Numerical methods of geomechanics tasks solution during coal deposits' development
Purpose. Generalization of numerical modeling of geomechanical processes in the vicinity of mine workings by finite elements method and making recommendations for substantiation of suitable construction and behavior of rock massif physical model. Methods. Software packages SolidWorks Simulation (COS...
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УкрНДМІ НАН України, Інститут геотехнічної механіки НАН України
2016
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irk-123456789-1335332018-06-02T03:03:30Z Numerical methods of geomechanics tasks solution during coal deposits' development Bondarenko, V. Hardygora, M. Symanovych, H. Sotskov, V. Snihur, V. Purpose. Generalization of numerical modeling of geomechanical processes in the vicinity of mine workings by finite elements method and making recommendations for substantiation of suitable construction and behavior of rock massif physical model. Methods. Software packages SolidWorks Simulation (COSMOS/М) and ANSYS are used for geomechanical tasks solution. Findings. Solutions of geomechanical tasks dealing with topical issues of estimating stress-strain state of rock massif around underground workings of different functions are given. Data on the rock massif stress-strain state are received and recommendations on adequate and authentic reflection of its structural peculiarities (stratification and fracturing) are made. Physical model of rock condition (elastic, elastic-plastic, rheological diagrams and complete diagram of deformation taking into account weakening and fracturing) is presented. Originality. New data about the mechanism of movement processes of coal-bearing massif around mine workings considering stratification and cracks content, limit and out-of-limit deflection state in separate areas, and also the impact of rheological rock properties are received. Practical implications. Complex of geomechanical tasks solutions allow to increase credibility of rock pressure manifestations prediction and substantiate technical solutions for effective and safe operations at coal mines. Цель. Обобщение опыта численного моделирования методом конечных элементов геомеханических процессов вокруг горных выработок и формирование рекомендаций по обоснованию адекватного строения и поведения физической модели горного массива. Методика. Для решения задач геомеханики использованы пакеты прикладных программ SolidWorks Simulation (COSMOS/М) и ANSYS. Результаты. Приведены решения геомеханических задач по актуальным вопросам оценки НДС горного массива вокруг подземных выработок различного назначения. Получены закономерности поведения горного массива и даны рекомендации по адекватному и достоверному отражению его текстурных особенностей (слоистость и трещиноватость) и физической модели состояния горной породы (упругая, упругопластическая, реологическая, полная диаграмма деформирования с учетом разупрочнения и разрыхления). Научная новизна. Получен ряд новых закономерностей развития процессов сдвижения углевмещающего массива вокруг горных выработок с учетом его слоистости и трещиноватости, предельного и запредельного состояния в отдельных областях, а также влияния реологических свойств горных пород. Практическая значимость. Комплекс решений геомеханических задач позволяет повысить достоверность прогноза проявлений горного давления и обосновать технические решения по эффективному и безопасному ведению горных работ на угольных шахтах. Мета. Узагальнення досвіду чисельного моделювання методом скінченних елементів геомеханічних процесів навколо гірничих виробок і формування рекомендацій з обґрунтування адекватної будови й поведінки фізичної моделі гірського масиву. Методика. Для розв’язання задач геомеханіки використані пакети прикладних програм Solidworks Simulation (COSMOS/М) і ANSYS. Результати. Наведено розв’язання геомеханічних задач з актуальних питань оцінки НДС гірського масиву навколо підземних виробок різного призначення. Отримано закономірності поведінки гірського масиву й надано рекомендації з адекватного й достовірного відображення його текстурних особливостей (шаруватість і тріщинуватість) та фізичної моделі стану гірської породи (пружна, пружнопластична, реологічна, повна діаграма деформування з урахуванням знеміцнення і розпушення). Наукова новизна. Отримано низку нових закономірностей розвитку процесів зрушення вуглевміщуючого масиву навколо гірничих виробок з урахуванням його шаруватості й тріщинуватості, граничного й позамежного станів в окремих областях, а також впливу реологічних властивостей гірських порід. Практична значимість. Комплекс розв’язань геомеханічних задач дозволяє підвищити вірогідність прогнозу проявів гірського тиску й обґрунтувати технічні розв’язання з ефективного й безпечного ведення гірничих робіт на вугільних шахтах. 2016 Article Numerical methods of geomechanics tasks solution during coal deposits' development / V. Bondarenko, M. Hardygora, H. Symanovych, V. Sotskov, V. Snihur // Розробка родовищ: Зб. наук. пр. — 2016. — Т. 10, вип. 3. — С. 1-12. — Бібліогр.: 19 назв. — англ. 2415-3435 DOI: dx.doi.org/10.15407/mining10.03.001 http://dspace.nbuv.gov.ua/handle/123456789/133533 622’112:518.12(076.2) en Розробка родовищ УкрНДМІ НАН України, Інститут геотехнічної механіки НАН України |
