Working Report 2012-23
Geometrical and Mechanical Properties of the
Fractures and Brittle Deformation Zones Based
on the ONKALO Tunnel Mapping,
2400 – 4390 m Tunnel Chainage
Hanna Mönkkönen
Tuomas Rantanen
Harri Kuula
May 2012
POSIVA OY
FI-27160 OLKILUOTO, FINLAND
Tel +358-2-8372 31
Fax +358-2-8372 3709
Working Report 2012-23
Geometrical and Mechanical Properties of the
Fractures and Brittle Deformation Zones Based
on the ONKALO Tunnel Mapping,
2400 – 4390 m Tunnel Chainage
Hanna Mönkkönen
Tuomas Rantanen
Harri Kuula
WSP Finland Oy
May 2012
Working Reports contain information on work in progress
or pending completion.
GEOMETRICAL AND MECHANICAL PROPERTIES OF THE FRACTURES
AND BRITTLE DEFORMATION ZONES, 2400 – 4390 M TUNNEL CHAINAGE
ABSTRACT
In this report, the rock mechanics parameters of fractures and brittle deformation zones
have been estimated in the vicinity of the ONKALO area at the Olkiluoto site, western
Finland. This report is an extension of the previously published report: Geometrical and
Mechanical properties if the fractures and brittle deformation zones based on ONKALO
tunnel mapping, 0–2400 m tunnel chainage (Kuula 2010). In this updated report,
mapping data are from 2400–4390 m tunnel chainage.
Defined rock mechanics parameters of the fractures are associated with the rock
engineering classification quality index, Qc, which incorporates the RQD, Jn, Jr and Ja
values. The friction angle of the fracture surfaces is estimated from the Jr and Ja
numbers. There are no new data from laboratory joint shear and normal tests.
The fracture wall compressive strength (JCS) data are available from the chainage range
1280–2400 m.
Estimation of the mechanics properties of the 24 brittle deformation zones (BDZ) is
based on the mapped Qc value, which is transformed to the GSI value in order to
estimate strength and deformability properties. A component of the mapped Qc values is
from the ONKALO and another component is from the drill cores. In this study, 24
BDZs have been parameterized. The location and size of the brittle deformation are
based on the latest interpretation (Aaltonen et al. 2010). New data for intact rock
strength of the brittle deformation zones are not available.
Keywords: Nuclear waste disposal, Olkiluoto, ONKALO, rock mechanics, fracture,
brittle deformation zones, mechanical properties, Q-mapping.
ONKALON AJOTUNNELIN PAALUVÄLILTÄ 2400–4390 m MÄÄRITETYT
RAKOJEN JA RAKOVYÖHYKKEIDEN KALLIOMEKAANISET
OMINAISUUDET
TIIVISTELMÄ
Tässä raportissa on esitetty kallion rakojen ja hauraiden deformaatiovyöhykkeiden
kalliomekaanisten parametrien määritys Olkiluodon alueella ONKALOn läheisyydessä
Raportti on laajennus aiemmin julkaistusta raportista Geometrical and Mechanical
properties if the fractures and brittle deformation zones based on ONKALO tunnel
mapping, 0-2400 m tunnel chainage (Kuula 2010). Tässä päivitetyssä raportissa on
lähtöaineistona käytetty ONKALOn ajotunnelin paaluvälin 2400 - 4390 m kalliolaatukartoitusta.
Raportissa esitettyjen kalliorakojen parametrien määritys (RQD, Jn, Jr ja Ja) perustuu
pääosin Q-luokituksella määritettyyn kalliolaatuun. Rakopintojen kitkakulma on
määritetty luokituksen Jr ja Ja lukujen avulla. Rakopintojen puristuslujuus (JCS) on
määritetty paaluväliltä 1280 – 2400 m. Uutta aineistoa rakojen laboratoriotestauksista ei
ollut käytettävissä.
Kahdenkymmenenneljän (24) hauraan deformaatiovyöhykkeiden (BDZ) mekaaniset
ominaisuudet on määritetty myös Q-luokituksen avulla. Qc-luvun avulla on laskettu
GSI-luku, josta on määritetty rakovyöhykkeen lujuus- ja muodonmuutosominaisuudet.
Lähtöaineistona on käytetty sekä tunnelikartoituksessa että kairasydänkartoituksessa
määritettyjä Qc-arvoja. Deformaatiovyöhykkeiden geometria perustuu viimeisimpään
tulkintaan (Aaltonen et al. 2010). Uutta aineistoa kiven lujuudesta hauraiden deformaationvyöhykkeiden kohdalla ei ollut käytettävissä.
Avainsanat: Ydinjätteen loppusijoitus, Olkiluoto, ONKALO, kalliomekaniikka,
hauras deformaatiovyöhyke, rakovyöhyke, rakoilu, mekaaniset ominaisuudet, Qluokitus.
1
TABLE OF CONTENTS
ABSTRACT
TIIVISTELMÄ
1
INTRODUCTION .................................................................................................... 3
2
GEOMETRICAL PROPERTIES OF FRACTURES................................................. 5
2.1
Major fracture sets from tunnel mapping data ................................................ 5
2.1.1
Major fracture sets in chainage 0-2400 m ............................................... 6
2.1.2
Major fracture sets in chainage 2400–4390 m ........................................ 8
2.2
Number of fracture sets, Jn value ................................................................. 12
2.3
Fracture intensity, RQD value ....................................................................... 15
2.4
Fracture length and end type ........................................................................ 19
3
MECHANICAL PROPERTIES OF FRACTURES ................................................. 23
3.1
Fracture surface parameters, Jr and Ja values............................................. 23
3.2
Fracture friction angle ................................................................................... 26
3.3
Fracture undulation ....................................................................................... 27
3.4
Summary of fracture mechanical properties ................................................. 28
4
BRITTLE DEFORMATION ZONES ...................................................................... 31
4.1
Location of brittle deformation zone intersections ......................................... 31
4.2
Estimation of strength and deformability properties ...................................... 33
4.3
Strength of the intact rock ............................................................................. 38
4.4
Strength and deformability properties of brittle deformation zones ............... 38
5
CONCLUSIONS AND RECOMMENDATIONS..................................................... 43
REFERENCES ............................................................................................................. 47
APPENDICES............................................................................................................... 49
2
3
1
INTRODUCTION
To characterize the Olkiluoto rock mass for the purpose of hosting a radioactive waste
repository in western Finland, it is necessary to have a rock mechanics model in order to
be able to predict the consequences of various repository design options, including the
repository depth and deposition tunnel orientations. If the rock stresses are too high, due
to the repository being located at too great a depth, damage or even spalling could occur
in the deposition tunnels and emplacement boreholes. If the tunnels intersect the
fracture zones or are situated close to such zones, heavier rock support is required for
the tunnels. If there are fractures forming rock blocks, there could be block fallout from
the tunnel roof or wall. The extent to which these problems might occur is a function of
the stress state, the intact rock properties and fracture/fracture zone properties, and the
location and orientation of the excavations.
In this report, the rock mechanics parameters of fractures and brittle deformation zones
in the vicinity of the ONKALO area have been estimated. This report is an extension of
the previously published report: Geometrical and Mechanical properties if the fractures
and brittle deformation zones based on ONKALO tunnel mapping, 0–2400 m tunnel
chainage (Kuula 2010). In this updated report, new mapping data are from 2400–4390
m tunnel chainage.
The term ‘fracture’ refers to a discontinuity in the rock mass which can have been
caused by tensile or shear stress. The brittle deformation zones are the major zones of
fracturing characterized by a large geometrical extent and much greater width than in
individual fractures. The results are used in various rock mechanics analyses: such as
key block analyses for rock support design, to estimate the excavation response in the
discontinuous rock mass, repository scale thermo-mechanical analyses, and in large
scale stress-geology interaction analyses (see e.g. Valli et al. 2011).
According to Hudson et al. (2008), there are six different methods to estimate the
mechanical properties of brittle deformation zones. The one used in this report, is based
on rock mass classification. Other methods involve direct and indirect measurements,
analytical formulae based on knowing the properties of individual fracture components,
numerical modelling and back analysis.
In this report, the rock mechanics parameters of the fractures are mainly associated with
the Rock Tunnelling Quality index, Q (Barton et al. 1974) including RQD value, Jn, Jr
and Ja number. The friction angle of the fracture surfaces is estimated from the Jr and Ja
numbers.
Estimation of the mechanical properties of the brittle deformation zones is based on the
mapped Q value which is transformed to the GSI value in order to estimate strength and
deformability properties.
4
5
2
GEOMETRICAL PROPERTIES OF FRACTURES
The mapping in the ONKALO access tunnel is achieved in two stages: first round
mapping; and then systematic mapping. The mapping procedure is described in detail in
Engström & Kemppainen (2008).
The data from the both mapping stages (round mapping and systematic mapping) are
used in this report to study the geometrical properties of fractures.
For this report, the mapping data from the ONKALO access tunnel are available from
chainage 0–4390 m, corresponding to an approximate depth range from +3 m to -420 m.
Fracture mapping data from the ONKALO area drillholes and tunnel pilot holes are also
available, but these data do not include fracture length and waviness values. Core
logging data have also more uncertainties compared to tunnel mapping and for these
reasons are not used to evaluate geometrical properties of the fractures.
2.1
Major fracture sets from tunnel mapping data
The tunnel chainage with available data is divided into four sections in order to track
possible variation of fracture properties and orientations as a function of depth. The
locations of these sections, as well as their approximate depth coverage, are presented in
analysed tunnel sections (Figure 2-1). The section division is made in a way that
preserves comparability with the previous report by Kuula (2010).
The major fracture sets for the first 2400 m tunnel chainage were interpreted and the
related data analysed by Kuula (2010), covering the Sections 1 and 2 (Figure 2-1). The
results concerning major fracture sets from that report are briefly summarized in
Chapter 2.1.1.
The chainage range 2400–4390 m is analysed in this report (sections 3 and 4, Figure
2-1). The major fracture sets used for this chainage range are from Nordbäck (2010).
The distribution of interpreted major fracture sets is presented in similar manner as in
Kuula (2010). Note that the length of the section 4 is only 790 m due to data availability
at the time of writing this report.
6
Figure 2-1. Analysed tunnel sections.
2.1.1
Major fracture sets in chainage 0-2400 m
Four major fracture sets have been interpreted for the first 2400 m chainage from the
systematic mapping data (Engström & Kemppainen 2008) and are presented in Table
2-1 and in Figure 2-2.
Table 2-1. Major fracture sets for chainage 0-2400 m.
Major fracture set
Mean dip
Mean dip direction
Set 1
Set 2
Set 3
Set 4
08°
89°
85°
32°
065°
081°
359°
135°
The dominant fracture set (Set 1) is almost horizontal, dipping to the NE. The second
fracture set is nearly vertical, striking in a N-S orientation. The third fracture set is also
sub-vertical and perpendicular to the second set. The fourth set is parallel with the
foliation, dipping around 32º to the SE (Figure 2-2).
7
Figure 2-2. Fracture pole concentration contours for all mapped tunnel fractures and
interpreted set windows (lower hemisphere plot) (Engström & Kemppainen 2008).
In the round mapping stage, analysis of the major fracture sets is normally carried out
for each 5 m long tunnel section. If the number of accepted fractures is too low to allow
an interpretation of the major fracture sets, then the neighbouring five meter sections are
incorporated. Note that this method is used only to determine fracture sets; other
fracture parameters are not affected.
The fracture sets presented in Figure 2-2 are compared against the distribution of the
fracture sets defined in the round mapping stage. The previously interpreted fracture
sets have been enlarged to obtain a better adjustment (see Figure 2-3).
8
Figure 2-3. Fracture pole concentration contours for all fracture sets interpreted in
round logging phase and the interpreted set windows (lower hemisphere plot) (Kuula H.
2010).
2.1.2
Major fracture sets in chainage 2400–4390 m
The major fracture sets used in this report for the 2400–4390 m chainage are from
Nordbäck (2010). These sets were originally interpreted from data from chainage range
1980–3116 meters. These sets however correspond also quite well with the chainage
range 2400–4390 meters. This is demonstrated in Figure 2-4.
The fracture sets for 2400–4390 m chainage are named A, B and C, to clearly
distinguish them from the numbered fracture sets interpreted for 0–2400 m chainage
(sets 1, 2, 3 and 4). The motivation to have different fracture sets is quite obvious when
comparing fracture distributions from these chainage ranges (Figure 2-3, Figure 2-4).
The fracture distribution clearly has some variation with depth, and for this reason it is
not sensible to use same fracture sets for the whole 0–4390 m chainage.
9
Figure 2-4. The interpreted major fracture sets from Nordbäck (2010) and contours of
all the fractures from chainage 2400–4390 m.
Figure 2-5. The interpreted fracture sets from the round mapping and the set windows
from Nordbäck (2010). Data from the chainage 2400–4390 m.
Table 2-2. Major fracture sets for chainage 2400–4390 m.
Major fracture set
Mean dip
Mean dip direction
Set A
Set B
Set C
90°
05°
89°
084°
043°
338°
10
The distribution of the major fracture sets in the length of the tunnel is studied by
comparing the fracture sets defined in the round logging phase with the major fracture
set windows (Figure 2-5). Every 5 m section of the access tunnel is analysed and, if a
logged fracture set in a tunnel section lies within one of the three set windows (Set A, B
or C), a 5 m long section is considered as containing that set. If a logged fracture set
does not belong to any of the three sets, it is classified as belonging to the group
“others”. If a tunnel section does not contain any of the previously mentioned groups, it
means that the section does not contain mapped fracture sets. To summarise, a 5 m long
tunnel section can therefore contain from none to up to four different group
assignments.
From chainage 2400 m to 3240 m the mean poles of the fracture sets from the round
mapping phase fall quite well into defined prominent fracture sets. After about 3200 m,
there seems to be an increase in the number of fracture sets not belonging to any of the
three sets, A, B or C. This might be due to fact that the prominent fracture sets from
Nordbäck (2010) were interpreted from the data from chainage range 1980-3116 m and
the data after 3116 m have not had an effect on the interpreted set windows. The vertical
set A is most frequently observed in chainage ranges 2480–2760 m and 3780–4050 m.
It is also noted that this fracture set becomes more common with increasing chainage
values.
The sub-horizontal fracture set B is not commonly observed before chainage 3000 m,
but is regularly observed from there on. One notable area of occurrence is between
chainages 3120 m and 3320 m, where gently-dipping brittle fracture zones OL-BFZ20a
and OL-BFZ20b intersect the tunnel. This is clearly seen in Figure 5 38 and Figure 5 39
and this fracturing is also noted in the DFN model as omitted fracture set DZ-SH (see
Section 4.10). From this it can be expected that the brittle fracture zones might also
have an influence on the dip and dip direction of fracturing in other parts of the tunnel.
This influence can, however, be very difficult to notice and is also in most cases
insignificant.
The third fracture set, set C, is not common. It is mostly observed in chainage range
2460–2700 m, and after that only occasionally.
11
Figure 2-6. Main fracture directions for the ONKALO chainage 2400–3300 m.
Figure 2-7. Main fracture directions for the ONKALO chainage 3300–3900 m.
12
Figure 2-8. Main fracture directions for the ONKALO chainage 3900–4390 m.
2.2
Number of fracture sets, Jn value
The Jn value in the Q system is based on the number of fracture sets, where a set is
defined as sub-parallel fractures occurring systematically with a characteristic spacing
(mean value); ‘random’ fractures are fractures that do not occur in this systematic
manner. As is evident from Figure 2-6 to Figure 2-8, the number of fracture sets (as
illustrated via the Jn value) varies with tunnel chainage. In terms of block fallout, the
minimum number of faces that a block can have is four (a tetrahedral block); the tunnel
periphery can form one face, so that a minimum of three fracture sets is then required
for a rock block to be formed, indicated by the red lines in Figure 2-9 to Figure 2-12.
Over the first 300 m, the Jn median value is 6 (representing two joint sets plus a random
set), which means that systematic or occasional rock blocks can be formed. From
chainage 300 m to about 1200 m, the Jn median value is 3 and, after chainage 1200 m,
the Jn median drops to 1, although there are isolated instances of Jn=6 beyond 1060 m
at 2475 m and around 3300 m. In either case, rock blocks cannot be formed, although it
is potentially possible for adversely orientated and weakly bonded foliation to act as one
or two additional block faces.
Table 2-3 shows statistical parameters of Jn value for the different tunnel sections. Note
that the analysis has been carried out using all the data, i.e. brittle fracturing zone
intersections have not been filtered out.
13
Table 2-3. Basic statistics of Jn value in different tunnel sections.
Section
Parameter
n
mean
median
max
min
25-%
75-%
1
(0-1200m)
236
4.47
4
9
1
3
6
2
(1200-2400m)
244
1.35
1
4
0.5
0.5
2
3
(2400-3600m)
252
1.92
2
6
0.5
0.5
3
4
(3600-4390m)
150
2.23
2
4
0.5
1
3
All
882
2.50
2
9
0.5
1
3
12
11
Jn = 9, three joint sets
Jn = 6, two joint sets + random
Jn = 4, two joint sets
Jn = 2, one joint set
Jn = 0.5-1, massive no or few joints
10
9
Jn value
8
7
6
5
4
3
2
1
0
0
75
147
220
290
348.2
425
505
585
659
735
820
900
976
1060 1145
Onkalo Chainage
Figure 2-9. Histogram of logged Jn values in the ONKALO tunnel chainage 0–1200 m.
Block fall-out due to fractures can only occur when three or more fracture sets are
present, i.e. above the red line in the histogram.
14
12
11
Jn = 9, three joint sets
Jn = 6, two joint sets + random
Jn = 4, two joint sets
Jn = 2, one joint set
Jn = 0.5-1, massive no or few joints
10
9
8
Jn value
7
6
5
4
3
2
1
0
1200 1280 1355 1435 1510 1585 1660 1735 1810 1885 1965 2040 2115 2189 2255 2324 2380
Onkalo Chainage
Figure 2-10. Histogram of logged Jn values in the ONKALO tunnel chainage 1200–
2400 m. Block fall-out due to fractures can only occur when three or more fracture sets
are present, i.e. above the red line in the histogram.
12
11
Jn = 9, three joint sets
Jn = 6, two joint sets + random
Jn = 4, two joint sets
Jn = 2, one joint set
Jn = 0.5-1, massive; no or few joints
10
9
Jn value
8
7
6
5
4
3
2
1
0
2400
2475
2530
2605 2670.6 2735
2800
2895
2965
3040 3115.5 3180
3260
3330
3390
3465
3540
Onkalo Chainage
Figure 2-11. Histogram of logged Jn values in the ONKALO tunnel chainage 2400–
3600 m. Block fall-out due to fractures can only occur when three or more fracture sets
are present, i.e. above the red line in the histogram.
15
12
11
Jn = 9, three joint sets
Jn = 6, two joint sets + random
Jn = 4, two joint sets
Jn = 2, one joint set
Jn = 0.5-1, massive; no or few joints
10
9
Jn value
8
7
6
5
4
3
2
1
0
3600
3675
3760
3835
3915
3995
4070
4150
4225
4305
Onkalo Chainage
Figure 2-12. Histogram of logged Jn values in the ONKALO tunnel chainage 3600–
4390 m. Block fall-out due to fractures can only occur when three or more fracture sets
are present, i.e. above the red line in the histogram.
2.3
Fracture intensity, RQD value
The Rock Quality Designation index (RQD) was developed by Deere (Deere et al.
1967) to provide a quantitative estimate of rock mass quality from drill core logs. RQD
is defined as the percentage of intact core pieces longer than 100 mm in the length of
core being considered. When no core is available but discontinuity traces are visible in
surface exposures or exploration adits, the RQD may be estimated from the number of
discontinuities per unit volume (Palmström1982). The suggested relationship for clayfree rock masses is:
RQD = 115 - 3.3 Jv
(1)
where Jv is the sum of the number of joints per unit length for all joint (discontinuity)
sets known as the volumetric joint count.
The first quotient (RQD/Jn) of the rock tunnelling quality index (Q = RQD/Jn · Jr/Ja ·
Jw/SRF) represents the structure of the rock mass. It is a crude measure of the block or
particle size, with the two extreme values (100/0.5 and 10/20) differing by a factor of
400. If the quotient is interpreted in units of centimetres, the extreme 'particle sizes' of
200 to 0.5 cm are seen to be crude but fairly realistic approximations. Probably the
largest blocks will be several times this size and the smallest fragments less than half
the size (Hoek 2007).
16
The ONKALO tunnel RQD values have been estimated by 1 m long scanlines for each
5 m long tunnel section. For this report, RQD data is available up to chainage 4390 m.
The mean RQD value in the ONKALO tunnel from chainage 0 to 4390 m is 97 %. From
chainage 1200 m, the fracture intensity starts to decrease and the mean RQD value in
the chainage range 1200–4390 m is 98.4 % compared to the mean value in the chainage
range 0–1200 m of 94 % (Figure 2-13).
