ISSN : 2277-1328 (Online) - ISRM
ISSN : 2277-1328 (Online) - ISRM
ISSN : 2277-1328 (Online) - ISRM
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<strong>ISSN</strong> : <strong>2277</strong>-131X (Print)<br />
<strong>ISSN</strong> : <strong>2277</strong>-<strong>1328</strong> (<strong>Online</strong>)<br />
<strong>ISRM</strong><br />
<br />
(India)<br />
Vol. 1, No. 2 - July 2012<br />
Half Yearly Technical Journal of Indian National Group of <strong>ISRM</strong>
AIMS AND SCOPE<br />
<strong>ISRM</strong> (India) Journal is a half yearly journal of the Indian National Group of International Society for<br />
Rock Mechanics (<strong>ISRM</strong>), which is involved in dissemination of information on rock mechanics, and its<br />
related activities in the field of foundation and abutments of dams, tunnel engineering, mining, underground<br />
works, rock slope stability, road works, etc.<br />
The aim of the journal is to encourage exchange of ideas and information between rock mechanics<br />
practitioners worldwide. The journal provides an information service to all concerned with Rock Mechanics<br />
about the development of techniques, new trends, experience gained by others to enable updating of<br />
knowledge. The original manuscripts that enhance the level of research and contribute new developments<br />
to the Rock Mechanics are encouraged. The journal is expected to exchange ideas and information<br />
between Rock Mechanics practitioners, help researchers, technologist and policy makers in the key<br />
sector of Water Resources, Infrastructure Development (including underground works), Hydro Power,<br />
Mining and Petroleum Engineering, etc. to enhance their understanding of it. The Journal has both print<br />
and online versions. Being peer-reviewed, the journal publishes original research reports, review papers<br />
and communications screened by the Editorial Board, consisting of renowned experts.<br />
The manuscripts must be unpublished and should not have been submitted for publication elsewhere.<br />
There are no Publication Charges.<br />
EDITORIAL BOARD<br />
• Dr. David Beck, Beck Engineering, AUSTRALIA<br />
• Dr. A.K. Dhawan, Chief Consultant, Fugro Geotech Ltd. and Former Director, Central Soil and<br />
Materials Research Station, INDIA<br />
• Prof. Xia-Ting Feng, Institute of Rock and Soil Mechanics, The Chinese Academy of Sciences,<br />
CHINA<br />
• Dr. Abdolhadi Ghazvinian, Department of Mining Engineering, Faculty of Engineering, Tarbiat-<br />
Modares University, IRAN<br />
• Dr. R.K. Goel, Chief Scientist, Central Institute of Mining and Fuel Research, Regional Centre,<br />
Roorkee, INDIA<br />
• Dr. Luis Lamas, Secretary General, <strong>ISRM</strong> and Head of the Foundations and Underground Works<br />
Division, Portuguese National Laboratory of Civil Engineering, PORTUGAL<br />
• Dr. A. Nanda, Deputy General Manager, Engineers India Limited, Sub Surface Projects Division,<br />
INDIA<br />
• Dr. H.R. Sharma, Director – Design and Engineering, GVK Technical & Consultancy Services Pvt.<br />
Ltd., INDIA<br />
• Dr. K.G. Sharma, Professor, Department of Civil Engineering, Indian Institute of Technology Delhi,<br />
INDIA<br />
• Dr. Antonio Samaniego, Principal Lecturer (Rock Mechanics), Catholic University of Peru, PERU<br />
• Dr. Yingxin Zhou, Defence Science & Technology Agency, SINGAPORE
INDIAN NATIONAL GROUP OF <strong>ISRM</strong><br />
<strong>ISRM</strong> (INDIA) JOURNAL<br />
Volume 1, No. 2 July 2012<br />
CONTENTS<br />
Page No.<br />
FROM EDITOR’S DESK 2<br />
• Supporting Collapsed and Highly Deformed Areas of Block Cave Extraction Levels -<br />
D. Beck and E. Villaescusa 3<br />
• Study of Wellbore Stresses and Stability Based on a Hollow Cylinder Model –<br />
P.A. Nawrocki, Z. Qi and D. Wang 10<br />
• Engineering Geological and Geotechnical Evaluation of Dam Spillway (II-C) of Bunakha<br />
Hydroelectric Project, Bhutan Himalaya –<br />
A.K. Naithani, L.G. Singh, Devendra Singh Rawat and P.C. Nawani 16<br />
Governing Council for the Term 2011-2014 23<br />
Recent Activities of Indian National Group<br />
• Seminar on “Geotechnical Challenges in Water Resources Projects” 19-20 January 2012,<br />
Dehradun (Uttarakhand) 24<br />
• International Seminar on “Survey and Investigations of Hydroelectric Projects – Issues and<br />
Challenges” 28th March 2012, New Delhi 25<br />
• Seminar on Issues in Appraisal of Detailed Project Reports of Hydroelectric Projects –<br />
22 June 2012, New Delhi 26<br />
<strong>ISRM</strong> News 28<br />
Publications of Indian National Group 32<br />
<strong>ISRM</strong> Sponsored Forthcoming Events 33<br />
Guidelines for Authors 35<br />
All communications to be addressed to :<br />
The Member Secretary<br />
Indian National Group of <strong>ISRM</strong><br />
CBIP Building, Malcha Marg, Chanakyapuri, New Delhi – 110 021<br />
Subscription Information 2012/ (2 issues)<br />
Institutional subscription (Print & <strong>Online</strong>)<br />
Institutional subscription (<strong>Online</strong> only)<br />
Institutional subscription (Print Only)<br />
: Rs. 900/US$75<br />
: Rs. 600/US$50<br />
: Rs. 600/US$50<br />
Volume 1 No. 2 July 2012
2 <strong>ISRM</strong> (India) Journal<br />
FROM THE EDITOR’S DESK<br />
I thank all the readers of the inaugural issue of the journal for their feedback about<br />
the journal. The feeback from all the quarters has given us the encouragement to<br />
our initiative and to bring out a quality journal.<br />
The Society initiated its activities with a Seminar on "Geotechnical Challenges in<br />
Water Resources Projects" in January 2012 in Dehradun. The objective of the<br />
proposed Seminar was to provide a forum for the design and construction engineers<br />
to discuss the solutions to various geological and geotechnical surprises<br />
encountered during the execution of various River Valley Projects and use the<br />
knowledge for safe and economical design and construction of such projects. There<br />
was participation from 26 organisations, including from Bhutan, in the Seminar.<br />
The activities planned during the second half of the year, include Seminars on "Ground Control and<br />
Improvement", in September 2012 and "Slope Stabilization Challenges in Infrastructure Projects" in<br />
November 2012. The objectives of the proposed Seminar are to provide a forum for the design and<br />
construction engineers to discuss the potentially applicable ground improvement methods for civil<br />
works structures and the solutions to various geological and geotechnical surprises encountered during<br />
the execution of various River Valley Projects and use the knowledge for safe and economical design<br />
and construction of such projects.<br />
From the year 2013, the Society has planned for one major activity on Rock Mechanics to be held<br />
annually, in addition to other courses and workshops on the subject. The first national event is planned<br />
shortly. The formal announcement will be made soon.<br />
I thank all the authors for their contributions to this issue. I thank the members of the Editorial Board for<br />
sparing their valuable time to review the papers and offer their comments/suggestions to improve the<br />
contents of the articles.<br />
One of the suggestions received from the readers of the journal is to take up more case studies related<br />
contributions. I request all the readers and their colleagues/fellow professionals to contribute the case<br />
studies to further improve the utility of the Journal.<br />
V.K. Kanjlia<br />
Member Secretary<br />
Indian National Group of <strong>ISRM</strong><br />
Volume 1 No. 2 July 2012
3<br />
SUPPORTING COLLAPSED AND HIGHLY DEFORMED<br />
AREAS OF BLOCK CAVE EXTRACTION LEVELS<br />
D. Beck E. Villaescusa<br />
Beck Engineering Pty Ltd, Australia<br />
CRC Mining, Australia<br />
ABSTRACT<br />
Large deformations in deep mines occur due to the exposure of extensively damaged rock mass adjacent<br />
to an excavation. In order to properly simulate the support response in such conditions, the ground<br />
deformation must be captured accurately. The mechanisms of rock mass damage, dilation and deterioration<br />
must first be correctly simulated to produce a realistic tunnel deformation in three dimensions. Furthermore,<br />
the physical response of the support elements must be realistic.<br />
In this paper, a multi-scale approach to mine deformation modelling has been described to improve the<br />
simulation similitude of ground support capacity and demand. Case studies were used to demonstrate the<br />
behaviour of several heavy support systems using this approach. Some support designs for squeezing<br />
ground were tested and the limitations and vulnerabilities of the support systems described. The modelling<br />
methods used to simulate the mine deformation, drive behaviour and support system response were<br />
discussed and some sufficiency requirements for similar analysis were highlighted.<br />
1. INTRODUCTION<br />
The purpose of ground support is to ensure that<br />
excavations remain safe and open for their intended life<br />
span. The effectiveness of a ground support strategy is<br />
important for two main reasons, namely safety to personnel<br />
and equipment and to achieve the most economical<br />
access to extract ore. Ground support consists of rock<br />
support and rock reinforcement (Windsor & Thompson,<br />
1993) which is installed into a deformed, discontinuous<br />
rock mass. The loads that develop in the support system<br />
are a function of displacement and distortion due to<br />
damage in the rock mass and the resultant forces<br />
generated by blocks and wedges that would otherwise be<br />
kinematically free to fall or slide into the excavation (Beck<br />
et al, 2010).<br />
To evaluate the likely performance and behaviour of a<br />
support system, the evolution and timing of the<br />
discontinuous deformation within a rock mass must be<br />
captured. This is a complex problem - if the simulated<br />
‘loading system’ displacements, or the simulated support<br />
system load-displacement response is incorrect, the<br />
evaluation will not be sufficient.<br />
2. CAUSES OF SIGNIFICANT EXTRACTION LEVEL<br />
DEFORMATION<br />
Deformation in undercut and extraction level development<br />
occurs in stages. Damage to the walls of excavations<br />
prior to extreme closure can be significant but is usually<br />
managed with modest support or rehabilitation, while<br />
extreme damage - drive closure and collapse - occurs<br />
when pillar cores fail. Pillar core failure is the most extreme<br />
case of extraction level collapse, as opposed to damage<br />
and differentiates ‘normal’ caving ground control problems<br />
from extreme failure.<br />
By definition, pillar instability is reached when the strain<br />
in the pillar core reaches a critical level, either due to<br />
failure of the rock mass in the pillar or due to yield and<br />
dislocation of structure. The effect is the same; at the<br />
critical level of strain in the pillar core, pillar deformation<br />
will continue to occur at constant (or reducing) stress.<br />
Large scale structures contribute by either weakening the<br />
pillar or by concentrating loads in susceptible areas of<br />
the footprint.<br />
Interpreting pillar core conditions using plastic strain is<br />
consistent with standard geotechnical practice.<br />
Conventional theorems of plastic collapse for limit analysis<br />
are well documented (Yu, 2006; Hodge, 1958; Davis, 1968;<br />
Lubliner, 1990; Drucker et al., 1952; Hill, 1951). The only<br />
possible interpretation of significant plastic strain in pillar<br />
cores is pillar collapse, while moderate plastic strain should<br />
be associated with a step change in adjacent tunnel<br />
deformation if not collapse.<br />
For block caves, the estimation of pillar core damage is<br />
complex. The extraction horizon is a closely coupled<br />
system of small, diamond shaped pillars - a heavily<br />
extracted slice 4-5 or so metres high within which virtually<br />
all of the vertical cave loads acting at the base of the<br />
cave must be carried and an equilibrium attained. An<br />
example relation between crosscut spacing and extraction<br />
ratio (assuming all other dimensions are fixed) for a<br />
particular block cave extraction level design is shown in<br />
Figure 1. As crosscut spacing decreases, the extraction<br />
3<br />
Volume 1 No. 2 July 2012
4 <strong>ISRM</strong> (India) Journal<br />
ratio, and therefore the material retained to bear cave loads<br />
changes almost exponentially.<br />
Fig. 1 : An example relation between crosscut spacing and<br />
extraction ratio (assuming all other dimensions are fixed)<br />
for a particular block cave extraction level design<br />
The capacity of this ‘system’ of pillars is further diminished<br />
by many factors. For deep caves critical considerations<br />
include:<br />
• Scale effects; the pillar scale strength is a small fraction<br />
of the laboratory scale strength, probably closer to<br />
the rock mass strength for most jointed rocks suitable<br />
for caving.<br />
• The very high extraction ratio. This well understood,<br />
but sometimes not fully accounted for. Many models<br />
do not simulate the extraction level excavations,<br />
instead using an ‘equivalent material’ approach that<br />
approximates the presence of extraction level tunnels<br />
using a softer material for the entire horizon. The<br />
problem with this approach is that it cannot account<br />
for the loss of confinement that occurs when the<br />
drawpoints and drawbells are mined nor the real impact<br />
on pillar loads. As the confinement is much reduced,<br />
so too is the strength of pillars even if there is no prior<br />
damage and if this is not recognised the capacity of<br />
the extraction level to bear load will be overestimated.<br />
At even minor levels of rock mass damage (i.e., prepeak)<br />
induced on the extraction level during<br />
undercutting,the effects of the reduction in confinement<br />
when drawpoints are extracted will be observable.<br />
• The centroid between extraction level crosscuts is not<br />
the location of the most important extraction level<br />
pillars cores. The real extraction level drawpoint pillar<br />
centroid is infact just a few metres from the extraction<br />
level crosscut, within the zone of influence of the<br />
extraction level crosscut if it is already in place as the<br />
undercut is mined.<br />
• Damage at the walls of pillars acts to diminish the<br />
‘effective’ area of the pillar even though the ‘future’<br />
pillar core may experience only minor or no damage.<br />
Poorly conditioned models with an inadequate type or<br />
insufficient number of elements will not capture this<br />
effect, nor will models with over-sized extraction steps.<br />
The most subtle of all of these points may be the loss of<br />
confinement that occurs on the extraction level when the<br />
drawpoints and drawbells are mined. It can explain why<br />
cave loads can still affect pillars which show only minor<br />
or moderate damage prior to extraction of the drawbells.<br />
The reason for the initial lack of damage (i.e., in advance<br />
of the undercut), will usually be the positive effects of<br />
confinement up until this point and the large crosscut<br />
spacing. Once the undercut has passed and drawbells<br />
and drawpoints are extracted, the loss of confinement<br />
can leads to an immediate loss in capacity. Since the<br />
cave loads havenot developed at that time, this capacity<br />
reduction may not even be noticed.<br />
Too often it is assumed that as the peak strength has not<br />
been exceeded prior to undercutting that the same confined<br />
triaxial strength remains after drawbell and drawpoint<br />
extraction, but the loss of confinement means that the<br />
effective capacity of a pillar from that point forward will be<br />
much reduced, apart from the effects of the very high<br />
extraction ratio.<br />
The effect of both combined is a step change reduction in<br />
capacity of the horizon to bear loads after the draw points<br />
and draw bells are extracted; the pillars are essentially,<br />
or almost only uniaxially loaded from that point on and<br />
the strength of a pillar, or its capacity can be halved or<br />
more even though it has been ‘destressed’ by undercutting<br />
and even though the rock is not in a residual state.<br />
These considerations lead to several pillar scenarios that<br />
must therefore be considered in any deep block cave:<br />
• Low deformation should be expected where the rock<br />
mass is sufficiently strong, only very minor or no<br />
damage develops on the extraction horizon before the<br />
undercut has passed, and the subsequent drop in<br />
confinement and loss of capacity (when the<br />
construction is completed) is small enough that future<br />
cave loads will be managed despite the high extraction<br />
ratio. The key positive factors are low enough cave<br />
load, the extraction ratio and the peak rock mass scale<br />
compressive strength.<br />
• Higher deformation should be expected at low enough<br />
strengths, or high enough abutment stresses,<br />
thatdamage on the extraction level at future pillar core<br />
locations occur during undercutting. The subsequent<br />
losses of confinement and the increasing extraction<br />
ratio does sufficiently reduce the capacity of the<br />
extraction horizon to bear future cave loads.The actual<br />
cave loads will determine the final state of damage.<br />
• In some circumstances, the rock may be so weak<br />
that it is damaged sufficiently at the abutment that a<br />
Volume 1 No. 2 July 2012
Supporting Collapsed and Highly Deformed Areas of Block Cave Extraction Levels<br />
5<br />
residual strength, or something closer to it is attained.<br />
Relatively low cave loads will cause large amounts<br />
further damage.<br />
3. AN EXAMPLE PROCEDURE FOR SIMULATING<br />
SUPPORT CAPACITY AND DEMAND FOR BLOCK<br />
CAVING MINES (AFTER BECK ET AL 2010)<br />