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Purpose. Generalization of numerical modeling of geomechanical processes in the vicinity of mine workings by finite elements method and making recommendations for substantiation of suitable construction and behavior of rock massif physical model. Methods. Software packages SolidWorks Simulation (COSMOS/М) and ANSYS are used for geomechanical tasks solution. Findings. Solutions of geomechanical tasks dealing with topical issues of estimating stress-strain state of rock massif around underground workings of different functions are given. Data on the rock massif stress-strain state are received and recommendations on adequate and authentic reflection of its structural peculiarities (stratification and fracturing) are made. Physical model of rock condition (elastic, elastic-plastic, rheological diagrams and complete diagram of deformation taking into account weakening and fracturing) is presented. Originality. New data about the mechanism of movement processes of coal-bearing massif around mine workings considering stratification and cracks content, limit and out-of-limit deflection state in separate areas, and also the impact of rheological rock properties are received. Practical implications. Complex of geomechanical tasks solutions allow to increase credibility of rock pressure manifestations prediction and substantiate technical solutions for effective and safe operations at coal mines. |
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Article |
| author |
Bondarenko, V. Hardygora, M. Symanovych, H. Sotskov, V. Snihur, V. |
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Bondarenko, V. Hardygora, M. Symanovych, H. Sotskov, V. Snihur, V. Numerical methods of geomechanics tasks solution during coal deposits' development Розробка родовищ |
| author_facet |
Bondarenko, V. Hardygora, M. Symanovych, H. Sotskov, V. Snihur, V. |
| author_sort |
Bondarenko, V. |
| title |
Numerical methods of geomechanics tasks solution during coal deposits' development |
| title_short |
Numerical methods of geomechanics tasks solution during coal deposits' development |
| title_full |
Numerical methods of geomechanics tasks solution during coal deposits' development |
| title_fullStr |
Numerical methods of geomechanics tasks solution during coal deposits' development |
| title_full_unstemmed |
Numerical methods of geomechanics tasks solution during coal deposits' development |
| title_sort |
numerical methods of geomechanics tasks solution during coal deposits' development |
| publisher |
УкрНДМІ НАН України, Інститут геотехнічної механіки НАН України |
| publishDate |
2016 |
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http://dspace.nbuv.gov.ua/handle/123456789/133533 |
| citation_txt |
Numerical methods of geomechanics tasks solution during coal deposits' development / V. Bondarenko, M. Hardygora, H. Symanovych, V. Sotskov, V. Snihur // Розробка родовищ: Зб. наук. пр. — 2016. — Т. 10, вип. 3. — С. 1-12. — Бібліогр.: 19 назв. — англ. |
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Founded in
1900
National Mining
University
Mining of Mineral Deposits
ISSN 2415-3443 (Online) | ISSN 2415-3435 (Print)
Journal homepage http://mining.in.ua
Volume 10 (2016), Issue 3, pp. 1-12
1
UDC 622’112:518.12(076.2) http://dx.doi.org/10.15407/mining10.03.001
NUMERICAL METHODS OF GEOMECHANICS TASKS SOLUTION
DURING COAL DEPOSITS’ DEVELOPMENT
V. Bondarenko1*, M. Hardygora2, H. Symanovych1, V. Sotskov1, V. Snihur3
1Underground Mining Department, National Mining University, Dnipropetrovsk, Ukraine
2Faculty of Geoengineering, Mining and Geology, Wroclaw University of Technology, Wroclaw, Poland
3MA “Ternivske” PJSC “DTEK Pavlohradvuhillia”, Pavlohrad, Ukraine
*Corresponding author: e-mail v_domna@yahoo.com, tel. +380562471472, fax: +380563742184
ЧИСЕЛЬНІ МЕТОДИ РОЗВ’ЯЗАННЯ ЗАДАЧ ГЕОМЕХАНІКИ
ПРИ РОЗРОБЦІ ВУГІЛЬНИХ РОДОВИЩ
В. Бондаренко1*, М. Хардигора2, Г. Симанович1, В. Соцков1, В. Снігур3
1Кафедра підземної розробки родовищ, Національний гірничий університет, Дніпропетровськ, Україна
2Факультет геоінженерії, гірництва і геології, Вроцлавський технологічний університет, Вроцлав, Польща
3ШУ “Тернівське” ПАТ “ДТЕК Павлоградвугілля”, Павлоград, Україна
*Відповідальний автор: e-mail v_domna@yahoo.com, тел. +380562471472, факс: +380563742184
ABSTRACT
Purpose. Generalization of numerical modeling of geomechanical processes in the vicinity of mine workings by
finite elements method and making recommendations for substantiation of suitable construction and behavior of rock
massif physical model.