The minimum RQD value is 10 % at chainage 2327 m. The width of this zone is 0.2 m.
This zone intersection (Zone ID ONK-BFI-232700-232810) is compiled of core with
TCF (Tunnel Crossing Fracture) fracture and small damage zone on both sides of the
core. A horizontal fracture set crosscut through the zone intersection. The intersection is
crosscutting another zone intersection (ONK-BFI-232400-232550) in the roof.
At chainage 2481 m, the RQD value is 30% and the width of the zone is 0.3 m. This is
the place where brittle deformation zone OL-BFZ100 intersects the ONKALO tunnel.
The same zone intersects the tunnel also in the chainage 900-910 m, where the RQD
value is about 70 %.
A significant width of high fracture intensity area can be found from chainage 285 m to
295 m where the RQD value is 50%. Chainage 292–295 m contains a BFI (Brittle Fault
zone Intersection), which comprises several moderately dipping filled fractures.
Another low value section, 55 % < RQD < 65 %, exists from chainage 260 m to 274 m,
where the Brittle Fault zone Intersection (ONK-BFI-24250-28700) is composed of a
single sub-horizontal fracture. This fracture has a trace length of approximately 50 m
and it was visible on both walls. The clay-filled fracture is surrounded by a 40 cm wide
zone of soft and weathered rock in the latter part (chainage 280–285 m) of the
intersection.
The Brittle Fault zone Intersection ONK-BFI-48830-48900 in the chainage 495–510 m
is composed of a single slickenside fracture with a visible trace length of ca. 70 m,
reaching the tunnel roof at chainage 513 m. In places this fracture branches to several
fractures with the same directions as the main.
The significant drop in RQD value around chainage 3300 m is caused by the
intersection of OL-BFZ020a and OL-BFZ020b.
17
100
90
80
RQD value
70
60
50
40
30
RQD value
20
RQD value (30 period moving average)
10
0
0
250
500
750 1000 1250 1500 1750 2000 2250 2500 2750 3000 3250 3500 3750 4000 4250
Tunnel chainage (m)
Figure 2-13. Logged RQD values for the ONKALO chainage range 0-4000 m.
The drillhole RQD data were recorded for 1 m long sections. The median values for the
depth ranges 0…-120 m and -120…-250 were calculated for the deep drillholes
(drillholes which extend at least to the level z = -250). The average RQD values of these
median values are 96.6 % between 0…-120 m and 99 % between -120…250 m (Figure
2-14).
105
Domain A
Domain B
100
RQD [%]
95
90
85
z1 = 0…-120 m
80
z2 = -120 m….-250 m
OL-KR39
OL-KR38
OL-KR37
OL-KR33
OL-KR29
OL-KR28
OL-KR27
OL-KR23
OL-KR20
OL-KR15
OL-KR14
OL-KR11
OL-KR9
OL-KR10
OL-KR8
OL-KR7
OL-KR6
OL-KR4
OL-KR3
OL-KR1
OL-KR40
OL-KR48
OL-KR25
OL-KR24
OL-KR22
OL-KR19
OL-KR13
OL-KR5
OL-KR12
OL-KR2
75
Figure 2-14. Median values of the RQD (% values) recorded over one meter sections
for different drillholes.
18
Drillholes in Figure 2-14 are arranged into two spatial domains containing the drillholes
with median RQD-values under 97 %. These domains are presented in Figure 2-15. A
single outlier, OL-KR40, is plotted immediately adjacent to drillholes assigned to
domains A and B.
Figure 2-15. Locations of drillholes included in the RQD-value study. The drillholes
with median RQD-value lower than 97 % are marked with red colour.
The need to calculate the RQD median value separately for two depth ranges is clearly
illustrated in Figure 2-16, which is an example of the variation of RQD value in a
drillhole. It can be seen how the rock quality changes with increasing depth, making it
necessary to separate the more fractured surface region from the rest of the drillhole
data in order to obtain a more realistic estimation of the RQD value.
19
Depth
0
OL-BFZ106
-50
High density fracturing
-100
OL-BFZ019a
OL-BFZ019c
-150
-200
-250
OL-BFZ100
OL-BFZ122
OL-BFZ129
-300
OL-BFZ020a
OL-BFZ020b
-350
RQD
Median 0-120m
-400
Median 120-250m
-450
0
10
20
30
40
50
60
70
80
90 100 110
RQD-%
Figure 2-16. Variation of RQD-value with depth in the drillhole OL-KR22.
2.4
Fracture length and end type
The fracture length data distributions are both truncated and censored: truncation occurs
when fractures below a certain length are ignored; censoring occurs when fracture trace
lengths above a certain length cannot be observed in their entirety because of the limited
dimensions of the excavation. For all fractures, both their length and end-type are
mapped — a fracture can end in intact rock (R), at another fracture (J), or continue
beyond the tunnel (C).
20
The distribution of fracture end data is quite similar for all the sections. Most of the
short fractures end in the rock and the long fractures continue beyond the tunnel (Figure
2-17). The distribution seems to become more uniform with increasing depth. Note that
the end-type has no correlation with the fracture set.
Fracture length
Fracture length
•20 m, n=47
•20 m, n=30
< 20 m, n=755
< 20 m, n=276
< 5 m, n=337
< 5 m, n=116
< 4 m, n=733
< 4 m, n=258
< 3 m, n=1319
< 3 m, n=611
< 2 m, n=4000
< 2 m, n=1827
< 1 m, n=4395
< 1 m, n=2884
Percentile
90%-100%
80%-90%
70%-80%
60%-70%
50%-60%
40%-50%
30%-40%
20%-30%
10%-20%
0%-10%
< 0.5 m, n=4285
RR
RJ
RC
CC
JJ
JC
< 0.5 m, n=4558
RR
RJ
RC
CC
JJ
JC
Fracture end type (chainage 1200-2400)
Fracture end type (chainage 0-1200)
Fracture length
Percentile
90%-100%
80%-90%
70%-80%
60%-70%
50%-60%
40%-50%
30%-40%
20%-30%
10%-20%
0%-10%
Fracture length
• 20 m, n=36
• 20 m, n=25
< 20 m, n=406
< 20 m, n=289
< 5 m, n=178
< 5 m, n=134
< 4 m, n=327
< 4 m, n=237
< 3 m, n=804
< 3 m, n=555
< 2 m, n=2269
< 2 m, n=1686
< 1 m, n=2207
< 1 m, n=1721
< 0.5 m, n=471
< 0.5 m, n=2051
RR
RJ
RC
CC
JJ
Fracture end type (chainage 2400-3600)
JC
RR
RJ
RC
CC
JJ
JC
Fracture end type (chainage 3600-4390)
Figure 2-17. Trace length and end-type for all mapped fractures in the ONKALO
tunnel. For the x-axis, the fracture can end in intact rock (R), at another fracture (J), or
continue beyond the tunnel (C), with the two letters, e.g. RR indicating both ends of the
fracture.
21
In the first 2400 m chainage, the mean fracture length varies from 0.5 m to 1.5 m,
depending on the major fracture set. The length of the moderately dipping fractures (Set
4) seems to be greater than the length of the vertical or random fractures, but this is
partly caused by the orientation of the tunnel, which biases the data (Figure 2-18).
100 %
Set 1, 08°/065°
Set 2, 89°/081°
Set 3, 85°/359°
Set 4, 32°/135°
Others
90 %
80 %
70 %
60 %
50 %
40 %
30 %
20 %
10 %
0%
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
Fracture length (m)
Figure 2-18. Cumulative distribution of trace lengths for different fracture sets for all
mapped fractures in the ONKALO tunnel, 0-2400 m chainage.
For the second half of the tunnel, 2400–4390 m chainage, the mean fracture length
varies from 0.8 m to 1.2 m, depending on the major fracture set. In these deeper sections
of the tunnel, the fracture length distribution of the moderately dipping set B is more
similar compared to other sets (Figure 2-19).
22
100%
90%
80%
Set A, 90°/084°
70%
Set B, 05°/043°
60%
Set C, 89°/338°
Others
50%
40%
30%
20%
10%
0%
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
Fracture length (m)
Figure 2-19. Cumulative distribution of trace lengths for different fracture sets for all
mapped fractures in the ONKALO tunnel, 2400-4390 m chainage.
23
3
MECHANICAL PROPERTIES OF FRACTURES
The second quotient (Jr/Ja) of the rock tunnelling quality index (Q = RQD/Jn · Jr/Ja ·
Jw/SRF) represents the roughness and frictional characteristics of the joint walls or
filling materials. This quotient is weighted in favour of rough, unaltered joints in direct
contact. It is to be expected that such surfaces may be close to the peak strength, will
dilate strongly when sheared, and are therefore especially favourable for tunnel stability.
When rock joints have even thin clay mineral coatings and fillings, the strength is
reduced significantly. However, rock wall contact after small shear displacements may
be an important factor for preserving the excavation from ultimate failure. Where no
rock wall contact exists, the conditions are extremely unfavourable to tunnel stability.
The 'friction angles' are a little below the residual strength values for most clays, and are
possibly down-graded by the fact that these clay bands or fillings may tend to
consolidate during shear, at least if normal consolidation or if softening and swelling
has occurred (Hoek 2007).
3.1
Fracture surface parameters, Jr and Ja values
The fracture roughness number, Jr, can have values between 0.5 and 4: the lowest
values are for planar slickensided fractures and the highest for discontinuous or rough
and undulating fractures.
With increasing depth, the fractures become smoother and more planar, the mean Jr
value drops from 3 to 1.5. This is probably due to more uniform stress direction and is
discussed in detail in Mattila (2009). Only the amount of long slickensided fractures is
decreasing with the depth. The mean amount of slickensided fractures is less than 10%,
Figure 3-1.
The vertical N-S trending fracture set, Set 2, has more smooth and planar and fewer
rough and undulating fractures than the other sets. The fracture end-type does not
appear to correlate with roughness.
The Jr-value is also calculated from the drillhole data, which are edited to 1 m long
composites. The median values from the depth ranges 0…-120 m and -120…-250 m
were calculated for deep drillholes (drillholes which extend at least to level z = -250 m).
The median value of Jr is commonly 3 and no correlation with depth can be observed.
24
Fracture length
Fracture length
• 20 m, n=47
• 20 m, n=30
< 20 m, n=755
< 20 m, n=276
< 5 m, n=337
< 5 m, n=116
< 4 m, n=733
< 4 m, n=258
< 3 m, n=1319
< 3 m, n=611
< 2 m, n=4000
< 2 m, n=1827
< 1 m, n=4395
< 1 m, n=2884
Percentile
90%-100%
80%-90%
70%-80%
60%-70%
50%-60%
40%-50%
30%-40%
20%-30%
10%-20%
0%-10%
< 0.5 m, n=4558
< 0.5 m, n=4285
0.5
1
1.5
2
3
0.5
4
1
1.5
2
3
4
Jr value (chainage 1200-2400)
Jr value (chainage 0-1200)
Fracture length
Fracture length
• 20 m, n=36
• 20 m, n=27
< 20 m, n=406
< 20 m, n=290
< 5 m, n=178
< 5 m, n=134
< 4 m, n=327
< 4 m, n=237
< 3 m, n=804
< 3 m, n=555
< 2 m, n=2272
< 2 m, n=1686
< 1 m, n=2207
< 1 m, n=1721
Percentile
90%-100%
80%-90%
70%-80%
60%-70%
50%-60%
40%-50%
30%-40%
20%-30%
10%-20%
0%-10%
< 0.5 m, n=471
< 0.5 m, n=2051
0.5
1
1.5
2
3
Jr value (chainage 2400-3600)
4
0.5
1
1.5
2
3
4
Jr value (chainage 3600-4390)
Figure 3-1. Distribution of joint fracture roughness number Jr over different fracture
lengths for all mapped fractures in the ONKALO tunnel chainage 0–4390 m.
The fracture alteration number, Ja, can have values between 0.5 and 20. The lowest
values are for tightly-healed and unaltered fractures, where the rock walls are in contact,
and the highest for thick mineral-filled fractures.
The Ja value correlates with fracture length: the shortest fractures are more often
unaltered or slightly altered (Ja is 1 or 2); whereas, the medium length and long
fractures more often have softening or low friction clay mineral coatings (Ja = 4) or thin
or thick mineral filling and can shear without rock wall contact (Ja • 5).
25
For chainages 0–1200 m, the mean Ja value is about 4. For very short fractures (length 1
m or less), the mean Ja value is 1. In the deeper sections of the tunnel (chainages 1200–
4390 m), fractures are less altered. The mean Ja value for fractures with lengths varying
between 0–5 m is 1. For longer fractures (20 m), the Ja value varies mainly between 2 to
3 (Figure 3-2).
Compared to other fracture sets in the 0–2400 m chainage, set 4 has more altered
fracture surfaces. The Ja value is also studied from drillhole data which were edited to 1
meter long composites and the median values for the depth ranges 0…-120 m and 120…-250 m were calculated for the deep drillholes (extended at least to z = -250 m).
The median value of Ja is commonly 3 and no correlation with depth can be observed.
Fracture length
Percentile
90 %-100 %
80 %-90 %
70 %-80 %
60 %-70 %
50 %-60 %
40 %-50 %
30 %-40 %
20 %-30 %
10 %-20 %
0 %-10 %
Fracture length
• 20 m, n=47
• 20 m, n=30
< 20 m, n=755
< 20 m, n=276
< 5 m, n=337
< 5 m, n=116
< 4 m, n=733
< 4 m, n=258
< 3 m, n=1319
< 3 m, n=611
< 2 m, n=4000
< 2 m, n=1827
< 1 m, n=4395
< 1 m, n=2884
< 0.5 m, n=4285
0,75
1
2
3
4
•5
< 0,5 m, n=4558
0,75
1
2
3
4
•5
Ja value (chainage 1200-2400)
Ja value (chainage 0-1200)
Fracture length
Percentile
90 %-100 %
80 %-90 %
70 %-80 %
60 %-70 %
50 %-60 %
40 %-50 %
30 %-40 %
20 %-30 %
10 %-20 %
0 %-10 %
Fracture length
• 20 m, n=36
• 20 m, n=27
< 20 m, n=406
< 20 m, n=290
< 5 m, n=178
< 5 m, n=134
< 4 m, n=327
< 4 m, n=237
< 3 m, n=804
< 3 m, n=555
< 2 m, n=2272
< 2 m, n=1686
< 1 m, n=2208
< 1 m, n=1721
< 0.5 m, n=2051
0,75
1
2
3
4
Ja value (chainage 2400-3600)
•5
< 0.5 m, n=471
0,75
1
2
3
4
•5
Ja value (chainage 3600-4390)
Figure 3-2. Distribution of joint alternation number Ja values over different fracture
lengths for all mapped fractures in the ONKALO tunnel, chainage 0 –4390 m.
26
3.2
Fracture friction angle
Friction angles of the fracture surfaces can be estimated from the Jr and Ja numbers,
being atan(Jr/Ja) (Figure 3-4). In the first section, chainage range from 0 to 1200 m, the
friction angle is mainly between 30°– 40°, but distribution is quite uniform. In the
second section of the tunnel (chainage 1200 to 2400 m), the friction angle increases for
almost all fracture lengths, being mainly between 40°– 60°. As depth increases from
2400 to 4390 meters, the friction angle value sets to 50°– 60° for short fractures (<5
meters) and 20°– 30° for longer fractures.
In the Q logging, the fracture friction angle is determined using equation ij+i = atan
(Jr/Ja). The i in this equation consists of a geometrical component and an asperity
failure component. The value thus determined is the effective friction angle and is not
directly comparable with the fracture friction angle ij determined in the laboratory.
Some typical values for different joint types are presented in Figure 3-3 (Barton 2002).
Figure 3-3. Friction angles of different fracture types (Barton 2002)
27
Fracture length
Fracture length
• 20 m, n=47
• 20 m, n=30
< 20 m, n=755
< 20 m, n=276
< 5 m, n=337
< 5 m, n=116
< 4 m, n=733
< 4 m, n=258
Percentile
90%-100%
80%-90%
70%-80%
60%-70%
50%-60%
40%-50%
30%-40%
20%-30%
10%-20%
0%-10%
< 3 m, n=611
< 3 m, n=1319
< 2 m, n=1827
< 2 m, n=4000
< 1 m, n=2884
< 1 m, n=4395
0 - 10°
10 - 20°
20 - 30°
30 - 40°
40 - 50°
50 - 60°
< 0.5 m, n=4285
• 60°
0 - 10°
10 - 20°
20 - 30°
30 - 40°
40 - 50°
50 - 60°
Friction angle (chainage 1200-2400)
Friction angle (chainage 0-1200)
Fracture length
Fracture length
• 20 m, n=27
• 20 m, n=36
< 20 m, n=290
< 20 m, n=405
< 5 m, n=134
< 5 m, n=178
Percentile
90%-100%
80%-90%
70%-80%
60%-70%
50%-60%
40%-50%
30%-40%
20%-30%
10%-20%
0%-10%
< 0.5 m, n=4558
• 60°
< 4 m, n=237
< 4 m, n=327
< 3 m, n=555
< 3 m, n=804
< 2 m, n=1686
< 2 m, n=2272
< 1 m, n=1721
< 1 m, n=2208
0-10°
10-20°
20-30°
30-40°
40-50°
50-60°
< 0.5 m, n=2051
>60°
0-10°
10-20°
20-30°
30-40°
40-50°
50-60°
< 0.5 m, n=471
>60°
Friction angle (chainage 3600-4390)
Friction angle (chainage 2400-3600)
Figure 3-4. Friction angle and fracture length for all mapped fractures in the ONKALO
tunnel, chainage 0–4390 m.
3.3
Fracture undulation
Fracture undulation is defined via the amplitude of a 1 m long straight inspection line.
For chainage 0–1200 m, the undulation is mainly 20–50 mm, with the value not
changing in deeper parts of the tunnel (Figure 3-5). The shortest fractures are the most
planar. The main change from section 1 to section 2 concerns the fractures with lengths
in excess of 20 m, where the mean undulation increases from 0 mm to 20–50 mm. In the
last two sections the undulation varies almost linearly from 0 mm (fractures < 1 m) to
20–25 mm (fractures > 20 m)
28
Fracture length
Percentile
90%-100%
80%-90%
70%-80%
60%-70%
50%-60%
40%-50%
30%-40%
20%-30%
10%-20%
0%-10%
0 cm
0-2 cm
2-5 cm
• 20 m, n=30
< 20 m, n=755
< 20 m, n=276
< 5 m, n=337
< 5 m, n=116
< 4 m, n=733
< 4 m, n=258
< 3 m, n=1319
< 3 m, n=611
< 2 m, n=4000
< 2 m, n=1827
< 1 m, n=4395
< 1 m, n=2884
< 0.5 m, n=4285
•10 cm
5-10 cm
Fracture length
• 20 m, n=47
0 cm
Undulation (chainage 0-1200)
0-2 cm
2-5 cm
5-10 cm
Undulation (chainage 1200-2400)
Fracture length
Fracture length
Percentile
90%-100%
80%-90%
70%-80%
60%-70%
50%-60%
40%-50%
30%-40%
20%-30%
10%-20%
0%-10%
0 cm
0-2 cm
2-5 cm
5-10 cm
< 0.5 m, n=4558
•10 cm
• 20 m, n=36
• 20 m, n=27
< 20 m, n=406
< 20 m, n=290
< 5 m, n=178
< 5 m, n=134
< 4 m, n=327
< 4 m, n=237
< 3 m, n=804
< 3 m, n=555
< 2 m, n=2272
< 2 m, n=1686
< 1 m, n=2208
< 1 m, n=1721
< 0.5 m, n=2051
>10 cm
Undulation (chainage 2400-3600)
0 cm
0-2 cm
2-5 cm
5-10 cm
< 0.5 m, n=471
>10 cm
Undulation (chainage 3600-4390)
Figure 3-5. Fracture undulation and fracture length for all mapped fractures in the
ONKALO tunnel, chainage 0–4390 m.
3.4
Summary of fracture mechanical properties
Since Site description report 2008 (Posiva 2009) no new fracture laboratory shear
strength tests have been carried out.
The fracture wall compressive strength has been systematically mapped for the chainage
range 1280-2935 m using the Schmidt hammer. Results from the study by Kuula
(2010), shows that the measured values are close to the intact rock strength for coated
fracture surfaces and about 65 % of the intact rock strength for filled fracture surfaces.
29
The friction angle and cohesion is calculated with Barton-Bandis failure criterion
(Barton & Bandis 1990) and it is presented in (Kuula 2010). Because no new data are
available, the Barton-Bandis fracture parameters have not been updated.
A summary of the mechanical fracture properties is presented in Table 3-1. The results
are based on the Q-loggings and some laboratory tests.
Table 3-1 Summary of mechanical properties of fractures for chainage 2400 to 4390.
Note that the data for chainage 0 to 2400 are included in SR2008 (Kuula 2010).