Beck et al (2010) outline fundamental sufficiency<br />
requirements for properly simulating deformation on<br />
extraction levels and undercuts of block caves. In<br />
summary:<br />
• Generally, displacement realistic models will usually<br />
be 3D.<br />
• Capturing the geometry of a problem is essential to<br />
simulate the stress path and this means not only<br />
representing the shape of excavations and structure,<br />
but also simulating the timing and the excavation<br />
process.<br />
• Assuming a sufficient type and density of elements is<br />
used and the analytical framework can solve for the<br />
physical response that needs to be captured, the<br />
practical challenge for ground support problems is to<br />
simulate the continuous and discontinuous parts of<br />
the deformation field around a drive. This implies that<br />
the model will capture the stress strain behaviour well<br />
enough to model the extent and magnitude of damage<br />
around the excavation (for example with a strainsoftening,<br />
dilatant, large strain model), but also<br />
incorporate sufficiently small scale structure so that<br />
the discontinuous deformation and kinematics of the<br />
problem are captured.<br />
• The behaviour at many length scales, and the<br />
interconnectedness between different length scales<br />
(tunnel, pillar precinct, block and mine) must be<br />
captured. Deformation and damage at each length<br />
scale must built upon to simulate successively larger<br />
length scales and this should be achieved by<br />
incorporating geometry and sequencing details at a<br />
resolution and complexity suiting the smallest length<br />
scale of interest in the problem, but inside a model<br />
with similar complexity at longer length scales or using<br />
appropriate sub modeling techniques.<br />
At this time, it is not efficient to build a single mine-scale<br />
model with all scales of necessary structure from<br />
development (drive) scale to global (mine scale). Instead,<br />
a multi-scale sub-modelling approach can be adopted,<br />
using larger scale (global)models to provide boundary node<br />
displacements for smaller scale (sub) models, each with<br />
successively smaller scale details (see for example Beck<br />
2008 and Beck et al 2009).<br />
A simple example of donor and sub models is shown in<br />
Figure 2 after Beck et al (2010). The purpose of this model<br />
was to evaluate the capacities of the steel arches and<br />
steel sets for block caving drawpoint support. A global<br />
model of the entire mine was used to drive the boundaries<br />
of a 1/10 footprint sub model spanning from below the<br />
extraction level to above the undercut. Because many<br />
support designs needed to be tested, the drives within<br />
the 1/10 footprint sub model were only filled with supporting<br />
‘filler’ elements approximating the pre-failure stiffness of<br />
the systems that were being studied. The displacements<br />
at the drive surface could then be applied to the explicit<br />
models of the support elements or directly compared to<br />
published load-displacement data (Villaescusa, et al,<br />
1992). In more detailed studies, the support can be<br />
included directly in the 1/10 footprint model, in order to<br />
achieve the required resolution of discontinuities.<br />
In this particular example, the 1/10 footprint models<br />
incorporate Discrete Fracture Networks (DFN) to represent<br />
drive scale structure. The included discontinuities are<br />
shown in the sub model plots. The DFN are based on a<br />
statistical representation of the discontinuity spatial<br />
distribution, as outlined in Beck et al (2010).<br />
The results for excavation closure from this model at an<br />
isolated location in which large deformation leads to high<br />
Fig. 2 : Example sections through a 1/10 footprint DFN and<br />
global donor model used to produce drive surface<br />
displacements to test steel arch and steel set support. Only<br />
part of the model is shown.<br />
Volume 1 No. 2 July 2012
6 <strong>ISRM</strong> (India) Journal<br />
drive closure are plotted in Figure 3. This shows<br />
representative, underlying inwards wall movement versus<br />
model step in the 1/10 footprint sub model at 3 key<br />
locations in the sub model; a drawpoint, crosscut and<br />
drawpoint intersection. Note that the specific location was<br />
selected in the basis of expected large deformation and<br />
that the model is calibrated using measured drive closure.<br />
Almost all of the rest of the footprint shows much lower<br />
expected drive closure. The model indicates that at this<br />
selected location, with effective TH or universal beam<br />
support, up to 255-300 mm of closure is eventually<br />
expected after propagation of the cave.<br />
At this level of deformation, damage to steel sets is<br />
possible, depending on the quality of the installation and<br />
the specific design. A common steel set design for block<br />
caves is shown in Figures 4 and 5, also after Beck et al<br />
(2010). This design is a modification to a design employed<br />
by a number of block caves around the world, except in<br />
this design modified concrete and a circular tunnel shape<br />
are employed.<br />
A key observation is that significant ground movement is<br />
required for substantial load to be taken up. Following<br />
this stage, a large disparity in stiffness between the areas<br />
of drive affected by the sets and the spans in between is<br />
experienced. This effect can be seen in Figure 5(i) which<br />
shows the pattern of radial pressure between the wall of<br />
the drive and the support system. The support pressures<br />
generated are much higher adjacent to the sets than they<br />
are in the spans between, suggesting closer spacing is<br />
needed for at least this application. The Figure also shows<br />
the pressure generated by the sets compared to the<br />
deformation at selected locations around and in-line with<br />
the square sets (Figure 6(ii)) i.e., at the shoulder and grade<br />
line, immediately adjacent to one of the sets. The sets<br />
‘point load’ resulting in massive pressures at certain points,<br />
and at between 250 mm and 325 mm of closure at the<br />
brow, the model showed the single steel set starts to buckle<br />
by a characteristic mechanism near a shoulder (Figure 7,<br />
comparing set damage from one mine and a close view of<br />
the modelled buckling is shown in Figure). There is also<br />
significant concrete damage in areas including the apron<br />
along the footings of the arch before this owing to the<br />
pattern of loading of the support system.<br />
Fig. 3 : Simulated closure at selected locations in the<br />
example front cave (after Beck et al 2010)<br />
Fig. 4 : A common steel set design for block cave<br />
drawpoints<br />
Fig. 5 : Simulated point loads versus radial deflection for the steel set design. These are not the<br />
average radial support pressures.<br />
Volume 1 No. 2 July 2012
Supporting Collapsed and Highly Deformed Areas of Block Cave Extraction Levels<br />
7<br />
Fig. 6 : Example of steel set failure, and a close view of steel set failure in the model<br />
An alternative design could involve high capacity yielding<br />
elements such as TH arches. A TH arch design is shown<br />
in Figure 7. It is a moderate to high capacity design<br />
specified for high levels of drive closure.<br />
Features of the particular design included ovoid walls and<br />
back, but a compromised flat floor. In this case, the model<br />
uses drive deformation information from a real scenario<br />
observed at a mine where significant tunnel collapses<br />
occurred due to pillar failures, but where TH arches were<br />
not used. A conclusion from the analysis was that the TH<br />
arches helped maintain the drive profile for longer than<br />
when bolt, mesh and fibrecrete were used, but when the<br />
cores of adjacent pillars failed the TH arches were not a<br />
significant constraint on final deformation.<br />
The conclusion remains the same: excavation shape is<br />
critical and appropriate design of pillars to manage loads<br />
is ultimately the essential requirement for stability.<br />
Another use for these models is to better understand the<br />
mechanism for the high levels of damage. Results for<br />
rock mass damage - interpreted using plastic strain -<br />
through the drawpoint pillars, minor apex and in the walls<br />
and back at selected sections of the sub model<br />
excavations are shown at 2 milestones in Figure 8: (a)<br />
minor to moderate pillar core damage (b) significant pillar<br />
core damage.<br />
The detailed modelling correlates drive closure and pillar<br />
core stability for the example application. Although the<br />
actual level of closure compared to the pillar damage is<br />
specific to the rock type and configuration of the<br />
excavations, the correlation between stability in general<br />
and with levels of plastic strain should be more transferrable:<br />
• Pillar cores with significant damage should be<br />
interpreted as failed. The adjacent excavations will<br />
also be deformed. From a support perspective these<br />
drives are candidates for heavy support and planned<br />
rehabilitation.<br />
• Pillar cores with moderate damage should be marginal<br />
- some will be interpreted as failed. In these pillars<br />
degradation of pillar strength has increased, but the<br />
actual deformation is still only moderate. The adjacent<br />
drives should not be significantly deformed, though<br />
additional load will lead to increased damage and<br />
deformation in the pillar and adjacent excavations.<br />
• Pillar cores with minor damage should be expected to<br />
be stable. Calibration suggests that at this level of<br />
damage, the rock mass is starting to yield, but a<br />
significant degradation in strength has not occurred.<br />
Also, as the deformation is low, deformation in<br />
adjacent excavations will also be low and heavy<br />
support is not indicated.<br />
(i) Moderate Capacity TH support design<br />
(ii) Failure analysis<br />
Volume 1 No. 2 July 2012
8 <strong>ISRM</strong> (India) Journal<br />
(iii) Photograph of actual deformation in tunnel used to provide load-deformation scenario for failure analysis<br />
Fig. 7 : Simulated and observed deformation for a compromised TH Arch design<br />
Fig. 8 : Simulated pillar rock mass damage at selected stages of extraction in an example 1/10 mine scale<br />
FE DFN model, after Beck et al (2010)<br />
Volume 1 No. 2 July 2012
Supporting Collapsed and Highly Deformed Areas of Block Cave Extraction Levels<br />
9<br />
5. CONCLUSIONS<br />
The intent of ground support capacity and demand<br />
modeling is to capture the mechanisms of discontinuous<br />
deformation around complex geometries with the highest<br />
possible level of confidence. The magnitudes and extent<br />
of the deformation in the case examples was calibrated<br />
using field data, but even without calibration the selection<br />
of an appropriate support capacity should be possible.<br />
The common features of sufficient simulation are<br />
appropriate strain-softening dilatant constitutive models,<br />
inclusion of small scale discontinuities, higher order<br />
elements and fine meshes, small excavation steps and<br />
appropriate boundary conditions. Modern non-linear, strain<br />
softening, dilatancy model packages allow for computation<br />
of models such as these in sufficiently short time frames<br />
and at a cost that makes the analysis feasible.<br />
REFERENCES<br />
Beck, D. A. 2008.Multi-scale, non-linear numerical analysis<br />
of mining induced deformation.In Proceedings of the 42nd<br />
US Rock Mechanics Symposium and 2nd U.S.-Canada<br />
Rock Mechanics Symposium, held in San Francisco, June<br />
29-July 2, 2008. ARMA, American Rock Mechanics<br />
Association<br />
Beck, D. A. Reusch, F. 2009.A numerical investigation<br />
of scale effects on the behavior of discontinuous rock. In<br />
Proceedings of the 43rd US Rock Mechanics Symposium<br />
held in Asheville, 2008. ARMA, American Rock Mechanics<br />
Association<br />
Beck, D. A., Kassbohm, S and Putzar, G. Multi-scale<br />
simulation of ground support designs for extreme tunnel<br />
closure. In Caving 2010. Ed: Y Potvin. Australian Centre<br />
for Geomechanics, Perth, Australia. pp 451-454.<br />
Hodge, P.G. 1958. The mathematical theory of plasticity,<br />
In: Elasticity and plasticity, John Wiley and Sons, New<br />
York.<br />
Davis, E.H. 1968. Theories of plasticity and the failure of<br />
soil masses, In: Soil Mechanics: Selected Topics,<br />
Butterworths, London<br />
Lubliner, J. 1990. Plasticity Theory, Macmillan Publishing<br />
Company, New York.<br />
Drucker, D.C., Prager, W. and Greenberg, H.J. 1952.<br />
Extended limit design theorems for continuous media,<br />
Quart. Appl. Math., Vol9, 381-389<br />
Hill, R. 1951. On the state of stress in a plastic-rigid body<br />
at the yield point, Phil. Mag., Vol 42, 868-875.<br />
Villaescusa, E., M. Sandy and S. Bywater 1992. Ground<br />
support investigations and practices at Mount Isa: Proc.<br />
Int. Symp. on Rock Support. Sudbury Ontario Canada,<br />
pp 185-193, Balkema.<br />
Windsor, C.R. and A.G. Thompson 1993.Rock<br />
Reinforcement - Technology, Testing, Design and<br />
Evaluation.Comprehensive Rock Engineering (J A Hudson,<br />
ed.), Volume 4, Chapter 16, 451-484, Pergamon Press,<br />
Oxford.<br />
Hodge, P.G. 1958. The mathematical theory of plasticity,<br />
In: Elasticity and plasticity, John Wiley and Sons, New<br />
York.<br />
Davis, E.H. 1968. Theories of plasticity and the failure of<br />
soil masses, In: Soil Mechanics: Selected Topics,<br />
Butterworths, London<br />
Lubliner, J. 1990. Plasticity Theory, Macmillan Publishing<br />
Company, New York.<br />
Drucker, D.C., prager, W. And Greenberg, H.J. 1952.<br />
Extended limit design theorems for continuous media,<br />
Quart. Appl. Math., Vol9, 381-389<br />
Hill, R. 1951. On the state of stress in a plastic-rigid body<br />
at the yield point, Phil. Mag., Vol 42, 868-875.<br />
Volume 1 No. 2 July 2012
10 <strong>ISRM</strong> (India) Journal<br />
STUDY OF WELLBORE STRESSES AND STABILITY BASED<br />
ON A HOLLOW CYLINDER MODEL<br />
P.A. Nawrocki, Z. Qi and D. Wang<br />
Department of Petroleum Engineering, The Petroleum Institute, P.O. Box 2533, Abu Dhabi, UAE<br />
ABSTRACT<br />
The linear elastic theory has been used in the parametric analysis of borehole stresses in the hollow<br />
cylinder model. The analysis has been conducted in terms of two major parameters that introduce different<br />
geometries and loading conditions and have significant influence on the critical wellbore pressures. Different<br />
outer diameters and different hole sizes have been considered and their impact on stresses and failure<br />
investigated, both for dry and saturated rock. The Mohr-Coulomb, the Drucker-Prager and the Modified<br />
Lade criterion have been used and the safe mud weight window has been defined in each case. It has been<br />
shown that pore pressure plays an important role in borehole stability and that the Mohr-Coulomb criterion<br />
is a safe but apparently conservative choice as it predicts higher well collapse pressure than the other two<br />
criteria. On the other hand, the Drucker-Prager criterion is a very optimistic criterion that predicts very<br />
lowest values of collapse pressure, but it significantly overpredicts the σ 2<br />
strengthening effect. Providing<br />
predictions between the extremes of the other two criteria, the Modified Lade criterion is a moderate<br />
criterion that seems to account for the σ 2<br />
strengthening effect in a reasonable way and give reasonable<br />
mud weight choices required for maintaining well stable.<br />
SUBJECT : Stress analysis, wellbore stability, modelling, numercial methods<br />
KEYWORDS : Numerical modelling, rock stress, stability analysis, rock failure, rock properties.<br />
1. INTRODUCTION<br />
Hollow cylinder modeling is often used in wellbore stress<br />
and strain distribution estimation, borehole stability<br />
analysis and sand production prediction [1-4] . Hollow<br />
cylinders have the advantage that their configuration is<br />
similar to underground openings and that makes them an<br />
ideal tool to simulate wellbore situations. As for stress<br />
and strain distribution estimation and borehole stability<br />
analysis, a number of theories and approaches of hollow<br />
cylinder modeling have been proposed. Classic elastic<br />
theory [1] has been widely used to analyze the stress<br />
concentrations around open holes and borehole stability.<br />
It assumes the formations with isotropic properties and<br />
elastic behavior and can be used to provide approximation<br />
to the stress, strain and displacement distribution around<br />
underground openings. Elastic-plastic theory [4,5] has been<br />
proposed to analyze more complex rock behaviour and<br />
poroelastic theory [6,7] has been also used as it can account<br />
for the coupled interaction between rock matrix and<br />
saturating fluids. In addition, finite element simulations<br />
have been successfully conducted [8] to simulate the stress<br />
distributions and rock failure around wellbores under<br />
different loading conditions.<br />
The linear elastic theory has been used in this paper to<br />
conduct the analysis of stress, the displacement<br />
distribution and borehole stability. Firstly, different loading<br />
conditions have been applied to the hollow cylinder to<br />
analyze the influence of the internal and external pressure<br />
on the stress and displacement. Secondly, different outer<br />
diameters and hole sizes have been chosen to investigate<br />
their impact on stress and displacement distribution.<br />
Furthermore, three widely used failure criteria, the Mohr-<br />
Coulomb (considered the conventional “triaxial” criterion),<br />
the Drucker-Prager, and the Modified Lade criterion have<br />
been used to explore and compare the variation trends of<br />