Methods. Software packages SolidWorks Simulation (COSMOS/М) and ANSYS are used for geomechanical tasks solution.
Findings. Solutions of geomechanical tasks dealing with topical issues of estimating stress-strain state of rock massif
around underground workings of different functions are given. Data on the rock massif stress-strain state are received
and recommendations on adequate and authentic reflection of its structural peculiarities (stratification and fracturing)
are made. Physical model of rock condition (elastic, elastic-plastic, rheological diagrams and complete diagram of
deformation taking into account weakening and fracturing) is presented.
Originality. New data about the mechanism of movement processes of coal-bearing massif around mine workings
considering stratification and cracks content, limit and out-of-limit deflection state in separate areas, and also the
impact of rheological rock properties are received.
Practical implications. Complex of geomechanical tasks solutions allow to increase credibility of rock pressure
manifestations prediction and substantiate technical solutions for effective and safe operations at coal mines.
Keywords: rock massif , underground working, finite elements method, stresses, deformations, stratification, cracks
content, physical model, rock pressure
1. INTRODUCTION
Numerical solutions of applied tasks have always been
the matter of concern for the best mathematicians. Obtaining
mathematical description of a phenomenon or process and
their research resulted in the birth of a separate field in ap-
plied mathematics – mathematical physics. Further, through
development and improvement of various tasks solution,
this direction of the theoretical analysis was transformed
into a new modern technology and methodology of theoreti-
cal research which has received the name of computing
experiment. Computing experiment is based on mathemati-
cal modeling, its theoretical base being applied mathemat-
ics, and technical base – powerful computing machines.
When solving tasks of geomechanics, we constantly
face the problem of computing systems with a complex
geometrical configuration and irregular physical structure.
The massif and its rocks have a great number of character-
istics which can be taken into account only by finite-
difference schemes of calculations during mathematical
modeling. Nowadays, the finite elements method (FEM)
(Gallager, 1984) has become the standard de facto in solu-
tion of geomechanical tasks. However, when solving com-
plex geomechanical tasks dealing with multi-factor charac-
ter of rock mechanical properties, heterogeneity of massif
structure and geometrical parameters of a mine-technical
object, it is possible to combine FEM with methods of
boundary and discrete elements (Samarskiy, 1989) to ob-
http://mining.in.ua/
http://dx.doi.org/10.15407/mining10.03.001
mailto:v_domna@yahoo.com
mailto:v_domna@yahoo.com
V. Bondarenko, M. Hardygora, H. Symanovych, V. Sotskov, V. Snihur. (2016). Mining of Mineral Deposits, 10(3), 1-12
2
tain a more reliable solution. The main complexity of such
combination application consists in objective reflection of
physical essence of the process on the border of model
elements conjugation which are investigated by various
finite-difference methods.