Joint properties from lab. testing
All sets
Basic friction angle [º] (1
JCS0 (laboratory scale) [MPa] (2
JRC0 (laboratory scale)
L0 (laboratory scale) [m] (3
Ln (natural block size) [m] (4
Intact rock strength [MPa] (5
Estimated joint properties
26.7
115
5
0.092
1
115
Set A
Set B
Set C
Mean Dip/Dip direction [°]
JRCn (natural block size) [-] (6
JCSn (natural block size) [MPa]
Normal stress ın = 0- 2 MPa (7
Friction angle [º](8
Cohesion [MPa]
Normal stiffness [GPa/m]
Shear stiffness [GPa/m]
Design dilatation angle [º]
Normal stress ın = 0- 10.6 MPa (9
Friction angle [º](8
Cohesion [MPa]
Normal stiffness [GPa/m]
Shear stiffness [GPa/m]
Design dilatation angle [º]
90/084
2.3-8
80
05/043
2.3-9
80
89/338
2.3-9
80
28-32
0.1-0.6
200-300
0.1-0.3
1.5-5.3
28-32
0.1-0.7
200-300
0.1-0.3
1.5-6.0
28-32
0.1-0.7
200-300
0.1-0.3
1.5-6.0
28-32
0.1-0.6
2500-3000
0-2
1.0-3.3
28-32
0.1-0.7
2500-3000
0-2
1.0-3.7
28-32
0.1-0.7
2500-3000
0-2
1.0-3.7
1) Average residual friction angle value from
laboratory tests on smooth fractures.
2) 100% of intact rock strength.
3) Specimen size at laboratory 92 mm.
4) Natural block size was selected to be equal to the
block size of JRC100 value.
5) Mean strength of intact rock specimen.
6) Median values from Q-logging between chainages
2400-4390 m. Fracture length < 5 m. In the
calculations, these values were used as fixed input
values.
7) Near tunnel perimeter low normal stresses are
possible.
8) Effective friction angles at different chainages are
discussed in Section “Fracture friction angle”
9) Mean vertical stress at 400 m depth is about 10.6
MPa.
30
31
4
4.1
BRITTLE DEFORMATION ZONES
Location of brittle deformation zone intersections
Estimation of the mechanical properties of the brittle deformation zones (BDZ, BFZ) is
based on Olkiluoto area drillholes and the ONKALO tunnel mapping (Engström &
Kemppainen 2008). In this report, 24 fracture zones have been analysed. The location
and size of these zones are described in Aaltonen et al. (2010). Parameterisation of
brittle fault zones has previously been made in 2009 and thus this study provides an
update to the earlier interpretation (Kuula 2010).
Analysed brittle deformation zones have been selected based on their size and location
and available data: a direct geological observation of deformation zone must exist i.e.
the deformation zone must intersect a drillhole or the ONKALO access tunnel so that a
parameter can be estimated. Analysed brittle deformation zones included all zones
which are classified as site-scale brittle deformation zone and which fulfil the criterion
of direct geological observation. Also, repository scaled zones which are included in
stress modelling (Valli et al. 2011) are analysed. These are mainly shallow dipping
zones which are located central or close to ONKALO and the repository. One of the
main BDZ zones is OL-BFZ100 which intersects the tunnel in several places (Figure
4-1). All analysed zones are listed in Table 4-1.
Figure 4-1. Brittle deformation zone OL-BFZ100. Deformation zone is coloured based
on interpreted rock quality, see the legend in the Figure.
32
As described in Aaltonen et al. (2010), in the modelling procedure for the deformation
zones, each zone is checked and described via those drillholes that penetrate the zone
being considered. The intersection points of zones are connected to each other using
geophysical and hydrogeological information. From those points, a 3D plane (to the
upper and lower boundary of the brittle deformation zone) is created using the Gemcom
Surpac® software.
The typical ‘architecture’ is shown schematically in Figure 4-2. According to Aaltonen
et al. (2010) the brittle deformation zone can be a joint zone or a joint cluster (BJI)
when no clear sign of lateral movement is shown. When clear signs of lateral movement
are shown, the zone is designated as a fault zone (BFI).
Figure 4-2. A conceptual model of a single fault zone, consisting of a complex
branching fault core zone (indicated in black) and an equally complex zone of influence
(whose outer margins are indicated by dashed lines), from Mattila et al. (2007).
33
Table 4-1. Summary of analysed brittle deformation zones.
Name of Brittle
deformation zones
OL-BFZ011
OL-BFZ016
OL-BFZ019a
OL-BFZ-019c
OL-BFZ020a
OL-BFZ020b
OL-BFZ021
OL-BFZ039
ONK-BFI-93190-96300
ONK-BFI-104500-110850
ONK-BFI-3159
ONK-BFI-136480-136600
ONK-BFI-223290-223450
ONK-BFI-3350
ONK-BFI-4377
ONK-BFI-3540
OL-BFZ043
OL-BFZ045b
OL-BFZ084
OL-BFZ099
ONK-BFI-12850-12930
ONK-BFI-52150-52300
ONK-BFI-90020-90640
ONK-BFI-159290-159500
ONK-BFI-181900-183100
ONK-BFI-248150-248200
ONK-BFI-293150-293750
ONK-BFI-6560-6575
OL-BFZ100
OL-BFZ101
OL-BFZ106
OL-BFZ118
OL-BFZ146
OL-BFZ152
OL-BFZ159
OL-BFZ160
OL-BFZ161
OL-BFZ175
OL-BFZ214
OL-BFZ219
4.2
Intersects ONKALO tunnel at
chainage 0 – 4325
ONK-BFI-71310-71805
Pre-core, core
Intersections in
Confidence
and post-core
drillholes (number)
mapped
Scale
x
x
2
1
13 + 1 (OL-PH4)
16 + 1 (OL-PH5)
33
16
13
2
Low
Low
High
High
High
High
High
Low
Repository
Repository
Repository
Site scale
Site scale
Site scale
Site scale
Repository
x
1
High
Repository
Low
Repository
x
x
4 +1 (OL-PH10)
17
High
High
Repository
Site scale
x
x
x
x
8 + 2 (OL-PH4)
High
Site scale
1 (OL-PH1)
3
1 (OL-PH3)
7
2
1
1
1
5
1
1
High
Medium
High
High
Medium
Medium
Medium
Medium
High
Medium
Low
Repository
Repository
Repository
Site scale
Site scale
Site scale
Site scale
Site scale
Site scale
Site scale
Repository
Estimation of strength and deformability properties
Determinations of the strength and deformability properties were based on the rock
mass classification technique. This technique has been described by Hudson et al.
(2008). The strength and deformation properties of the brittle deformation zones were
calculated based on the equations of the Hoek-Brown failure criterion (Hoek et al.
2002).
The rock mass quality for brittle deformation zones is determined using the GSI value.
The GSI value is calculated from the Q´ value. Qc is derived from the Tunnelling
Quality Index Q (Barton et al. 1974):
Q
RQD Jr Jw
˜ ˜
Jn Ja SRF
, when parameters Jw and SRF are set to 1 Q = Qc where
(4-1)
34
Q'
RQD Jr
˜
Jn Ja
(4-2)
The value of Qc can be used to estimate the value of GSI:
GSI
9 ˜ ln Q' 44
(4-3)
With high Qc values, the GSI values calculated from equation (4-3) give values over
100. In these cases, the GSI is reduced to the value 100.
Nine of the analysed brittle fault zones intersect the ONKALO tunnel in the 0–4325 m
tunnel chainage range. From six of those zones, the pre core zones, core zones and post
core zones (i.e. chainages less than the core zone, within the core zone and greater that
the core zone, respectively) have been mapped (Figure 4-3). The procedure for
geotechnical mapping in the ONKALO access tunnel is described in Engström &
Kemppainen (2008). From three of the zones, which intersect ONKALO access tunnel,
only the logged Qc-median value of 5 meter long chainage is available. In these cases,
the drillhole data is used to classify the zones rock mass quality. Also brittle
deformation zones which are not intersected by the tunnel are classified based on
drillhole logging.
35
ZONE INTERSECTION
DATA IMPORT
Site
Tunnel ID
Intersection type
ZONE start (tunnel PLfrom)
ONKALO
VT1
BFI
4377
Zone Intersection ID
Tunnel
profile
Tunnel
dip
ONK-VT1-BFI-4377
24-2 transition
1:-10
Tunnel
Mapping date
direction
120
17.9.2010
Chainage (m)
Zone position
Tunnel part
left wall
right wall
roof
middle +1 m
From
4377.3
PJUH
Orientation (degrees)
To
4384.6
Dip
86
Dip dir.
92
4384.60
4389.0
89
80
4383,00
4383,00
4387,00
4387.0
86
86
84
84
Water
leakage
Sketch
Sample
Connection to previously known
intersections / deformation
zones
Dripping
No
Yes
ONK-BFI-3350,OL-BFZ045B
Fracture Code(s)
Within the
Within the
core zone
damage zone
4380_1
Characteristics of the "Pre core zone, damage zone"
Description
Zone1
Geologist
4380_6,4380_37,4
380_38,4380_8,43
80_7,4385_47
Footwall
Width (m)
Increased fault-parallel fracturing with some wall-rock alteration (chloritization, illitization,
saussuritization, pinitization). The pre-core zone is ~2 m wide on the left wall and 1.7 m wide on the
right.
1,5
Ri-Class
RiIII
RQD
Jn
Jr
90
3
1
Q-CLASSIFICATION
Ja
Jw
SRF
2
1
5
Q
Q-quality
3,000
Poor
Characteristics of the "Core zone"
Description
Zone2
SIN
Width (m)
The core of the zone consists of a layered, cohesive breccia cemented by quartz, chlorite and
sulphides (sphalerite, pyrite, chalcopyrite). In places the hydrothermal fillings form a network of
undeformed hydrothermal veins. Some sections around the veins and the fault also appear to be
illitized. The breccia overprints an older, also layered fine-grained mylonite with stretched quartz grains.
The youngest overprinting structures observed in the core are incohesive fractures (chloritic
slickensides and calcite-filled fracturing mainly). In places a very thin (some centimeters or millimeters
wide) fault gouge or clay is present. The apparent slip direction is sinistral with a striation in direction
07/169. Chalcopyrite disease can be seen in the sphalerite grains filling the voids between the euhedral
quartz grains in the hydrothermally cemented core. The core is ~0.45 m wide on the right wall and on
the left wall the core is ~.20 m. wide and branched. Resembles OL-BFZ100 by appearance and
orientation.
RQD
Jn
Jr
25
3
0,5
Q-CLASSIFICATION
Ja
Jw
SRF
6
1
5
Q
0,139
Characteristics of the "Post core zone, damage zone"
Description
Zone3
Increased fault-parallel fracturing with some wall-rock alteration (chloritization, illitization,
saussuritization, pinitization). Same width on both sides.
0,45
Ri-Class
RiIV-Rk4
Q-quality
Very Poor
Hanging wall
Width (m)
1
Ri-Class
RiIII
RQD
Jn
Jr
90
2
1
Q-CLASSIFICATION
Ja
Jw
SRF
2
1
5
Q
Q-quality
4,500
Fair
Figure 4-3. Example of geotechnical mapping on of deformation zone intersection in
ONKALO access tunnel.
36
Depending on the available data, the GSI value for the brittle deformation zone has been
interpreted via one of the following methods. In cases where the core has been
determined from the ONKALO access tunnel, the GSI value for the brittle fracture zone
is the value of the zone core. If the deformation zone intersects the tunnel in several
locations, the lower quartile value of mapped core value is used.
The drillhole intersection locations of the zones were based on geological indications
(Table 4-2). Problems associated with the influence of the drillhole location and
orientation on the observed structure has been highlighted by Hudson et al. (2008). The
problem is clearly presented in Figure 4-4. From drillhole intersections depth ranges, the
smallest GSI values that were found in each intersection were selected, although in the
case of many drillhole intervals, it is typical that several possible fault cores may exist.
The interpreted GSI value for the deformation zone is the lower quartile value of all
selected GSI values (Figure 4-5). The width of the range was not taken into account.
Figure 4-4. (a) Influence of drillhole (shown in red) location and (b) drillhole
orientation on the brittle deformation zone expression in a drillhole. Depending on both
the location and orientation of the drillhole, the intersected expression of the zone will
be different (Hudson et al. 2008).
37
Figure 4-5. Schematic figure of logged GSI value in one brittle deformation zone.
Selected GSI value in each intersection coloured with red. Interpreted GSI for zone
value would be 49.
Both approaches are conservative because the widths of the modelled zone are much
wider than the actual intersections. A method where weighted average (weighted by
length) of intersections was also considered when interpreting GSI values. However
because sections of poor rock quality are quite narrow, or as in some cases, the cores
consist of only one or two grain filled fractures, these poor rock quality sections
“disappeared” among better rock qualities within the zone intersection. As a conclusion
at this stage for rock mechanics modelling purposes, it was decided to characterize the
brittle fault zones by the value of the weakest plane region existing in the zone.
In Table 4-2 and Figure 4-6 are presented geological intersections and interpreted GSI
values for OL-BFZ100.
Table 4-2. Geological indications for the OL-BFZ100 intersections. Core m_from and
core m_to are the depths of the selected GSI value of intersection in question.
Hole_id
OL-PH1
Geological
intersection
m_from
151.64
Geological
intersection
m_to
154.32
Core
GSI
Core
m_from
Core
m_to
26
152.38
152.62
ONK-PH4
27.10
30.57
70
28.76
29.6
OL-KR22
337.65
340.45
67
338.20
339.60
OL-KR23
372.5
373.02
67
372.50
373.02
OL-KR25
216.5
222.05
43
217.65
218.31
Ol-KR26
95.80
98.25
70
96.82
97.9
OL-KR28
170.21
178.30
62
172.60
173.20
OL-KR34
48.38
53.77
43
48.38
49.46
56.19
56.71
OL-KR37
56.23
57.5
47
OL-KR42
183.03
198.83
---
ONKALO
128.50
129.30
RiIV
ONK_BFI_12850-12930
ONKALO
521.50
523.00
RiIV
ONK_BFI_52150-52300
ONKALO
900.20
906.40
RiIV
ONK_BFI_90020-90640
ONKALO
1592.90
1595.00
40
ONKALO
1819.00
1831.00
43
ONK_BFI_181900_183100
ONKALO
2481.50
2482.00
56
ONK-BFI-248150-248200
ONKALO
2931.50
2937.50
46
ONK-BFI-293150-293750
No data
ONK_BFI_159290_159500
38
80
3
GSI
2,5
2
GSI
60
1,5
40
1
core width
width
OL-KR26
OL-KR23
OL-KR22
ONK-PH4
OL-KR28
OL-KR37
OL-KR34
OL-KR25
OL-PH1
ONK_BFI_90020_90640
ONK_BFI_52150_52300
ONK_BFI_12850_12930
ONK-BFI-248150-248200
ONK-BFI-293150-293750
ONK_BFI_181900_183100
20
ONK_BFI_159290_159500
0,5
0
Figure 4-6. Minimum GSI values and width of minimum GSI section in the tunnel and
drillhole intersections of brittle deformation zone OL-BFZ100. The blue dashed line
presents the interpreted GSI-value of the core (GSI =43).
4.3
Strength of the intact rock
The strength of the intact rock within brittle deformation zones has not been updated
after data provided in 2009. Earlier data is described in the previous parameterisation
report (Kuula H. 2010). Based on previous measurements, a rough estimate of the intact
rock strength in the brittle deformation zone core is 20% x 114 MPa = 22 MPa which is
based on Schmidt hammer measurements conducted in the ONKALO access tunnel.
4.4
Strength and deformability properties of brittle deformation zones
The strength and deformability properties of the brittle deformation zones were
estimated via RocLab-software based on the equations of the Hoek-Brown failure
criterion and the results are presented in Table 4-3.
The Hoek-Brown strength criterion can be expressed as (Hoek et al. 2002):
§ V ' ·
V 1 ' V 3 'V ci ¨¨ mb 3 s ¸¸
¹
© V ci
a
(4-4)
where V'1 and V'3 are the major and minor effective principal stresses at failure, Vci is the
uniaxial compressive strength of the intact rock material.
mb is a reduced value of the material constant mi and is given by
39
mb
§ GSI 100 ·
mi exp¨
¸
© 28 14 D ¹
(4-5)
s and a are constants for the rock mass given by the following relationships:
s
§ GSI 100 ·
exp¨
¸
© 9 3D ¹
(4-6)
a
1 1 GSI / 15 20 / 3
e
e
2 6
(4-7)
GSI is a geological strength index. It is calculated from the Qc value by using equation
(4-3). D is a factor which depends upon the degree of disturbance to which the rock
mass has been subjected to by blast damage and stress relaxation. It varies from 0 for
undisturbed in situ rock masses to 1 for very disturbed rock masses.
The Mohr-Coulomb fit previously determined for parameterisation of brittle fault zones
was made according to a normal stress of 28 MPa leading to lower angles of friction and
higher joint cohesions (Kuula, 2010). 28 MPa was at that time close to the average
maximum horizontal stress at depth. This approach is acceptable as it is plausible to
assume generally low friction angles and high normal stresses for large-scale geological
features such as brittle fault zones which extend to significant depths. The current
Mohr-Coulomb fit to the Hoek-Brown failure criterion was determined according to an
approximate depth of -300 m leading to a normal stress of ca. 4 MPa. This defined
lower joint cohesions and higher friction angles.
The Young’s modulus of brittle deformation zones (zone core) were estimated from
seismic P-wave velocities measured from drillholes. Young’s modulus was calculated
from each drillhole intersection, were data was available, with equation 4-8 (Barton,
2002). The distance between transmitter and receiver when measuring seismic
velocities, were 0.6 m or 1.0 m depending on available data. Data measured with 1.0 m
transmitter-receiver distance were used if data measured with 0.6 transmitter-receiver
distance data were not available. Data measured with 0.6 m transmitter-receiver
distance were available from drillholes OL-KR29 – OL-KR40B, OL-KR42 – OL-KR50
and ONK-PH4. From drillholes OL-KR1 –OL-KR28 data measured with 1.0 m
transmitter-receiver distance were used.
E
10 u10((VP 3.5) / 3)
(4-8)
The determined Young’s modulus for each brittle deformation zone is the lower quartile
of calculated Young’s modulus values of all drillhole intersections (core from – core to)
of brittle deformation zone in question. The average value of determined Young’s
modulus for brittle deformation zones is 27 GPa. This value is applied for those brittle
deformation zones from which no seismic data is available (OL-BFZ045b, OO-BFZ101,
OL-BFZ118 and OL-BFZ214). The results are presented in Table 4-3. The drillhole
intersections and calculated lower quartile, median value and upper quartile for each
brittle deformation zones are presented in Appendix 2.
40
Table 4-3. Strength and deformability properties of brittle deformation zones.