critical wellbore pressures under the above two conditions.<br />
Both dry and saturated conditions have been considered<br />
and some practical recommendations for maintaining<br />
wellbore stability have been formulated.<br />
2. ROCK FAILURE CRITERIA<br />
Failure criteria provide limits to wellbore stresses and<br />
knowledge of rock strength is essential for accurate rock<br />
failure analysis and wellbore instability prediction. They<br />
are derived from laboratory tests on rock samples and<br />
can be typically divided into those that depend on all three<br />
principal stresses, σ 1<br />
, σ 2<br />
, and σ 3<br />
, and those that neglect<br />
the effect of the intermediate principal stress σ 2<br />
on failure.<br />
The Mohr-Coulomb criterion belongs to the latter group<br />
and is thus applicable to conventional triaxial test data<br />
(σ 1<br />
> σ 2<br />
= σ 3<br />
). The two “triaxial” criteria, i.e. the Modified<br />
Lade and the Drucker-Prager criterion, consider the<br />
influence of the intermediate principal stress in polyaxial<br />
strength tests (σ 1<br />
>σ 2<br />
>σ 3<br />
). They are compared to Mohr-<br />
Coulomb in Fig. 1.<br />
Volume 1 No. 2 July 2012
Study of Wellbore Stresses and Stability based on a Hollow Cylinder Model<br />
11<br />
...(6)<br />
Note that S o<br />
can be linked to C o<br />
and ϕ through S o<br />
= C o<br />
/2q 1/<br />
2<br />
where q = [(μ 2 +1) 1/2 + μ] 2 = tan 2 (π/4 + ϕ/2].<br />
Fig. 1 : Comparison of different rock failure criteria<br />
in the π-plane.<br />
Mohr proposed that when shear failure takes place across<br />
a plane, the normal stress σ n<br />
and the shear stress τ across<br />
that plane are related by<br />
|τ| = S o<br />
+ μs n<br />
...(1)<br />
where S o<br />
= cohesion and μ = the coefficient of internal<br />
friction of the material which is related to the angle of<br />
internal friction ϕ of that material by μ = tanϕ. Since the<br />
sign of τ only affects the sliding direction, only the<br />
magnitude of τ matters. Presented in terms of principal<br />
stresses, the Mohr-Coulomb criterion is:<br />
σ 1<br />
= C o<br />
+ σ 3<br />
tan 2 β ...(2)<br />
where σ 1<br />
= the major principal effective stress at failure,<br />
σ 3<br />
= the least principal effective stress at failure, C o<br />
= the<br />
uniaxial compressive strength, and β gives the orientation<br />
of the failure plane and is related to internal friction angle<br />
ϕ as β = π/4 + ϕ/2. In some formulations tan 2 β is replaced<br />
by q, where q = [(μ 2 +1) 1/2 + μ] 2 .<br />
The Lade criterion [9] is a three-dimensional failure criterion.<br />
Originally proposed for cohessionless sands, the criterion<br />
was then adopted for analyzing rocks with finite values of<br />
cohesion and tensile strength [10] and such a formulation<br />
was later linked [11] with standard rock mechanics<br />
parameters such as ϕ and S o<br />
to obtain:<br />
where I 1<br />
’ and I 3<br />
’ are stress invariants<br />
...(3)<br />
I 1<br />
’ = [(σ 1<br />
+ S – P p<br />
)+(σ 2<br />
+ S – P p<br />
) +(σ 3<br />
+ S – P p<br />
) ...(4)<br />
I 3<br />
’ = [(σ 1<br />
+ S – P p<br />
)(σ 2<br />
+ S – P p<br />
) (σ 3<br />
+ S – P p<br />
) ...(5)<br />
where S and η are material constants, and P p<br />
is the pore<br />
pressure. The parameter S is related to the cohesion of<br />
the rock, while η represents the internal friction. These<br />
parameters can be derived directly from the Mohr-Coulomb<br />
cohesion S o<br />
and internal friction angle ϕ by<br />
The typical behaviour of the Modified Lade criterion is<br />
shown in Figs 1 and 2. In principal stress space criterion [3]<br />
has the form of a convex, triangularly shaped cone. The<br />
parameter η determines the shape of the cross-section in<br />
the π-plane: increasing values of h correspond to the crosssectional<br />
shape changes from circular to triangular with<br />
smoothly rounded edges, Fig. 1. When plotted in σ 1<br />
- σ 2<br />
space, the criterion first predicts a strengthening effect<br />
with increasing intermediate principal stress s 2<br />
followed<br />
by a slight reduction in strength once s 2<br />
becomes ‘‘too<br />
high’’, Fig. 2. Thus, the Modified Lade criterion seems to<br />
provide a good alternative to the Mohr-Coulomb criterion.<br />
Fig. 2 : Behaviour of different failure criteria in σ 1<br />
-σ 2<br />
space<br />
for different values of confining stress σ 3<br />
.<br />
The extended von Mises yield criterion, or the Drucker-<br />
Prager criterion, was originally developed for soil<br />
mechanics. The yield surface of that criterion in principal<br />
stress space is a right circular cone equally inclined to<br />
the principal-stress axes, Fig. 1. The intersection of the<br />
p-plane with this surface is a circle and the Drucker-Prager<br />
yield function has the form:<br />
1/2<br />
J 2<br />
= k + α 1<br />
J 1<br />
...(7)<br />
where<br />
J 1<br />
= (σ 1<br />
+σ 2<br />
+σ 3<br />
)/3 ...(8)<br />
J 2<br />
= [(σ 1<br />
-σ 2<br />
)+(σ 2<br />
-σ 3<br />
) +(σ 1<br />
-σ 3<br />
) 2 ]/6 ...(9)<br />
The material parameters α 1<br />
and k can be determined from<br />
the slope and the intercept of the failure envelope plotted<br />
1/2<br />
in the J 1<br />
- J 2<br />
space: α 1<br />
is related to the internal friction of<br />
the material and k is related to its cohesion. In this way,<br />
the Drucker-Prager criterion can be compared to the Mohr-<br />
Coulomb criterion.<br />
The Drucker-Prager criterion can be further divided into an<br />
outer bound criterion (or Circumscribed Drucker-Prager) and<br />
an inner bound criterion (or Inscribed Drucker-Prager). These<br />
Volume 1 No. 2 July 2012
12 <strong>ISRM</strong> (India) Journal<br />
two versions of the criterion come from comparing it with<br />
the Mohr-Coulomb criterion and are shown in Fig. 1. The<br />
inner Drucker-Prager circle only touches the inside of the<br />
Mohr-Coulomb criterion and the outer Drucker-Prager circle<br />
coincides with the outer apices of the Mohr-Coulomb<br />
hexagon. Then the parameters α 1<br />
and k are given as [12] :<br />
...(10)<br />
...(11)<br />
The first set of equations is valid for inscribed and the<br />
second set for circumscribed criterion.<br />
As can be seen from the last equations, α 1<br />
only depends<br />
on ϕ, which means that it has an upper bound for both<br />
cases. When ϕ = 90 o , μ = ∞ and tan 90 o = ∞, so the value<br />
of a converges to 0.866 in the Inscribed Drucker-Prager<br />
case and to 1.732 in the Circumscribed Drucker-Prager<br />
case. Fig. 3 shows the behaviour of α 1<br />
with respect to m.<br />
The asymptotic values are represented by thick dashed<br />
lines. As α 1<br />
is obtained from the slope of the failure<br />
1/2<br />
envelope in J 1<br />
- J 1<br />
space, according to its value we are<br />
able to discern whether the Inscribed or the Circumscribed<br />
Drucker-Prager can be applied to the data. On the other<br />
hand, if the value of α 1<br />
for a specific rock is greater than<br />
the upper bound (asymptotic value), the values of C o<br />
and<br />
μ cannot be obtained, which means that the Drucker-<br />
Prager criteria cannot be compared to Mohr-Coulomb. If<br />
it is not necessary to find the values of C o<br />
and μ then the<br />
Drucker-Prager failure criterion can always be applied.<br />
Fig. 3 : Lower and upper bound for Drucker-Prager<br />
parameter α 1<br />
: α 1<br />
(vertical axis) as a function of<br />
μ (horizontal axis).<br />
In Fig. 2 the behaviour of both versions of Drucker-Prager<br />
criterion is shown in comparison with other failure criteria<br />
used in the analysis presented in this paper. C o<br />
= 64.1MPa<br />
and μ = 0.63 has been used and it can be seen in Fig. 2<br />
that for fixed values of σ 2<br />
and σ 3<br />
, the Inscribed Drucker-<br />
Prager predicts failure at lower stresses than the<br />
Circumscribed Drucker-Prager, which behaves significantly<br />
different than the other criteria. With increasing σ 2<br />
, the<br />
Modified Lade criterion first predicts strengthening followed<br />
by a slight reduction in strength once σ 2<br />
becomes ‘‘too<br />
high’’. Thus, the Modified Lade criterion seems to provide<br />
a good alternative to the Mohr-Coulomb criterion. Note<br />
that it was indicated before [12] that when trying to find the<br />
best criterion to fit the test data on different rocks, the<br />
Mohr-Coulomb triaxial failure criterion always yielded<br />
comparable misfits. Furthermore, the Modified Lade<br />
polyaxial criterion gave very similar fits of the data and<br />
the Drucker-Prager criterion did not accurately indicate<br />
the value of σ 1<br />
at failure and had the highest misfits.<br />
3. ANALYSIS<br />
The general hollow cylinder configuration with the inner<br />
radius R i<br />
and the outer radius R o<br />
is considered. The external<br />
pressure in the cylinder is P o<br />
, the internal pressure P i<br />
and<br />
the axial pressure is F. Utilizing linear elastic theory, the<br />
hollow cylinder stress equations can be written as [13] :<br />
...(12)<br />
...(13)<br />
...(14)<br />
If pore pressure is taken into account, the effective hollow<br />
cylinder stresses are given as the difference between the<br />
respective total stress, radial (σ r<br />
), hoop (σ θ<br />
) or axial (σ z<br />
),<br />
and the pore pressure term α B<br />
- P p<br />
, where α B<br />
is the Biot’s<br />
constant.<br />
The above linear elastic theory has been applied to perform<br />
wellbore stability analysis. The computation starts with<br />
converting the applied loads P i<br />
and P o<br />
into wellbore stresses<br />
σ r<br />
and σ θ<br />
. The wellbore stresses are then substituted into<br />
failure criteria to determine the critical wellbore pressure and<br />
identify the upper and lower bound mud weights.<br />
Subsequently, the “safe mud weight window” can be<br />
generated. When the internal pressure P i<br />
is small, the<br />
difference between the tangential and radial stress is<br />
significant and shear failure may occur. This critical internal<br />
pressure for shear failure corresponds to the lower bound<br />
coll<br />
mud weight and is called the “collapse pressure” P i<br />
. On<br />
the other hand, when the internal pressure P i<br />
increases to a<br />
high value, the tangential stress σ q<br />
will be negative and that<br />
indicates that the tangential stress turns to tensile state.<br />
Tension failure will occur when this stress surpasses the<br />
tensile strength of the wellbore rock. The corresponding<br />
internal pressure is the upper bound mud weight called the<br />
frac<br />
“fracturing pressure” P i<br />
. The difference between these two<br />
extreme pressure values is the “safe mud weight window”.<br />
Thus, low P i<br />
values favor shear failure; tensile failure at the<br />
wellbore wall can be expected for high well pressures.<br />
Volume 1 No. 2 July 2012
Study of Wellbore Stresses and Stability based on a Hollow Cylinder Model<br />
13<br />
The three failure criteria mentioned above, i.e., Mohr-<br />
Coulomb, Drucker-Prager and Modified Lade criterion,<br />
have been used in the analysis outlined above to predict<br />
the critical collapse pressure and tensile failure criterion<br />
has been used to predict the critical fracturing pressure.<br />
Then the results obtained from different failure criteria<br />
have been compared. Furthermore, the parametric<br />
analysis about the stress state and critical pressures has<br />
been conducted. Two ratios, the ratio of external and<br />
internal radius and the ratio of external and internal<br />
pressure, have been identified as crucial parameters that<br />
have significant influence on the critical internal pressure.<br />
To assess the influence of pore pressure on stability, the<br />
critical internal pressures have been estimated for two<br />
scenarios: with and without the pore pressure, and the<br />
big difference between these two cases has been<br />
observed. The set of rock strength and in situ stress<br />
data from one oilfield in the UAE has been used in<br />
calculations. It is shown in Table 1 where σ h<br />
is the in-situ<br />
horizontal stress, σ v<br />
is the vertical stress, and analysis<br />
has been performed in terms of two parameters α and β<br />
defined as<br />
R o<br />
= αR i<br />
and P i<br />
= βP o<br />
...(15)<br />
Table 1 : Rock properties and in situ stress data<br />
Depth σ h<br />
σ v<br />
P p<br />
S o<br />
β<br />
(m) (MPa/ (MPa/ (MPa/ (MPa) (degree)<br />
100m) 100m) 100m)<br />
2134 1.39 2.35 1.13 11.2 32.7<br />
3.1 Maximum Shear Stress<br />
The wellbore stresses σ r<br />
, σ θ<br />
and σ z<br />
were obtained by<br />
solving Eqs. 12-14. The three principal stresses σ 1<br />
, σ 2<br />
and σ 3<br />
were identified based on their magnitudes. Then,<br />
the maximum shear stress τ max<br />
was calculated as τ max<br />
=<br />
(σ 1<br />
-σ 3<br />
)/2. Fig. 4 shows the variation of τ max<br />
with the radius<br />
ratio α. As α increases, the maximum shear stress<br />
decreases, sharply at first and then remains approximately<br />
constant. Thus, the maximum shear stress τ max<br />
is very<br />
sensitive to wall thickness if the hollow cylinder is thin.<br />
Then a tiny increment in wall thickness can result in<br />
significant shear stress reduction. However, the maximum<br />
shear stress τ max<br />
is much less sensitive to wall thickness<br />
for the thick-walled cylinder. This can provide guidelines<br />
for scaling the laboratory hollow cylinder stress data into<br />
the real wellbore situation where α is infinite.<br />
Fig. 4 also shows the impact of β on τ max<br />
. As β decreases<br />
from 1.0 to 0, τ max<br />
will increase accordingly. In other words,<br />
the larger the difference between P i<br />
and P o<br />
is, the greater<br />
the τ max<br />
is. Therefore, if P o<br />
is fixed (such as in-situ horizontal<br />
stresses) and the internal well pressure continues<br />
decreasing (such as mud weight-related drilling pressure),<br />
τ max<br />
in the inner wall will continuously increase until shear<br />
failure will occur.<br />
Fig. 4 : Maximum shear stress at R i<br />
as function of α and β.<br />
3.2 Minimum Internal Well Pressure<br />
Figs. 5 and 6 show the influence of failure criteria, radius<br />
ratios and pore pressure on the lower bound mud weight,<br />
which is the minimum internal well pressure required to<br />
maintain wellbore stable. Firstly, the influence of failure<br />
criteria on minimum internal pressure becomes quite<br />
obvious through comparing the two sets of curves. The<br />
Mohr-Coulomb criterion is the most conservative criterion<br />
and the Drucker-Prager criterion is the most nonconservative<br />
one. The Mohr-Coulomb criterion predicts<br />
the highest critical β. That is mainly because the Mohr-<br />
Coulomb criterion is a two-dimensional criterion that only<br />
considers σ 1<br />
and σ 3<br />
. Therefore, the strengthening effect<br />
of the intermediate principal stress is ignored and borehole<br />
strength is underestimated. However, the Drucker-Prager<br />
criterion gives us the lowest critical β. That is mainly due<br />
to its overestimation of the intermediate principal stress<br />
strengthening effect. The Modified Lade criterion is a<br />
moderate one that is between the above two extreme<br />
criteria as it seems to properly account for the influence<br />
of σ 2<br />
on rock strength. These results are consistent with<br />
the results obtained by Zhang et al [14] .<br />
Fig. 5 : The effect of failure criterion on β-collapse<br />
including pore pressure effects<br />
Volume 1 No. 2 July 2012
14 <strong>ISRM</strong> (India) Journal<br />
Fig. 6 : The effect of failure criterion on β-collapse, dry case.<br />
The radius ratios a also plays an important role in<br />
determining the minimum internal pressure. As we know<br />
from Section 3.1, the maximum shear stress τ max<br />
will<br />
decrease when a increases. That means the inner hole<br />
can sustain much more pressure difference between<br />
internal and external pressures. Therefore, the minimum<br />
internal pressure β for preventing wellbore collapse could<br />
be reduced as the radius ratio α increases. Furthermore,<br />
when the radius ratio α goes up to a certain value, the<br />
minimum internal pressure β will not keep increasing but<br />
will remain approximately constant. This conclusion<br />
provides guidelines for scaling the lab hollow cylinder test<br />
data into the real wellbore situation where α is infinite.<br />
Pore pressure is another crucial parameter to affect the<br />
minimum internal pressure, which will be discussed in<br />
Section 3.4.<br />
3.3 Maximum Internal Well Pressure<br />
Fig. 7 shows us the influence of radius ratios and pore<br />
pressure on the upper bound mud weight, which is the<br />
required maximum internal pressure to maintain wellbore<br />
stable. As we know from Section 3.1, the maximum shear<br />
stress τ max<br />
will reduce if a increases. That means the<br />
inner hole can sustain much more pressure difference<br />
between internal and external pressures. Therefore, the<br />
maximum internal pressure β for preventing wellbore<br />
fracturing could be enhanced as the radius ratio α<br />
increases.<br />
In addition, the gap between the two curves indicates<br />
the effect of pore pressure P p<br />
on the maximum internal<br />
pressure β required for fracturing. As we can see, β-<br />
fracturing with pore pressure is obviously smaller than<br />
that without pore pressure. That is mainly because the<br />
pore pressure reduces the effective stresses and reduces<br />
the critical β-fracturing. Hence, if pore pressure is ignored<br />
when designing the mud weight on the oilfield, the inner<br />
wall stability will be overestimated and β-fracturing will<br />
be much greater than real condition. Then the inner wall<br />
will be at risk of developing mud leakage or the wall will<br />
break down.<br />