SolidWorks Simulation (COSMOS/M), FLAC 2D/3D,
ABAQUS and ANSYS are usually applied for the solu-
tion of geomechanics problems. Nowadays, ANSYS
(Chigarev, Kravchuk, & Smalyuk, 2004) has the widest
opportunities for modeling materials, conditions of ob-
jects’ interaction, solutions of nonlinear tasks and prob-
lems of destruction mechanics. Also this software is
distinguished by the high level of computing algorithms
realization for various conditions of the massif behavior
and other features of modeling.
FEM allows to describe a continuous quantity by the
model that consists of separate areas (Gallager, 1984;
Zienkiewicz, Taylor, & Zhu, 2005). The developed theo-
retical fundamentals of creating a discrete model of a con-
tinuous quantity (Sekulovich, 1993) involve a number of
consecutive actions with finitesimal determination of the
design parameter values inside the area under study. It is
proved (Zenkevich & Morgan, 1986) that FEM can be
considered as the general method of numerical solution for
various types of differential equations including problems
of geomechanics where establishment of areas of limit and
out-of-limit state of a massif according to the most used
criteria of destruction is very important (Matvienko, 2006).
The solution of geomechanics tasks boils down to the
following main stages:
– generalized problem definition (solution type, a
general view of the model, considered loadings, etc.);
– creation of the model geometry suitable for usage
in FEM;
– creation of the final elements grid for the constructed
geometry;
– application of boundary conditions to the geometrical
model (fixing on the boundary or boundary loadings);
– numerical solution of equation system;
– analysis of the received results.
Peculiarities of geomechanical problems solution can
be divided into three main groups (Kuznetsov, Ardashev,
& Filatov, 1987):
– taking into account massif structure (its lithotypes
significantly differ in mechanical properties); existence
of weakening surfaces both on planes and inside any rock
layer; loss of bonding on weakening surfaces; natural
fracturing systems of rocks together with influence of
other weakening factors;
– considering not only elastic plastic state, but also
so-called stages of rock weakening and loosening in
certain areas of the massif; in some cases, to increase the
model adequacy it is necessary to reflect large-scale
geomechanical processes of underworked strata move-
ment accompanied by the formation of collapsed rock
zones with joint-block displacement (artificial fracturing);
– geomechanical processes in rock massif depend up-
on relative position of mine workings; therefore, it is
necessary to take into account their interaction, in view
of time and space location parameters change in the
course of mining operations; geomechanical processes in
the massif and its interactions with underground con-
structions develop in time which makes it reasonable to
apply rheological approach to solution of some tasks.
In solving geomechanical problems, not only peculi-
arities of the massif structure and behavior are important
but also adequate account of constructive and technolog-
ical features of underground workings’ supporting facili-
ties, mechanical properties of fixturing materials (includ-
ing limit state) and the modes of their interaction with
surrounding marginal rocks.The above mentioned fea-
tures of statement and solution of geomechanical tasks
are more or less reflected in the modern research on the
basis of FEM.
A great number of tasks to solve are focused on study-
ing specifics of stress-strain state (SSS) of the massif (for
instance, Prusek, 2010; Manoj, 2010; Yu, Kong, Niu,
Zhu, & Jing, 2013; Coggan, Gao, Stead, & Elmo, 2012),
the choice of technological parameters for mineral depos-
its’ mining (Zhang, Zhang, Hou, Wu, & Zhou, 2014; Shi,
Liu, & Wang, 2015) and improvement of constructive
schemes of mine workings support, including resource-
saving ways of strengthening the marginal massif by
anchor support (Manoj, 2010; Yu, Kong, Niu, Zhu, &
Jing, 2013; Coggan, Gao, Stead, & Elmo, 2012; Garg &
Jaiswal, 2015; Franklin, Fraley, & Burnham, 1974).
2. STRATIFICATION AND FRACTURING
FACTORS IN MODELING ROCK
MASSIF BEHAVIOR
Bearing in mind the above peculiarities of geomechanical
tasks solution, let us consider some research results obtained
at the Underground Mining Department of the National
Mining University which are aimed at solving problems of
increasing stability of underground mine workings.