BFZcharacteristics
Width
Rockmassquality(GSI)
OL-BFZ011
OL-BFZ016
OL-BFZ019a
OL-BFZ-019c
OL-BFZ020a
OL-BFZ020b
ͲͲ
54
ͲͲ
49
ͲͲ
58
drillhole
intersection
1stquartileof
drillhole
intersections
0.1
54
mappedcore
valuefrom
tunnel
intersection
ͲͲ
55
1stquartileof
drillhole
intersections
0.2
64
mappedcore
valuefrom
tunnel
intersection
1stquartileof
drillhole
intersections
22
10
0
22
10
0
1.93
0.0060
0.50
2.00
0.0067
0.50
0.9
35
0.07
1.7
0.9
36
0.07
1.8
21.4
8.6
20.5
8.2
214.2
85.7
ͲͲ
ͲͲ
Strengthofintactparts
sigci(MPa)
22
22
22
22
mi
10
10
10
10
D
0
0
0
0
StrengthofBFZ
HoekBrownCriterion
mb
1.93
1.62
2.23
2.76
s
0.0060
0.0035
0.0094
0.0183
a
0.50
0.51
0.50
0.50
MohrͲCoulombFit
cohesion(MPa)
0.9
0.8
1.0
1.1
frictionangle(°)
35
34
36
38
tensilestrength(MPa)
0.07
0.05
0.09
0.15
compressivestrength(MPa)
1.7
1.2
2.1
3.0
DeformabilityofBFZ
Young'sModulus(GPa)
24.5
29.4
14.6
32.0
G=E/2(1+n),n=0.25(GPa)
9.8
11.8
5.8
12.8
EquivalentStiffnessofBFZ*
Kn=E/width(GPa/m)
ͲͲ
ͲͲ
ͲͲ
159.9
Ks=G/width(GPa/m)
ͲͲ
ͲͲ
ͲͲ
63.9
*Duetothevariationofthewidthofthezonecoreindrillcoreintersections,
stiffnessparametershavebeendeterminedonlyforzoneswhichintersectthetunnel(minimumwidthused)
**Noseismicdataavailable,averagevalueofallbrittledeformationzones.
BFZcharacteristics
Width
Rockmassquality(GSI)
OL-BFZ021
OL-BFZ039
OL-BFZ043
OL-BFZ045b
OL-BFZ084
OL-BFZ099
ͲͲ
41
ͲͲ
60
drillhole
intersection
0.5
48
mappedcore
valuefrom
tunnel
intersections
0.3
50
mappedcore
valuefrom
tunnel
intersection
ͲͲ
40
1stquartileof
drillhole
intersections
0.15Ͳ1.6
65
mappedcore
valuefrom
tunnel
intersections
1stquartileof
drillhole
intersections
22
10
0
22
10
0
1.68
0.0039
0.51
1.17
0.0013
0.51
0.8
34
0.05
1.3
0.7
31
0.02
0.7
27.4
10.9
24.0
9.6
91.2
36.5
ͲͲ
ͲͲ
Strengthofintactparts
sigci(MPa)
22
22
22
22
mi
10
10
10
10
D
0
0
0
0
StrengthofBFZ
HoekBrownCriterion
mb
1.21
2.39
2.86
1.56
s
0.0014
0.0117
0.0205
0.0031
a
0.51
0.50
0.50
0.51
MohrͲCoulombFit
cohesion(MPa)
0.7
1.0
1.1
0.8
frictionangle(°)
32
37
38
34
tensilestrength(MPa)
0.03
0.11
0.16
0.04
compressivestrength(MPa)
0.8
2.4
3.1
1.2
DeformabilityofBFZ
Young'sModulus(GPa)
17.4
35.9
56.9
27.0**
G=E/2(1+n),n=0.25(GPa)
7.0
14.4
22.8
10.8
EquivalentStiffnessofBFZ*
Kn=E/width(GPa/m)
ͲͲ
ͲͲ
379.2
54.1
Ks=G/width(GPa/m)
ͲͲ
ͲͲ
151.7
21.6
*Duetothevariationofthewidthofthezonecoreindrillcoreintersections,
stiffnessparametershavebeendeterminedonlyforzoneswhichintersectthetunnel(minimumwidthused)
**Noseismicdataavailable,averagevalueofallbrittledeformationzones.
41
BFZcharacteristics
Width
Rockmassquality(GSI)
OL-BFZ100
OL-BFZ101
OL-BFZ106
OL-BFZ118
OL-BFZ146
OL-BFZ152
0.25Ͳ1
43
mappedcore
valuefrom
tunnel
intersections
ͲͲ
45
ͲͲ
37
ͲͲ
60
ͲͲ
58
ͲͲ
62
drillhole
intersection
1stquartileof
drillhole
intersections
drillhole
intersection
1stquartileof
drillhole
intersections
1stquartileof
drillhole
intersections
22
10
0
22
10
0
2.23
0.0094
0.50
2.57
0.0147
0.50
1.0
36
0.09
2.1
1.0
38
0.13
2.6
12.8
5.1
8.2
3.3
ͲͲ
ͲͲ
ͲͲ
ͲͲ
Strengthofintactparts
sigci(MPa)
22
22
22
22
mi
10
10
10
10
D
0
0
0
0
StrengthofBFZ
HoekBrownCriterion
mb
1.30
1.40
1.05
2.39
s
0.0018
0.0022
0.0009
0.0117
a
0.51
0.51
0.51
0.50
MohrͲCoulombFit
cohesion(MPa)
0.7
0.8
0.7
1.0
frictionangle(°)
32
33
30
37
tensilestrength(MPa)
0.03
0.03
0.02
0.11
compressivestrength(MPa)
0.9
1.0
0.6
2.4
DeformabilityofBFZ
Young'sModulus(GPa)
32.0
27.0**
23.1
27.0**
G=E/2(1+n),n=0.25(GPa)
12.8
10.8
9.3
10.8
EquivalentStiffnessofBFZ*
Kn=E/width(GPa/m)
127.9
ͲͲ
ͲͲ
ͲͲ
Ks=G/width(GPa/m)
51.2
ͲͲ
ͲͲ
ͲͲ
*Duetothevariationofthewidthofthezonecoreindrillcoreintersections,
stiffnessparametershavebeendeterminedonlyforzoneswhichintersectthetunnel(minimumwidthused)
**Noseismicdataavailable,averagevalueofallbrittledeformationzones.
BFZcharacteristics
Width
Rockmassquality(GSI)
OL-BFZ159
OL-BFZ160
OL-BFZ161
OL-BFZ175
OL-BFZ214
OL-BFZ219
ͲͲ
73
ͲͲ
46
ͲͲ
65
ͲͲ
51
ͲͲ
40
ͲͲ
51
drillhole
intersection
drillhole
intersection
drillhole
intersection
1stquartileof
drillhole
intersections
drillhole
intersection
drillhole
intersection
22
10
0
22
10
0
1.17
0.0013
0.51
1.74
0.0043
0.51
0.7
31
0.02
0.7
0.8
34
0.05
1.4
27.0**
10.8
28.1
11.2
ͲͲ
ͲͲ
ͲͲ
ͲͲ
Strengthofintactparts
sigci(MPa)
22
22
22
22
mi
10
10
10
10
D
0
0
0
0
StrengthofBFZ
HoekBrownCriterion
mb
3.81
1.45
2.86
1.74
s
0.0498
0.0025
0.0205
0.0043
a
0.50
0.51
0.50
0.51
MohrͲCoulombFit
cohesion(MPa)
1.4
0.8
1.1
0.8
frictionangle(°)
40
33
38
34
tensilestrength(MPa)
0.29
0.04
0.16
0.05
compressivestrength(MPa)
4.9
1.0
3.1
1.4
DeformabilityofBFZ
Young'sModulus(GPa)
22.5
37.4
39.8
32.9
G=E/2(1+n),n=0.25(GPa)
9.0
14.9
15.9
13.2
EquivalentStiffnessofBFZ*
Kn=E/width(GPa/m)
ͲͲ
ͲͲ
ͲͲ
ͲͲ
Ks=G/width(GPa/m)
ͲͲ
ͲͲ
ͲͲ
ͲͲ
*Duetothevariationofthewidthofthezonecoreindrillcoreintersections,
stiffnessparametershavebeendeterminedonlyforzoneswhichintersectthetunnel(minimumwidthused)
**Noseismicdataavailable,averagevalueofallbrittledeformationzones.
42
43
5 CONCLUSIONS AND RECOMMENDATIONS
In this report, the geometrical and mechanical parameters of fractures and brittle
deformation zones in the vicinity of the ONKALO volume have been estimated for the
tunnel chainage range 2400–4390 m. The main target of the work was to obtain
preliminary parameters for rock mechanics simulations and rock mechanics design.
From the ONKALO tunnel mapping data 2400–4390 m tunnel chainage, three major
fracture sets can be found.
The vertical set (set A, 90°/084°) is most frequently observed in chainage ranges 2480–
2760 m and 3780–4050 m. This fracture set becomes more common as the tunnel
advances to greater depths.
The sub-horizontal fracture set (set B, 05°/043°), is not commonly observed until
chainage 3000 m, but it is regularly observed from there on. One notable area of
occurrence of set B is between chainages 3120 m and 3320 m, where gently dipping
brittle fracture zones OL-BFZ20a and OL-BFZ20b intersects the tunnel. It can be
expected that the brittle fracture zones might also have an influence on the dip and dip
direction of fracturing in other parts of the tunnel. However, this influence can be very
difficult to notice and in most cases, is also insignificantly small.
The third fracture set (set C, 89°/338°) is not very common. It is mostly observed in
chainage range 2460–2700 m, and after that only occasionally.
The number of fracture sets varies with the tunnel chainage. Over the first 300 m
chainage, the Jn median is 6. From chainage 300 m to about 1200 m, the Jn median is 3
and, after chainage 1200 m, the Jn median drops to 1. The mean RQD value in the
ONKALO tunnel from chainage 0 to 4390 m is 97 %. From chainage 1200 m, the
fracture intensity starts to decrease and the mean RQD value in the chainage range
1200–4390 m is 98.4 % compared to the mean value in the chainage range 0–1200 m of
94%.
In tunnel mapping data it is seen that with increasing depth, the fractures become
smoother and more planar, the mean Jr value drops from 3 to 1.5. Only the amount of
long slickensided fractures is decreasing with the depth. The mean amount of
slickensided fractures is less than 10 %. The vertical N-S trending fracture set, Set 2,
has more smooth and planar and fewer rough and undulating fractures than the other
sets. The fracture end-type does not appear to correlate with roughness.
For chainages 0–1200 m, the mean Ja value is approximately 4. For very short fractures
(length 1 m or less), the mean Ja value is 1. In the deeper sections of the tunnel
(chainages 1200–4390 m), fractures are less altered. The mean Ja value for fractures
with lengths varying between 0–5 m is 1. For longer fractures (20 m), the Ja value
varies mainly between 2 to 3.
Compared to other fracture sets in the 0–2400 m chainage, set 4 has more altered
fracture surfaces. The Ja value is also studied from drillhole data which were edited to 1
meter long composites and the median values for the depth ranges 0…-120 m and -
44
120…-250 m were calculated for the deep drillholes (extended at least to z = -250 m).
The median value of Ja is commonly 3 and no correlation with depth can be observed.
In the first section, chainage range from 0 to 1200 m, the friction angle is mainly
between 30° - 40°, but distribution is quite uniform. In the second section of the tunnel
(chainage 1200 to 2400 m), the friction angle increases for almost all fracture lengths,
being mainly between 40°– 60°. As depth increases from 2400 to 4390 meters, the
friction angle value sets to 50°– 60° for short fractures (<5 meters) and 20°– 30° for
longer fractures.
Estimation of the mechanical properties of the brittle deformation zones is based on
Olkiluoto area drillholes and the ONKALO tunnel mapping. In this report, 24 fractured
zones have been analysed.
Analysed brittle deformation zones have been selected based on their size and location
and available data: a direct geological observation of deformation zone must exist, i.e.
deformation zone must intersect drillhole or ONKALO access tunnel so that any
parameter can be estimated. All brittle deformation zones which are classified as site
scaled zone and which fulfil the criterion of direct geological observation were
analysed. Also repository scaled zones which are included in stress modelling (Valli et
al. 2011) are analysed. These are mainly shallow dip zones which are located central or
close to ONKALO and the repository. One of the main BDZ zones is OL-BFZ100
which intersects the tunnel in several places.
The cohesion of the brittle deformation zones varies between 0.7–1.4 MPa and friction
angle between 30°– 40°. The Mohr-Coulomb fit previously determined for
parameterisation of brittle fault zones was done according to a normal stress of 28 MPa
leading to lower angles of friction and higher joint cohesions (Kuula 2010). 28 MPa was
at that time close to the average maximum horizontal stress at depth. This approach is
acceptable as it is plausible to assume generally low friction angles and high normal
stresses for large-scale geological features such as brittle fault zones which extend to
significant depths. The current Mohr-Coulomb fit to the Hoek-Brown failure criterion
was determined according to an approximate depth of -300 m leading to a normal stress
of ca. 4 MPa. This defined lower joint cohesions and higher friction angles.
Young’s modulus in brittle deformation zones varies between 8.2–56.9 GPa and
compressive strength between 0.6–4.9 MPa.
The ONKALO tunnel mapping has increased the level of knowledge regarding the
location and properties of brittle deformation zones. However the total amount of data is
quite limited compared to the size of each deformation zones, and variation of
parameters between different intersections inside a zone might be quite large. I.e. more
data is needed for a better estimation of mechanical properties.
Direct shear tests results are missing from vertical major fracture sets and filled
moderately dipping fractures. Laboratory joint shear and normal tests are recommended
for filled and coated fractures, at least three tests per each type.
45
In further studies this approach to classify tunnel mapping data to major fracture sets
should be evaluated carefully. The amount of fracture orientation data analysed for each
tunnel section is large and the data are scattered, thus leaving a considerable portion of
the fractures outside the defined major fracture sets.
46
47
REFERENCES
Aaltonen, I., (ed.), Lahti, M., Engström, J., Mattila, J., Paananen, M., Paulamäki, S.,
Gehör, S., Kärki, A., Ahokas, T., Torvela, T. & Front, K., 2010. Geological Model of
the Olkiluoto Site - Version 2.0. Working Report 2010-70. Posiva Oy, Eurajoki.
Barton, N. 2002. Some new Q-value correlations to assist in site characterisation and
tunnel design. International Journal of Rock Mechanics and Mining Sciences 39 (2002),
185-216.
Barton, N.R. & Bandis, S.C. 1990. Review of predictive capabilites of JRC-JCS model
in engineering practice. In Rock joints, proc. int. symp. on rock joints, Loen, Norway,
(eds N. Barton and O. Stephansson), 603-610. Rotterdam: Balkema.
Barton, N.R., Lien, R. & Lunde, J. 1974. Engineering classification of rock masses for
the design of tunnel support. Rock Mech. 6(4), 189-239.
Deere, D.U., Hendron, A.J., Patton, F.D. & Cording, E.J. 1967. Design of surface and
near surface construction in rock. In Failure and breakage of rock, proc. 8th U.S. symp.
rock mech., (ed. C. Fairhurst), 237-302. New York: Soc. Min. Engrs, Am. Inst. Min.
Metall. Petrolm Engrs.
Engström, J. & Kemppainen, K. 2008. Evaluation of the geological and geotechnical
mapping procedures in use in the ONKALO access tunnel. Posiva Oy, Working Report
2008-77.
Hoek, E. 2007. Practical rock engineering. URL:
http://www.rocscience.com/hoek/PracticalRockEngineering.asp course notes
Hoek, E., Carranza-Torres, C. T. & Corkum, B. 2002. Hoek-Brown failure criterion –
2002 edition. Proc. North American Rock Mechanics Society meeting in Toronto in
July 2002.
Hudson, J. A., Cosgrove, J. & Johansson, E. 2008. Estimating the mechanical properties
of the brittle deformation zones at Olkiluoto. Working Report 2008-67. Posiva Oy,
Eurajoki.
Kuula, H., 2010. Geometrical and Mechanical Properties of the Fractures and Brittle
Deformation Zones based on ONKALO Tunnel Mapping, 0-2400 m Tunnel Chainages.
Working Report 2010-64. Posiva Oy, Eurajoki.
Løset, F. 1997. Practical Use of Q-method. NGI-report 592046-4. Norwegian
Geotechnical Institute.
Mattila, J., Aaltonen, I., Kemppainen, K. Wikström, L., Paananen, M., Paulamäki, S.,
Front, K. Gehör, S., Kärki, A. & Ahokas, T. 2008. Geological model of the Olkiluoto
Site. Version 1.0. Working Report 2007-92. Posiva Oy, Eurajoki.
Nordbäck, N., 2010. Outcome of the the geological mapping of the ONKALO
underground research facility access tunnel, chainage 1980-3116. Working Report
2010-42. Posiva Oy, Eurajoki.
48
Ojala, I., Stenebråten, J. 2010. Mechanical and acoustic properties of the altered rock at
Olkiluoto. Working Report 2008-27, Posiva.
Palmström, A. 1982. The volumetric joint count - a useful and simple measure of the
degree of rock jointing. Proc. 4th congr. Int. Assn Engng Geol., Delhi 5, 221-228.
Posiva 2009. Olkiluoto Site Description 2008, Posiva Report 2009-01
Valli, J., Hakala, M., & Kuula, H. 2011 Modelling of the in-situ stress state at
Olkiluoto. Working Report 2011-34. Posiva Oy, Eurajoki.
49
APPENDICES
The following four Appendices provide further supporting information to the main body
of the Report with regard to the Q parameters, more fracture geometry detail, GSI BDZ
information, and the details of the Hoek-Brown failure criterion.
APPENDIX 1
Classification of individual parameters used in the Tunnelling
Quality Index Q
APPENDIX 2
Geological indications, the GSI values and Young’s modulus for
the Brittle Deformation Zones
50
51
APPENDIX 1 Classification of individual parameters used in the Tunnelling Quality
Index Q (Barton et al. 1974).
1
RQD (Rock Quality Designation)
RQD
A
Very poor
0-25
B
Poor
25-50
C
Fair
50-75
D
Good
75-90
E
Excellent
90-100
Note:
Where RQD is reported or measured as ” 10 (including 0) the nominal value 10
i)
is used to evaluate the Q-value
ii) RQD intervals of 5, i.e., 100, 95, 90, etc., are sufficiently accurate
2
Joint set number
Jn
A
Massive, no or few joints
B
One joint set
2
C
One joint set plus random joints
3
D
Two joint sets
4
E
Two joint sets plus random joints
6
F
Three joint sets
9
G
Three joint sets plus random joints
12
H
Four or more joint sets, random, heavily jointed, .sugar-cube., etc.
15
J
Crushed rock, earthlike
20
Notes: i)
For tunnel intersections, use (3.0 × Jn ).
ii)
3
0.5-1
For portals use (2.0 × Jn ).
Joint roughness number
Jr
a) Rock-wall contact, and b) Rock-wall contact before 10 cm shear
A
Discontinuous joints
4
B
Rough or irregular, undulating
3
C
Smooth, undulating
2
D
Slickensided, undulating
1.5
E
Rough or irregular, planar
1.5
F
Smooth, planar
1.0
G
Slickensided, planar
0.5
Notes: i)
Descriptions refer to small-scale features and intermediate scale features, in that order.
52
b) No rock-wall contact when sheared
H
J
Zone containing clay minerals thick enough to prevent rock-wall
contact.
Sandy, gravely or crushed zone thick enough to prevent rock-wall
contact
1.0
1.0
Notes: ii) Add 1.0 if the mean spacing of the relevant joint set is greater than 3 m.
iii) Jr = 0.5 can be used for planar, slickensided joints having lineations, provided the lineations are oriented for
minimum strength.
iv) Jr and Ja classification is applied to the joint set or discontinuity that is least favourable for stability both
-1
from the point of view of orientation and shear resistance, W (where W § ın tan (Jr /Ja ).
4 Joint alteration number
Ir
approx.
Ja
a) Rock-wall contact (no mineral fillings, only coatings)
A
B
C
D
E
Tightly healed, hard, non-softening, impermeable filling, i.e.,
quartz or epidote.
Unaltered joint walls, surface staining only.
Slightly altered joint walls. Non-softening mineral coatings,
sandy particles, clay-free disintegrated rock, etc.
Silty- or sandy-clay coatings, small clay fraction (nonsoftening).
Softening or low friction clay mineral coatings, i.e., kaolinite
or mica. Also chlorite, talc, gypsum, graphite, etc., and small
quantities of swelling clays.
--
0.75
25-35°
1.0
25-30°
2.0
20-25°
3.0
8-16°
4.0
25-30°
4.0
16-24°
6.0
12-16°
8.0
6-12°
8-12
6-24°
6, 8, or
8-12
--
5.0
6-24°
10, 13,
or 13-20
b) Rock-wall contact before 10 cm shear (thin mineral fillings)
F
G
H
J
Sandy particles, clay-free disintegrated rock, etc.
Strongly over-consolidated non-softening clay mineral
fillings (continuous, but < 5 mm thickness).
Medium or low over-consolidation, softening, clay mineral
fillings (continuous, but < 5 mm thickness).
Swelling-clay fillings, i.e., montmorillonite (continuous, but <
5 mm thickness). Value of Ja depends on per cent of
swelling clay-size particles, and access to water, etc.
c) No rock-wall contact when sheared (thick mineral fillings)
KL
M
N
OP
R
Zones or bands of disintegrated or crushed rock and clay
(see G, H, J for description of clay condition).
Zones or bands of silty- or sandy-clay, small clay fraction
(non-softening).
Thick, continuous zones or bands of clay (see G, H, J for
description of clay condition).
53
5 Joint water reduction factor
Dry excavations or minor inflow, i.e., < 5 l/min
locally.
Medium inflow or pressure, occasional outwash of
joint fillings.
Large inflow or high pressure in competent rock with
unfilled joints.
Large inflow or high pressure, considerable outwash
of joint fillings.
Exceptionally high inflow or water pressure at
blasting, decaying with time.
Exceptionally high inflow or water pressure
continuing without noticeable decay.
A
B
C
D
E
F
Notes: i)
approx. water
pres. (kg/cm2)
Jw
<1
1.0
1-2.5
0.66
2.5-10
0.5
2.5-10
0.33
> 10
0.2-0.1
> 10
0.1-0.05
Factors C to F are crude estimates. Increase Jw if drainage measures are installed.
ii) Special problems caused by ice formation are not considered.
iii) For general characterization of rock masses distant from excavation influences, the use of Jw = 1.0, 0.66,
0.5, 0.33 etc. as depth increases from say 0-5m, 5-25m, 25-250m to >250m is recommended, assuming
that RQD /Jn is low enough (e.g. 0.5-25) for good hydraulic connectivity. This will help to adjust Q for some
of the effective stress and water softening effects, in combination with appropriate characterization values of
SRF. Correlations with depth-dependent static deformation modulus and seismic velocity will then follow the
practice used when these were developed.
6 Stress Reduction Factor
SRF
a) Weakness zones intersecting excavation, which may cause loosening of rock
mass when tunnel is excavated
Multiple occurrences of weakness zones containing clay or
A
chemically disintegrated rock, very loose surrounding rock (any
10
depth).