Fig. 7 : The effect of pore pressure on β-fracturing.<br />
3.4 Safe Mud Weight Window – Pore Pressure<br />
Effects<br />
Fig. 8 shows the safe mud weight window when pore<br />
pressure is taken into account and Fig. 9 shows the safe<br />
mud weight window when pore pressure is ignored. The<br />
comparisons of these two figures demonstrate the pore<br />
pressure effects on safe mud weight window. Take the<br />
Mohr Coulomb criterion for example. If the pore pressure<br />
is taken into consideration, the safe mud weight is between<br />
11.5 and 15.5 lb/gal. On the other hand, the safe mud<br />
weight will be approximately between 5 and 24 lb/gal if<br />
pore pressure is ignored. Also note that the mud weight<br />
window is much narrower if the pore pressure is taken<br />
into account. Pore pressure will weaken rock strength by<br />
reducing the confining pressure in the formation and thus<br />
will also reduce wellbore stability.<br />
Fig. 8 : The required mud weight with pore pressure<br />
The differences among the three failure criteria have been<br />
shown clearly through the analysis performed. The Mohr-<br />
Coulomb criterion is the apparently conservative one, the<br />
Drucker-Prager criterion is the non-conservative one, and,<br />
accounting for the intermediate principal stress<br />
strengthening effect in a reasonable way, the Modified<br />
Lade criterion is a moderate one. These results also<br />
confirm the impact of the hollow cylinder size on the critical<br />
mud weight. As the hollow cylinder thickness increases,<br />
Volume 1 No. 2 July 2012
Study of Wellbore Stresses and Stability based on a Hollow Cylinder Model<br />
15<br />
the mud weight window is getting wider, so it is easier to<br />
avoid instability problems. Note that the minimum and<br />
maximum mud weights change only slightly and stay<br />
approximately constant when α is greater than a certain<br />
value, such as 3 or 4. This phenomenon can be used to<br />
predict the wellbore stability problems by virtue of hollow<br />
cylinder testing.<br />
Fig. 9 : The required mud weight without pore pressure<br />
4. CONCLUSIONS<br />
A hollow cylinder model was used in this paper to conduct<br />
the parametric analysis of wellbore stresses and stability<br />
in terms of three major parameters that have significant<br />
influence on the critical internal wellbore pressure, such<br />
as radius ratio α, pressure ratio β, and pore pressure P p<br />
.<br />
Different values of these parameters give rise to different<br />
stress distributions in the hollow cylinder and,<br />
subsequently, affect the critical internal pressures. In<br />
addition, the critical internal pressure also depends on<br />
the failure criterion and three popular failure criteria such<br />
as Mohr-Coulomb, Drucker-Prager, and the Modified Lade<br />
criterion have been considered in this paper. Several<br />
conclusions can be drawn from this work.<br />
Firstly, the radius ratios a has great impact on the minimum<br />
and maximum critical internal pressure. As this ratio<br />
increases, the minimum internal pressure decreases and<br />
the maximum internal pressure increases. In other words,<br />
the safe mud weight window will be widened if the radius<br />
radio increases. In addition, the minimum and the maximum<br />
mud weights change only slightly and remain approximately<br />
constant when a is greater than a certain value. This<br />
phenomenon can be used to scale the lab hollow cylinder<br />
test data up to the scale of wellbore stability problems. It<br />
also means that, from stress point of view, it is easier to<br />
control stability of an oilfield well than of a small hollow<br />
cylinder sample tested in laboratory environment.<br />
Secondly, pore pressure also plays an important role in<br />
borehole stability analysis and mud weight design. It can<br />
significantly weaken the rock by reducing confining stress,<br />
thus narrowing down the safe mud weight window to a<br />
great degree. When pore pressure effects and effective<br />
stresses are considered, the safe mud weight window is<br />
much narrower than when compared to the dry rock case.<br />
Hence, neglecting pore pressure (or inaccurate pore<br />
pressure estimation) will have misleading effect on safe<br />
mud weight choices and may result in triggering wellbore<br />
instability problems.<br />
Finally, this analysis confirms the differences and<br />
characteristics of the three yield criteria considered in this<br />
paper. The Mohr-Coulomb criterion is apparently<br />
conservative. It is a two-dimensional failure criterion that<br />
does not account for the intermediate principal stress<br />
strengthening effect. The Drucker-Prager criterion is<br />
apparently non-conservative and over predicts the s 2<br />
strengthening effect. The Modified Lade criterion is a<br />
moderate one, between the extremes of the other two criteria.<br />
Thus, it can provide reasonable mud weight predictions.<br />
Acknowlegdements : Support from the Petroleum<br />
Institute and local operating companies for the work<br />
covered in this paper is gratefully acknowledged.<br />
REFERENCES<br />
1. Jaeger J., Cook, N.G.W., and Zimmerman R. 2007, Fundamentals<br />
of rock mechanics, 4th edition, Blackwell Publishing.<br />
2. Santarelli F.J. and Brown E.T. 1989, Failure of three sedimentary<br />
rocks in triaxial and hollow cylinder compression tests. Int. J.<br />
Rock Mech. Min. Sci. Geomech. Abstr. 26 (5): 401-13.<br />
3. Chen X., Tan, C.P., and Haberfield C.M. 2000, Numerical<br />
evaluation of the deformation behaviour of thick-walled hollow<br />
cylinders of shale. Int. J. Rock Mech. Min. Sci. 37 (6): 947-961.<br />
4. Wang Y. and Wu B. 2001, Borehole collapse and sand production<br />
evaluation: experimental testing, analytical solutions and field<br />
implications. Proc. 38 th U.S. Symp. on Rock Mech., DC Rocks<br />
2001: Rock Mechanics in the National Interest, Washington DC,<br />
July 7-10, Elsworth, Tinucci and Heasley (eds).<br />
5. Marsden J.R., Dennis, J.W. and Wu B. 1996. Deformation and<br />
failure of thick-walled hollow cylinder of mudrock, a study of<br />
wellbore instability in weak rock. Proc. Eurock’96, Barla (ed).<br />
6. Biot M. A. 1941. General theory of three-dimensional consolidation.<br />
J. Appl. Phys. 12: 155-164.<br />
7. Kanj M. and Abousleiman Y. 2005. Fully-Coupled<br />
porothermoelastic analysis of anisotropic hollow cylinders with<br />
applications. Int. J. Num. Anal. Meth. Geom. 29 (2): 103-126.<br />
8. Zhou X. and Ghassemi A. 2009, Finite element analysis of coupled<br />
chemo-poro-thermo-mechanical effects around a wellbore in<br />
swelling shale. Int. J. Rock Mech. Min. Sci., 46 (4): 769-778.<br />
9. Lade P.V. and Duncan J.M. 1975. Elastoplastic stress-strain<br />
theory for soil. J. Geot. Eng. Div. ASCE, 101: 1037.<br />
10. Lade P.V. 1984. Failure criterion for frictional materials, Mechanics<br />
of Engineering Materials, Ch. 20, Desai and Gallagher (eds.),<br />
Wiley, 385-402.<br />
11. Ewy R.T. 1998. Wellbore stability predictions using a modified<br />
Lade criterion, Eurock 98, Trondheim.<br />
12. Colmenares L. B. and Zoback M. D. 2002. A statistical evaluation<br />
of intact rock failure criteria constrained by polyaxial test data for<br />
five different rocks, Int. J. Rock Mech. & Min. Sci., 39: 695-729.<br />
13. Hoskins E.R. 1969. The failure of thick-walled hollow cylinders of<br />
isotropic rock. Int. J. Rock Mech. & Min. Sci. 6: 99-125.<br />
14. Zhang L., Cao, P. and Radha K.C. 2010. Evaluation of rock<br />
strength criteria for wellbore stability analysis. Int. J. Rock Mech.<br />
Min. Sci. 47: 1304-1316.<br />
Volume 1 No. 2 July 2012
16 <strong>ISRM</strong> (India) Journal<br />
ENGINEERING GEOLOGICAL AND GEOTECHNICAL<br />
EVALUATION OF DAM SPILLWAY (II-C) OF BUNAKHA<br />
HYDROELECTRIC PROJECT, BHUTAN HIMALAYA<br />
A.K. Naithani, L.G. Singh and Devendra Singh Rawat<br />
National Institute of Rock Mechanics, Kolar Gold Fields, Karnataka<br />
P.C. Nawani<br />
Former Director, NIRM, H.No. 273, Nirvana Country, Sector 49-50, Gurgaon, Haryana<br />
ABSTRACT<br />
The 193.3 m long and 64 m wide spillway of Bunakha Hydroelectric Project is proposed 89.50 m from the<br />
right abutment to pass the flood discharge and lies mainly on the right abutment and partly in the river<br />
section. The spillway area was investigated through detailed engineering geological mapping, exploratory<br />
drilling and laboratory testing. The rock mass properties, i.e., joint sets, weathering grade, RQD, RMR,<br />
permeability etc. of the rock masses to be encountered during the excavation of spillway have been<br />
analyzed in detail. Core samples from the exploratory drill holes drilled at the spillway alignment were<br />
tested for physico-mechanical properties of rocks in the laboratory. The mapping details indicated that the<br />
major rock types which are exposed to the surface and cover the entire spillway area are foliated gneisses<br />
with bands of banded gneisses. On the basis of detailed investigations and laboratory testing, inferences<br />
and recommendations have been made which will be helpful during the construction of the project.<br />
Keywords: Hydroelectric, Rock Mass Rating, Spillway, Thimphu Formation, Bhutan<br />
INTRODUCTION<br />
The proposed Bunakha Hydroelectric Project (BHEP) for<br />
generation of 180 MW (3 x 60 MW) hydropower is located<br />
near village Bunakha, in Chukha Dzong (District) in the<br />
Western Bhutan, covering toposheet No. 78E/11 & 78E/<br />
12 India and adjacent country series. BHEP is the upper<br />
most major project in the development of the power<br />
potential of the Wang Chhu river in Bhutan. Wang Chhu is<br />
formed by the confluence of two major snow-fed rivers<br />
viz. Paro Chhu and Thimphu Chhu, join at an elevation of<br />
2068 m at Chhuzom, i.e., upstream from the proposed<br />
project site. BHEP is a storage project utilizing the head<br />
upstream of the existing Chukha HE Project (336 MW)<br />
and the confluence of Paro Chhu and Thimphu Chhu. This<br />
proposed storage scheme envisages important structures<br />
such as 198 m high concrete dam, spillway, intake, steel<br />
lined pressure shafts partly along the slope of the nonoverflow<br />
section and partly through the underground<br />
excavation, power house and a tail race channel. The<br />
estimated gross storage of this project is about 237.52<br />
MCM. In the spillway area, river Wang Chhu flows in 170 o<br />
direction and takes a south-westerly turn after the<br />
confluence with Sherjalum Chhu. The confluence of<br />
Sherjalum Chhu with Wang Chhu is at an elevation of<br />
1848 m. In this paper attempt has been made to bring out<br />
the rock mass condition of the foundation of the spillway<br />
of new dam axis (II-C) on the basis of detailed engineering<br />
geological mapping, geological logging of drill holes, rock<br />
mass permeability values, and laboratory test result. The<br />
basic purpose of these investigations was to identify /<br />
map different rocks and structures like joints, shear zones,<br />
faults, fracture zones etc and to determine engineering<br />
properties of rock by lab testing. Rock mass classification<br />
using Rock Mass Rating (RMR) system [Bieniawski, 1979,<br />
1989] was attempted. The rock mass classification can<br />
be used for estimating the unsupported span, the standup<br />
time and the support pressures of an underground<br />
opening. It can be also be used for selecting a method of<br />
excavation and permanent support system.<br />
The spillway is proposed 89.50 m from the right abutment<br />
of the dam to pass the flood discharge and lies mainly on<br />
the right abutment and partly in the river section. The<br />
length of spillway is 193.30 m (up to Flip Bucket) and the<br />
overall width of the spillway is 64.00m. The crest of the<br />
spillway is at EL 1917.50 m. The flood/MPF through the<br />
spillway will be regulated by means of six gates each of<br />
size 6.0 m (width) x 9.0 m (height). The waterway for the<br />
spillway has been designed to cater to the Maximum<br />
Probable Flood (MPF) with a peak discharge of 10028<br />
Cumecs and the total flood volume of about 845 million<br />
Volume 1 No. 2 July 2012
Engineering Geological & Geotechnical Evaluation of Dam Spillway (II-C) of Bunakha Hydroelectric Project, Bhutan<br />
17<br />
cubic meters. The FRL of 2006 m has been finalized by<br />
regulating the PMF of 10028 Cumecs through the low level<br />
sluice spillway. The chosen FRL of 2006 m has the<br />
advantage of avoiding the submergence of the<br />
Phuentsholing-Thimphu national highway and restricting<br />
the submergence of agricultural land and consequent socioeconomic<br />
impacts.<br />
GEOLOGY OF THE PROJECT AREA AND AROUND<br />
The bedrock encountered at the proposed project site at<br />
Bunakha is represented largely by crystalline rocks of<br />
Thimphu Gneissic Complex belonging to upper amphibolite<br />
facies of metamorphism [Jangpangi, 1978; Gansser,<br />
1983]. Earlier, geologically, the project area was<br />
investigated by Chowdhury [1993, 1995] and Mishra and<br />
Sanwal [1994]. The litho-units of Thimphu Gneissic<br />
Complex at site are characterized by heterogeneous<br />
lithology consisting of foliated gneisses, streaky and<br />
banded gneisses, amphibolite gneisses with large boudins<br />
and bands of quartzite and thin interlayer of mica schists/<br />
foliated gneisses with large porphyroblasts of garnet<br />
measuring up to 4 mm and bands of calc-silicate gneisses.<br />
Quartz porphyroblasts are stretched and boudinaged and<br />
show undulose extinction. On the surface of spillway area<br />
garnetiferous foliated gneisses and banded gneisses have<br />
been mapped while drilling confirmed a sequence of<br />
foliated gneisses, banded gneisses, amphibolite gneisses<br />
and calc-silicate gneisses at different depths. 1.6 km<br />
upstream from the spillway, there is a thrusted contact<br />
(MCT-I) between the rocks of Thimphu and Paro<br />
Formations. In general, formations (bedding/foliation S-1)<br />
show low to moderate (10 o to 35 o ) dip excepting in areas<br />
adjoining to faults/ fractures where local steep dips are<br />
noted. Overturned and recumbent folds in the rocks of<br />
Thimphu Formation has been reported by most of the<br />
earlier worker [Nautiyal et.al. 1964; Guha Sarkar, 1979;<br />
Ray et.al. 1989; Bhargava and Dasgupta, 1995, Bharhava,<br />
1995; Koike, 2002]. The rocks of Thimphu Formation at<br />
spillway dam site are folded into N-S trending antiform<br />
with low angle (20 o -30 o ) southerly plunge (4500 > 80<br />
2 Foliated Gneisses (FG) Grade – II 3500 – 4500 60 – 80<br />
3 Alternate Band of Gneisses Grade – III 3000 – 3500 40 – 60<br />
with Calc-silicate (ABG)<br />
4 Schistose Quartzite (SQ) Grade – II 3500 – 4500 60 – 80<br />
5 Shear Zone (SZ) Grade – IV 2000 – 2500 < 1<br />
6 Weathered Rocks (WR) (II-IV) Grade Changes 1500 – 2500 < 10<br />
7 Destressed Rock (DR) - 2500 – 3000 30 – 40<br />
Volume 1 No. 2 July 2012
18 <strong>ISRM</strong> (India) Journal<br />
GEOTECHNICAL INVESTIGATIONS<br />
Geological Mapping<br />
Understanding the geological and structural setup of an<br />
area constitutes one of the important parameters required<br />
for economic and safe designing of a civil structure. For<br />
the design of spillway structure detailed examination of<br />
the lithological units and geological structures (e.g., faults,<br />
joints, shear zones, folds etc.) and nature of the river<br />
valley are particularly important. Moreover, foundation<br />
conditions and type of construction to suit the foundation<br />
structure are very important for techno-economic design<br />
of engineering structure. Therefore, in order to forecast<br />
the geology along the spillway alignment and to estimate<br />
the rock mass characteristics, detailed engineering<br />
geological mapping has been carried out on 1:1000 scales<br />
with 2 m contour intervals by deploying Total Station. The<br />
map prepared during detailed investigation depicts the<br />
boundaries of different geological units with structural data,<br />
areas covered by overburden, boulders, river and streams<br />
at the spillway site (Fig. 1).<br />
In the spillway area on the surface foliated gneisses<br />
interlayer with banded gneisses which are generally 22 o<br />
to 30 o in disposition for considerable distance both on the<br />
up-stream and down-stream sides are present. From dam<br />
axis up to 200 m on the surface on right bank foliated<br />
gneisses are exposed for which joint volume (Jv) 24 was<br />
recorded. Presence of medium grained greyish white<br />
foliated gneisses, banded gneisses with bands of calcsilicate<br />
gneisses and amphibolite gneisses are confirmed<br />
from Drill holes data. The site for junction point of spillway<br />
Fig. 1 : Geological plan map of dam spillway (II-C)<br />
with stilling basin has been finalized in such a way that it<br />
should not be affected by the discharge from the Shirjalum<br />
Chhu, which is charged with boulders gushing down at<br />
high velocity during cloudburst would endanger the stilling<br />
basin. The stilling basin is kept on right bank, i.e., away<br />
from Shirjalum Chhu but diversion of the Shirjalum Chhu<br />
and construction of boulder traps in the upper reaches<br />
shall have to be considered.<br />
The geological mapping at the project site confirm that<br />
the river Wang Chhu flows along the N-S trending axial<br />
Volume 1 No. 2 July 2012
Engineering Geological & Geotechnical Evaluation of Dam Spillway (II-C) of Bunakha Hydroelectric Project, Bhutan<br />
19<br />
zone of the antiform with low angle (
20 <strong>ISRM</strong> (India) Journal<br />
conducted in spillway drill holes, at increasing and<br />
decreasing cycle of pressure, to determine rock mass<br />
permeability values. Core samples from the boreholes<br />
were tested for physico-mechanical properties of rocks in<br />
the laboratory.<br />
Table 2 : Prominent joint sets developed in gneisses at dam spillway site<br />