Taking as the example in-seam mine working support,
we will analyse aspects of modeling stratification and frac-
turing of the surrounding massif. Stratification substantially
changes distribution of stresses both in the vicinity of a
working contour, and in the zones adjoining to the borders
of rock layers. At the same time, the degree of stratification
impact on stresses fields for various components can alter
from 10 to 270% (Symanovych, Ganushevych, & Cher-
vatyuk, 2010; Kovalevska, Illiashov, Fomychov, & Cherva-
tuk, 2012; Bondarenko, Kovalevs’ka, & Fomychov, 2012).
For descriptive reasons, let us analyze diagrams of
stresses intensity for two shapes of cross-section of
in-seam mine working (Fig. 1). Changes of the field in
both cases are considerable not only around the mine
working, but also on the seam surface. Besides, the less
power of lithotype, the more pronounced the changes.
Stratification in calculation model influences sepa-
rate components of stresses differently, even when
solving rather simple tasks. For instance, we will ana-
lyze the influence of stratification on distribution of the
horizontal and vertical stresses , received as a
result of assesing stability of a single in-seam working
(Fig. 2). Isolines have a pronounced intermittent nature:
alteration of stresses gradient zones is observed on the
boundaries of rock layers, in some areas with a change
of sign. This indicates that in certain conditions, if we
take stratification into account, the contribution of hori-
zontal stresses to the limit state of rocks can surpass the
influence of vertical stresses considerably. Therefore,
rock pressure cannot be treated as a linear function
directly proportional to the weight of a rock pillar over
the mine working.
V. Bondarenko, M. Hardygora, H. Symanovych, V. Sotskov, V. Snihur. (2016). Mining of Mineral Deposits, 10(3), 1-12
3
(а)
(b)
Figure 1. Distribution of stresses σ intensity in stratified massif nearby in-seam mine working with different dome shapes:
(а) support MYS-А3 (Mechanized Yielding Support); (b) support BTS-2 (Buckled Triangled Support)
(а)
(b)
Figure 2. Distribution of horizontal (a) and vertical (b) stresses in stratified massif nearby in-seam mine working
Stratification influences the diagram of vertical
stresses absolutely in a different way: formation of com-
pressive and tensile zones practically does not depend
upon the structure of rock massif. Minor change of such
zones outlines does not lead to stresses growth in abso-
lute values within their limits.
Moreover, rock layers have various thickness and
mechanical properties, that is why it is necessary to
change conditions of contacts on the seam planes to in-
crease adequacy of the received results. Generally, we
can distinguish three types of such contacts: contact of a
rigid type, contact with layers’ slipping and the contact
determined by friction force. Application of any type of
contact can lead to qualitative and quantitative changes
of stresses distribution pattern.
So, diagrams of stresses intensity (Fig. 1) show
clearly how the choice of contact can produce an impact
taking into account friction for all boundaries of litholog-
ic differences. Diagrams of contain areas where “rip-
ples” in the stresses field are clearly visible. This effect is
caused by specifics of the numerical methods applied for
determination of equilibrium condition of the computa-
tional scheme on the contacts of its separate elements.
This effect has strictly localized zones of manifestation
which completely coincides with finite elements whose
separate units belong to the contacting surface. Appear-
ance of this effect in most cases testifies that the compu-
tational area is on the boundary of transition from condi-
tion of static balance to conditions of dynamic state. If
the rock layer thickness is one or more orders less than
width of the model itself, all rock volume gets involved
in this phenomenon. The described peculiarity is often
used for modeling conditions for contacts with friction
force when a pseudo-layer with special deformation char-
acteristics is placed between “real” lithotypes. It allows to
emulate interaction of separate elements of the model in
realistic conditions of rigid contact and at the same time
not to go beyond static balance of the whole system.
V. Bondarenko, M. Hardygora, H. Symanovych, V. Sotskov, V. Snihur. (2016). Mining of Mineral Deposits, 10(3), 1-12
4
Other conditions of adjacent lithotypes’ contact are
presented in diagrams of stresses in Figure 3. For a case
of rigid contact at a moderate interval of changing layers’
mechanical characteristics, the distribution pattern of
substantially coincides with diagram of for a model
that does not take stratification into account. On the con-
trary, in conditions of layers slipping (violation of grip
between them) the pattern of stresses essentially dif-
fers from the model of uniform massif. Only one condi-
tion of layers’ slipping has completely changed the struc-
ture of stresses distribution in the coal seam; the level of
in coal layer has become much higher than that in the
roof and bottom rocks, and its influence on the stability
of mine working has sharply increased. Also distribution
of in sides and bottom of mine working has changed
resulting in the decrease of their stability.