Single weakness zones containing clay or chemically disintegrated
5
B
rock (depth of excavation ” 50 m).
Single weakness zones containing clay or chemically disintegrated
2.5
C
rock (depth of excavation > 50 m).
Multiple shear zones in competent rock (clay-free), loose surrounding
7.5
D
rock (any depth).
Single shear zones in competent rock (clay-free), (depth of
5.0
E
excavation ” 50 m).
Single shear zones in competent rock (clay-free), (depth of
2.5
F
excavation > 50 m).
G
Loose, open joints, heavily jointed or .sugar cube., etc. (any depth)
5.0
Notes: i)
Reduce these values of SRF by 25-50% if the relevant shear zones only influence but do not intersect the
excavation. This will also be relevant for characterization.
54
H
Low stress, near surface, open joints.
J
Medium stress, favourable stress condition.
High stress, very tight structure. Usually
favourable to stability, may be unfavourable for
wall stability.
Moderate slabbing after > 1 hour in massive rock.
K
L
M
N
ıș /ıc
< 0.01
SRF
200-10
0.01-0.3
1
10-5
0.3-0.4
0.5-2
5-3
0.5-0.65
3-2
0.65-1
<2
>1
5-50
50200
200400
ıc /ı1
> 200
b) Competent rock, rock stress problems
Slabbing and rock burst after a few minutes in
massive rock.
Heavy rock burst (strain-burst) and immediate
dynamic deformations in massive rock.
2.5
Notes: ii) For strongly anisotropic virgin stress field (if measured): When 5 ” ı1 / ı3 ” 10, reduce ıc to 0.75 ıc. When
ı1 / ı3 > 10, reduce ıc to 0.5 ıc, where ıc = unconfined compression strength, ı1 and ı3 are the major
and minor principal stresses, and ıș = maximum tangential stress (estimated from elastic theory).
iii) Few case records available where depth of crown below surface is less than span width. Suggest an SRF
increase from 2.5 to 5 for such cases (see H).
iv) Cases L, M, and N are usually most relevant for support design of deep tunnel excavations in hard massive
rock masses, with RQD /Jn ratios from about 50 to 200.
v) For general characterization of rock masses distant from excavation influences, the use of SRF = 5, 2.5,
1.0, and 0.5 is recommended as depth increases from say 0-5m, 5-25m, 25-250m to >250m. This will help
to adjust Q for some of the effective stress effects, in combination with appropriate characterization values
of Jw. Correlations with depth - dependent static deformation modulus and seismic velocity will then follow
the practice used when these were developed.
c) Squeezing rock: plastic flow of incompetent rock
under the influence of high rock pressure
O
Mild squeezing rock pressure
P
Heavy squeezing rock pressure
Notes: vi) Cases of squeezing rock may occur for depth H > 350 Q
1/3
ıș /ıc
SRF
1-5
>5
5-10
10-20
according to Singh 1993. Rock mass
compression strength can be estimated from SIGMAcm § 5 J Qc
1/3
(MPa) where J = rock density in t /m , and
3
Qc=Qx Vc /100, Barton, 2000.
d) Swelling rock: chemical swelling activity depending on
presence of water
R
Mild swelling rock pressure
S
Heavy swelling rock pressure
SRF
5-10
10-15
55
APPENDIX 2 Geological descriptions, the GSI values and Young’s modulus for the
Brittle Deformation Zones
OL- BFZ-011
Figure A2 - 1. Brittle deformation zone OL- BFZ-011. According to Q-classification,
interpreted rock mass quality is “Poor”.
The interpreted GSI value for OL-BFZ011 is 54 and interpreted Young’s modulus is
24.5 GPa. Geological description of OL-BFZ011 is following (Aaltonen et al. 2010):
VGN and a cross-cutting narrow pegmatite. Fractured, slickensides, sulphide-fillings and
porosity. Fractures are quite parallel. No open fracture resistivity.
OL_KR40_BFI_49896_50066: The intersection locates in VGN - DGN, and consists of 10
fractures of which 4 are slickensided and with chlorite, pyrite and clay-filled. The nonslickensided fractures are also chlorite/clay filled and occasionally show small signs of
movement. The core of the intersection is poorly defined at 499.45 - 499.80 m and consists of
three slickenside fractures. The lineations show a shallow dip to direction 215 degrees. The
rock contains small amounts of pyrrhotite. At the end of the section there is a very narrow SFI.
Table A2 - 1. Intersections OL-BFZ011 at drill cores. Core m_from and core m_to are
the depths of selected GSI value of intersection in question i.e. the core from rock
mechanical point of view
Geological intersection
Geological intersection
Core
Core
Core
m_from
m_to
GSI
m_from
m_to
Hole_id
OL-KR9
147.33
149.56
49
149.00
149.30
OL-KR40
499.56
499.80
67
499.45
499.80
56
3
80
2
1,5
40
1
core width
60
GSI
2,5
0,5
OL-KR40
0
OL-KR9
20
GSI
width
Figure A2 - 2. Minimum GSI values and width of minimum GSI section in the tunnel
and drillhole intersections of brittle deformation zone OL-BFZ011. Blue dashed line
presents the interpreted GSI-value of the deformation zones core (GSI =54).
Table A2 - 2. Lower quartile, median value and upper quartile of Young’s modulus
calculated from seismic P-wave velocities.
Lower quartile (GPa)
Median (GPa)
Upper quartile (GPa)
48.4
49.6
24.5
Table A2 - 3. Intersections OL-BFZ011 at drill cores. Young’s modulus is calculated
from data between depths Core m_from and core m_to.
Geological intersection
Geological intersection
Core
Core
Distance btw
m_from
m_to
m_from
m_to
transm and recvr
Hole_id
OL-KR9
147.33
149.56
149.00
149.30
1.0
OL-KR40
499.56
499.80
499.45
499.80
0.6
57
OL-BFZ016
Figure A2 - 3. Brittle deformation zone OL-BFZ016. According to Q-classification,
interpreted rock mass quality is “Poor”.
The interpreted GSI value for OL-BFZ016 is 49 and interpreted Young’s modulus is
29.4 GPa. Geological description of OL-BFZ016 is following (Aaltonen et al. 2010):
The fault is within the diatexitic gneiss (DGN), with some short sections of mafic gneiss
(MFGN). Old and welded fractures where calcite is present. These old fractures have
partly been reactivated later. The intersection contains 50 joints. The rock is most
fractured in section 379.18-379.80, containing 18 fractures Dip directions of the
fractures are towards the NNW, with moderate to steep dip. Numerous slickenside
surfaces with a NE-SW striation trend. The movement on surfaces is random.
Table A2 - 4. Intersections OL-BFZ016 at drill cores. Core m_from and core m_to are
the depths of selected GSI value of intersection in question i.e. the core from rock
mechanical point of view.
Hole_id
OL-KR8
Geological intersection
Geological intersection
Core
Core
Core
m_from
m_to
GSI
m_from
m_to
376.00
383.00
49
379.2
379.8
58
80
3
2
1,5
40
1
core width
60
GSI
2,5
0,5
0
OL-KR8
20
GSI
width
Figure A2 - 4. Minimum GSI values and width of minimum GSI section in the tunnel
and drillhole intersections of brittle deformation zone OL-BFZ016. Interpreted GSIvalue of deformation zones core is 49.
Table A2 - 5. Lower quartile, median value and upper quartile of Young’s modulus
calculated from seismic P-wave velocities.
Lower quartile (GPa)
Median (GPa)
Upper quartile (GPa)
30.2
30.6
29.4
Table A2 - 6. Intersection OL-BFZ016 at drill core. Young’s modulus is calculated from
data between depths Core m_from and core m_to.
Geological intersection
Geological intersection
Core
Core
Distance btw
m_from
m_to
m_from
m_to
transm and recvr
383.00
379.20
379.80
1.0
Hole_id
OL-KR8
376.00
59
OL-BFZ019a
Figure A2 - 5. Brittle deformation zone OL-BFZ019a. According to Q-classification,
interpreted rock mass quality is “Fair”.
The interpreted GSI value for OL-BFZ019a is 58 and interpreted Young’s modulus is
14.6 GPa. Geological description of OL-BFZ019a is following (Aaltonen et al. 2010):
OL-BFZ019a is a gently dipping thrust fault with an approximate dip of c. 15 degrees
towards the SE. The thickness of the fault core varies from 0.1 to 4 m. The fault is
located a few tens of meters above fault OL-BFZ019c and is subparallel to it.
Predominantly fracture-controlled kaolinisation, illitisation and sulphidisation are
observed along the zone, although sporadically the alteration is also pervasive. As a
result of re-examination of the geological data, the lateral extent of the fault is limited
only to the ONKALO area in the current model. The core is characterized mainly by
RiIII-IV-sections according to the RG-classification and the core of the fault is also
hydraulically conducting in most of the drillhole intersections.
60
Table A2 - 7. Intersections OL-BFZ019a at drill cores and ONKALO. Core m_from and
core m_to are the depths of selected GSI value of intersection in question i.e. the core
from rock mechanical point of view.
Hole_id
Geological intersection
OL-KR4
Geological intersection
Core
Core
Core
m_from
m_to
GSI
m_from
m_to
81.50
82.40
69
81.50
82.40
OL-KR7
26.00
42.55
67
36.16
37.39
OL-KR22
138.80
146.05
72
144.9
145.6
OL-KR24
94.02
94.35
49
92.02
94.35
OL-KR25
94.45
97.30
62
96.09
96.73
OL-KR28
154.50
155.50
71
154.50
155.50
OL-KR30
52.22
53.88
69
52.20
53.88
OL-KR34
78.32
78.83
52
78.30
78.80
OL-KR35
94.40
94.60
64
94.40
94.60
OL-KR36
154.69
155.90
61
154.70
155.90
OL-KR37
123.32
123.83
73
123.30
123.80
OL-KR38
88.10
88.75
57
88.10
88.70
OL-KR48
93.90
101.00
60
96.10
96.39
ONK-PH4
84.00
85.68
40
85.53
85.68
CL 15cm
ONKALO
931.90
963.00
62
932.80
937.90
Q_median
80
5
GSI
width
60
GSI
3
2
core width
4
40
ONK-BFI-93190-96300
OL-KR37
OL-KR22
OL-KR28
OL-KR4
OL-KR30
OL-KR7
OL-KR35
OL-KR25
OL-KR36
OL-KR48
OL-KR38
OL-KR34
OL-KR24
20
ONK-PH4
1
0
Figure A2 - 6. Minimum GSI values and width of minimum GSI section in the tunnel
and drillhole intersections of brittle deformation zone OL-BFZ019a. Blue dashed line
presents the interpreted GSI-value of the deformation zones core (GSI =58).
61
Table A2 - 8. Lower quartile, median value and upper quartile of Young’s modulus
calculated from seismic P-wave velocities.
Lower quartile (GPa)
Median (GPa)
Upper quartile (GPa)
20.8
29.6
14.6
Table A2 - 9. Intersection OL-BFZ019a at drill core. Young’s modulus is calculated
from data between depths Core m_from and core m_to.
Geological intersection
Geological intersection
Core
Core
Distance btw
m_from
m_to
m_from
m_to
transm and recvr
OL-KR4
81.50
82.40
81.50
82.40
0.6
OL-KR7
26.00
42.55
36.16
37.39
1.0
146.05
114.90
145.60
Hole_id
OL-KR22
138.80
1.0
no data
OL-KR24
94.02
OL-KR25
94.45
94.35
97.30
96.09
96.73
OL-KR28
154.50
155.50
154.50
155.50
1.0
53.83
0.6
78.80
0.6
OL-KR30
52.22
53.88
52.20
OL-KR34
78.32
78.83
78.30
1.0
OL-KR35
94.40
94.60
94.40
94.60
0.6
OL-KR36
154.69
155.90
154.70
155.90
0.6
123.83
123.30
123.80
0.6
88.70
0.6
96.39
OL-KR37
123.32
OL-KR38
88.10
88.75
88.10
OL-KR48
93.90
101.00
96.10
ONK-PH4
84.00
85.68
no data
ONKALO
931.90
963.00
no data
1.0
62
OL-BFZ019c
Figure A2 - 7. Brittle deformation zone OL-BFZ019c. According to Q-classification,
interpreted rock mass quality is “Fair”.
The interpreted GSI value for OL-BFZ019c is 64 and interpreted Young’s modulus is
32.0 GPa. Geological description of OL-BFZ019c is following (Aaltonen et al. 2010):
OL-BFZ019c is a moderately dipping thrust fault with an approximate dip of c. 10 - 25
degrees towards the SSE. The fault is located a few tens of meters beneath fault OLBFZ019a and is subparallel to it. The thickness of the fault core is approximately 0.1 –
1.4 m and the core zone is also frequently hydraulically conducting. Fracture-controlled
kaolinisation, illitisation and sulphidisation are typical for the zone although
occasionally illitisation is also pervasive. The core of the zone is characterized by RiIIIIV-sections or core loss in most of the drillhole intersections, although in a few
drillholes significant geological evidence is lacking. However, the fault is inferred to
intersect these drillholes on the basis of its general geometry, geophysical data and/or
hydraulic connections. The geometry of the fault is based mainly on Mise-a-la-masse
results in combination with geological observations in the drillholes and in the
ONKALO tunnel.
63
Table A2 - 10. Intersections OL-BFZ019c at drill cores and ONKALO. Core m_from
and core m_to are the depths of selected GSI value of intersection in question i.e. the
core from rock mechanical point of view.
Hole_id
Geological
Geological
Core
Core
Core
intersection
intersection
GSI
m_from
m_to
m_from
m_to
OL-KR4
116.10
116.30
---
OL-KR10
76.70
77.60
75
76.70
77.60
Obs.
No fractures
OL-KR14
50.00
51.00
74
50.00
51.00
OL-KR22
188.45
200.50
66
188.50
191.30
OL-KR23
195.33
196.11
61
195.33
196.10
OL-KR24
112.55
116.20
62
155.30
155.80
OL-KR25
149.70
154.15
67
151.80
152.99
OL-KR27
277.51
284.40
40
280.75
284.60
OL-KR28
170.21
178.30
62
172.60
172.70
OL-KR30
81.09
83.48
58
82.17
82.72
OL-KR31
174.60
175.40
60
174.60
175.40
OL-KR36
197.40
201.10
65
197.40
197.90
OL-KR38
123.95
125.13
64
123.95
125.13
OL-KR40
273.64
282.25
36
273.87
273.96
OL-KR42
57.70
58.18
---
OL-KR45
607.42
608.56
68
607.77
608.56
No data
ONK-PH5
57.09
57.20
45
57.09
57.20
CL 11cm
ONKALO
1045.4
1045.7
64
1045.4
1045.7
ONK-BFI-104500-110850
3
80
GSI
width
2
GSI
60
1,5
1
40
core width
2,5
OL-KR42
OL-KR4
OL-KR10
OL-KR14
OL-KR45
OL-KR25
OL-KR22
OL-KR36
OL-KR38
OL-KR28
OL-KR24
OL-KR23
OL-KR31
OL-KR30
OL-KR27
0
OL-KR40
ONK-PH5
20
ONK-BFI-104500-110850
0,5
Figure A2 - 8. Minimum GSI values and width of minimum GSI section in the tunnel
and drillhole intersections of brittle deformation zone OL-BFZ019c. Blue dashed line
presents the interpreted GSI-value of the deformation zones core (GSI =64).
64
Table A2 - 11. Lower quartile, median value and upper quartile of Young’s modulus
calculated from seismic P-wave velocities.
Lower quartile (GPa)
Median (GPa)
Upper quartile (GPa)
42.4
48.5
32.0
Table A2 - 12. Intersections OL-BFZ019c at drill cores. Young’s modulus is calculated
from data between depths Core m_from and core m_to.
Geological intersection
Geological intersection
Core
Core
Distance btw
m_from
m_to
m_from
m_to
transm and recvr
Hole_id
OL-KR4
116.10
116.30
116.10
116.30
0.6
OL-KR10
76.70
77.60
76.70
77.60
1.0
OL-KR14
50.00
51.00
50.00
51.00
1.0
OL-KR22
188.45
200.50
194.40
195.50
1.0
OL-KR23
195.33
196.11
no data
OL-KR24
112.55
116.20
no data
OL-KR25
149.70
154.15
151.80
152.99
1.0
OL-KR27
277.51
284.40
283.00
283.50
1.0
OL-KR28
170.21
178.30
172.60
172.70
1.0
OL-KR30
81.09
83.48
82.50
83.20
0.6
OL-KR31
174.60
175.40
174.60
175.40
0.6
OL-KR36
197.40
201.10
197.40
197.90
0.6
OL-KR38
123.95
125.13
123.95
125.13
0.6
OL-KR40
273.64
282.25
273.87
273.96
0.6
OL-KR42
57.70
58.18
57.70
58.18
0.6
OL-KR45
607.42
608.56
607.77
608.56
0.6
ONK-PH5
57.09
57.20
no data
ONKALO
1045.4
1045.7
no data
65
OL-BFZ020a
Figure A2 - 9. Brittle deformation zone OL-BFZ020a. According to Q-classification,
interpreted rock mass quality is “Poor”.
The interpreted GSI value for OL-BFZ020a is 54 and interpreted Young’s modulus is
21.4 GPa. Geological description of OL-BFZ020a is following (Aaltonen et al. 2010):
OL-BFZ020a is a moderately dipping thrust fault with an approximate dip of c. 20
degrees towards the SE. It is the main splay of another subparallel fault zone OLBFZ020b, located at the maximum of a few tens of meters beneath OL-BFZ020a. The
thickness of the fault core of OL-BFZ020a is approximately 0.1 – 2.7 m thick, with an
average thickness of 1 m. Geologically OL-BFZ020a is not as distinct as OL-BFZ099
or OL-BFZ021. According to the RG-classification system, the fault core of OLBFZ020a consists of densely fractured sections (RiIII) and clay-filled sections (RiIV) in
most of the intersecting drillholes. In some drillholes, the fault core is characterized by
pervasive or fracture-controlled illitisation, kaolinisation and sulphidisation or
weathering. Its geometry is strongly based on Mise-a-la-masse results, seismic reflectors
revealed by VSP, 3D and 2D reflection surveys and Sampo Gefinex conductors (see
Mattila et al. 2008 for more details). The thickness of the influence zone of OLBFZ020a is in average 40 m, varying from 15 m to 73 m. It is usually characterized by
increased fracturing, slickenside fractures, elevated hydraulic conductivity and sporadic
alteration.
66
Table A2 - 13. Intersections OL-BFZ020a at drill cores and ONKALO. Core m_from
and core m_to are the depths of selected GSI value of intersection in question i.e. the
core from rock mechanical point of view.
Hole_id
Geological intersection
Geological intersection
Core
Core
Core
m_from
m_to
GSI
m_from
m_to
OL-KR1
141.18
143.95
40
142.57
143.25
OL-KR2
107.70
107.9
74
107.70
107.90
OL-KR3
46.30
48.80
51
48.50
49.02
OL-KR4
313.40
316.15
55
313.40
314.00
OL-KR7
227.01
228.80
51
227.00
228.53
OL-KR8
450.47
454.60
45
452.70
453.10
OL-KR9
444.20
445.10
59
444.20
445.10
OL-KR10
260.47
260.65
59
260.47
260.65
OL-KR11
300.61
305.39
55
304.00
305.00
OL-KR12
144.00
150.54
71
144.00
146.00
OL-KR13
113.49
115.31
68
113.49
115.31
OL-KR14
183.00
184.20
39
183.15
183.30
OL-KR15
148.20
148.80
30
148.20
148.80
OL-KR16
147.4
148.2
40
148.09
148.34
OL-KR17
123.50
130.92
52
128.90
129.20
OL-KR20
37.36
39.48
---
OL-KR20B
39.50
42.15
63
39.50
41.67
OL-KR22
390.76
393.06
72
390.80
391.50
OL-KR23
427.60
428.50
72
427.60
428.50
OL-KR24
330.8
331.8
80
330.80
331.80
OL-KR25
347.00
352.25
52
350.56
350.80
OL-KR27
547.38
459.59
72
547.38
549.59
OL-KR28
388.00
389.80
63
388.00
388.65
OL-KR29
322.71
325.58
67
324.00
325.00
OL-KR32
86.79
88.07
82
86.79
88.07
OL-KR38
319.28
323.53
68
320.48
320.85
OL-KR39
146.88
148.83
59
147.00
148.00
604.77
606.30
OL-KR40
604.77
607.70
59
OL-KR41
150.00
151.00
---
OL-KR42
183.03
198.83
---
OL-KR44
652.00
665.00
62
653.05
653.36
OL-KR46
285.00
286.00
60
285.00
286.00
OL-KR48
338.99
342.15
53
339.60
340.20
ONKALO
3157
3158
54
Obs.
