was taken
to be 300°) were considered in the analysis (i.e. joints
with a direction of dip of 0' to 60° and 180' to 2400). In
order that the joint data be representative of different
parts of the pit slope, the hanging-wall was sub-divided
into 14,arbitrazy areas pf approximately similar size going
from west to east.
Analysis Usinq One 'Mean
One cusums technique consisted of analyzing the direc-
tion of dip data of all joints within the limits defined. Those joints with direction of dip of O" to 60° were conver-
ted to lBO" to 240° by adding 180' to their respective va-
iues. Thus, all joints could be analyzed together in the
180° to 2400 range:
.
Cumulalive Sums Technique 13
An example of the method of interpretation of the amu-
lative sums is shown in Fig. 3. The actual direction of dip
orientations, as calculated from strike measurements in the
field, are shown in Fig. 3(a). The resulting cumula>ive
sums joint orientation plot of the raw data in Fig. 3(a) is
shpm in Fig. 3(b). Fig. 3(c) shows a Manhattan diagram,
depicting the degree of deviation of the current mean strike
above or below the overall mean strike K. according to the
curves plotted in Fig. 3(b). See Fig. 4 for details of
Fig. 3.
In Fig. 5, Manhattan diagrams of the cumulative sums
of the an&yses of the entire banging-wall area that was
surveyed, are shown. The various bench levels and sub-
divided areas of the hanging-wall (i.e. 1 to 14) are denoted
accordingly. The bottom Manhattan diagram in Fig. 5 gives,
for each of the 14 areas, tbe current mean deviation of the
strike* of tbe joints about the mean. This is determined
by calculating the mean deviation for all the benches OCCUP
ring in a particular area.
Analysis Using Four Means
This analysis technique consisted of determining the
cusums of both the direction of dip and angle of dip of the
joints dipping to the northeast and of those dipping to the
southwest. The respective mean direction of dip and mean
angle of dip for each group were used. Hence, four K values
are required, giving four cusum plots. The four X values
applying to the Nchanga data are as follows:
l The cumulative sums plots in Fig. 3, of direction of dip data, is converted to actual strike values in Fig.
.5 for purposes of clarity.
14 Rock Mechanics-1971 Cumulalive Sums Technique 15
(al Actual observations recorded in the joint svrvey
nt orientation plot showing deviation8 OE the direction oE dips of the joints
(c) Manhattan dlaqrsm showlnq the current mean direCtiOn of dip of the joints at proqresnlve positions along the survey line
Fig 3 Illustration of cumulative sums technique for analysiny joint direction of dip trends
16
_._. _ -_-I_-..--. ._~
Rock Mechanics-1971
SO0
600
400
7.00
Fig. 4 Enlarged portion of the left side of Fig. 3 showing detail clearer
Cumulalive Sums Technique 11
Joints Considered Orientation Data K Value
Direction of Dip O" - SO0 Strike 310° . .
l 0' - 60° Angle of Dip 74O . . " 1ao* - 240° Strike 306’ I ” " 180° - 240° Angle'of Dip 7a"
The general results are similar to those illustrated in Fig. 3, except.that four cusum joint orientation plots are pro- duced. Two plots apply to strike and two to angle of dip, although only one strike chart and oneangle of dip chart
are required. Four Manhattan diagrams must be considered in the same manner. The Manhattan diagrams of this analysis are given in Fig. 6. See Fig. 7 for some details of Fig. 6.
Applying this general form of cumulative suns anal&s, boundaries to structural regions (i.e. areas of similar jointing characteristics in a statistical kense) were also determined, cusum techniques used for this purpose will be published elsewhere.
DISCUSSION OF THE flESULTS
Counter-&ckwise Rotation
In Fig. 5 it can be seen that the mean strike of all the joints is 307'. There is, however, a counter-clockwise rotation in the current mean strike, going from west to the
east side of the hanging-wall. It rotates from about 317' in areas 1 end 2 to about 297O in areas 9 to 14. Around areas 5 and 6 the current mean strike is abotit the same es K. *
Effects of Major Fault
As shown in Fig. 5, the rate of change of this rotation is greatest in areas 3 to 7. In Fig. 6, where the northeast and Southwest dipping joints are analyzed separately, it can be seen that this phenomenon is due largely to the rotation
N U?.L, ‘1’ z 7. “I.*r ---. .
I YW” I.“...