Type of Strike or Spacing Persistence Roughness Aperture Infilling Ground Remarks<br />
Joint/ Joint Dip (cm) (m) (mm) Water<br />
Set<br />
Direction/<br />
Dip<br />
Foliation J1 N200 o /25 o 12-60 >20 m Smooth Tight to 10 Sheared Dry Shear zones are<br />
undulating gaugy some times formed<br />
material<br />
along this joint,<br />
foliation dipping<br />
toward downstream<br />
side (22°-<br />
30°).<br />
Inclined J2 N055 o /55 o 40-60 1 – 5 Rough 12 None Dry Joint dipping<br />
undulating toward valley,<br />
often controls the<br />
valley slope.<br />
Subvertical N095 o /80 o Random >20 Smooth planar 4 None Dry Valley dipping joint,<br />
J3<br />
perpendicular to<br />
dam axis, often<br />
control the valley<br />
slope.<br />
Vertical J4 N055 o -070 o /V >18 >20 Smooth planar 3-5 None Dry Vertical Joint,<br />
oblique to dam axis<br />
Table 3 : Description of drilling data from spillway alignment area<br />
Drill Location Total Angle with Reduced Overburden Weathering Drill Core RQD Brief<br />
Hole Depth Horizontal Level of (m) Grade Water Recovery (%) Description<br />
No (m) Ground Loss (%) of Rock<br />
(m)<br />
Types<br />
DH-03 71.47m d/s 75.0 90 1849.29 13.50 W-I - W-III Partial – 0-80 0-35 Banded gneiss<br />
of dam axis Collar Complete with schistose<br />
II-C, centre Elevation parting<br />
of river<br />
DH-06 162.50m d/s 50.30 90 1849.21 5.0 W-I - W-III Partial 0-100 0-58 Banded gneiss<br />
from dam axis Collar with schistose<br />
(II-C), river Elevation intercalations<br />
bed<br />
DH-13 47.00m d/s 150 90 1930.79 0.5 W-I - W-III Partial - 3.3-100 Nil-78.66 Foliated gneiss,<br />
perpendicular Complete banded gneiss,<br />
to dam axis calc silicate<br />
gneiss, amphibolite<br />
gneiss<br />
DH-14 15.50m d/s 126.0 59 1850.75 1.5 W-I - W-IV Partial - 8-94.7 Nil-74 Foliated gneiss,<br />
from dam Complete banded gneiss,<br />
axis (II-C),<br />
amphibolite<br />
right bank gneiss, calc<br />
silicate gneiss<br />
and schistose<br />
quartzite<br />
The cores recovered from these bore holes have been<br />
examined and logged geologically. Overburden in the river<br />
bed varies from 5.0 m to 13.50 m and bedrock occurs at<br />
level varying from RL 1832 m to RL 1844 m. Erratic<br />
weathering is indicated and level of moderately fresh rock<br />
(W-II) varies from RL 1827 m to 1836 m as reported from<br />
the drill hole DH-14. Excepting in the limited section of<br />
DH-14 drill core recovery is poor and retrieved core are<br />
fragmentary such that average RQD values are extremely<br />
poor (
Engineering Geological & Geotechnical Evaluation of Dam Spillway (II-C) of Bunakha Hydroelectric Project, Bhutan<br />
21<br />
of schistose interlayers and foliation parallel shear zones<br />
(37 Lu. This has<br />
been ascribed to presence of close set of schistose<br />
interlayers and foliation parallel minor shear zones (
22 <strong>ISRM</strong> (India) Journal<br />
CONCLUSIONS<br />
Based on above studies, the following inferences and<br />
recommendations have been made:<br />
(a) The grade of the rock mass as evaluated from the drill<br />
holes cores, core recoveries and RQD, has RMR<br />
values varying from 35 to 55 and fall under the fair to<br />
poor rock category.<br />
(b) Along the spillway alignment, the rocks are dipping<br />
(low) in the downstream direction associated with low<br />
angle (
23<br />
INDIAN NATIONAL GROUP OF <strong>ISRM</strong><br />
GOVERNING COUNCIL FOR THE TERM 2011-2014<br />
President<br />
• Dr. H.R. Sharma, Chief Technical Principal-Hydro, Tractebal Engineering Pvt. Ltd.<br />
Vice President<br />
• Dr. R.K. Goel, Chief Scientist, Central Institute of Mining and Fuel Research, Regional Centre, Roorkee<br />
Immediate Past President<br />
• Dr. K.G. Sharma, Professor, Department of Civil Engineering, IIT Delhi<br />
Members<br />
• Dr. A.K. Dhawan, Chief Consultant, Fugro Geotech Pvt. Ltd.<br />
• Mr. R. Jeyaseelan, Former Chairman, Central Water Commission<br />
• Mr. Pawan Kumar Kohli, General Manager (Civil Design), H.P. Power Corporation Limited<br />
• Mr. D.M. Kudtarkar, Chief Technology Officer, Hindustan Construction Company Ltd.<br />
• Mr. P.K. Mahajan, VSM, Chief Engineer, Directorate General Border Roads<br />
• Mr. Ganesh Manekar, Chief (Mines), MOIL Limited<br />
• Mr. R.N. Misra, Director (Civil), SJVN Limited<br />
• Dr. A. Nanda, Deputy General Manager, Engineers India Limited, Sub Surface Projects Division<br />
• Mr. A.B. Pandya, Member (D&R), Central Water Commission<br />
• Dr. Rajbal Singh, Joint Director (Rock Mechanics), Central Soil and Materials Research Station<br />
• Dr. P.K. Rajmery, General Manager (Rock Mech.), Hindustan Zinc Ltd.<br />
• Dr. T. Ramamurthy, Visiting Professor, Department of Civil Engineering, Indian Institute of Technology Delhi<br />
• Dr. S. Sengupta, Scientist – V & HOD (Geotechnical Engineering Department) and Scientist-in-Charge -<br />
Bangalore Unit, National Institute of Rock Mechanics<br />
• Mr. D.K. Sharma, Head Project Development Hydropower, L&T Power Development Limited<br />
• Mr. M.S. Soin, Regional Executive Director (Hydro), NTPC Limited<br />
• Dr. Manoj Verman, Technical Director, Geodata India Pvt. Ltd.<br />
• Mr. R.K. Vishnoi, Assistant General Manager (DE&S –Civil), THDC India Ltd.<br />
Member Secretary<br />
• Mr. V.K. Kanjlia, Secretary, Central Board of Irrigation & Power<br />
Treasurer<br />
• Mr. A.C. Gupta, Director (WR), Central Board of Irrigation & Power<br />
Volume 1 No. 2 July 2012
24 <strong>ISRM</strong> (India) Journal<br />
Recent Activities of Indian National Group<br />
SEMINAR ON<br />
“GEOTECHNICAL CHALLENGES IN<br />
WATER RESOURCES PROJECTS”<br />
19-20 January 2012, Dehradun (Uttarakhand)<br />
Inauguration of the Seminar (L-R) Mr. B.C.K. Mishra, Dr. R.K.<br />
Goel, Mr. M.M. Madan, Dr. K.G. Sharma and Mr. A.C. Gupta<br />
A view of the dais during the Inaugural Session<br />
Execution of multipurpose water resources projects located in complicated geological settings is a challenge to<br />
engineers. Despite tremendous all round advancement in technologies, there is still scope to learn and know more<br />
about the geotechnical challenges faced during excavations and its implications on design as well as execution. Both<br />
design and construction engineers would always be keen to know what advancements are taking place in their<br />
respective fields to face such challenges and utilize the knowledge for most economical and safe design for construction<br />
of a project.<br />
These projects require application of modern principles of rock mechanics, which warrants deliberations and collaboration<br />
to facilitate flow of appropriate technology to enable successful implementation of such projects under a time-bound<br />
programme in a cost-effective manner, conforming to environmental requirements.<br />
Safety during tunnel and underground construction is of paramount importance not only to the stability of structures<br />
but also to ensure safety of the work force. Safety in tunnels and cavities may be endangered due to sudden rock<br />
falls, geological failures, collapse of underground opening or a part of opening, etc.<br />
Considering the above, the Central Board of Irrigation & Power (CBIP) and the Indian National Group of International<br />
Society for Rock Mechanics (<strong>ISRM</strong>), organised a Seminar on “Geotechnical Challenges in Water Resources Projects”<br />
at Hotel Aketa, Dehradun on 19 and 20 January 2012.<br />
The objective of the proposed Seminar was to provide a forum for the design and construction engineers to discuss<br />
the solutions to various geological and geotechnical surprises encountered during the execution of various River<br />
Valley Projects and use the knowledge for safe and economical design and construction of such projects.<br />
The Seminar was co-sponsored by UJVN Limited.<br />
62 participants from 26 organisations, including from Bhutan, participated in the Seminar.<br />
The Seminar was inaugurated by Mr. B.C.K. Mishra, Director (Operations), UJVN Limited, on 19 th January 2012. The<br />
Inaugural Session was presided over by Mr. M.M. Madan, Director (Hydel), GVK Group.<br />
Papers/case studies on the following topics were presented and discussed during the Seminar:<br />
Volume 1 No. 2 July 2012
Recent Activities of Indian National Group<br />
25<br />
• Latest Trends and Methods of Assessing Complex Foundation Conditions<br />
• Slope Stability Problems<br />
• Tunneling in Uncertain Rock Conditions and Fractured & Crushed Zones<br />
• Geotechnical Risk Evaluation and Rehabilitation of Existing Dams<br />
• Instrumentation and Monitoring Systems<br />
• Jet Grouting and Plastic Concrete Diaphragm Walls Techniques for Seepage Cut-Off<br />
• Use of Remote Sensing and GIS applications in Geotechnical Investigations and Interpretation<br />
• Geotechnical Aspects of Natural Disasters<br />
The Seminar concluded with the discussions on 20 th January 2012 under the Chairmanship of Mr. Manoj Basu,<br />
General Manager (Geotech), NHPC Limited. Mr. P.K. Kohli, General Manager (Designs), Himachal Pradesh Power<br />
Corporation Limited also participated in the discussions as panelist. During the session, participants discussed the<br />
problems being faced in the professional engagements and provided their feedback about the Seminar.<br />
INTERNATIONAL SEMINAR ON<br />
“SURVEY AND INVESTIGATIONS OF HYDROELECTRIC<br />
PROJECTS – ISSUES AND CHALLENGES”<br />
28 th March 2012, New Delhi<br />
A view of dais during the Inaugural Session (L to R) – Mr. S.P.<br />
Kakran, Mr. A.S. Bakshi, Mr. P. Uma Shankar, Mr. A.B.L.<br />
Srivastava and Mr. G. Sai Prasad<br />
Mr. P. Uma Shankar, Inaugurating the Exhibition<br />
The slippages in capacity addition for power sector, in general, and hydro, in particular, have been a matter of great<br />
concern. Environmental concerns, land acquisition, social issues, contractual issues and geological uncertainties<br />
are listed as major causes amongst the reasons cited for the delays. To overcome the problem of geologic uncertainties,<br />
the role of Survey & Investigation amongst many other factors cannot be under estimated. Accordingly, to study and<br />
analyze the situation and also gain first hand information about the international practices followed in this regard, an<br />
International Seminar on “Survey and Investigations of Hydroelectric Power Projects- Issues and Challenges” was<br />
organized by NHPC Limited in association with CBIP, the Secretariat of Indian National Group of <strong>ISRM</strong>, on March 28 th<br />
at CBIP Conference Hall, New Delhi.<br />
The Seminar was inaugurated by the Hon’ble Chief Guest, Secretary to Government of India, Ministry of Power, Mr.<br />
P. Uma Shankar, by lighting a ceremonial lamp along with Mr. G. Sai Prasad, Joint Secretary (Hydro), Ministry of<br />
Power, Mr. A.S. Bakshi, Chairperson, Central Electricity Authority, Mr. S.P. Kakran, Member, Central Water<br />
Volume 1 No. 2 July 2012
26 <strong>ISRM</strong> (India) Journal<br />
Commission and Mr. A.B.L. Srivastava, Chairman and<br />
Managing Director, NHPC Limited.<br />
There was participation of 112 senior representatives from<br />
Government Departments, Public Sector Utilities and the<br />
Private Sector. The seminar also attracted a large<br />
representation and presentations from International<br />
community with delegates from U.K., China, Switzerland<br />
and Italy.<br />
On the sidelines of the Seminar, an exhibition to showcase<br />
investigation capabilities of NHPC was organized as well.<br />
The exhibition was also inaugurated by Secretary, Ministry<br />
of Power, Government of India. Dr. Gopal Dhawan,<br />
Executive Director, briefed him about the latest equipment<br />
being used for Survey and Investigations and the<br />
techniques involved. The exhibition was visited by a<br />
number of participants and was greatly appreciated.<br />
The technical discussion took place in the following two<br />
sessions:<br />
• Identification of Challenges of Investigations of<br />
Hydroelectric Projects<br />
• Application of Techniques and Methods of<br />
Investigations of Hydroelectric Projects and Handling<br />
of Surprises.<br />
The Seminar Concluded with Panel Discussions on<br />
“Review of Current Survey & Investigation Practices and<br />
Way Forward”, and the Chairmanship of Mr. Brijendra<br />
Sharma, Advisor, Lanco Group and Former Executive<br />
Director, NHPC Limited. Mr. Matin C. Knights, Global<br />
A view of the delegates during the Seminar<br />
Leader, Halcrow and Former President, ITA, Prof. Xia-<br />
Ting Feng, Director, State Key Labs of Geomechanics &<br />
Geotech. Engg., China and President, <strong>ISRM</strong> and Dr. Y.P.<br />
Sharda, Sr. Specialist (Engg. Geology) at SNC-Lavalin,<br />
India and Former Director, GSI, deliberated on various<br />
issues during the panel discussions, as panelists.<br />
Finally the recommendations as framed by a committee<br />
of senior executives were read out by the Chairman and<br />
after discussion and modifications the same were approved<br />
by the house.<br />
The Seminar ended with a Vote of Thanks by Dr. Gopal<br />
Dhawan, Executive Director (Geotech/PID), NHPC Ltd.<br />
SEMINAR<br />
ISSUES IN APPRAISAL OF DETAILED PROJECT REPORTS<br />
OF HYDROELECTRIC PROJECTS<br />
22 June 2012, New Delhi<br />
A view of the dignitaries on dais during the Inaugural session (L to<br />
R): Mr. Alok Gupta, Member Hydro, CEA; Mr. R.C. Jha, Chairman,<br />
CWC; Mr. Devendra Chaudhry, Additional Secretary to Government<br />
of India, Ministry of Power; Mr. R.P. Singh, CMD, SJVN Limited and<br />
Mr. V.K. Kanjlia, Secretary, CBIP<br />
Framing a bankable DPR and getting it appraised in time<br />
is of utmost importance as this becomes as important<br />
document for power purchase agreement, borrowing loans<br />
from financial institutions or Banks, land acquisition,<br />
tender processing, preparation of detailed construction<br />
drawings and for the actual execution of the project. A<br />
well prepared DPR may avoid many uncertainties and also<br />
can reduce construction time of project. In order to achieve<br />
all these objectives, the expeditious approval of DPR also<br />
assumes importance.<br />
In this context, SJVN Limited (SJVNL) organised a<br />
Seminar on “Issues in Appraisal of Detailed Project Reports<br />
of Hydroelectric Projects”, in association with Central<br />
Board of Irrigation and Power (CBIP), the Secretariat of<br />
Indian National Group of <strong>ISRM</strong>, on 22nd June 2012 at<br />
CBIP Conference Hall, New Delhi.<br />
Volume 1 No. 2 July 2012
Recent Activities of Indian National Group<br />
27<br />
Welcome address being delivered by Mr. R.P. Singh<br />
The purpose of the proposed seminar was to discuss the<br />
various issues involved in preparation of DPR & its<br />
approval process. Guidelines for formulation of detailed<br />
project report, norms for submission, acceptance,<br />
examination & concurrence by relevant authorities were<br />
discussed in the seminar. During proposed seminar,<br />
possible ways to minimize the time period involved in<br />
appraisal of DPRs were also discussed.<br />
There was participation of 136 representatives from<br />
Government Departments, Public Sector Utilities and the<br />
Private Sector.<br />
Following were the topics selected for discussions during<br />
the Seminar:<br />
• Guidelines for Formulation and Processing of DPRs<br />
for obtaining TEC/TEA.<br />
• Expectation of Appraising Authorities for Preparation<br />
of Quality DPRs.<br />
• General Deficiencies Observed in DPRs and<br />
Suggestion to Overcome Them<br />
• Difficulties Faced and Ways/Means for Obtaining<br />
Speedy Clearance of DPRs<br />
In total 08 presentations were made on the topics selected<br />
for discussions by the representatives of Central Electricity<br />
Authority, Central Water Commission, Geological Survey<br />
of India, Central Soil and Materials Research Station,<br />
SJVNL, North Eastern Electric Power Corporation Limited,<br />
Himachal Pradesh Power Corporation Limited and GMR<br />
Group.<br />
In addition, during the Inaugural Session of the Seminar,<br />
following ten journals, pertaining to Indian Chapter/Groups<br />
of 10 international organisations, whose Secretariats are<br />
in CBIP, were released by the dignitaries on dais:<br />
• Indian Journal of Geosynthetics and Ground<br />
Improvement<br />
Release of Journals by Mr. R.C. Jha<br />
Release of Directory of Key Personnel in Power, Renewable Energy<br />
and Water Resources Sectors - 2012 by Mr. Devendra Chaudhry<br />
• INCOLD Journal<br />
• <strong>ISRM</strong> (India) Journal<br />
• IWRA (India) Journal<br />
• NDC-WWC Journal<br />
• TAI Journal<br />
• IASH Journal<br />
• AARO Journal<br />
• Power Engineer Journal<br />
• CIGRE India Journal<br />
The Directory of Key Personnel in Power, Renewable<br />
Energy and Water Resources Sectors-2012, brought out<br />
by CBIP, was also released by Shri Devendra Chaudhry,<br />
Additional Secretary to Government of India, Ministry of<br />
Power, during the Inaugural Session.<br />
The Seminar ended with a Vote of Thanks by Mr. V.K.<br />
Kanjlia, Secretary, CBIP.<br />
Volume 1 No. 2 July 2012
28 <strong>ISRM</strong> (India) Journal<br />
<strong>ISRM</strong> NEWS<br />
<strong>ISRM</strong> COMMISSIONS AND JOINT TECHNICAL<br />
COMMITTEES<br />
The <strong>ISRM</strong> Board has appointed several Commissions for<br />
the period 2011-2015 in order that they may study some<br />
scientific and technical matters of topical interest to the<br />
Society.<br />
The current list of <strong>ISRM</strong> Commissions is :<br />
• Commission on Application of Geophysics to Rock<br />
Engineering<br />
• Commission on Coupled THMC processes in<br />
Geological Materials and Systems<br />
• Commission on Crustal Stress and Earthquake<br />
• Commission on Design Methodology<br />
• Commission on Discontinuous Deformation Analysis<br />
- DDA<br />
• Commission on Education<br />
• Commission on Hard Rock Excavation<br />
• Commission on Petroleum Geomechanics<br />