CL 25 cm
No data
No data
ONK-BFI-3159
67
3
100
GSI
GSI
2
60
core width
2,5
width
80
1,5
1
40
OL-KR42
OL-KR41
OL-KR20
OL-KR32
OL-KR2
OL-KR24
OL-KR27
OL-KR23
OL-KR22
OL-KR12
OL-KR38
OL-KR13
OL-KR29
OL-KR28
OL-KR44
OL-KR20B
OL-KR9
OL-KR46
OL-KR40
OL-KR39
OL-KR4
OL-KR10
OL-KR11
OL-KR48
OL-KR25
OL-KR7
OL-KR17
OL-KR3
OL-KR8
OL-KR1
OL-KR16
OL-KR14
OL-KR15
20
ONK-BFI-3159
0,5
0
Figure A2 - 10. Minimum GSI values and width of minimum GSI section in the tunnel
and drillhole intersections of brittle deformation zone OL-BFZ020a Blue dashed line
presents the interpreted GSI-value of the deformation zones core (GSI =54).
Table A2 - 14. Lower quartile, median value and upper quartile of Young’s modulus
calculated from seismic P-wave velocities.
Lower quartile (GPa)
21.4
Median (GPa)
Upper quartile (GPa)
30.4
39.3
68
Table A2 - 15. Intersections OL-BFZ020a at drill cores. Young’s modulus is calculated
from data between depths Core m_from and core m_to.
Geological intersection
Geological intersection
Core
Core
Distance btw
m_from
m_to
m_from
m_to
transm and recvr
OL-KR1
141.18
143.95
142.00
143.00
1.0
OL-KR2
107.70
107.90
107.70
107.90
1.0
OL-KR3
46.30
48.80
47.40
48.50
1.0
OL-KR4
313.40
316.15
313.40
314.00
1.0
OL-KR7
227.01
228.80
227.10
228.50
1.0
OL-KR8
450.47
454.60
452.70
453.10
1.0
OL-KR9
444.20
445.10
444.20
445.10
1.0
OL-KR10
260.47
260.65
260.47
260.65
1.0
OL-KR11
300.61
305.39
304.00
305.00
1.0
OL-KR12
144.00
150.54
144.00
146.00
1.0
OL-KR13
113.49
115.31
113.49
115.31
1.0
OL-KR14
183.00
184.20
183.00
184.00
1.0
OL-KR15
148.20
148.80
148.20
148.80
1.0
147.40
148.20
Hole_id
OL-KR16
147.4
148.2
OL-KR17
123.50
130.92
OL-KR20
37.36
39.48
37.36
39.48
1.0
OL-KR20B
39.50
42.15
39.50
41.67
1.0
390.80
391.50
OL-KR22
390.76
393.06
OL-KR23
427.60
428.50
1.0
no data
1.0
no data
OL-KR24
330.8
331.8
330.80
331.80
1.0
OL-KR25
347.00
352.25
350.50
350.80
1.0
OL-KR27
547.38
459.59
547.38
549.59
1.0
OL-KR28
388.00
389.80
388.00
389.80
1.0
OL-KR29
322.71
325.58
324.00
325.00
0.6
OL-KR32
86.79
88.07
86.79
88.07
0.6
OL-KR38
319.28
323.53
320.50
320.90
0.6
OL-KR39
146.88
148.83
147.00
148.00
0.6
OL-KR40
604.77
607.70
604.99
605.02
OL-KR41
150.00
151.00
OL-KR42
183.03
198.83
193.40
194.37
0.6
OL-KR44
652.00
665.00
653.05
653.36
0.6
OL-KR46
285.00
286.00
285.00
286.00
0.6
OL-KR48
338.99
342.15
339.60
340.20
0.6
ONKALO
3157
3158
0.6
no data
no data
69
OL-BFZ020b
Figure A2 - 11. Brittle deformation zone OL-BFZ020b. According to Q-classification,
interpreted rock mass quality is “Poor”.
The interpreted GSI value for OL-BFZ020b is 55 and interpreted Young’s modulus is
20.5 GPa. Geological description of OL-BFZ020b is following (Aaltonen et al. 2010):
OL-BFZ020b is the lower splay of OL-BFZ020a with an approximate dip of c. 20
degrees towards the SE (Figure 4 32). The thickness of the fault is approximately 0.2 to
8.6 m, with an average thickness of c. 1 m. The fault is cross-cut by OL-BFZ020a to the
SE. According to the RG-classification system, the core consists of densely fractured
sections (RiIII) and clay-filled sections (RiIV) in all of the intersecting drillholes.
Hydraulic conductivity is commonly also elevated. There are not many indications of
hydrothermal alteration related to the core of the fault. Kaolinisation is the most
common type of alteration (pervasive as well as fracture-controlled). Sporadic
illitisation and sulphidisation are also present. The geometry of the zone is strongly
based on Mise-a-la-Masse and Sampo Gefinex results and VSP reflectors. The seismic
reflectors detected from the ground surface are strongly concentrated to fault zone OLBFZ020a.
70
Table A2 - 16. Intersections OL-BFZ020b at drill cores. Core m_from and core m_to
are the depths of selected GSI value of intersection in question i.e. the core from rock
mechanical point of view.
Hole_id
Geological
intersection
m_to
370.6
Core
GSI
Core
m_from
Core
m_to
OL-KR4
Geological
intersection
m_from
370.08
70
370.10
370.60
OL-KR7
285.70
287.80
52
287.44
287.70
OL-KR8
542.00
562.00
39
552.37
552.60
OL-KR9
473.70
474.70
74
473.70
474.70
OL-KR10
326.00
327.45
58
326.00
326.40
OL-KR12
271.87
282.97
59
271.87
272.97
OL-KR22
423.35
425.65
77
423.90
425.30
OL-KR24
380.73
385.55
55
380.83
381.45
OL-KR25
369.31
373.2
72
369.90
370.90
OL-KR28
445.4
445.7
49
445.40
445.70
OL-KR29
333.55
337.75
55
336.50
336.70
OL-KR38
372.53
392.62
56
383.48
384.08
OL-KR40
630.45
631.90
59
630.40
631.20
OL-KR42
272.83
274.36
---
OL-KR44
668.50
674.80
58
668.72
668.95
OL-KR48
376.35
382.85
57
378.22
382.85
Obs
No data
80
5
GSI
4,5
width
4
GSI
3
core width
3,5
60
2,5
2
40
1,5
1
0,5
OL-KR42
OL-KR22
OL-KR9
OL-KR25
OL-KR4
OL-KR40
OL-KR12
OL-KR44
OL-KR10
OL-KR48
OL-KR38
OL-KR29
OL-KR24
OL-KR7
OL-KR28
0
OL-KR8
20
Figure A2 - 12. Minimum GSI values and width of minimum GSI section in the tunnel
and drillhole intersections of brittle deformation zone OL-BFZ020b Blue dashed line
presents the interpreted GSI-value of the deformation zones core (GSI =55).
Table A2 - 17. Lower quartile, median value and upper quartile of Young’s modulus
calculated from seismic P-wave velocities.
Lower quartile (GPa)
20.5
Median (GPa)
Upper quartile (GPa)
28.9
42.8
71
Table A2 - 18. Intersections OL-BFZ020b at drill cores. Young’s modulus is calculated
from data between depths Core m_from and core m_to.
Geological intersection
Geological intersection
Core
Core
Distance btw
m_from
m_to
m_from
m_to
transm and recvr
Hole_id
OL-KR4
370.08
370.6
370.10
370.60
1.0
OL-KR7
285.70
287.80
285.70
287.80
1.0
OL-KR8
542.00
562.00
552.80
555.30
1.0
OL-KR9
473.70
474.70
473.70
474.70
1.0
OL-KR10
326.00
327.45
326.00
326.40
1.0
OL-KR12
271.87
282.97
271.80
272.97
1.0
OL-KR22
423.35
425.65
423.90
425.30
1.0
OL-KR24
380.73
385.55
380.73
785.55
1.0
OL-KR25
369.31
373.2
369.90
370.90
1.0
OL-KR28
445.4
445.7
445.40
445.70
1.0
OL-KR29
333.55
337.75
336.50
336.70
0.6
OL-KR38
372.53
392.62
374.04
375.55
0.6
OL-KR40
630.45
631.90
630.40
631.20
0.6
OL-KR42
272.83
274.36
273.50
273.85
0.6
OL-KR44
668.50
674.80
668.72
668.95
0.6
OL-KR48
376.35
382.85
380.25
380.55
0.6
72
OL-BFZ021
Figure A2 - 13. Brittle deformation zone OL-BFZ021 (c. 200 m below ONKALO).
According to Q-classification, interpreted rock mass quality is “Very Poor”.
The interpreted GSI value for OL-BFZ021 is 41 and interpreted Young’s modulus is
17.4 GPa. Geological description of OL-BFZ021 is following (Aaltonen et al. 2010):
OL-BFZ021 is a moderately dipping thrust fault, with an approximate dip of 20 degrees
towards the SSE. OL-BFZ021 and OL-BFZ099 are considered as two splays of a one
single zone, combining into a single zone in the central part of the site volume.
Similarly to OL-BFZ099, OL-BFZ021 is geologically well-pronounced, the fault core
being well-developed and characterised by abundant fracturing, clay-filled fractures and
slickensides, alteration and varying amounts of incohesive fault breccia and gouge (i.e.
crushed rock). The thickness of the fault core varies from 1 to 8 m. the average
thickness being approximately 4 m. As for the OL-BFZ099, the majority of the core
intersections fall into the RiIII-category of the RG-classification, but in a few
intersections RiIV and RiV-sections also occur. Again, this corresponds to the variation
in the relative proportions of fault breccia and fault gouge, fault breccia being the most
common type of fault rock. The zone shows evidence of recurrent movements within
the brittle regime as ductile and semi-ductile precursors are in many drill cores
overprinted first by welded fractures and cohesive breccias and later by younger
fractures.
73
Table A2 - 19. Intersections OL-BFZ021 at drill cores. Core m_from and core m_to are
the depths of selected GSI value of intersection in question i.e. the core from rock
mechanical point of view.
Hole_id
Geological intersection
Geological intersection
Core
Core
Core
m_from
m_to
GSI
m_from
m_to
OL-KR1
611.00
618.00
51
616.05
616.75
OL-KR2
600.00
607.00
42
605.38
605.68
OL-KR3
470.00
473.00
72
471.65
472.65
OL-KR4
756.00
764.00
37
760.95
761.40
OL-KR5
481.00
483.50
45
481.75
483.27
OL-KR6
468.00
471.00
52
469.00
469.70
OL-KR7
689.90
692.02
34
691.00
692.12
OL-KR11
623.00
627.00
42
625.02
626.40
OL-KR12
664.80
673.00
55
670.90
671.75
OL-KR19
464.00
766.00
70
464.75
465.35
OL-KR29
776.51
781.02
32
776.98
777.39
OL-KR43
340.00
345.93
---
Obs
No data
available
OL-KR47
523.18
535.99
43
524.65
525.14
80
3
GSI
2,5
2
1,5
40
1
core width
60
GSI
width
0,5
OL-KR43
OL-KR2
OL-KR19
OL-KR12
OL-KR6
OL-KR4
OL-KR5
OL-KR47
OL-KR11
OL-KR1
OL-KR3
OL-KR7
0
OL-KR29
20
Figure A2 - 14. Minimum GSI values and width of minimum GSI section in the tunnel
and drillhole intersections of brittle deformation zone OL-BFZ021 Blue dashed line
presents the interpreted GSI-value of the deformation zones core (GSI =41).
74
Table A2 - 20. Lower quartile, median value and upper quartile of Young’s modulus
calculated from seismic P-wave velocities.
Lower quartile (GPa)
Median (GPa)
Upper quartile (GPa)
22.9
30.3
17.4
Table A2 - 21. Intersections OL-BFZ021 at drill cores. Young’s modulus is calculated
from data between depths Core m_from and core m_to.
Geological intersection
Geological intersection
Core
Core
Distance btw
m_from
m_to
m_from
m_to
transm and recvr
OL-KR1
611.00
618.00
no data
OL-KR2
600.00
607.00
no data
OL-KR3
470.00
473.00
OL-KR4
756.00
764.00
OL-KR5
481.00
483.50
no data
OL-KR6
468.00
471.00
no data
Hole_id
no data
756.00
764.00
1.0
OL-KR7
689.90
692.02
no data
OL-KR11
623.00
627.00
no data
OL-KR12
664.80
673.00
no data
OL-KR19
464.00
766.00
no data
OL-KR29
776.51
781.02
no data
OL-KR43
340.00
345.93
OL-KR47
523.18
535.99
no data
524.65
525.14
0.6
75
OL-BFZ039
Figure A2 - 15. Brittle deformation zone OL-BFZ039. According to Q-classification,
interpreted rock mass quality is “Fair”.
The interpreted GSI value for OL-BFZ039 is 60 and interpreted Young’s modulus is
35.9 GPa. Geological description of OL-BFZ039 is following (Aaltonen et al. 2010):
The intersection in KR29 is composed of VGN and DGN, with some short sections of
PGR. The feldspars are often altered to illite. The intersection contains a few old and
welded fractures with calcite and pyrite infillings, especially in the PGR. Several of the
fractures contain kaolinite and illite infillings. Accordingly, a majority of the fractures
show signs of water conductivity and some of them also have green-grey clay infillings.
There is, however, no indication of water flow in the flow measurements. The
intersection exhibits 61 fractures, with a dip direction towards SE with a moderate dip.
The rock is more fractured in section 543.80-547.12 m (37 joints). The intersection
exhibit 29 fractures with a slickenside surface, which have a striation direction varying
from SE to SW, with a moderate plunge.
Table A2 - 22. Intersections OL-BFZ039 at drill cores. Core m_from and core m_to are
the depths of selected GSI value of intersection in question i.e. the core from rock
mechanical point of view.
Hole_id
Geological intersection
Geological intersection
Core
Core
Core
m_from
m_to
GSI
m_from
M_to
OL-KR7
473.92
473.92
---
OL-KR29
533.00
548.55
60
543.80
546.4
Obs.
1 fracture
76
3
80
2
1,5
40
1
core width
60
GSI
2,5
0,5
OL-KR29
20
0GSI
width
Figure A2 - 16. Minimum GSI values and width of minimum GSI section in the tunnel
and drillhole intersections of brittle deformation zone OL-BFZ039. The interpreted
GSI-value of the deformation zones core is 60.
Table A2 - 23. Lower quartile, median value and upper quartile of Young’s modulus
calculated from seismic P-wave velocities.
Lower quartile (GPa)
Median (GPa)
Upper quartile (GPa)
38.6
41.6
35.9
Table A2 - 24. Intersections OL-BFZ039 at drill cores. Young’s modulus is calculated
from data between depths Core m_from and core m_to.
Geological intersection
Geological intersection
Core
Core
Distance btw
m_from
m_to
m_from
m_to
transm and recvr
OL-KR7
473.92
473.92
OL-KR29
533.00
548.55
543.80
546.40
Hole_id
no data
0.6
77
OL-BFZ043
Figure A2 - 17.. Brittle deformation zone OL-BFZ043. According to Q-classification,
interpreted rock mass quality is “Good”.
The interpreted GSI value for OL-BFZ043 is 65 and interpreted Young’s modulus is
56.9 GPa. Geological description of OL-BFZ043 is following (Aaltonen et al. 2010):
A set of parallel quite steeply-dipping slickensides in KR10, which cross-cut the
foliation. Slight pyrite coatings on fracture surfaces.
The first intersection in ONKALO is composed of one main fault (87/100°), which
crosscuts the whole tunnel. This fault contains a ca. 15 cm wide section of epidote
altered rock around the fracture in the left wall. As fracture filling it contains calcite,
quartz, epidote and unidentified clays with a maximum thickness of 30 mm. Striation
could not be determined from the slickenside surface, but the fracture has faulted to
MGN inclusions dextrally when viewed from south to north in the left wall. In addition
to the main fault the intersection contains several conjugate fractures either combining
with the main fault or in the near vicinity of it. These fractures mainly have an
undulating smooth profile and mainly contain calcite and epidote as fracture filling.
This gives an indication of some kind of a hydrothermal alteration within this zone. The
intersection contains a ca. 1.40 m wide “damage zone” with approximately equal extent
on both sides of the main fault.
The second intersection in ONKALO is composed of two tunnel crosscutting undulating
slickensided fractures and some shorter fractures near them. Filling minerals are calcite,
quartz, some epidote, chlorite, illite, pyrite and galena also exists. The width of these
fracture infillings changes between 2-50 mm. The surrounding rock is weakly banded,
slightly fractured and unaltered veined gneiss.
78
Table A2 - 25. Intersections OL-BFZ043 at drill cores and ONKALO. Core m_from and
core m_to are the depths of selected GSI value of intersection in question i.e. the core
from rock mechanical point of view.
Hole_id
Geological intersection
Geological intersection
Core
Core
Core
Obs.
m_from
m_to
GSI
m_from
m_to
OL-KR10
271.41
271.60
49
271.5
271.6
ONKALO
1364.80
1366.00
62
ONK-BFI-136480-136600
ONKALO
2232.90
2234.50
73
ONK-BFI-223290-223450
3
80
2
GSI
60
1,5
1
40
core width
2,5
OL-KR10
ONK-BFI-223290-223450
20
ONK-BFI-136480-136600
0,5
0
GSI
width
Figure A2 - 18. Minimum GSI values and width of minimum GSI section in the tunnel
and drillhole intersections of brittle deformation zone OL-BFZ043 Blue dashed line
presents the interpreted GSI-value of the deformation zones core (GSI =65).
Table A2 - 26. Lower quartile, median value and upper quartile of Young’s modulus
calculated from seismic P-wave velocities.
Lower quartile (GPa)
Median (GPa)
Upper quartile (GPa)
56.9
57.2
56.9
Table A2 - 27. Intersections OL-BFZ043 at drill cores. Young’s modulus is calculated
from data between depths Core m_from and core m_to.
Geological intersection
Geological intersection
Core
Core
Distance btw
m_from
m_to
m_from
m_to
transm and recvr
271.50
271.60
Hole_id
OL-KR10
271.41
271.60
ONKALO
1364.80
1366.00
no data
1.0
ONKALO
2232.90
2234.50
no data
79
OL-BFZ045b
Figure A2 - 19. Brittle deformation zone OL-BFZ045b. According to Q-classification,
interpreted rock mass quality is “Poor”.
The interpreted GSI value for OL-BFZ045b is 48 and determined Young’s module is
27.04 GPa. No seismic data were available from drillhole intersections and determined
Young’s modulus for OL-BFZ045b is the average value of all determined brittle
deformations zones. Geological description of OL-BFZ045b is following (Aaltonen et
al. 2010):
A narrow zone outlined by two parallel, slickenside fractures. A white calcite vein
between the fractures (about 1.5 cm); the vein shows step-like small-scale faulting with
movement of about 1 cm/step (3-4 cm total); right-handed from above the core.
Graphite present in the fractures. Resembles the "storage hall fault” OL-BFZ100.
Table A2 - 28. Intersections OL-BFZ045b at ONKALO. Core m_from and core m_to
are the depths of selected GSI value of intersection in question i.e. the core from rock
mechanical point of view.
Hole_id
Geological intersection
Geological intersection
Core
Core
Core
m_from
m_to
GSI
m_from
m_to
Obs
ONKALO
3350
3352
56
ONK-BFI-3350
ONKALO
4377.3
4389
41
ONK-BFI-4377
80
60
3
2,5
1,5
1
ONK-BFI-3350
20
ONK-BFI-4377
0,5
core width
40
GSI
2
0
GSI
width
Figure A2 - 20. Minimum GSI values and width of minimum GSI section in the tunnel
and drillhole intersections of brittle deformation zone OL-BFZ045b. Interpreted GSIvalue of the deformation zones core is 48.
81
OL-BFZ084
Figure A2 - 21. Brittle deformation zone OL-BFZ084. According to Q-classification,
interpreted rock mass quality is “Poor”.
The interpreted GSI value for OL-BFZ084 is 50 and interpreted Young’s modulus is
27.4 GPa. Geological description of OL-BFZ084 is following (Aaltonen et al. 2010):
KR1: Fractures parallel with foliation are abundantly present as well as fractures
perpendicular to foliation. Macadam-looking core sample, however, show some
slickenside surfaces. TV-image shows 2 – 3 clear open fractures. Fracture surfaces carry
powder-like clay minerals. Porosity and seriticisation (zinnwaldite) are detected. Two
remarkable water-flow anomalies are situated in this section.
KR3: Pegmatite containing voluminous mica-rich parts, around which the rock has
slipped and plenty of slickensides were born. Slight alteration, some pyrite on fracture
surfaces and sporadic illite-coatings.
KR7: A short breakage, which is strongly aided by drilling. Strong geophysical
anomalies, except water-conductivity are insignificant. Older strong ductile shear is
visible.
TK2: Dextral fault zone upon a high-grade ductile shear zone precursor. The ductile
shear zone has been reactivated and the resulting fractures are subsequently healed and
welded by calcite and pyrite.
KR39: The intersection locates in varying VGN/DGN/PGR rock. It consists of three
densely fractured zones with less fractured rock between them. The depths of the three
core zones are: 178.94 - 179.26 m. 182.84 - 183.87 m and 186.51 - 187.52 m. The
densely fractured sections are mostly in VGN. while DGN and PGR are less fractured.