P” Y,
Fig. 5 Manhattan diagrams of strike trends of joints occurring within +, 30’ of 300°
Fig. 6 Manhattan diagrams of the mean value8 of the cumulative RWW analysis of strike and dip trend8 of 'strike joints" dipping northegst and southwest of the estimated regional tectonic structural axia (300 ) at Nchanga
Cumulative Sums Technique 21
JOINTS BETWEEN c -WEST SIDE
DIRECTION OF DIP 0%60°i1aOo-24d
JOINTS WITH DIRECTION’OF DIP Do-60°
330°r’326’
JOINTS WITH DIRECTION OF DIP 160°-240°
.
Fig. 7 Enlargkd portion of the left side of Fig. 6 showing detail clearer
22 Rock Mechanics-1971,
of the southwest dipping joints. This rotation is due to a major fault, the only major fault occurring in the area con- sidered. This fault strikes 320° and dips SO0 to 85O SW. The vertical component of net slip is about 80 ft. the down- thrpw being to the southwest.
In Fig. 6 the northeast dipping joints, with respect to both strike and dip, vary only slightly about the mean. Also, they decrease in frequency going eastwards, becoming negligible beyond area 7. This indicates, along with their angular relationship to the fault, that these joints are probably feather fractures which have developed sympathetic to the fault.
The southwest dipping joints, on the other hand, are significantly above the mean on the west side of the pit. Here, sympathetic fracturing parallel to the fault has swung the current mean strike slightly towards that of the fault. Further east, however, the southwest dipping joints rotate counter-clockwise past the mean. Beyond area 9, where the influence of the fault is negligible, and where only tectonic forces appear to have been significant in causing the existing joints, they maintain a remarkably consistent current mean strike of about 295O.
Plots in Fig. 8 of bath (1) the percentage and (2) the
number of joints per foot (i,e, joint intensity) of north- east and southwest dipping joints occurring in each of the areas 1 to 14, provide convincing additional evidence of the conclusion's above. 'Fig. 8(a) indicates that the percentage of northeast dipping joints is considerably greater on the west side of the pit and decreases rapidly, becoming negli- gible east of area I. -The opposite is true for the south- west dipping joints. Area 4 is the changing point where one or the other dominates. 'In Fig. 8(b) the influence of the fault can be seen clearly. The intensity of the north- east dipping joints is excessively high in areas 1 to 4,
‘1 Fig. tl Plot of the percentage (a) and frequency (b) of "strike $oints" dipping southwest and
northeast of the synclinal ads for different areas across the hanging-wall
24 Rock Mechanics-1971
but negligible beyond area 7. The southwest dipping joints, however; increase in frequency only slightly across the fault-affected area end maintain a fairly constant, though slightly decreasing, frequency going from west to east be- yond this area.
Regional Joint Pattern
East of area 7 additional joints of an anomalous na- ture, (i.e; joints other than those originating through regional tectonic processes) are not evident. Thus, it must be assumed that those remainirig, namely the joints occurring outside of the limits of the fault influence, are of the regional joint pattern. These are exclusively the southwest dipping joints.
Not,only are these joints.part of the regional pattern, but they represent greater than 80 per cent of the regional pattern (see Fig. 2 and 8). Greater than 80 per cent of
the regional joint pattern, therefore, can be defined, approximately, as having en average strike of 295O end en average dip of 72O SW to X0 SW.
Genesis of Jointing end the Tectonic Process at Nchanga
With the general joint distributions in Fig. 2 and other structural relationships, the genesis of this dominant regional set, end the conditions during which both folding and this jointing took place, can be postulated.
Since definite sets of either one or b&h conjugate shear joints are not evident, and the intermediate tension jqint set is essentially absent, the sedimentary rocks in the area appear to have yielded, at least initially, by plastic deformation or flowage and recrystallization in con- trast to brittle fracture. The first end major form of brfttle fracture (Le. southwest dipping joints) appears to
. .
Cumulative Sum,s Technique 25
have developed as a result of elastic rebound of the origi-
nally highly compressed materials after both the temperature
and pressure subsided. The southwest dipping joints, there-
fore. appear to be tension joints, having developed due to
elastic rebound after the principal tectonic force had ter- minated. The principal form of deformation was that of
crustal shortening. The type of folding was related prima-
rily to those of horizontal tectonics. i.e. to processes of
deformation whereih the maximum principal stress (tectonic
stress) acted horizontally.