Main conclusion: it is proved for the first time that
modeling of rock massif stratification is insufficient for
adequate description of its real state; it is necessary
(by way of mine observation and laboratory research) to
simulate interaction conditions related to contacts of
adjacent lithologic differences, without violating the
fundamental principle of static balance of the whole
geomechanical system.
(а)
(b)
Figure 3. Distribution of stresses intensity σ in stratified massif around in-seam mine working for conditions of: (а) rigid contact
between lithotypes; (b) slipping over bedding surfaces
Now let us consider the influence of the massif frac-
turing on stress-strain state (SSS) of geomechanical
models. Figure 4 contains examples of distribution of
movements and vertical stresses during modeling of
fracturing in various computing experiments. Fracturing
was considered as a macrocharacteristics for in-seam
mine working in the area beyond the zone affected by
stoping operations (Fig. 4a). As rock layers of immediate
roof and bottom had a pronounced system of cracks fo-
cused parallel to the bedding plane and during computing
experiment it was necessary to study the influence of this
system of cracks on the working contour shifts, we de-
cided to model these violations of continuity as a system
of rock benches with thickness equal to the average dis-
tance between cracks. The received results have shown
sufficient degree of calculation model adequacy in rela-
tion to actually observed rock pressure manifestations.
During the computational experiment on detecting
rock pressure manifestations specifics after stoping face
passage (Fig. 4b), fracturing was treated as microcharac-
teristics and was modeled considering coefficients that
diminish mechanical characteristics of fractured for-
mations. The choice of such approach was defined by
parameters of cracks content system and complexity of
the calculation model. Firstly, we observed two-three
systems of cracks with small average distance between
them in rocks of immediate roof and bottom. Modeling
of so intensive fracturing leads to significant increase in
the level of calculation model complexity and reduces
computational stability. Secondly, existence of a large
number of elements (rock blocks) which interact in com-
plicated contact conditions, result in manifold increase of
calculation time. As a result, additional modeling of frac-
turing substantially complicates calculation process, and
its influence on stresses distribution in calculation area on
the whole is rather uniform and is not predominant.
A more detailed analysis of the massif fracturing influ-
ence on its state in the vicinity of in-seam mine working
was conducted using a real example of a roadway support
in the following mine-and-geological conditions: coal
seam of average thickness m5.1m and small hardness
(Protodyakonov scale of hardness 5.10.1 f ); rocks of
immediate roof and bottom with average hardness
75f ; hard rocks of main roof and bottom with hard-
ness 119f . In spite of the fact that roadway is sup-
ported beyond the zone of stoping operations influence,
there appeared serious problems with ensuring stability
of hard rocks and rocks of average hardness (as early as
during mine working drivage) because of intensive frac-
turing (two mutually perpendicular crack systems with
average distance between them m5.0m1.0 Cl ) in
immediate roof and the lower layer of the main roof.
V. Bondarenko, M. Hardygora, H. Symanovych, V. Sotskov, V. Snihur. (2016). Mining of Mineral Deposits, 10(3), 1-12
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(а)
(b)
Figure 4. Deformation of massif fracturing around a single in-seam mine working (a) and distribution of horizontal stresses (b)
in the massif behind the stoping face during block collapse of roof rocks above the worked-out area
For the analysis of a mine-and-geological situation
and substantiation of technological solutions to ensuring
stability of in-seam roadway, three groups of experi-
ments have been conducted to compute:
– the real structure of the surrounding massif, but
without taking into account its fracturing; such model
served as a base for comparing fields of SSS components
distribution;
– the same, but taking into account two systems of
fracturing as macrocharacteristics at the average distance
between cracks m5.0Cl ;
– the same at m3.0Cl .
Also an attempt to simulate massif fracturing at
m1.0Cl has been made, but computing process was
extremely unstable because of a very complicated calcu-
lation area.