The main fracture direction is at 25-50/160. The fillings are chlorite, graphite, clay,
pyrite and calcite. The intersection is altered with chloritization and graphitization at
core zones. The less fractured parts of the section are only very weakly altered.
82
ONK-PH10: A densely fractured section (fracture spacing from 0.5-15 cm) with a very
broken core zone (BFI_3540), where the core has broken up into pieces (rubble) of
about 4 cm and less in diameter. Fracture-fillings are rather thin.
Table A2 - 29. Intersections OL-BFZ084 at drill core and ONKALO. Core m_from and
core m_to are the depths of selected GSI value of intersection in question i.e. the core
from rock mechanical point of view.
Geological intersection
Geological intersection
Core
Core
Core
m_from
m_to
GSI
m_from
m_to
OL-KR1
108.51
110.36
62
108.51
109.25
OL-KR3
158.20
162.75
42
158.20
158.60
OL-KR7
409.25
410.40
55
409.30
410.40
OL-KR39
178.05
187.60
45
186.40
187.55
ONKALO
3540.40
3543.80
50
80
Obs.
CL 40 cm
ONK _BFI_3540
3
GSI
width
60
2
GSI
2,5
1,5
40
1
core width
Hole_id
OL-KR1
OL-KR7
OL-KR39
OL-KR3
20
ONK-BFI-3540
0,5
0
Figure A2 - 22. Minimum GSI values and width of minimum GSI section in the tunnel
and drillhole intersections of brittle deformation zone OL-BFZ084 Blue dashed line
presents the interpreted GSI-value of the deformation zones core (GSI =50).
Table A2 - 30. Lower quartile, median value and upper quartile of Young’s modulus
calculated from seismic P-wave velocities.
Lower quartile (GPa)
27.4
Median (GPa)
Upper quartile (GPa)
37.7
43.0
83
Table A2 - 31. Intersections OL-BFZ084 at drill cores. Young’s modulus is calculated
from data between depths Core m_from and core m_to.
Geological intersection
Geological intersection
Core
Core
Distance btw
m_from
m_to
m_from
m_to
transm and recvr
OL-KR1
108.51
110.36
108.60
109.90
1.0
OL-KR3
158.20
162.75
159.00
161.70
1.0
OL-KR7
409.25
410.40
409.30
410.40
1.0
OL-KR39
178.05
187.60
186.40
187.50
0.6
ONKALO
3540.40
3543.80
Hole_id
no data
84
OL-BFZ099
Figure A2 - 23. Brittle deformation zone OL-BFZ099. . According to Q-classification,
interpreted rock mass quality is “Very Poor”.
The interpreted GSI value for OL-BFZ099 is 40 and interpreted Young’s modulus is
24.0 GPa. Geological description of OL-BFZ099 is following (Aaltonen et al. 2010):
OL-BFZ099 is a site-scale, moderately dipping thrust fault with an approximate dip of
40 degrees towards the SE. The fault zone is geologically well-pronounced, the fault
core being well-developed and characterised by abundant fracturing, clay-filled
fractures and slickensides, hydrothermal fracture-controlled/pervasive illitisation and
kaolinisation and variable amounts of incohesive fault breccia and gouge (i.e. crushed
rock). The thickness of the fault core varies from 1 to 13 m, the average thickness being
5 metres. A majority of the core intersections fall into the RiIII-category of the RGclassification (fracture-structured with minor fracture filling), but in few intersections
also RiIV (crush-structured with clay fracture fillings) and RiV (clay-structured)
sections occur. This corresponds to the variation on the relative proportions of fault
breccia and fault gouge, fault breccia being the most common type of fault rock. The
zone also shows evidence of recurrent movements within the brittle regime, as ductile
and semi-ductile precursors are in many drill cores overprinted first by cataclasites and
later by younger fractures.
The thickness of the fault zone (core zone plus influence zone) is on average about 44 m
but varies between 11 and 103 m in different drillholes. Characteristic features of the
influence zone are the abundance of slickensides, pervasive illitisation, kaolinisation
and sporadic occurrence of fracture-controlled sulphidisation and, in many cases,
subsidiary fault core sections.
85
Table A2 - 32. Intersections OL-BFZ099 at drill cores. Core m_from and core m_to are
the depths of selected GSI value of intersection in question i.e. the core from rock
mechanical point of view.
Hole_id
Geological
Geologiclal
Core
Core
Core
intersection
intersection
GSI
m_from
m_to
m_from
m_to
OL-KR1
524.00
526.20
55
525.65
526.20
OL-KR2
471.00
473.00
49
471.23
472.27
473.00
OL-KR3
470.00
473.00
72
470.00
OL-KR4
756.00
764.00
37
758.27
758.45
OL-KR5
278.00
283.00
40
279.48
280.25
OL-KR6
162.8
166.5
66
162.80
164.80
OL-KR7
689.90
692.02
34
691.00
692.12
OL-KR11
623.00
627.00
42
625.02
626.40
OL-KR12
581.00
584.10
61
582.40
584.10
OL-KR13
445.50
468.00
51
453.20
453.62
OL-KR19
253.00
261.00
54
259.00
259.65
OL-KR20
410.59
424.45
50
416.29
417.70
OL-KR20
426.90
431.14
43
426.90
428.59
OL-KR29
776.51
781.02
32
776.98
777.39
OL-KR33
275.50
280.43
42
275.90
276.30
OL-KR43
97.10
102.10
---
OL-KR47
324.44
343.80
40
Obs.
CL 77 cm
No data
available
330.74
330.9
80
3
GSI
2,5
2
1,5
40
1
core width
60
GSI
width
0,5
OL-KR43
OL-KR3
OL-KR6
OL-KR12
OL-KR1
OL-KR19
OL-KR13
OL-KR20
OL-KR2
OL-KR20
OL-KR33
OL-KR11
OL-KR47
OL-KR5
OL-KR4
OL-KR7
0
OL-KR29
20
Figure A2 - 24. Minimum GSI values and width of minimum GSI section in the tunnel
and drillhole intersections of brittle deformation zone OL-BFZ099 Blue dashed line
presents the interpreted GSI-value of the deformation zones core (GSI =40).
86
Table A2 - 33. Lower quartile, median value and upper quartile of Young’s modulus
calculated from seismic P-wave velocities.
Lower quartile (GPa)
Median (GPa)
Upper quartile (GPa)
32.0
43.6
24.0
Table A2 - 34. Intersections OL-BFZ099 at drill cores. Young’s modulus is calculated
from data between depths Core m_from and core m_to.
Geological intersection
Geological intersection
Core
Core
Distance btw
m_from
m_to
m_from
m_to
transm and recvr
OL-KR1
524.00
526.20
524.00
526.20
1.0
OL-KR2
471.00
473.00
471.00
473.00
1.0
OL-KR3
470.00
473.00
470.00
473.00
1.0
OL-KR4
756.00
764.00
756.00
764.00
OL-KR5
278.00
283.00
OL-KR6
162.8
166.5
Hole_id
1.0
no data
162.80
164.80
0.6
OL-KR7
689.90
692.02
OL-KR11
623.00
627.00
623.00
627.00
no data
1.0
OL-KR12
581.00
584.10
581.00
584.00
1.0
OL-KR13
445.50
468.00
451.04
459.23
1.0
OL-KR19
253.00
261.00
OL-KR20
410.59
424.45
416.50
420.60
1.0
OL-KR20
426.90
431.14
426.90
428.59
1.0
OL-KR29
776.51
781.02
777.00
781.00
0.6
OL-KR33
275.50
280.43
275.50
279.00
0.6
OL-KR43
97.10
102.10
98.63
99.64
0.6
OL-KR47
324.44
343.80
330.74
330.90
0.6
no data
87
OL-BFZ100
Figure A2 - 25. Brittle deformation zone OL-BFZ100. According to Q-classification,
interpreted rock mass quality is “Very Poor”.
The interpreted GSI value for OL-BFZ100 is 43 and interpreted Young’s modulus is
32.0 GPa. Geological description of OL-BFZ099 is following (Aaltonen et al. 2010):
The fault consists of a clearly definable core and transition zone; the core has a varying
width of 0.15 to 2 metres and has in places strongly developed schistose fabric with
associated slickensided surfaces. Quartz, pyrite, chalcopyrite, graphite, galena and talc
mineralisations can be observed within the fault core. Pyrite mineralisation occurs
within cavities associated with quartz-filled tension veins. Chalcopyrite seems to be
associated with calcite-filled fractures/tension veins. The fault zone shows sinistral
sense of movement by numerous kinematic indicators.
88
Table A2 - 35. Geological indications for the OL-BFZ100 intersections. Core m_from
and core m_to are the depths of the selected GSI value of intersection in question.
Geological
intersection
m_from
151.64
Hole_id
OL-PH1
Geological
intersection
m_to
154.32
Core
GSI
Core
m_from
Core
m_to
26
152.38
152.62
ONK-PH4
27.10
30.57
70
28.76
29.6
OL-KR22
337.65
340.45
67
338.20
339.60
OL-KR23
372.5
373.02
67
372.50
373.02
OL-KR25
216.5
222.05
43
217.65
218.31
Ol-KR26
95.80
98.25
70
96.82
97.9
OL-KR28
170.21
178.30
62
172.60
173.20
OL-KR34
48.38
53.77
43
48.38
49.46
56.19
56.71
OL-KR37
56.23
57.5
47
OL-KR42
183.03
198.83
---
ONKALO
128.50
129.30
RiIV
ONK_BFI_12850-12930
ONKALO
521.50
523.00
RiIV
ONK_BFI_52150-52300
ONKALO
900.20
906.40
RiIV
ONK_BFI_90020-90640
ONKALO
1592.90
1595.00
40
ONKALO
1819.00
1831.00
43
ONK_BFI_181900_183100
ONKALO
2481.50
2482.00
56
ONK-BFI-248150-248200
ONKALO
2931.50
2937.50
46
ONK-BFI-293150-293750
No data
ONK_BFI_159290_159500
3
80
GSI
2,5
2
GSI
60
1,5
40
1
core width
width
OL-KR26
OL-KR23
OL-KR22
ONK-PH4
OL-KR28
OL-KR37
OL-KR34
OL-KR25
OL-PH1
ONK_BFI_90020_90640
ONK_BFI_52150_52300
ONK_BFI_12850_12930
ONK-BFI-248150-248200
ONK-BFI-293150-293750
ONK_BFI_181900_183100
20
ONK_BFI_159290_159500
0,5
0
Figure A2 - 26. Minimum GSI values and width of minimum GSI section in the tunnel
and drillhole intersections of brittle deformation zone OL-BFZ100. The blue dashed
line presents the interpreted GSI-value of the core (GSI =43).
Table A2 - 36. Lower quartile, median value and upper quartile of Young’s modulus
calculated from seismic P-wave velocities.
Lower quartile (GPa)
32.0
Median (GPa)
Upper quartile (GPa)
44.9
50.1
89
Table A2 - 37. Intersections OL-BFZ100 at drill cores. Young’s modulus is calculated
from data between depths Core m_from and core m_to.
Geological intersection
Geological intersection
Core
Core
Distance btw
m_from
m_to
m_from
m_to
transm and recvr
Hole_id
OL-PH1
151.64
154.32
ONK-PH4
27.10
30.57
27.01
30.57
OL-KR22
337.65
340.45
338.20
339.60
OL-KR23
372.5
373.02
OL-KR25
216.5
222.05
Ol-KR26
95.80
98.25
OL-KR28
170.21
178.30
OL-KR34
48.38
53.77
no data
0.6
1.0
no data
217.32
218.31
1.0
96.82
97.90
1.0
177.02
178.02
1.0
49.23
50.17
0.6
0.6
OL-KR37
56.23
57.5
56.23
57.50
OL-KR42
183.03
198.83
197.70
198.10
ONKALO
128.50
129.30
no data
ONKALO
521.50
523.00
no data
ONKALO
900.20
906.40
no data
ONKALO
1592.90
1595.00
no data
ONKALO
1819.00
1831.00
no data
ONKALO
2481.50
2482.00
no data
ONKALO
2931.50
2937.50
no data
0.6
90
OL-BFZ101
Figure A2 - 27. Brittle deformation zone OL-BFZ101. According to Q-classification,
interpreted rock mass quality is “Poor”.
The interpreted GSI value for OL-BFZ101 is 45 and determined Young’s module is
27.04 GPa. No seismic data were available from drillhole intersections and determined
Young’s modulus for OL-BFZ0101 is the average value of all determined brittle
deformations zones. Geological description of OL-BFZ101 is following (Aaltonen et al.
2010):
Brittle fault intersection, which is visible across the whole tunnel, has a trace length of
more than 40 meters. The fault plane has an average dip/dip direction of 10/151. The
width of the zone is approximately 2 meters. The fault has partly a semi-brittle
character as the foliation near the fault shows well-developed deflection and thus
indicating that the hanging wall of the fault has moved towards west (reverse fault). The
fault plane crosscuts the foliation. Accordingly, sense-of-movement viewed from south
is sinistral. The fault has a well-developed 10-30 cm wide core, which contains of
intensively crushed rock (0.1-30 mm in diameter) and greenish clay. The core can be
defined as fault breccia, as most of the material consists of rock pieces (70-80%).The
fault has also an intensively altered "transition intersection" in which the rock is quite
homogenous K-feldspar porphyric tonalite/granodiorite; the K-feldspar phenocrysts are
5-50 mm in diameter and are both eu- to subhedral. The width of this K-feldspar
porhyritic zone is 0.2-2 m in the hanging wall and approximately 1 meter in the
footwall.
91
Table A2 - 38. Intersections OL-BFZ101 at drill cores and ONKALO. Core m_from and
core m_to are the depths of selected GSI value of intersection in question i.e. the core
from rock mechanical point of view.
Hole_id
Geological intersection
Geological intersection
Core
Core
Core
m_from
m_to
GSI
m_from
m_to
ONKALO
65.6
68.00
71
OL-PH1
98.59
99.76
45
Obs
ONK-BFI-6560-6575
Q_median
80
98.59
99.76
3
2
1,5
40
1
core width
60
GSI
2,5
GSI
width
0
ONK-BFI-6560-6575
(Q_median)
20
OL-PH1
0,5
Figure A2 - 28. Minimum GSI values and width of minimum GSI section in the tunnel
and drillhole intersections of brittle deformation zone OL-BFZ101 Blue dashed line
presents the interpreted GSI-value of the deformation zones core (GSI =45).
92
OL-BFZ106
Figure A2 - 29. Brittle deformation zone OL-BFZ106. According to Q-classification,
interpreted rock mass quality is “Very Poor”.
The interpreted GSI value for OL-BFZ106 is 37 and interpreted Young’s modulus is
23.1 GPa. Geological description of OL-BFZ106 is following (Aaltonen et al. 2010):
KR22: Inside the section lies the semi-ductile intersection SFI_OL_KR22_0433506530. A few old, “welded” fractures with calcite infilling are present. The intersection
contains several slickensides between 46.00-48.00 m. Slickensides follow the foliation.
The slickenside surfaces often contain graphite and chlorite. The beginning of this
section is badly crushed (partly mechanical). Signs of water conductivity were observed
in sections 50.00-51.20 m and 66.53-67.12 m. The fractures in the former section
contains greenish clay (1 mm thick, unidentified) and the latter graphite, kaolinite and
some unidentified greenish clay.
KR27: The intersection contains mostly VGN with short sections of PGR and a greyred, fine-medium grained, sheared rock that resembles VGN at 86.31-88.03 m and
92.80-94.25 m. The VGN is greenish in colour, due to propable illite alteration. The
PGR exhibits a red (paleo)oxidation. The intersection is strongly altered and shows a
paleoshearing, which probably later has been reactivated. The rock is partly porous
because of the mineral leaching. The rock exhibits in one joint a black mineral
(goethite?) and a few gouges with unidentified clay minerals. Water flowing has been
determined in following fractures: 84.60 m, 86.40 m, 88.00 m, 89.80 m, 92.75 m and
95.50 m. The intersection also contains old, randomly oriented “welded” fractures;
fractures are welded by calcite.
KR40: Short intersection in PGR, with fractures mainly in dip direction 030/60.
Fracture fillings are clay, carbonate and yellowish mineral (epidote/sericite?). The PGR
around fractures is weakly altered with epidotization/sericitization.
93
Table A2 - 39. Intersections OL-BFZ106 at drill cores. Core m_from and core m_to are
the depths of selected GSI value of intersection in question i.e. the core from rock
mechanical point of view.
Hole_id
Geological intersection
m_from
42.80
OL-KR22
Geolocical intersection
m_to
73.15
Core
GSI
40
Core
m_from
46.00
Core
m_to
46.27
OL-KR27
84.50
96.50
33
95.40
95.70
OL-KR40
395.10
395.75
60
395.10
395.75
3
80
2
1,5
40
1
core width
60
GSI
2,5
0,5
OL-KR40
OL-KR22
0
OL-KR27
20
GSI
width
Figure A2 - 30. Minimum GSI values and width of minimum GSI section in the tunnel
and drillhole intersections of brittle deformation zone OL-BFZ106 Blue dashed line
presents the interpreted GSI-value of the deformation zones core (GSI =37).
Table A2 - 40. Lower quartile, median value and upper quartile of Young’s modulus
calculated from seismic P-wave velocities.
Lower quartile (GPa)
Median (GPa)
Upper quartile (GPa)
28.8
32.4
23.1
Table A2 - 41. Intersections OL-BFZ106 at drill cores. Young’s modulus is calculated
from data between depths Core m_from and core m_to.
Geological intersection
Geological intersection
Core
Core
Distance btw
m_from
m_to
m_from
m_to
transm and recvr
46.00
48.00
1.0
Hole_id
OL-KR22
42.80
73.15
OL-KR27
84.50
96.50
86.70
87.50
1.0
OL-KR40
395.10
395.75
395.10
395.75
0.6
94
OL-BFZ118
Figure A2 - 31. Brittle deformation zone OL-BFZ118. According to Q-classification,
interpreted rock mass quality is “Fair”.
The interpreted GSI value for OL-BFZ118 is 60 and determined Young’s module is
27.04 GPa. No seismic data were available from drillhole intersections and determined
Young’s modulus for OL-BFZ0118 is the average value of all determined brittle
deformations zones. Geological description of OL-BFZ118 is following (Aaltonen & al.
2010):
ONK-BFI-71310-71805: Six single slickenside surfaces that cut the tunnel. Only few
SS surfaces combine. Fracture fillings (1-40 mm): pyrite, calcite, kaolinite, quartz,
chlorite, hornblende and chalcopyrite. Thick (~5 cm) calcite and quartz filling in one
fracture. Fracture orientations: 83/081, 82/073, 72/086 (right wall). Orientations are
similar in the left wall. Left-handed movement observed in PGR vein on the right wall.
Table A2 - 42. Intersections OL-BFZ118 at drill cores and ONKALO. Core m_from and
core m_to are the depths of selected GSI value of intersection in question i.e. the core
from rock mechanical point of view
Hole_id
ONKALO
Geological intersection
Geolocical intersection
Core
Core
Core
m_from
m_to
GSI
m_from
m_to
713.10
718.05
72
Obs
ONK-BFI-7131071805
Q_median
ONK-PH3
19.2
21.8
60
20.35
21.8
95
6
80
4
3
40
2
core width
60
GSI
5
width
0
(Q_median)
GSI
ONK-BFI-71310-71805
20
OL-PH3
1
Figure A2 - 32. Minimum GSI values and width of minimum GSI section in the tunnel
and drillhole intersections of brittle deformation zone OL-BFZ118 Blue dashed line
presents the interpreted GSI-value of the deformation zones core (GSI =60).
96
OL-BFZ146
Figure A2 - 33. Brittle deformation zone OL-BFZ146. According to Q-classification,
interpreted rock mass quality is “Fair”.
The interpreted GSI value for OL-BFZ0146 is 58 and interpreted Young’s modulus is
12.8 GPa. Geological description of OL-BFZ0146 is following (Aaltonen et al. 2010):
“Liikla shear zone”, a major ductile shear zone detected in TK14 and lineament
interpretation (SURFMAGN0003 and SURFMAGN0068). In TK14, the zone is
characterised by strongly foliated, pervasively altered and weathered veined gneiss. The
mesosome is totally chloritised and hematised and the neosome kaolinitised and
illitised. Most foliation planes are weathered open, which gives the rock a densely
fractured look. The sense-of-shear remains ambiguous but the rock contains some subhorizontal lineations plunging slightly towards the WSW. The upper parts of drillholes
KR27, KR40 and KR45 are highly fractured (numerous RiIII-RiIV zones), indicating
that also brittle deformation may be related to this zone. The zone has also been fixed to
highly fractured sections in drillholes KR49 and KR50, showing slickenside fractures,
alteration and indications of semi-brittle deformation. According to the recent magnetic
interpretation, the zone may be cut by several N-S trending fault zones.