EXTRAPOLATION OF JOINT DATA
For purposes of making slope stability evaluations for
the pit faces advancing both northwards and eastwards at
Nchanga, the question of the reliability of apply&g infor-
matio? acquired from the existing hanging-wall slope to
other parts of the mss where information is not available
and where the advancing and final pit faces are to be loca-
ted, is an important consideration. If any degree of confi-
dence is to be achieved in proposing slope designs based to
a large extent on these results, it must be shown whether
the joint characteristic's can be expected to'be the same or
to differ, and in what way to differ, in other parts of the
mass where information is not available. The question of
the extrapolation of joint properties when designing engi-
neering structures in rock , and basic considerations rela-
ting to this problem, are discussed hy Piteau (7).
Results in Fig. 6 show that both the current mean
strike and current mean angle of dip are. statistically .
speaking, remarkably consistent east of area 8. This is
particularly so with reip&t to the current mean strike. _
In either case, the deviation about the overall mean strike
and mean dip orientation in this area is plus or minus
three degrees. The history of folding in the majority of
the syncline, and at least within the confines of the prc-
-.-_ “--. _- _..~..~~_~__
26 Rock Mechanics-1971
posed final pit limits, is expected to be reasonably similir.
Since the joints in question are genetically related to this
folding process (in that they are rebound features which .
developed normal to the principal tectonic stress), based on
the results of the cumulative sums analysis described above
(see Fig. 6), there is good reason to believe that southwest
dipping joints with similar orientations will exist in the
proposed eastern extension areas of the pit.
For comparative purposes it is fortunate that at
Nchanga an extensive joint survey had been conducted on the
hanging-wall of the pit in 1966. The pit face at the time
was 250 ft to the south of its present location, but the
joint survey was conducted at approximately the same eleva-
tion and same relative location as that of the present sur-
"ey. Hence, an ideal situation exists for deter-mining
whether the joint patterns are similar between the two DIP
.vey lines and, accordingly, whettier extrapolation of such
structures is reasonable over this same distance in the
opposite direction.
The 1966 survey results were available on stereo-
graphic projections, hence the peak concentration of the
southwest dipping joints was easily measured. This infor-
mation was compared directly to the ous~m results for the
respective areas aoross the pit. Except for minor Varia-
tions, in general a remarka$le similarity was found between
the two separate survey results. Since the history of de-
formation is expected to be similar within the final pit
limits, this indicated that the results from the present
analysis would probably apply also behind the existing face
in areas where the advancing pit faces are to be eventually
located. These results also confirmed the conviction that
the joint trends will be maintained in areas further east
of the pit.in which the extension is proposed.
Cumulative Sums Technique 27
CONCLUSIONS
The cumulative sums technique, illustrated with parti-
cular &ference to an extensive joint analysis of the Nchanga open pit hanging-wall, provides an efficient and definitive method of examining ;oint dip and/or joint strike data in the order in which the joints are derived along the survey line. Unlike most joint analysis methods, this technique smooths out "noise" effectively. Also, both step changes in the underlying function and slow cyclic variations are readily displayed.
Basically, it is used to determine:
(a) the current deviation of either the joint dip or strike above or below some level of the orienta- tion data or reference value (K) (i.e. in the Nchanga analysis K was taken to be'the me% of the orientation data used):
(b) where these particular.changes take place along the pit face; and
(c) the current mean orientation or simple moving average at any point in the consecutive sequence of the joints.
The behavior of a particular group of joints can be ascertained with respect to such characteristics as imper- ceptible rotation, 'i&h in the horizontal (i.e. strike) and vertical (i.e. dip) planes. In that the plots depicting this behavior are statistically significant, they can assist in predicting whether the informa~ipn from the exposgd pit face can be extrapolated with confidence to other parts of the mass where information is limited, but where pit slopes are to be eventually located. In this respect a knowledge of the geological history and the genetic relationship of the joints to the regional structure is important.
28 Rock Mechanics-1971
ACKNOWLEDGMENTS
The authors extend their thanks to Nchanga Consoli-
dated Copper Mines Limited - Chingola Division, for the
&-operation which was given throughout the course of this
work. The authors particularly wish to express their appre-
ciation to C. Xovacevic, cartographer, for drawing not only
these figures but numerous others in the Nchanga report;
to A. Carbray, for helping to process the data; to F.