• Commission on Preservation of Ancient Sites<br />
The President of <strong>ISRM</strong> and the Presidents of the two<br />
Sister Societies, IAEG and ISSMGE created a number of<br />
Joint Technical Committees and approved the JTC<br />
Guidelines. These JTCs operate now under the umbrella<br />
of the Federation of International Geo-engineering<br />
Societies - FedIGS.<br />
The current list of JTCs includes :<br />
• JTC 1 - Joint Technical Committee on Landslides and<br />
Engineered Slopes<br />
• JTC 2 - Representation of Geo-engineering Data in<br />
Electronic Form<br />
• JTC 3 - Education and Training<br />
The <strong>ISRM</strong> and the International Tunnelling and Underground<br />
Space Association - ITA are cooperating in such a way<br />
that <strong>ISRM</strong> may appoint members to selected ITA Working<br />
Groups and ITA may appoint members to selected <strong>ISRM</strong><br />
Commissions. Besides, a Joint Working Group /<br />
Commission on “Site Investigation Strategies for Rock<br />
Tunnels” is being set up, under the joint chairmanship of<br />
Conrad Felice from ITA and Rolf Christiansson from <strong>ISRM</strong>.<br />
NOMINATION FROM INDIA FOR <strong>ISRM</strong> COMMISSION<br />
ON EDUCATION<br />
<strong>ISRM</strong> Commission on “Education” is one of the<br />
commissions on various subjects. The purpose of the<br />
Commission is to organize activities and enhance teaching<br />
and training level of education on rock mechanics.<br />
Prof. Meifeng Cai, College of Resources Engineering,<br />
University of Science & Technology Beijing, is the<br />
President of the Commission. The other members of the<br />
commission are:<br />
• M.A. Kwasniewski (Poland)<br />
• N.F. Grossmann (Portugal)<br />
• M.U. Ozbay (USA)<br />
• J.P. Harrison (Canada)<br />
• J.A. Wang (China)<br />
• F. Pellet (France)<br />
• L. Jing (Sweden)<br />
• J. Zhao (Switzerland)<br />
• Xia-Ting Feng (ex-officio), <strong>ISRM</strong> President<br />
• Yingxin Zhou (ex-officio) <strong>ISRM</strong> Vice President (Asia)<br />
<strong>ISRM</strong> requested the Indian National Group to nominate a<br />
key person who is working at Indian University to be a<br />
member of <strong>ISRM</strong> Commission on Education.<br />
Prof. K.G. Sharma, Department of Civil Engineering, IIT<br />
Delhi, has been nominated as member of the Commission<br />
from India considering his exposure to teaching of rock<br />
mechanics, both at Undergraduate and Postgraduate levels.<br />
<strong>ISRM</strong> COUNCIL MEETING<br />
The International Society for Rock Mechanics held its<br />
Council meeting in Stockholm, Sweden, on 27 May 2012,<br />
in conjunction with EUROCK 2012, organised by the<br />
Swedish <strong>ISRM</strong> National Group and the Rock Engineering<br />
Research Foundation - BeFo. 41 of the 49 National Groups<br />
were either present or represented. The Council was also<br />
attended by two Past Presidents, the Chairmen of the<br />
<strong>ISRM</strong> Commissions, and representatives of the IAEG and<br />
the ICOLD.<br />
MEMBERSHIP OF THE <strong>ISRM</strong><br />
The <strong>ISRM</strong> has now 6,783 individual members (an all-time<br />
record) and 140 corporate members, belonging to 49<br />
National Groups. This represents an increase of 4% in<br />
the number of individual members since the last year.<br />
46% of the members come from Europe, while Asia has<br />
been the fastest growing region in the last years.<br />
MODERNISATION OF THE <strong>ISRM</strong><br />
The President, Prof. Xia-Ting Feng, during <strong>ISRM</strong> Council<br />
Meeting on 27 May 2012 in Stockholm, explained the<br />
modernisation initiatives that are underway. In particular,<br />
he focused on the Young Members Presidential Group<br />
which has recently been formed with members appointed<br />
by the NGs up to 35 years of age, on the steps being<br />
given towards the creation of the <strong>ISRM</strong> Foundation for<br />
Volume 1 No. 2 July 2012
<strong>ISRM</strong> News<br />
29<br />
Education and on the creation of an <strong>ISRM</strong> book series<br />
where books produced by the Commissions can be<br />
published. He also mentioned the efforts being made to<br />
increase the membership.<br />
THE <strong>ISRM</strong> 50TH ANNIVERSARY COMMEMORATIVE<br />
BOOK 1962-2012 LAUNCHED<br />
The <strong>ISRM</strong> was founded in Salburg in 1962 and is now<br />
commemorating its 50 th anniversary. The celebrations<br />
started in October 2011 during the 12th Congress in Beijing<br />
and continue during one year until they are closed in<br />
Salzburg at the 61 st Geomechanics Colloquy.<br />
At the 2012 International Symposium, in Stockholm, in<br />
May, a Commemorative Book was launched and an<br />
Historical Exhibition was displayed.<br />
The Commemorative Book has been compiled to celebrate<br />
<strong>ISRM</strong>’s 50-year anniversary by outlining the background<br />
to the formation of the <strong>ISRM</strong> and the most significant<br />
activities during the 50 years. The 2014 <strong>ISRM</strong><br />
International Symposium will take place in Japan<br />
The <strong>ISRM</strong> Council has selected Sapporo, Japan, as the<br />
venue of the 2014 <strong>ISRM</strong> International Symposium,<br />
following a vote by secret ballot between Eurock 1014 in<br />
Vigo, Spain, and ARMS 8.<br />
<strong>ISRM</strong> ROCHA MEDAL 2013<br />
The <strong>ISRM</strong> Board decided at its Tokyo meeting in<br />
September 1981, to institute an annual prize with a view<br />
to honour the memory of Past-President Prof. Manuel<br />
Rocha. Profiting from the basis established by Prof. Müller,<br />
Prof. Rocha organized the first <strong>ISRM</strong> Congress and he<br />
was the leader that was responsible for transforming the<br />
international collaboration carried out in an amateurish<br />
way into a real international scientific association, having<br />
for the purpose settled the fundamental lines that have<br />
guided and supported the <strong>ISRM</strong> activity along the years.<br />
The Rocha Medal is intended to stimulate young<br />
researchers in the field of rock mechanics. The prize, a<br />
bronze medal and a cash prize, have been annually<br />
awarded since 1982 for an outstanding doctoral thesis<br />
selected by a Committee appointed for the purpose.<br />
The <strong>ISRM</strong> Board has decided to award the Rocha Medal<br />
2013 to Dr Mathew Pierce from Canada for the thesis “A<br />
model for gravity flow of fragmented rock in block caving<br />
mines” presented at the University of Queensland,<br />
Australia. He will receive the award at the 2013 <strong>ISRM</strong><br />
International Symposium in Wroclaw, Poland.<br />
Two runner-up certificates were also awarded to Dr. He<br />
Lei, from China, for the thesis “Three dimensional<br />
numerical manifold method and rock engineering<br />
applications” presented at the Nanyang Technological<br />
University, Singapore, and to Dr. Andrea Perino, from Italy,<br />
for the thesis “Wave propagation through discontinuous<br />
media in rock engineering” presented at the Politecnico di<br />
Torino, Italy.<br />
MEMBERSHIP CERTIFICATES CAN NOW BE<br />
OBTAINED ONLINE<br />
<strong>ISRM</strong> members can obtain their membership certificate<br />
automatically online. To obtain your certificate, login using<br />
your member number and password, click on “My Account”<br />
and then on “Generate Certificate”, on the bottom of the<br />
page.<br />
A new browser window with a PDF file of your <strong>ISRM</strong><br />
Membership Certificate for the last year paid. Click “Save<br />
file as”, in your browser to save it in your computer.<br />
THE WORLD LARGEST UNDERGROUND POWER-<br />
HOUSE WILL BE EXCAVATED SOON IN CHINA<br />
The world largest underground powerhouse at Baihetan<br />
hydropower station, Jingshajiang River, China will be<br />
excavated soon in the rock masses composed of tuff,<br />
interlayer shear weakness zones, and basalt with<br />
columnar-shaped joints. The measured maximum in situ<br />
stress is about 30 MPa. The underground powerhouse<br />
covers both sides of the river in the downstream direction<br />
and is composed of a main powerhouse, a transformer<br />
chamber and three surge shafts on each river bank, the<br />
dimensions of which are about 438m x 34/31 m x 86.7 m,<br />
368m x 21 m x 39.5 m, and about 50 m x 100 m,<br />
respectively. The total Installed generating capacity of<br />
the hydropower station is 16000 MW, consisted of 16<br />
generating sets of 1000 MW.<br />
”HYDROGEOLOGY FOR ROCK ENGINEERS” BY<br />
GUNNAR GUSTAFSON PUBLISHED BY BEFO WITH<br />
<strong>ISRM</strong> SPONSORSHIP<br />
The book “Hydrogeology for Rock Engineers” by Gunnar<br />
Gustafson, originaly written in Swedish, was translated<br />
into English and published by BeFo, the Swedish Rock<br />
Engineering Research Foundation, with <strong>ISRM</strong><br />
sponsorship. The book can be purchased from BeFo.<br />
Groundwater has become a problem in construction of<br />
tunnels and other underground facilities in a way it has<br />
never been before. Tighter environmental regulations mean<br />
that documentation of a completely different calibre is<br />
now required when applying for permission to construct<br />
an underground facility. Greater requirements for a dry<br />
environment in road and railway tunnels have increased<br />
demands on sealing and drainage. Existing tunnels in<br />
metropolitan areas largely drain the rock of the available<br />
groundwater, and new under-ground constructions and<br />
tunnels can exacerbate the situation. Naturally, the<br />
traditional problems relating to groundwater remain,<br />
making construction difficult in water-conducting zones<br />
in poor-quality rock, and involving the risk of settlement if<br />
clay layers overlying the rock are drained.<br />
Volume 1 No. 2 July 2012
30 <strong>ISRM</strong> (India) Journal<br />
This book provides a review of our current knowledge<br />
about the hydro-geology of the crystalline basement, and<br />
explains how this can be applied in practical methods for<br />
use in site investigations, layout and design, as well as in<br />
the operation of tunnels and underground facilities. The<br />
work is based on research and practical experience of<br />
hydrogeological problems and phenomena. Much of the<br />
knowledge base comes from the SKB research and preinvestigation<br />
studies relating to final disposal for spent<br />
nuclear fuel. However, the aim is not to describe the<br />
research front as such, but rather to explain what is<br />
important and useful for the rock construction community<br />
in general.<br />
<strong>ISRM</strong> COMMUNICATION<br />
The website continues to be the main source of<br />
information about the Society and most benefits are offered<br />
to the members in a password protected members’ area.<br />
Members can now download their membership certificates<br />
in pdf format.<br />
The digital newsletter is sent to all <strong>ISRM</strong> members and<br />
subscribers every 3 months. It includes news about the<br />
society and other news of interest to rock mechanics.<br />
Contributions are welcome with short news on issues of<br />
general interest.<br />
The latest issue of the News Journal, edited by Prof.<br />
John Hudson and Prof. Xia-Ting Feng, has 80 pages and<br />
contains the annual review of the Society’s activity along<br />
2011 and technical articles such as a summary of the 6th<br />
Müller Lecture. It has been posted on the website where<br />
it can now be read online or it can be downloaded.<br />
The Digital Library, hosted by OnePetro.org, continues to be<br />
updated with papers from more <strong>ISRM</strong> sponsored<br />
conferences. It has now 22 conferences, with over 25,000 pages.<br />
Members can download 100 papers per year at no cost.<br />
RECIPIENTS OF THE ROCHA MEDAL<br />
1982 A.P. Cunha PORTUGAL Mathematical Modelling of Rock Tunnels<br />
1983 S. Bandis GREECE Experimental Studies of Scale Effects on Shear Strength and<br />
Deformation of Rock Joints<br />
1984 B. Amadei FRANCE The Influence of Rock Anisotropy on Measurement of Stresses<br />
in Situ<br />
1985 P.M. Dight AUSTRALIA Improvements to the Stability of Rock Walls in Open Pit Mines<br />
Calculation Model for the Behaviour of a Deep-Lying Seam<br />
Roadway in a Solid (but cut by Bedding Planes)<br />
1986 W. Purrer AUSTRIA Surrounding Rock Mass, taking into Consideration the Failure<br />
Mechanisms of the Soft Layer Determined In-Situ on Models<br />
1987 D. Elsworth UNITED KINGDOM Laminar and Turbulent Flow in Rock Fissures and Fissure<br />
Networks<br />
1988 S. Gentier FRANCE Morphology and Hydromechanical Behaviour of a Natural Fracture<br />
in a Granite, under Normal Stress - Experimental and Theoretical<br />
Study<br />
1989 B. Fröhlich GERMANY Anisotropic Swelling Behaviour of Diagenetically Consolidated<br />
Claystones<br />
1990 R.K. Brummer SOUTH AFRICA Fracturing and Deformation at the Edges of Tabular Gold Mining<br />
Excavations and the Development of a Numerical Model<br />
describing such Phenomena<br />
1991 T. H. Kleine AUSTRALIA A Mathematical Model of the Rock Breakage by Blasting<br />
1992 A. Ghosh INDIA Fractal and Numerical Models of Explosive Rock Fragmentation<br />
1993 O. Reyes W. PHILIPPINES Experimental Study and Analytical Modelling of Compressive<br />
Fracture in Brittle Materials<br />
1994 S. Akutagawa JAPAN A Back Analysis Program System for Geomechanics Application<br />
1995 C. Derek Martin CANADA The Strength of Massive Lac du Bonnet Granite around<br />
Underground Openings<br />
1996 M. P. Board USA Numerical Examination of Mining-Induced Seismicity<br />
Volume 1 No. 2 July 2012
<strong>ISRM</strong> News<br />
31<br />
1997 M. Brudy GERMANY Determination of In-Situ Stress Magnitude and Orientation of<br />
9 km Depth at the KTB Site<br />
1998 F. MacGregor AUSTRALIA The Rippability of Rock<br />
1999 A. Daehnke SOUTH AFRICA Stress Wave and Fracture Propagation in Rock<br />
2000 P. Cosenza FRANCE Coupled Effects between Mechanical Behaviour and Mass<br />
Transfer Phenomena in Rock Salt<br />
2001 D. F. Malan SOUTH AFRICA An Investigation into the Identification and Modelling of Time-<br />
Dependent Behaviour of Deep Level Excavations in Hard Rock<br />
2002 M.S. Diederichs CANADA Instability of Hard Rockmasses: The Role of Tensile Damage<br />
and Relaxation<br />
2003 L. M. Andersen SOUTH AFRICA A Relative Moment Tensor Inversion Technique applied to<br />
Seismicity Induced by Mining<br />
2004 G. Grasselli ITALY Shear Strength of Rock Joints based on the Quantified Surface<br />
Description<br />
2005 M. Hildyard UNITED KINGDOM Wave Interaction with Underground Openings in Fractured Rock<br />
2006 D. Ask SWEDEN New Developments of the Integrated Stress<br />
Determination Method and Application to the ÄSPÖ Hard Rock<br />
Laboratory, Sweden<br />
2007 H. Yasuhara JAPAN Thermo-Hydro-Mechano-Chemical Couplings that Define the<br />
Evolution of Permeability in Rock Fractures<br />
2008 Z.Z.Liang CHINA Three Dimensional Numerical Modelling of Rock Failure Process<br />
2009 Li Gang CHINA Experimental and Numerical Study for Stress<br />
Measurement by Jack Fracturing and Estimation of Stress<br />
Distribution in Rock Mass<br />
2010 J. Christer SWEDEN Rock Mass Response to Coupled Mechanical Thermal Loading.<br />
Andersson<br />
Äspö Pillar Stability Experiment, Sweden<br />
2011 D. Park KOREA Reduction of Blast-Induced Vibration in Tunnelling Using Barrier<br />
Holes and Air-deck<br />
2012 M.T. Zandarin ARGENTINA Thermo-Hydro-Mechanical Analysis of Joints - A Theoretical and<br />
Experimental Study<br />
Rocha Award Runner Up Certificates<br />
2010 Yoon Jeongseok KOREA Hydro-Mechanical Coupling of Shear-Induced Rock Fracturing<br />
by Bonded Particle Modeling<br />
2010 Abbas Taheri IRAN Properties of Rock Masses by In-situ and Laboratory Testing<br />
Methods<br />
2011 Bo Li CHINA Coupled Shear-flow Properties of Rock Fractures<br />
2012 B.P Watson SOUTH AFRICA Rock Behaviour of the Bushveld Merensky Reef and the Design<br />
of Crush Pillars<br />
2012 J. Taron USA Geophysical and Geochemical Analyses of Flow and Deformation<br />
in Fractured Rock<br />
Volume 1 No. 2 July 2012
32 <strong>ISRM</strong> (India) Journal<br />
PUBLICATIONS OF INDIAN NATIONAL GROUP<br />
PROCEEDINGS OF THE 6 TH ASIAN ROCK MECHANICS SYMPOSIUM ON “ADVANCES IN ROCK ENGINEERING”<br />
India is a fast developing economy requiring large scale infrastructure. Successive five year plans of Government of<br />
India have provided the policy frame work and funding for building up its wide infrastructure and manpower Rock<br />
Engineering does play an important role in most of infrastructure developmental activities related to civil engineering<br />
works. The need therefore is to keep ourselves abreast with the latest development in the field of rock engineering<br />
and its related fields such as design and construction of underground works, foundation of dams, slope stability etc.<br />
Keeping this in view, <strong>ISRM</strong> International Symposium and the 6 th Asian Rock Mechanics Symposium on “Advances<br />
in Rock Engineering” was jointly organized by the Indian National Group of <strong>ISRM</strong> and Central Board of Irrigation and<br />
Power, in New Delhi during 25-27 October 2010.<br />
The proceedings of the Symposium contains extended abstracts of 166 papers from 27 countries selected for oral<br />
and poster presentations on the following topics:<br />
• Testing and Modelling of Rocks & Rock Masses<br />
• Slope Stability: Analysis & Design<br />
• Foundations<br />
• Underground Structures: Analysis, Design & Construction<br />
• Artificial Intelligence<br />
• Flow and Contaminant Transport<br />
• Rock Dynamics<br />
• Techniques for Improvement of Quality of Rock Mass<br />
• Instrumentation and Monitoring<br />
In addition, the proceedings contains the full texts of the following keynote lectures delivered by renowned experts<br />
from Australia, Canada, China, Israel, Italy, Japan, Singapore, U.K. and USA:<br />