Table A2 - 43. Intersections OL-BFZ146 at drill cores. Core m_from and core m_to
are the depths of selected GSI value of intersection in question i.e. the core from rock
mechanical point of view.
Hole_id
Geological intersection
Geolocical intersection
Core
Core
Core
m_from
m_to
GSI
m_from
m_to
OL-KR27
10.91
11.96
---
OL-KR27B
14.45
15.53
67
OL-KR40
22.93
23.39
---
OL-KR40B
16.20
23.20
14.45
15.53
60
20.50
23.20
OL-KR45
58.10
62.55
63
61.10
61.75
OL-KR49
323.62
324.49
58
323.62
324.49
OL-KR50
391.28
391.77
49
391.28
391.77
97
80
3
GSI
width
2
1,5
40
1
core width
60
GSI
2,5
0,5
OL-KR40
OL-KR27
OL-KR27B
OL-KR45
OL-KR40B
OL-KR49
0
OL-KR50
20
Figure A2 - 34. Minimum GSI values and width of minimum GSI section in the tunnel
and drillhole intersections of brittle deformation zone OL-BFZ146 Blue dashed line
presents the interpreted GSI-value of the deformation zones core (GSI =58).
Table A2 - 44. Lower quartile, median value and upper quartile of Young’s modulus
calculated from seismic P-wave velocities.
Lower quartile (GPa)
12.8
Median (GPa)
Upper quartile (GPa)
23.3
32.0
Table A2 - 45. Intersections OL-BFZ146 at drill cores. Young’s modulus is calculated
from data between depths Core m_from and core m_to.
Geological intersection
Geological intersection
Core
Core
Distance btw
m_from
m_to
m_from
m_to
transm and recvr
Hole_id
OL-KR27
10.91
11.96
OL-KR27B
14.45
15.53
14.45
15.53
no data
OL-KR40
22.93
23.39
22.93
23.39
0.6
OL-KR40B
16.20
23.20
19.28
19.64
0.6
1.0
OL-KR45
58.10
62.55
60.76
61.53
0.6
OL-KR49
323.62
324.49
323.62
324.49
0.6
OL-KR50
391.28
391.77
391.28
391.77
0.6
98
OL-BFZ152
Figure A2 - 35. Brittle deformation zone OL-BFZ152. According to Q-classification,
interpreted rock mass quality is “Poor”.
The interpreted GSI value for OL-BFZ0152 is 62 and interpreted Young’s modulus is
8.2 GPa. Geological description of OL-BFZ152 is following (Aaltonen et al. 2010):
The zone is based on magnetic lineament NEWSURFMAGN18. It is observed as a
magnetic minimum.
OL_KR44_BFI_79108_79556: The intersection locates in moderately banded VGN,
between a PGR+MGN (hanging wall) and TGG (roof wall) sections. It consists of 29
fractures of which 12 are slickensided. Fracture fillings consist mostly of chlorite,
kaolinite, illite and pyrite, with occasional clay and calcite. Main fracture directions are
a subvertical fracture direction (also core direction) dipping 70-90 degrees to directions
105 and 285, and fracture directions 70/220 and 15/320. The measured lineations are
quite variable, showing several drends and dips. The core of the intersection locates at
793.30 - 793.68 m, and consists of densely fractured rock (mostly slickensides), but no
real fault breccia. Outside the core there are less fractures and the outer borders of the
intersection is defined by lack of slickensided/chlorite filled fractures. The alteration in
the intersection is local weak illitization with pinitization of cordierite.
OL_KR45_BFI_6858_7121: The intersection locates at the upper contact of VGN to
underlying KFP. The transition of rock types occur at 68.20 - 68.10 m. The intersection
consists of 21 logged fractures of which one is grain filled and two have weak
lineations, suggesting more a weak BFI type than clear BJI type intersection. The
fracture fillings are mainly clay, chlorite and illite with occational calcite, pyrite and
99
epidote. There is a dominating fracture direction 30/360 and minor directions: 50/330
and 10/220. The core of the intersection locates at 68.89 - 69.16 m and consists of one
grain filled fracture at 68.89 m and densely fractured rock below it. The intersection
shows weak to moderate illitization, epidotization and chloritization, as also the wall
rock. The outer borders of the intersection are defined by lack of chlorite filled
fractures.
Table A2 - 46. Intersections OL-BFZ152 at drill cores. Core m_from and core m_to are
the depths of selected GSI value of intersection in question i.e. the core from rock
mechanical point of view.
Hole_id
Geological intersection
Geolocical intersection
Core
Core
Core
m_from
m_to
GSI
m_from
m_to
OL-KR44
791.08
795.56
60
793.30
793.68
OL-KR45
68.58
71.21
68
68.89
69.16
80
3
2
1,5
40
1
core width
60
GSI
2,5
0,5
OL-KR45
0
OL-KR44
20
GSI
width
Figure A2 - 36. Minimum GSI values and width of minimum GSI section in the tunnel
and drillhole intersections of brittle deformation zone OL-BFZ152 Blue dashed line
presents the interpreted GSI-value of the deformation zones core (GSI =62).
Table A2 - 47. Lower quartile, median value and upper quartile of Young’s modulus
calculated from seismic P-wave velocities.
Lower quartile (GPa)
8.2
Median (GPa)
Upper quartile (GPa)
43.0
43.4
100
Table A2 - 48. Intersections OL-BFZ152 at drill cores. Young’s modulus is calculated
from data between depths Core m_from and core m_to.
Geological intersection
Geological intersection
Core
Core
Distance btw
m_from
m_to
m_from
m_to
transm and recvr
OL-KR44
791.08
795.56
793.30
793.68
0.6
OL-KR45
68.58
71.21
68.89
69.16
0.6
Hole_id
101
OL-BFZ159
Figure A2 - 37. Brittle deformation zone OL-BFZ159. According to Q-classification,
interpreted rock mass quality is “Good”.
The interpreted GSI value for OL-BFZ0159 is 73 and interpreted Young’s modulus is
22.5 GPa. Geological description of OL-BFZ159 is following (Aaltonen et al. 2010):
The zone is based on topographic lineament TOPO0117 There are also some magnetic
indications (magnetic lineament SURFMAGN 0116). The intersection is located mainly
in PGR. The intersection is characterized by fractures oriented 035/60. The fractures
have thin fillings of carbonate, pyrite, chlorite and clay. Part of the fractures is closed.
The core of the intersections locates at 385.73 - 386.36 m. The amount of visible
fragments is > 90 % so material could be classified as fault breccia. In the core there is
possibly a weak older SFI shown as an epidotized/sericitized network of healed
fractures and weak breccia. Around the core there is weak epidotization/sericitization.
Table A2 - 49. Intersections OL-BFZ159 at drill core. Core m_from and core m_to are
the depths of selected GSI value of intersection in question i.e. the core from rock
mechanical point of view.
Hole_id
OL-KR40
Geological intersection
Geolocical intersection
Core
Core
Core
m_from
m_to
GSI
m_from
m_to
385.40
387.67
73
385.40
386.40
102
80
3
2
1,5
40
1
core width
60
GSI
2,5
0,5
0
OL-KR40
20
GSI
width
Figure A2 - 38. Minimum GSI values and width of minimum GSI section in the tunnel
and drillhole intersections of brittle deformation zone OL-BFZ159 Blue dashed line
presents the interpreted GSI-value of the deformation zones core (GSI =73).
Table A2 - 50. Lower quartile, median value and upper quartile of Young’s modulus
calculated from seismic P-wave velocities.
Lower quartile (GPa)
Median (GPa)
Upper quartile (GPa)
30.3
39.0
22.5
Table A2 - 51. Intersections OL-BFZ159 at drill cores. Young’s modulus is calculated
from data between depths Core m_from and core m_to.
Geological intersection
Geological intersection
Core
Core
Distance btw
m_from
m_to
m_from
m_to
transm and recvr
385.40
387.67
385.40
386.40
0.6
Hole_id
OL-KR40
103
OL-BFZ160
Figure A2 - 39. Brittle deformation zone OL-BFZ160. According to Q-classification,
interpreted rock mass quality is “Poor”.
The interpreted GSI value for OL-BFZ0160 is 46 and interpreted Young’s modulus is
37.4 GPa. Geological description of OL-BFZ160 is following (Aaltonen et al. 2010):
The zone is based on topographic lineament TOPO0465 correlated to drillhole
intersection OL_KR45_BFI_17809_19536. The intersection is weakly mineralized in
low temperature, and a large portion of the fractures (locally also fault breccia) are
loosely closed with calcite, pyrite and graphite. The BFI consists of 152 logged
fractures of which 14 have clearly slickensided surfaces. Most other fractures have clay
or crushed rock as filling, showing clear fault type intersection. Typical fracture filling
minerals are: chlorite, graphite, pyrite, calcite, illite and clay minerals. The core of the
intersection locates at 185.05 - 185.45 m and consists of fault breccia/gouge that is
washed away during drilling (core loss). The fracture directions are variable but three
fracture directions can be observed: 15/330, 30/200 and 45/290. The number of
measured lineations is small but 2 measurements each show following lineations:
25/345, 20/030 and 5/090. The intersection is moderately to strongly altered with
sulphidization, illitization and carbonatization. The borders of the intersection are
defined by lack of severe KL filled fracturing.
Table A2 - 52. Intersections OL-BFZ160 at drill core. Core m_from and core m_to are
the depths of selected GSI value of intersection in question i.e. the core from rock
mechanical point of view.
Hole_id
OL-KR45
Geological intersection
m_from
176.02
Geolocical intersection
m_to
195.36
Core
GSI
46
Core
m_from
183.60
Core
m_to
184.07
104
3
80
2
GSI
60
1,5
40
1
core width
2,5
0,5
0
OL-KR45
20
GSI
width
Figure A2 - 40. Minimum GSI values and width of minimum GSI section in the tunnel
and drillhole intersections of brittle deformation zone OL-BFZ160 Blue dashed line
presents the interpreted GSI-value of the deformation zones core (GSI =46).
Table A2 - 53. Lower quartile, median value and upper quartile of Young’s modulus
calculated from seismic P-wave velocities.
Lower quartile (GPa)
Median (GPa)
Upper quartile (GPa)
42.0
44.2
37.4
Table A2 - 54. Intersections OL-BFZ160 at drill cores. Young’s modulus is calculated
from data between depths Core m_from and core m_to.
Geological intersection
Geological intersection
Core
Core
Distance btw
m_from
m_to
m_from
m_to
transm and recvr
176.02
195.36
176.02
180.51
0.6
Hole_id
OL-KR45
105
OL-BFZ161
Figure A2 - 41. Brittle deformation zone OL-BFZ161. According to Q-classification,
interpreted rock mass quality is “Good”.
The interpreted GSI value for OL-BFZ161 is 65 and interpreted Young’s modulus is
39.8 GPa. Geological description of OL-BFZ161 is following (Aaltonen et al. 2010):
OL-BFZ161 is a subhorizontal potential fault zone with an approximate orientation of
145/16º. The modeled dimensions of this feature are ca. 2650 x 500 m. The zone is
initially based on 3D reflection seismics: reflective features at the depth of ca. 730 – 780
m in the 2006 survey and 1050 – 1300 m in the 2007 survey were combined into a
single unit. The zone intersects drillhole OL-KR4 at the depth of ca. 808 – 810 m and is
characterised by intense fracturing, a few slickenslided fractures, pervasive illitisation
and fracture-controlled kaolinitisation.
Table A2 - 55. Intersections OL-BFZ161 at drill cores. Core m_from and core m_to are
the depths of selected GSI value of intersection in question i.e. the core from rock
mechanical point of view.
Hole_id
OL-KR4
Geological intersection
m_from
808.30
Geolocical intersection
m_to
809.95
Core
GSI
65
Core
m_from
808.30
Core
m_to
809.95
106
3
80
2
1,5
40
1
core width
60
GSI
2,5
0,5
0
OL-KR4
20
GSI
width
Figure A2 - 42. Minimum GSI values and width of minimum GSI section in the tunnel
and drillhole intersections of brittle deformation zone OL-BFZ161 Blue dashed line
presents the interpreted GSI-value of the deformation zones core (GSI =65).
Table A2 - 56. Lower quartile, median value and upper quartile of Young’s modulus
calculated from seismic P-wave velocities.
Lower quartile (GPa)
Median (GPa)
Upper quartile (GPa)
41.7
46.1
39.8
Table A2 - 57. Intersections OL-BFZ161 at drill cores. Young’s modulus is calculated
from data between depths Core m_from and core m_to.
Geological intersection
Geological intersection
Core
Core
Distance btw
m_from
m_to
m_from
m_to
transm and recvr
808.30
809.95
808.30
809.95
1.0
Hole_id
OL-KR4
107
OL-BFZ175
Figure A2 - 43. Brittle deformation zone OL-BFZ175. According to Q-classification,
interpreted rock mass quality is “Poor”.
The interpreted GSI value for OL-BFZ175 is 51 and interpreted Young’s modulus is
32.9 GPa. Geological description of OL-BFZ175 is following (Aaltonen et al. 2010):
OL-BFZ175 is a gently dipping fault zone with an approximate orientation of 150/27º.
The zone is based on MAM results with a grounding in OL-KR11 at the depth of 418
m. It combines the following drillhole sections: OL-KR11 413.08 – 413.27 m (RiIII),
OLKR42 297.99 – 298.36 (BFI), OL-KR46 411.7 – 412.17 (BFI), OL-KR47 220.87 –
221.50 (BFI) and OL-KR9 547.74 – 549.23 (RiIII). The core intersections are typically
characterised by slickenside fractures with a moderate dip to the SSE. Geologically and
geophysically the zone is not very significant. However, occasionally P-wave and
hydraulic anomalies are related to it. The fault is located in the eastern part of the site as
a possible extension or an extra splay of OL-BFZ020B (See Figure 9-34).
Table A2 - 58. Intersections OL-BFZ175 at drill cores. Core m_from and core m_to are
the depths of selected GSI value of intersection in question i.e. the core from rock
mechanical point of view.
Hole_id
OL-KR9
Geological intersection
Geolocical intersection
Core
Core
Core
m_from
m_to
GSI
m_from
m_to
547.74
549.23
68
547.74
549.23
413.08
413.27
OL-KR11
413.08
413.27
53
OL-KR42
297.03
302.67
--
OL-KR46
411.68
412.17
46
411.66
412.06
OL-KR47
216.80
238.31
55
217.10
217.49
Obs.
No data
108
80
3
GSI
60
2
GSI
1,5
40
1
core width
2,5
width
0,5
OL-KR42
OL-KR9
OL-KR47
OL-KR11
0
OL-KR46
20
Figure A2 - 44. Minimum GSI values and width of minimum GSI section in the tunnel
and drillhole intersections of brittle deformation zone OL-BFZ175 Blue dashed line
presents the interpreted GSI-value of the deformation zones core (GSI =51).
Table A2 - 59. Lower quartile, median value and upper quartile of Young’s modulus
calculated from seismic P-wave velocities.
Lower quartile (GPa)
Median (GPa)
Upper quartile (GPa)
40.3
41.7
32.9
Table A2 - 60. Intersections OL-BFZ175 at drill cores. Young’s modulus is calculated
from data between depths Core m_from and core m_to.
Geological intersection
Geological intersection
Core
Core
Distance btw
m_from
m_to
m_from
m_to
transm and recvr
547.74
549.23
547.74
549.23
1.0
413.27
1.0
Hole_id
OL-KR9
OL-KR11
413.08
413.27
413.08
OL-KR42
297.03
302.67
297.99
298.36
0.6
412.17
411.70
412.17
0.6
238.31
220.87
221.5
0.6
OL-KR46
OL-KR47
411.68
216.80
109
OL-BFZ214
Figure A2 - 45. Brittle deformation zone OL-BFZ214. According to Q-classification,
interpreted rock mass quality is “Very Poor”.
The interpreted GSI value for OL-BFZ214 is 40and determined Young’s module is
27.04 GPa. No seismic data were available from drillhole intersections and determined
Young’s modulus for OL-BFZ0214 is the average value of all determined brittle
deformations zones. Geological description of OL-BFZ214 is following (Aaltonen et al.
2010):
This zone is modelled by combining the long highly fractured section at the lower end
of OL-KR47 and a major bounding lineament north of Olkiluoto island. The lineament
has been detected by acoustic soundings. Based on fracture intensity and remarkable
core loss the main core of the fault is fixed at 926.74 – 927.2 although there are no
oriented fracture data.
OL_KR47_BFI_82852_100876: This is a very long brittle fault intersection that may be
composed of several independent fault intersections blending to each other. The whole
drillcore from 828.53 m downwards is fractured by slickensided fractures (194 of 499
fractures logged), and therefore it is impossible to defined stricter outer borders to the
intersection(s). The natures of the several fault intersection cores are quite similar
suggesting that they may be of same origin though. No borehole image exists and there
is practically no oriented sample of the core sections, so their same/different attitude
cannot be verified. There are three common fracture directions, counted over the whole
length of the intersection. The dominant is dipping to direction 180 degree with dip of
~45 degrees (almost parallel to foliation). One fracture direction is almost vertical 80-90
degrees dip with a strike 360/180. Third fracture direction dips to direction 230 degrees
with a dip of ~40 degrees. The intersection locates in variable rocks, PGR from start to
~868 m, continuing with VGN, intersected by few short PGRs to the end of the drillhole
at 1008.76 m. The uppermost fault core locates at 896.52 - 897.55 m and consist of
frequent sl. fractures and at 896.82 - 896.89 m compacted fault breccia. The breccia has
been compacted with unidentified white mineral (possibly nacrite?) The first core seems
to dip to direction 170 degrees with a dip of 50 degrees. The second fault core locates at
915.42 - 915.83 m and consist of fault breccia with clay, graphite and pyrite. The
attitude of the core is unknown. Third fault core locates at 926.74 - 927.20 m and
consist of fault breccia. There are also several other less pronounced section of intensive
fracturing and minor breccia (eg. 925.93 m. 956.60 m and 957.00 m). The core zones
are altered with strong graphitization, chloritization and locally sulphidization and weak
110
illitization. The zones of influence are mainly unaltered or weakly altered. The PGR
sections below 959 m contains locally core discing.
Table A2 - 61. Intersections OL-BFZ214 at drill cores. Core m_from and core m_to are
the depths of selected GSI value of intersection in question i.e. the core from rock
mechanical point of view.
Hole_id
OL-KR47
Geological intersection
m_from
828.53
Geolocical intersection
m_to
1008.76
80
Core
GSI
40
Core
m_from
926.74
Core
m_to
927.20
3
2
1,5
40
1
core width
60
GSI
2,5
0,5
0
OL-KR47
20
GSI
width
Figure A2 - 46. Minimum GSI values and width of minimum GSI section in the tunnel
and drillhole intersections of brittle deformation zone OL-BFZ214 Blue dashed line
presents the interpreted GSI-value of the deformation zones core (GSI =40).
111
OL-BFZ219
Figure A2 - 47. Brittle deformation zone OL-BFZ219. According to Q-classification,
interpreted rock mass quality is “Poor”.
The interpreted GSI value for OL-BFZ219 is 51 and interpreted Young’s modulus is
28.1 GPa. Geological description of OL-BFZ219 is following (Aaltonen et al. 2010):
The intersection is composed of VGN and PGR. PGR sections have old welded calcite
bearing fractures. Fractures have dip direction towards NW with a nearly horizontal dip.
The intersection contains 8 slickenside surfaces but the orientation of the striation
varies. Some of the fractures are water -conducting. These fractures contain kaolinite
and grayish clay infillings. The intersection contains ca 40 joints, with 13 fractures/0.7
m (576.21-576.91). Some mechanical fracturing has occurred during the drillings.
Table A2 - 62. Intersections OL-BFZ219 at drill cores. Core m_from and core m_to are
the depths of selected GSI value of intersection in question i.e. the core from rock
mechanical point of view.
Hole_id
OL-KR25
Geological intersection
Geolocical intersection
Core
Core
Core
m_from
m_to
GSI
m_from
m_to
517.55
578.00
51
572.24
572.50
112
80
3
2
1,5
40
1
core width
60
GSI
2,5
0,5
0
OL-KR25
20
GSI
width
Figure A2 - 48. Minimum GSI values and width of minimum GSI section in the tunnel
and drillhole intersections of brittle deformation zone OL-BFZ219 Blue dashed line
presents the interpreted GSI-value of the deformation zones core (GSI =51).
Table A2 - 63. Lower quartile, median value and upper quartile of Young’s modulus
calculated from seismic P-wave velocities.
Lower quartile (GPa)
Median (GPa)
Upper quartile (GPa)
28.8
29.4
28.1
Table A2 - 64. Intersections OL-BFZ219 at drill cores. Young’s modulus is calculated
from data between depths Core m_from and core m_to.
Geological intersection
Geological intersection
Core
Core
Distance btw
m_from
m_to
m_from
m_to
transm and recvr
517.55
578.00
571.70
572.50
1.0
Hole_id
OL-KR25