Chisela, for supervising the survey; end to J, Hellings, for
his general co-operation. Finally, the authors acknowledge r with grateful thanks J. E. Jennings, 0. R. H. Steffen and
A. MacG. Robertson, with whom the senior author worked
closely in recent years and who;although not directly in-
volved with the development of this new technique, contri-
buted significantly to in&tent earlier development work,
of which the results in this paper are an outgrowth.
REFERENCES
1.
2.
3.
4.
. . : 5.
Earbough, J. W. and Merriam, D. P., "Computer Applica- tions in Stratigraphic Analysis,- John Wiley end Sons, New York, 1968.
F?urst, FL E., Black, R. P. and Simaika, Y. H., "Long Term St&age," Constable, London, 1965.
Jennings. J. E., "A Mathematical Theory for the Calcu- lation of the stability of slopes in Open Cast Mines,' Open Pit Mining SympOSiUm, S. Afr. Inst. Min. Metal, Sept., 1970.
Piteau, D. R., "Engineering Geology Contribution to the Study of Stability of Slopes in Rock with Particular Reference to De Beers Mine," Ph.D. Thesis, University of the Witwatersrand, July,.1970.
Piteau, D. R., BGeologicai Factors Significant to the Stability of the Slopes Cut in Rock," Qpen Pit Mining Symposium, S. Afr. Inst. Hin. Metal, Sept., 1970.
Cumulative Sums Technique 29
6. Piteau, D. R., "Analysis of the Genesis and Character- istics of Jointing in the Nchanga Open Pit for Purposes of Ultimately Assessing the Slope Stability," Report for Nchanga Consolidated Copper Mines Limited - Chingola Division, Dec., 1970.
7. Piteau, D. R., "The Question of Characterizing and Extrapolating Joint Properties in Engineering Practice," 20th Colloquium on Geomechanics, Salzburg Sec. Geoirech., Salzburg, Sept., 1971 (in print).
8. Robertson, A. MacG., "The Iirterpretation of Geological Factors for Use in Slope Theory," Open Pit Mining Symposium, S. Afr. Inst. Min. Metal, Sept., 1370.
9. Woodward, R. Ii. and Goldsmith, P. L., “CumulatiVe Sum Techniques,' Oliver and Boyd, Edinburgh, 1964.
APPENDIX B
LONER-HEMISPHERE, EQUAL-AREA PROJECTIONS
OF POLES TO DISCONTINUITIES IN EACH STRUCTURAL
DOMAIN
OBSERVRTIONS: 37 CONTOUR PLOT POPULRTION: 37
N
LRBEL DIP DIRECTION DIP CONCENTRATION <%> Jl 300 85 14 - JlR 291 58 5 JIB 268 83 5 32 205 59 8 J2B 221 57 5. J2A 180 61 6' J2C 256 53 8
' JlD 129 83 8' JlE 078 79 5 JiF 099 89 .5*
GEOTECHNICAL CONSULTANTS
GEODHT:'LOE~ HEMISPHERE EIXIR F;~WI F'F:~.?ECTICIH
R[iTfiTED JtjItiT$ It4 SD 1 if:11 @#/3lf
OBSERVRTIONS: 37 POPULRTION: 37
CONTOUR PLOT
LRBEL Jl J1A JlB JlC JlD 52 J2A J2B 320 JiE
DIP DIRECTION 893 094 066 077 282 347
231
DIP .82
CONCENTRATION <%> 12
53 5 71 6 71 5 84 8 55 8 45 8 - 40 .7 44 8 88 5
I OBSERVRTIONS: 37 CONTOUR PLOT POPULRTION: 37
N
I
_r--
DEN SHI
WTNTETTE CuAL LI’MITED SW HINES LIMITED K&NV DEVELDPHENT
GEGD;T: LF$R WISWERE EB&7i FiREH F’ROJEZTIiN .
LRBEL DIP DIRECTION Jl 319 JlA 308 JlB 292 JlC 098 52 220 J2A 203 J2B 241 J2C 274 JlD 148
DIP 87 57 84 74 71 60 61 60 82
CONCENTRATION <%> 13
5 8 4 9 7 6 8 9
PITEAU & ASSOCIATES I GEOTECHNICAL CONSULTANTS
VANCbUVER CALGARY.