• On Site Visualization as a New Paradigm for Field Measurement in Rock Engineering<br />
• Progress in the Understanding of Landslides from Massive Rock Slope Failure<br />
• Deep Injection Disposal: Environmental and Petroleum Geomechanics<br />
• Application of Intelligent Rock Mechanics Methodology to Rock Engineering<br />
• Modelling Dynamic Deformation in Natural Rock Slopes and Underground Openings with Numerical DDA Method<br />
• Underground Radioactive Waste Disposal — The Rock Mechanics Contribution<br />
• Rock Dynamics Research in Singapore: Fundamentals and Practices<br />
• The Large Open Pit Project<br />
• Deep Underground Instrumentation and Monitoring<br />
The full texts are available in electronic version with the extended abstracts in print.<br />
MANUAL ON ROCK MECHANICS<br />
The first Manual on Rock Mechanics, which was prepared under the guidance of an Expert Committee, was released<br />
by Central Board of Irrigation & Power (CBIP) in early 1979. The manual was very well received.<br />
The manual was revised in 1988, to reflect the then state-of-art knowledge of Indian Engineers in the field of Rock<br />
Mechanics and contained 17 Chapters, covering basic concepts of Rock Mechanics, Field and Laboratory Tests on<br />
Rock Mass and Rock Specimen, Geophysical Investigations, Interpretation of Test Data and their Application to<br />
various problems of Foundation of Dams, Tunnelling, etc.<br />
The Governing Council of the Indian National Group of <strong>ISRM</strong> felt that there was a need to update the manual, as more<br />
than 20 years had passed since its last publication.<br />
Volume 1 No. 2 July 2012
Publications of Indian National Group<br />
33<br />
Accordingly, the manual was updated and released during the <strong>ISRM</strong> International Symposium 2010 and 6 th Asian<br />
Rock Mechanics Symposium held in New Delhi during 23-27 October 2010.<br />
The updated manual contains the following 19 chapters:<br />
1. Rock Mechanics – Need and Scope<br />
15. Design of Tunnel Lining<br />
2. Rock Mechanics- Basic Concepts<br />
16. Numerical Methods in Rock Engineering<br />
3. Laboratory Assessment of Rock<br />
17. Foundation Treatment of Dams<br />
4. Site Characterization – Quantitative Description<br />
of Discontinuities in Rock Masses<br />
5. Classification of Rocks Intact and Mass<br />
6. Geophysical Investigations<br />
7. Drilling for Geological Investigations<br />
8. Laboratory Tests for Design<br />
9. State of Stress in Rock Mass<br />
10. Field Tests for Design<br />
11. Devices and Instruments to Measure Movements<br />
and Pressures<br />
12. Interpretation of Test Data<br />
13. Rock Loads and Tunnel Supports<br />
14. Design of Tunnels with Rock Support Interaction<br />
Analysis<br />
18. Rock Blasting for Underground and Open<br />
Excavations<br />
19. Shotcreting, including Some Case Histories<br />
Members of CBIP and <strong>ISRM</strong> will be offered 10% discount.<br />
The proceedings can be purchased from the following<br />
address by payment through demand draft/cheque payable<br />
at par in New Delhi, in favour of “Central Board of Irrigation<br />
and Power”.<br />
Mr. V.K. Kanjlia<br />
Member Secretary<br />
Indian National Group of <strong>ISRM</strong><br />
Secretary<br />
Central Board of Irrigation & Power<br />
Malcha Marg, Chanakyapuri, New Delhi – 110 021, India<br />
E-mail:kanjlia@cbip.org; uday@@cbip.org; cbip@cbip.org<br />
<strong>ISRM</strong> SPONSORED FORTHCOMING EVENTS<br />
• 7-9 August 2012, San Jose, Costa Rica - II South American Symposium on Rock Excavations: An <strong>ISRM</strong><br />
Regional Symposium<br />
• 15-19 October 2012, Seoul, Korea - ARMS 2012 - 7th Asian Rock Mechanics Symposium: An <strong>ISRM</strong><br />
Regional Symposium<br />
• 20-22 May, 2013, Brisbane, Australia - Effective and Sustainable Hydraulic Fracturing - An <strong>ISRM</strong> Specialized<br />
Conference<br />
• 18-20 June 2013, Shanghai, China - SINOROCK 2013 - Rock Characterization, Modelling and Engineering<br />
Design Methods – An <strong>ISRM</strong> Specialized Conference<br />
• 20-22 August 2013, Sendai, Japan - The 6th International Symposium on Rock Stress - An <strong>ISRM</strong> Specialized<br />
Conference<br />
• 21-26 September 2013, Wroclaw, Poland - EUROCK 2013 - Rock Mechanics for Resources, Energy and<br />
Environment - The 2013 <strong>ISRM</strong> International Symposium<br />
• 26-28 May 2014, Vigo, Spain - EUROCK 2014 - Rock Engineering and Rock Mechanics: Structures in and<br />
on Rock Masses – An <strong>ISRM</strong> Regional Symposium<br />
• 15-17 October 2014, Sapporo, Japan - ARMS 8 - 8th Asian Rock Mechanics Symposium - The 2014 <strong>ISRM</strong><br />
International Symposium<br />
• 10-13 May 2015, Montréal, Canada - <strong>ISRM</strong> 13th International Congress on Rock Mechanics<br />
• 7-9 October 2015, Salzburg, Austria - EUROCK 2015 – Geomechanics Colloquy - An <strong>ISRM</strong> Regional<br />
Symposium<br />
Volume 1 No. 2 July 2012
34 <strong>ISRM</strong> (India) Journal<br />
Seminar<br />
SLOPE STABILIZATION CHALLENGES IN<br />
INFRASTRUCTURE PROJECTS<br />
29-30 November 2012, New Delhi<br />
OBJECTIVE<br />
Slope failures are significant natural hazards in many areas throughout the world. Slope failures can be triggered by<br />
weather events, geologic events, human modification of the landscape, or most commonly, some interaction of all of<br />
the above. Mountainous regions, hilly regions, open pit mining, and coastlines have the greatest risk of slope failures.<br />
Also, locations in active tectonic regions are prone to slope failures triggered by earthquakes or volcanic activity.<br />
The objective of the proposed Seminar is to provide a forum for design and construction engineers for analyzing the<br />
stability of slopes of earth and rock-fill dams, other embankments, excavated slopes, and natural slopes in soil and<br />
soft rock, methods for analysis of slope stability, strength tests, analysis conditions, factors of safety, and use of<br />
geosynthetics for slope stability, etc.<br />
The Seminar is being organised by the Central Board of Irrigation and Power, with the support of the Indian National<br />
Group of International Society for Rock Mechanics and Indian Chapter of International Geosynthetics Society.<br />
TOPICS<br />
• Numerical Analysis and Design Methods<br />
• stability of slopes of earth and rock-fill dams<br />
• Acceptable Risk for Open Pit Mining<br />
• Early Warning Systems for Slope Failures<br />
• Seismic Slope Stability<br />
• Geosynthetics for Slope Stability<br />
• Performance of Different Softwares (Slope/W, Geoslope, Galena, Oasis, etc.,)<br />
• Case Studies<br />
CALL FOR CASE STUDIES<br />
Case studies on the topics proposed and allied topics are invited. Intending authors may send the full text of their<br />
case studies. The last date for the receipt of full texts of the case studies is 10 th November 2012.<br />
The case studies will be reviewed by the Technical Committee as to their suitability for presentations. The case<br />
studies accepted for presentation will be notified by 16 th November 2012. A condition of acceptance of the case<br />
studies will be that the author, or one of the authors in case of multiple authors, will attend the Seminar and make the<br />
presentation.<br />
REGISTRATION FEE<br />
Members of CBIP/IGS/<strong>ISRM</strong> INR 10,112/USD 250, including service tax<br />
Non-Members<br />
INR 11,236/USD 280, including service tax<br />
Students<br />
INR 5,618/USD 140, including service tax<br />
For further details, please contact:<br />
Mr. V.K. Kanjlia<br />
Secretary<br />
Central Board of Irrigation & Power<br />
Malcha Marg, Chanakyapuri, New Delhi 110 021<br />
E-Mail : uday@cbip.org; cbip@cbip.org<br />
Volume 1 No. 2 July 2012
Guidelines for Authors<br />
35<br />
GUIDELINES FOR AUTHORS<br />
This journal aims to provide a snapshot of the latest research and advances in the field of Rock Mechanics. The<br />
journal addresses what is new, significant and practicable. Journal of <strong>ISRM</strong> (India) is published twice a year (January-<br />
June and July-December) by Indian National Group of <strong>ISRM</strong>. The Journal has both print and online versions. Being<br />
peer-reviewed, the journal publishes original research reports, review papers and communications screened by Editorial<br />
Board.<br />
The original manuscripts that enhance the level of research and contribute new developments to the Rock Mechanics<br />
are encouraged. The journal is expected to exchange the ideas and information between Rock Mechanics practitioners<br />
and help researchers, technologist and policy makers in the key sectors of Water Resources, Infrastructure<br />
Development (including underground infrastructure), Hydro Power, Mining, and Petroleum Engineering, etc.,<br />
to enhance their understanding of it. The manuscripts must be unpublished and should not have been submitted for<br />
publication elsewhere. There are no Publication Charges.<br />
1. Guidelines for the preparation of manuscripts for publishing in “<strong>ISRM</strong> (India) Journal”<br />
The authors should submit their manuscript in MS-Word (2003/2007) in single column, double line spacing as per the<br />
following guidelines. The manuscript should be organized to have Title page, Abstract, Introduction, Material &<br />
Methods, Results & Discussion, Conclusion, and Acknowledgement. The manuscript should not exceed 16 pages in<br />
double line spacing.<br />
• Take margin as 1.” (Left, Right, Top & Bottom) on A4 paper.<br />
• The Title of the paper should be in bold and in Title case .<br />
• The next item of the paper should be the author’s name followed by the co-authors.<br />
• Name of the corresponding author should be highlighted by putting an asterisk, with whom all the future<br />
correspondence shall be made.<br />
• This should be followed by an affiliation and complete official addresses.<br />
• Providing e-mail id is must.<br />
• Please keep the title, author’s name and affiliation center aligned.<br />
• Use the following font sizes:<br />
Title: 14 point bold (Title Case), Author’s name(s): 12-point bold, Author’s Affiliations: 10-point normal, Headings:<br />
11-point bold & caps, Sub-headings: 11-point normal & caps, Body Text: 10-point normal.<br />
• The manuscript must be in English.<br />
• Manuscripts are accepted on the basis that they may be edited for style and language.<br />
• Use Times new roman as the font.<br />
• Words used in a special context should appear between single quotation marks the first time they appear.<br />
• Lines must be double-spaced (plus one additional line between paragraphs).<br />
• Tables and figures must be included in the same file as the text in the end of the manuscript. Figures must be<br />
inserted into the document in JPEG or Tagged Image File Format (TIFF) format.<br />
• Abbreviations should be spelt out in full for the first time they appear and their abbreviated form included in<br />
brackets immediately after.<br />
• Communicating author will receive a soft copy of his/her published paper at free of cost.<br />
• Diagrams and Figures: Only black & white figures are accepted. Figures should be entered in one column (center<br />
aligned) and should not exceed 6-inch total width. A minimum line width of 1 point is required at actual size.<br />
Annotations should be in Times New Roman 12 point with only the first letter capitalized. The figure caption should<br />
be preceded by ‘Figure’ followed by the figure number. For example, ‘Figure 10.<br />
• Photographs and illustrations: No color photographs are allowed. Image files should be optimized to the minimum<br />
possible size without compromising the quality. The figures should have a resolution of 300 dpi.<br />
Volume 1 No. 2 July 2012
36 <strong>ISRM</strong> (India) Journal<br />
• Equations: Using the appropriate editor, each equation should appear on a new line. The equations referred to in<br />
the text, should be numbered sequentially with their identifier enclosed in parenthesis, right justified. The symbols,<br />
where referred to in the text, should be italicized.<br />
E=mc2 (1)<br />
• References: The papers in the reference list must be cited in the text in the order in which they appear in the text.<br />
In the text, the citation should appear in square brackets “[]”. References of Journals, Books and Conferences<br />
must be written as shown in the example below.<br />
o Jones B., Brown, J., and Smith J. 2005, The title of the book. 1st edition, Publisher.<br />
o Jones B., Brown, J., and Smith J. 2005 The title of the conference paper. Proc Conference title 6: 9-17.<br />
o Jones B., Brown, J., and Smith J. .2005 The title of the journal paper. Journal Name. 3(4): 101-121.<br />
Submission of Manuscript:<br />
The manuscript must be submitted in doc and pdf as an email attachment to uday@cbip.org. The author(s) should<br />
send a signed declaration form mentioning that, the matter embodied in the manuscript is original and copyrighted<br />
material used during the preparation of the manuscript has been duly acknowledged. The declaration should also<br />
carry consent of all the authors for its submission to Journal of <strong>ISRM</strong> (India). It is the responsibility of corresponding<br />
author to secure requisite permission from his or her employer that all papers submitted are understood to have<br />
received clearance(s) for publication. The authors shall also assign the copyright of the manuscript to the publisher<br />
Indian National Group of <strong>ISRM</strong>.<br />
Peer Review Policy<br />
Review System : Every article is processed by a masked peer review of double blind or by three referees and edited<br />
accordingly before publication. The criteria used for the acceptance of article are: contemporary relevance, updated<br />
literature, logical analysis, relevance to the global problem, sound methodology, contribution to knowledge<br />
and fairly good English. Selection of articles will be purely based on the experts’ views and opinion. Authors will be<br />
communicated within Two months from the date of receipt of the manuscript. The editorial office will endeavor to<br />
assist where necessary with English language editing but authors are hereby requested to seek local editing assistance<br />
as far as possible before submission. Papers with immediate relevance would be considered for early publication.<br />
The possible expectations will be in the case of occasional invited papers and editorials, or where a partial or entire<br />
issue is devoted to a special theme under the guidance of a Guest Editor.<br />
Volume 1 No. 2 July 2012
CBIP RELEASes JOURNALS OF<br />
10 ASSOCIATED Organisations<br />
The Central Board of Irrigation and Power, a premier organization in the field of Water Resources, Power and<br />
Renewable Energy Sector, also functions as the Indian National Chapter for 10 International Organizations. CBIP<br />
is already bringing out a monthly Journal “Water and Energy International” whereas these 10 organizations have<br />
recently started bringing out its half yearly Journals. The details of these journals are given as under:<br />
1. The Aim of these organizations is to disseminate technical information in the field of power, water resources<br />
and renewable energy sectors.<br />
2. These journals cover authoritative articles encompassing the developments of concerned sector and their<br />
innovative uses.<br />
3. These journals are effective vehicle for the exchange of information on developments in the technology and<br />
experience gained in the relevant field.<br />
4. The journals provide information related to technical events and news in India and abroad. Information<br />
pertaining to the activities of the concerned international organizations will be regularly highlighted.<br />
5. Original unpublished articles/technical papers that enhance the knowledge and expertise in the concerned<br />
field are encouraged.<br />
6. The articles/technical papers are generally peer reviewed before publication by the Editorial Board consisting<br />
of renowned experts.<br />
7. The journals have both print and online versions.<br />
Highly useful for<br />
• Public & Private Power Developers<br />
• Water, Power & Renewable Energy Infrastructure Companies<br />
• Equipment Manufacturers<br />
• Technical and Environmental Consultants in Water, Power & Renewable energy sectors.<br />
• Power Exchanges and Power traders<br />
• Education and Research Institutions<br />
• Young Professionals<br />
Why Need to subscribe<br />
• To Understand ground realities of the Indian Water, Power and Renewable Energy Sectors<br />
• Awareness about future developments<br />
• To spot investment opportunities<br />
• To gain the maximum advantage of the industry’s growth potential by developing strategies based on<br />
latest information.<br />
• To Facilitate decision making based on strong historic and forecast data<br />
• To Enhance decision making capability in a rapid and time sensitive manner<br />
• To Enhance the growth and expansion of these sectors.<br />
Subscription Rates Actual Rates After Discount<br />
Subscription rates for One Set of Energy Sector Journals for 1 year including Water & Energy<br />
International, CIGRE India, Power Engineer, AARO, IASH (Rs. 2400 + @ 600 x 4)<br />
Subscription rates for Set of Water Resources Sector Journals for 1 year including Water &<br />
Energy International, <strong>ISRM</strong> (India), IGS, IWRA, TAI, NDC-WWC, INCOLD (Rs. 2400 + @<br />
600 x 6)<br />
Rs. 4800/- Rs. 4400/-<br />
Rs. 6000/- Rs. 5400/-<br />
Subscription rates for one Set of 11 Journals for 1 year (Rs. 2400 + @ 600 x 10) Rs. 8400/- Rs. 7400/-<br />
37 Volume 1 v No. 2 v July 2012
Detail of Journals<br />
Water Resources Sector<br />
1. INCOLD JOURNAL (TECHNICAL JOURNAL OF INDIAN COMMITTEE ON LARGE DAMS)<br />
Half-yearly issue @Rs. 600/-PA. Cheque/bank draft drawn in favour of “Committee for<br />
International Commission on Large Dams, India” payable at New Delhi Bank Name:<br />
ICICI Bank Limited, Account No. : 034601001055<br />