By: Date:
PtlH APR 65
I OBSlkRVATIONS: 37 CONTOUR PLOT I POPULRTION: 37
BEDDING
LABEL DIP DIRECTION DIP CONCENTRATION C%)
Jl 294 87 14 JlR 289 56 5 JiB 267 77 8 I JlC 125 85 8 JlD 074 79 5 52 176 55 8 J2R 194 62 7 - J2B 216 52 5 J2C 252 52 8
I QtiiNTETTE CtlkL LIXTED PITEAU & ASSOCIATES DEtiiSuN IWES LIKTED GEOTECHNICAL CONSULTANTS SHIKANU DEVELDPf4ENT VAN&LIVER CALGARY I
APPENDIX C
TEST PIT LOGS AND RESULTS OF GRADATION TESTS
MAJOR DIVISIONS ’ CRWP -’ 'SYtK!oLS~~OL
TYPICAL NMS CLASSIFICATION CRITERIA
UNIFIED SOIL CLASSIFICATION SYSTEM
FIM” d *sSOCIATES c~orcc**IcAL co*s”LI.*II OFFICE REPORT ON SITE INVESTIGATION Sheel 1 :of. 1 j
Cm,,oc, No.. .YIIKANO .SO”TH.OWiP..
Borinq No . . . . . _. A. . .
Nmlhinq.. . . .
CornplIed By.nAblLEY,.CLABIoGE. Borinp Date. ..Rpm.d.. 1985 .
Cocorian . SHIKRNO. SOUTH.0014P.. COntroClOr . . . :
EOSl+w.. . . Elewtion. . __ __ :
SOILIROCK DESCRIPTION
.F r I r i
I i T .- 1 t T
1
I
1 -- t t -- I 1 -.L 1
OFFICE REPORT ON SITE INVESTIGATION Shecl 1 of.1
cmlroc, NO. .ULKA:IO.SO”M.DLw.. Emrinq NO. __.. .!. .
No-thing. _. .
Compiled Ey.PAHlEY/.CLRRIDGE. ._ @orin Dolt. .Ap.rj1.4. 1985 ! Loco! ion YWW. SO!JTP.O!JllP. . . controcmr . :
Eorliw.. . . . . . . . . . . . Elevarion. . _. . _. __ j -
sdh
i; CR 55
r
‘RE l-lPc.5 SbMRE CONDlTlON GS GIDb somclr TO ihi” “aI, opt” TEST INFORMATION ws wash IOrnDl< TP Thin roll Dim” Oi,lWbCd
ROCL cer: TYPE OF RIG __,.,____........ _...._..._.._.._,, F.&r CRREL bOlld S*MPLE HAMMER: ” ,............. drop .,................... Go0.l sofi, lDD0” STICK UP h., . . . . . . . . . . LOI,
6
-!
Boring No.. ...... .I.. .......... Locolion . conmctar Nufhing
wtqyyp~tj .~utip,,~~. , ...... , , . , , ..... , ..... ELWinp ...........
I T Ww.,“L” . . . . . . Elevorhn, .
-= “r ntv.. ............ ........ 111 imMER~
..................... . xt.. ........... drop.. ....... .._ ........
CK UP 1m.t ..................................... m LO,
SOIL/ROCK DESCRIPTION
. .._
TEST INFORt.(ATION
cmtrac, NO. .?!!ww .som. WV.. . Borinq No . . . . .P. . , .
Nothing . . . . . . . . . .
Compiled B~.HRWLEY/JXARK%E. Baring Dale. ..npri,.5...*g85
Location. [email protected].. . . conrroctar . . . . . . . .
Eosling.. . . . . . . . . . . . . . Elevation. . . . .
PImu 6 AS.sOCI*TES ocoIIc**oc.L CO”~“LI.“I~ OFFICE REPORT ON SITE INVESTIGATION SiTeel 1 of. 1 !
SOIL/ROCK DESCRIPTION
TEST INFORL!IITION
i x.3 NO. . BORlliG KO. . . . .
PITEA” 6 AssoclAlEs cIoI~c**IcAL CO*s”Ll.*16 OFFKE REPORT ON SITE INMSTIGATION stlect * n1.1 j
Cc,,&, No..SH!KAII.g..SgUlH.OUIIP.. . Compiled By.Hblrl.EVCLWOGE Borinq Dolt. .&I! .5.. 1%
Boring No. _. ._ I _._ Location .$HIkW.ZOtVH .DUNP.. Contrcslor . . . . . . . .
j
NCdhi”O Eosting . . . . . Elevation __ ._ i
SUWIE COHOlTlOH I TEST INFOR!.!ATION !
SOILIROtK DESCRIPTION
i
m,,oc, NO.. z!ww.s.wTY PUHP.
wing No .____ ._ F .
ulhw . . .
Compiled By.WLEY,tLARImx. _. Bmnq DC1 c. Qri, .s.. 1gss
Locclion. 5HK..w.S0u~H .DW.. Conlrocmr . :
Eoslin9.. , . . Elevolvm. . . . :
SOIL/ROCK DESCRIPTION
‘EST INFORMATIOI: !
co(I,roc, NO.. .snIW\NO .SO”IH.cu!.w.. CornplIed 8y.iwLEYLcLABIDGE. Wring Dole.~\~~i.~.ij,.~~~.. .
Borinp No ..__. ._ . ..F. . . . . . . Localian. SljLKANo.SculTH.rYJW.. . . conwxmr . . . , . . i
Nmfhinq Eiemion. . . . . . . . . . . . Eoslin9.. . . . . . . . _ . . . :
5aMRE TIPES WMRE COHDlTlON ts GIOb Iww TO Thin roll open TEST INFORhlATION ! w5 w&l mnLa TP Thin roll DklD”
I RC Rat. co,: TYPE OF RIG . . . . . . . . . . . . . . . . . . . . . . . . . . .
CRREL bO,,~l SCiMPLE HbMMER: Vf em . . . . . . . . . ..-..
i
. . m LE, , STICK UP h.1..
SOIL/ROCK OESCRIPTION
pITE/\” d ASSOCl*TES om1cc**1cAL co*sYLI.MI OFFKE REPORT ON SITE INVESTIGATION. She c: loll /
~trocf NO.. xwma soum mw.. loring No .._. . H... . . . .
Iuthing . . . . . . . .
Compiled By.HAHL.EYJCLAR~OGE. . . Boring Oate.Awit.6, 1985 ._.
Localion. sHIt3NO.tIOR*LI.DUHP.. . conwactor . . \ EOSTi”9 . . . . . . . . . . . . . . . Ebalion . . I
.. ..‘.. I
YlYRE TrPE.5 S*HFLE CONOlTlON GS GIDb ,omDIt TO Thin roll own TEST INFORt.!ATlON ws ymrh Imvl< TP ihi” -011 pillon NC RDCL co,: TYPE OF RIG .,,,,........ . . . . . . . . :- . . . . . 7 CR CRREC bmrlt SAMPLE H*MMER: *, d,OD ,,...................
SOIL/ROCK DESCRIPTION
PlMlJ d *ssocl*TEs oIoIIc**~c.L coNJ”LI**~I OFFICE REPORT ON SITE INVESTIGATION Steel. 1 al.1 j
NO.. %IKAI,O.SO”TN D”IIP, No . . . . . __ 1.. . . . . . . .
Compiled BY.HIULE~~.RIDCE. Boring Dote. .~~dl.6,. ~985
Location. SHI*No.NoRTY.wI,P.. . COntroclar . . . . . EDIli”9 . . . . . . . . . . . . . Ekmkn . . . . . . .
SOIL/ROCK DESCRIPTION S ‘i
:i: i”
-
I JOB NO. . . . . . BORlNG NO.. . . .
C E h
%
-1
-2
-3
-4
-5
-5
-7
-8
N
lmonlracf No.: SHIKANO SWIH DUHP _.. _. Compiled By.KW.WI’X~~,!QK. . eminq OOIC. .,w!.6. 1985.. j
lorinq No. .._. _. .A.. Locolion . SYIMW.llORTH.O!JW. _ Conlrocmr . . . . . . :
lathiw . . __ Eosriw. . . . . . __ __.. Elevolm. . __ ._. __ j
IOTES. 1. seepage enco”“tered at depth Of 1.2 m.
Jo0 NO. BORlNG NO. . .
ca,yc, NO. .StllWINc!.sOUTN.Dw.. Compiled 8y.HIIIILEWLARKsGE. Boring Dolt. .Apri~.6, 4985. .
winq No . .._. ._. .K . . . . . . Locol ion. swdw. NCR~ WHP.. . contractor . . ;
wlhib . . . Earrinq . . . . . . . . . . . . * . . . . . . Ehahn. . _. . _. . _. __ j
SaLIRE l-lPEs SAMRE C01131Tra” GS -Glob rmdt TO Thin *a,, optn TEST IN.FOR!.!ATlON I ws w&3 ,mvl~ TP Thin -all Dill.”