About the Journal<br />
• INCOLD Journal is half yearly journal published by Indian Committee on Large Dams<br />
(INCOLD) which is the national chapter of International Commission on Large Dams,<br />
with its headquarters at Paris, France founded in the year 1928 having membership of 95<br />
countries with approximately 10000 individual members.<br />
• INCOLD is involved in collection and dissemination of information on the latest<br />
technological developments that are taking place in the field of dam engineering and its<br />
related activities all over the world.<br />
• The aim of the journal is to provide the latest information in regard to developments that<br />
are taking place in the relevant field and also provide a media to encourage exchange of<br />
ideas on latest technological developments in the field among the dam engineering professionals. The journal shall<br />
also provide information on technical events taking place worldwide on the relevant subject matters, new publications,<br />
besides information on the activities of International as well as the Indian Committee on Large Dams.<br />
• The journal shall publish fully-reviewed qualitative articles on planning, design, construction and maintenance of<br />
reservoirs, dams and barrages and their foundations, reports of modelling of dams and associated structures, research<br />
work etc.<br />
2. TAI JOURNAL (TECHNICAL JOURNAL OF INDIAN CHAPTER OF INTERNATIONAL TUNNELLING<br />
AND UNDERGROUND SPACE ASSOCIATION i.e., TUNNELLING ASSOCIATION OF INDIA)<br />
Half-yearly issue @Rs. 600/-PA. Cheque/bank draft drawn in favour of “Adhering<br />
Committee of International Tunnelling Association (India)” payable at New Delhi.<br />
Bank Name: ICICI Bank Limited, Account No. : 034601001051<br />
About the Journal<br />
• TAI Journal is half yearly journal published by Tunnelling Association of India which<br />
is the national chapter of International Tunnelling and Underground Space Association<br />
(ITA) with its headquarters at Lausanne, Switzerland, founded in the year 1974 having<br />
membership of 64 countries and 310 Corporate or Individual Affiliate Members. TAI<br />
is promoting advances in planning, design, construction, maintenance and safety of<br />
tunnels and underground space, by bringing together information thereon.<br />
• The aim of the journal is to provide latest information in regard to developments taking<br />
place in the relevant field and also provide a media to encourage exchange of ideas on<br />
latest underground technological developments among the engineering professionals. In addition to the above, the<br />
journal shall also provide information on technical events taking place worldwide on the relevant subject matters, new<br />
publications, besides information on the activities of International as well as the Indian Chapter of the Association.<br />
• The journal shall publish authoritative articles screened by the Editorial Board, encompassing the development of<br />
innovative uses of underground space and the results of high quality research into improved, more cost-effective<br />
techniques for the planning, geo-investigation, design, construction, operation and maintenance of underground<br />
and earth-sheltered structures.<br />
Volume 1 v No. 2 v July 2012<br />
38
3. <strong>ISRM</strong> (INDIA) JOURNAL (TECHNICAL JOURNAL OF INDIAN NATIONAL GROUP OF <strong>ISRM</strong>)<br />
Half-yearly issue @Rs. 600/-PA. Cheque/bank draft drawn in favour of “The Committee<br />
of International Society for Rock Mechanics” payable at New Delhi. Bank Name: ICICI<br />
Bank Limited, Account No. 034601001056<br />
About the Journal<br />
• <strong>ISRM</strong> (India) Journal is half yearly journal published by the Indian National Group of<br />
International Society for Rock Mechanics (<strong>ISRM</strong>). <strong>ISRM</strong> was setup in the year 1962<br />
and has its Secretariat in Portugal.<br />
• Indian National Group of International Society for Rock Mechanics is involved in<br />
dissemination of information on Rock Mechanics, and its related activities in the field<br />
of foundation and abutments of dams, tunnel engineering, mining, underground works,<br />
rock slope stability, road works, etc.<br />
• The aim of the journal is to encourage exchange of ideas and information among Rock<br />
Mechanics practitioners, researchers, technologist, policy makers in Water Resources, Infrastructure sectors including<br />
Underground works, Hydropower, Mining and Petroleum Engineering etc. In addition, the journal also provides<br />
information on technical events taking place world wide on the relevant subject matters, new publications, besides<br />
information on the activities of International as well as the Indian National Group of the Society.<br />
4. INDIAN JOURNAL OF GEOSYNTHETICS AND GROUND IMPROVEMENT (TECHNICAL JOURNAL<br />
OF INDIAN CHAPTER OF INTERNATIONAL GEOSYNTHETICS SOCIETY)<br />
Half-yearly issue @Rs. 600/-PA. Cheque/bank draft drawn in favour of “The Committee<br />
for the IGS (India)” payable at New Delhi. Bank Name: ICICI Bank Limited, Account<br />
No. 034601001053<br />
About the Journal<br />
• Indian Journal of Geosynthetics and Ground Improvement is half yearly journal<br />
published by the Indian Chapter of International Geosynthetics Society (IGS). IGS was<br />
setup in the year 1983, and has its Secretariat in USA.<br />
• The Indian Chapter of IGS is involved in collection and dissemination of information<br />
on all matters relevant to geotextiles, geomembranes and related products.<br />
• The aim of the journal is to provide the latest information in regard to developments<br />
taking place in the relevant field of geosynthetics so as to improve communication and<br />
understanding regarding such products, among the designers, manufacturers and users<br />
specially belonging to the textile and civil engineering communities. In addition, the journal shall also provide<br />
information on technical events taking place worldwide on the relevant subject matters, new publications, besides<br />
information on the activities of International as well as the Indian Chapter of the Society.<br />
5. IWRA (INDIA) JOURNAL (TECHNICAL JOURNAL OF INDIAN GEOGRAPHICAL COMMITTEE OF<br />
IWRA)<br />
Half-yearly issue @Rs. 600/- PA. Cheque/bank draft drawn in favour of “The<br />
Geographical Committee of International Water Resources Association” payable at<br />
New Delhi. Bank Name: ICICI Bank Limited, Account No. 034601001059<br />
About the Journal<br />
• IWRA (India) Journal is half yearly journal published by the Indian Geographical<br />
Committee of International Water Resources Association (IWRA). IWRA was setup in<br />
the year 1971 and has its Secretariat in France.<br />
• Indian Geographical Committee of International Water Resources Association is<br />
involved in the dissemination of information in the field of water resources.<br />
39 Volume 1 v No. 2 v July 2012
• The aim of the Journal is to expand the understanding of water issues through information exchange, by providing<br />
latest information in regard to developments taking place in the field of Water Resources, primarily in India. In<br />
addition, the journal shall also provide information on technical events taking place world wide on the relevant subject<br />
matters, new publications, besides information on the activities of International as well as the Indian Geographical<br />
Committee of the Association.<br />
6. NDC-WWC JOURNAL (JOURNAL OF NEW DELHI CENTRE OF WWC)<br />
Half-yearly issue @Rs. 600/- PA. Cheque/bank draft drawn in favour of “New Delhi Centre<br />
of World Water Council payable at New Delhi. Bank Name: ICICI Bank Limited,; Account<br />
No. 034601001052<br />
About the Journal<br />
• NDC-WWC journal is half yearly journal published by New Delhi Associate Centre of<br />
World Water Council (NDC-WWC) with its headquarters at Marseille, France founded<br />
in the year 1996 on the initiative of renowned water specialists and international<br />
organizations, in response to an increasing concern about world water issues from the<br />
global community.<br />
• NDC-WWC is promoting the efficient conservation, protection, development, planning,<br />
management and use of water in all its dimensions on an environmentally sustainable<br />
basis for the benefit of all.<br />
• The aim of the journal is to focus on the increasing concern on water policy issues of the Indian community. Experiences<br />
gained from the water sector reforms being carried-out in different states shall be informed to all concerned through<br />
various articles. The journal shall provide an effective vehicle for the exchange of experience and information on<br />
developments and management of water resources. In addition to the above, the journal shall also provide information<br />
on technical events taking place worldwide on the relevant subject matters, new publications, besides information on<br />
the activities of World Water Council (WWC) as well as the New Delhi Centre of WWC.<br />
WATER AND ENERGY INTERNATIONAL Monthly JOURNAL OF<br />
CENTRAL BOARD OF IRRIGATION AND POWER<br />
(Under Publication since 1936)<br />
Monthly Issue @Rs. 2400/- PA Cheque/bank draft drawn in favour of “Central Board<br />
of Irrigation and Power” payable at New Delhi. Bank Name: ICICI Bank Limited;<br />
Account No. : 034601000738<br />
About the Journal<br />
• Water and Energy International Journal disseminates technical knowledge to the<br />
professionals and helps the country in accelerating the development of energy,<br />
water resources and renewable sectors.<br />
• CBIP is publishing this journal since 1936.<br />
• The monthly journal has been introduced with an objective to facilitate the<br />
readers getting quickly the latest information with respect to development in<br />
these sectors<br />
• The new version of Water and Energy International Journal covers technical<br />
articles, international and national news, Research work in these areas and developmental and dissemination<br />
work being carried out by CBIP.<br />
CBIP Invites Papers/ Articles for publishing in their Journals<br />
related to Energy, Water Resources and Renewable Sectors.<br />
Volume 1 v No. 2 v July 2012<br />
40
ABOUT <strong>ISRM</strong><br />
The International Society for Rock Mechanics (<strong>ISRM</strong>) was founded in Salzburg in 1962 as a result of the<br />
enlargement of the “Salzburger Kreis”. Its foundation is mainly owed to Prof. Leopold Müller who acted as President<br />
of the Society till September 1966. The <strong>ISRM</strong> is a non-profit scientific association supported by the fees of the<br />
members and grants that do not impair its free action. The Society has 5,000 members and 46 National Groups.<br />
The field of Rock Mechanics is taken to include all studies relative to the physical and mechanical behaviour of<br />
rocks and rock masses and the applications of this knowledge for the better understanding of geological processes<br />
and in the fields of Engineering.<br />
The main objectives and purposes of the Society are:<br />
• to encourage international collaboration and exchange of ideas and information between Rock Mechanics<br />
practitioners;<br />
• to encourage teaching, research, and advancement of knowledge in Rock Mechanics;<br />
• to promote high standards of professional practice among rock engineers so that civil, mining and petroleum<br />
engineering works might be safer, more economic and less disruptive to the environment.<br />
The main activities carried out by the Society in order to achieve its objectives are:<br />
• to hold International Congresses at intervals of four years;<br />
• to sponsor International and Regional Symposia, organised by the National Groups the Society;<br />
• to publish a News Journal to provide information about technology related to Rock Mechanics and up-to-date<br />
news on activities being carried out in the Rock Mechanics community;<br />
• to operate Commissions for studying scientific and technical matters of concern to the Society;<br />
• to award the Rocha medal for an outstanding doctoral thesis, every year, and the Müller award in recognition of<br />
distinguished contributions to the profession of Rock Mechanics and Rock Engineering, once every four years;<br />
• to cooperate with other international scientific associations.<br />
The Society is ruled by a Council, consisting of representatives of the National Groups, the Board and the Past<br />
Presidents. The current President is Prof. John A. Hudson, from United Kingdom.<br />
The <strong>ISRM</strong> Secretariat has been headquartered in Lisbon, Portugal, at the Laboratório Nacional de Engenharia Civil -<br />
LNEC since 1966, date of the first <strong>ISRM</strong> Congress, when Prof. Manuel Rocha was elected as President of the Society.<br />
BENEFITS TO MEMBERS<br />
The current benefits given to <strong>ISRM</strong> members are:<br />
- Individual and corresponding members<br />
• 1 copy of the <strong>ISRM</strong> News Journal<br />
• <strong>ISRM</strong> Newsletter<br />
• Access to the members area in the website (download of Suggested Methods and Reports, Rock Mechanics<br />
lectures, videos, slide collection, etc.)<br />
• Right to participate in the <strong>ISRM</strong> Commissions<br />
• Registration with a 20% discount in the <strong>ISRM</strong> Congress, International and Regional Symposia and Specialised<br />
Conferences<br />
• Personal subscription to the International Journal of Rock Mechanics and Mining Sciences at a discounted<br />
price (see details).<br />
• Personal subscription to the Journal Rock Mechanics and Rock Engineering at a discounted price.<br />
• Free download of up to 100 papers per year from the <strong>ISRM</strong> Digital Library at OnePetro: www.onepetro.org<br />
- Corporate members<br />
• Listed in the <strong>ISRM</strong> website, with a link to the company’s website<br />
• Listed in the <strong>ISRM</strong> News Journal<br />
• Access to the members area in the <strong>ISRM</strong> website<br />
• <strong>ISRM</strong> Newsletter<br />
• 1 copy of the <strong>ISRM</strong> News Journal<br />
• 1 registration with a 20% discount as <strong>ISRM</strong> member in the <strong>ISRM</strong> Congress, International and Regional<br />
Symposia and Specialised Conferences<br />
• Free download of up to 250 papers per year from the <strong>ISRM</strong> Digital Library at OnePetro: www.onepetro.org
INDIAN NATIONAL GROUP OF <strong>ISRM</strong><br />
Introduction<br />
The study of rock mechanics has assumed considerable importance because of its wide application in civil engineering,<br />
more predominantly in water resources, mining engineering and underground structures. For the execution of<br />
multipurpose water resources projects located in complicated geological settings, the significance of rock mechanics<br />
in the design and construction was realised in late 1950s. Despite tremendous alround advancement in technology, a<br />
full understanding of natural forces and phenomena eludes the design engineer. Liberalisation of economy has facilitated<br />
planning and execution of many exciting and complicated projects. These projects require application of modern<br />
principles of rock mechanics, which warrants deliberations and collaboration to facilitate flow of appropriate technology<br />
to enable successful implementation of such projects under a time-bound programme in a cost-effective manner,<br />
conforming to environmental requirements.<br />
The Indian National Group of <strong>ISRM</strong> - <strong>ISRM</strong> (India) is involved in dissemination of information regarding rock<br />
mechanics, mining and tunnel engineering by organising symposia, seminars, workshops, and training courses,<br />
both at national as well as international level, in liaison with international organisations.<br />
<strong>ISRM</strong> (India) represents International Society for Rock Mechanics, founded in Salzburg in 1962, as its Indian National<br />
Group.<br />
Objectives<br />
• to encourage collaboration and exchange of ideas and information between rock mechanics practitioners in the<br />
country<br />
• to encourage teaching, research and advancement of knowledge in the rock mechanics<br />
• to promote high standards of professional practice among rock engineers so that civil, mining and petroleum<br />
engineering works might be safer, more economic and less disruptive to the environment<br />
• to hold events periodically on rock mechanics and rock engineering themes of general interest to the majority of<br />
the membership<br />
• to cooperate with international bodies whose aims are complementary to those of the society<br />
• to encourage the preparation of internationally recognized nomenclature, codes of practice, standard tests and<br />
procedures<br />
• to encourage collaboration with and support of international programme in the field of Rock Mechanics including<br />
cooperation with other organizations in the activities of common interest<br />
• to act as a coordinating National Body of International Society of Rock Mechanics, comprising of members in the<br />
country concerned with Rock Mechanics<br />
Membership Fee<br />
• Individual Membership for one calendar year: Rs. 600.00<br />
• Individual Membership for 10 calendar years: Rs. 6,000.00<br />
• Individual Membership for 20 calendar years: Rs. 10,000.00<br />
• Institutional Membership for 01 calendar year: Rs. 10,000.00<br />
• Institutional Membership for 02 calendar years Rs. 18,000.00<br />
• Institutional Membership for 03 calendar years Rs. 25,000.00<br />
• Institutional Membership for 05 calendar years Rs. 40,000.00<br />
For membership and other details, please contact:<br />
Mr. V.K. Kanjlia<br />
Member Secretary<br />
International Society for Rock Mechanics (India)<br />
C/o Central Board of Irrigation and Power<br />
Plot No. 4, Institutional Area, Malcha Marg, Chanakyapuri, New Delhi 110 021<br />
Phone : 91-11-2611 5984/2611 1294, Fax : 91-11-2611 6347<br />
E-mail : uday@cbip.org/kanjlia@cbip.org/cbip@cbip.org