El
DillWClC RC RO<l cot: TYPE OF RIG.. llli FOk CR CRREC borlll 5mwLE HIIMMER: wt. drop . . . . . . . . . . . . . . ..__._. Goau
. *L*LTIO”L:cI .x/J 1* ,001
55 SDlil IDCOn STICK UP h.l. . . . . . . . . . . .._.... m LO,,
11 %MPLES 0 SO,C/ROCK
DESCRIPTION
OTES’ 1. seepage e”cO”nrered at depth Of 2.0 m.
SOIL/ROCK OESCdlPTlON
F,LL - silt. sand and gravel (With logs1 (adjacent to road).
~E~.OCK - kiable carbonaceous shale (Rl/RZ)
OTE5 1. Yater not encountered in test wt.
OFFKE REPORT ON SITE I::‘.‘ESTIGATlON Sheel 1 of.1 I
Cmfrocr No. .SKLKANO.SO”T”.DW+‘. Boring No .._. .If... . . . . .
Nrlhing _. . . . . . .
Compiled BY.&WLEY/CLRR!DGE. Ewing Ode. .~~~i1.6, .w85.
Localion. swdwxwawx. DUHP. COntrOClDr : Eosling . . . . . . , . . . . . Elewion. . . . __ :
SAMRE l-?PEs s*wlL CcmDlTlOH GS mob rorrdt TO Thin roll ODl” TEST INFORIJAT ws WDIh 1ow1 ,P Thin “01, pimn RC RDCL co,: TYPE OF RIG .,.,........ ,______i__....., CR CRREL bO1111 SmwLE HAMMER: “I amp .,.........,..,....., 55 SOli, ,DOM STfCK UP fm.,... .
SOILIROCK DESCRIPTION
PITEA” 6 *SSOClATES GIoI~C**tC*L co*s”LI.*Il
cm,roc~ NO. .sH!Knl!D..SSUTH.OUllP. . Boring NO _.... _. .N _.. . . . . .
Nulhb . . . . .
5PMRE TYPES
OFFICE REPORT ON SITE INMSTIGATION Sheel 1 of 1 I
Compiled By.mb44.wm.4m~~. Baring Dote. dpri1.6. 3985.
Locmion. sHIKANo.P.LAuTsI~E.ouHP. controc:or . . . .
E-fin9.t.. . . . . . . . . . . . . Elevolion. . . ._ _. _. ._ !
SAHPCE CDNDlTlON I
NOTES’ 1.
SOILIROCK DESCRIPTION
i
PITEA” d ASSOCIAT= ~IoIcc**Ic*, co*6yIwiII OFFICE REPORT ON SITE INVESTIGATION Sheet : O! 1
;on,,oc, No.. SHIWO. S.WTH .OUIJP. CornplIed By.HhuY/c1/IR+. amng Dote. &ri,.E...,9E. . .
3oring NO _.._, D . . . . . Locofion .stutmo.m~~sm.mw. controctar . . . . ! 4crlhinO. __ . . Eosting I . . . . . . . . . Elevarion. . . . .
OESCRIPTION : .' Z i, >1,
$" -
‘2 ;;! !W
TEST INFORhlATlON j
U.S. STANDARD SIEVE SIZE
IW IN.3/8 IN.4 IO 20 4c
mUtf?l i i; I I Illlll1 I I I
I- 1111 I lll!lII I I !! !!!!!!!! ! !/ !I!!H!i! ! 1111II I\I I
I c-l ” JO a w a 20
III1 I III~IIII I II lllIIIlI I .Ij IIIIIIII I I llhll 1 1 lIIlllI I I - I II I II II I I IIIII I I
IO0 IO I.0 0.1 0.01 0.001 . - -
GRAIN SIZE IN MILLIMETERS
I COBBLES
GRAVEL I SAN0 COARSE 1 FIHE ICOARSEl MEDIUM I FINE
SILT OR CLAY 1 DEPTH I CLASSIFICATION INATWCI LL I PL I PI I
I I I I I I I
0- D-2 QUINTETTE’COAL LIMITED PITEAU & ASSOCIATES
DENISON MINES LIMITED GEOTECHNICAL CONSULTANTS
l - E-I SHIKANO DEVELOPMENT VANCOUVER CALGARY
I”. m,c:
GRAIN SIZE ANALYSES FBC APR 85 wPR3Ytv Lwic:
ed %%X+D,