Figure 5 presents a diagram of vertical stresses у in
the set sequence of calculations performance. At the
same time let us pay attention to the parameters change
in the three main zones of rock pressure anomalies: areas
of unloading in the roof and bottom, area of concentra-
tions у in the sides of the roadway.
(а)
(b)
(c)
Figure 5. Diagrams of vertical stresses in foliated coal-bearing strata around in-seam roadway without taking into account frac-
turing (a) and with taking into account the average distance between cracks lc = 0.5 m (b) and lc = 0.3 m (c)
If there is no fracturing in the roof of mine working,
an unloading zone у of the dome shape is clearly
traced, which to some extent confirms a classical hypoth-
esis of Prof. M.M. Protodyakonov. Let us estimate the
sizes of the arch by the criterion of horizontal and verti-
cal compression stresses absence 0, ух in view of
the fact that the massif with intense development of two
fracturing systems is not able to resist tensile forces.
According to such condition, height of the arch was equal
1.0 – 1.1 m, and its width 3.2 – 3.4 m (Fig. 5a). An abso-
lutely different picture is observed when we consider
roof fracturing (Fig. 5c): height of the arch has increased
to 7.5 m at m5.0Cl and to 8.6 m at m3.0Cl ;
width of the arch has changed not so significantly – to
3.9 m at m5.0Cl and to 4.8 m at m3.0Cl . These
data confirm the manifold growth of unstable roof rock
which creates high loading on mine working support in
case of collapse, despite placement in the rocks of aver-
age and high hardness.
The similar situation characterised by significant
increase in depth of unstable rocks area is observed in
V. Bondarenko, M. Hardygora, H. Symanovych, V. Sotskov, V. Snihur. (2016). Mining of Mineral Deposits, 10(3), 1-12
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the bottom of roadway that involves active develop-
ment of such geomechanical event as bottom rocks
heaving. On the contrary, originally high (without
taking into account fracturing) abutment pressure in
mine working sides repeatedly decreases, which is
caused by the dominating influence of fractured rocks
with very low deformation characteristics.
Thus, in geomechanical models reflecting natural
fracturing of the massif at macrolevel, the distribution
pattern of SSS components essentially changes, and the
main complexity consists in ensuring appropriate sta-
bility of computing process which is defined by the
computing power of electronic computing machine.
As a result, a new approach has been proposed to
searching for a compromise between adequacy of massif
fracturing display and possibility of stable conducting of
computing experiment, division of modeling natural
fracturing technology into macro- and microlevels. The
preference is given to geometrical modeling of cracks
content systems, i.e. to the situation that exhausts tech-
nical capabilities of stable conducting of computing
experiment.
3. SELECTING PHYSICAL MODEL
OF THE ROCK MASSIF CONDITION
As has been noted earlier, besides structural features
of a massif in the working vicinity, the degree of reliable
reflection of geomechanical processes essentially de-
pends upon the choice of this or that physical behavior
model of the rock and bolting constructions: elastic or
elastic-plastic condition, the full deformation diagram
taking into account stages of weakening, fracturing or
plastic yielding, considering time factor in rheological
models. In each case, it is necessary to reasonably choose
the type of the task to solve as unjustified complication
of the physical model often leads to failures during com-
puting process.
To distinguish the results of solving elastic and elas-
tic-plastic tasks we will use as an example estimation of
stability of overworked drainage ventilating roadway
during the period of stoping face passing below. Figure 6
shows the corresponding diagrams of stresses intensity
in foliated coal-bearing massif of poor rocks. Differ-
ences (both in terms of quality and quantity) in the nature
of stresses intensity distribution in the main zones of
calculation area are accurately shown.
Firstly, the active bend of rock layers which during
the solution of an elastic task generates a splash in
stresses 3 – 5 times higher than those for an elastic-
plastic task is traced in the roof of a working seam near
stoping face. This physical model reflects more ade-
quately increased deformability of poor layers of the
above-the-coal strata which, due to their mechanical
properties, “smooth out” anomalies of rock pressure
ahead and behind the stoping face. Such situation pro-
motes localization of the main roof active displacement
at the height of 5 – 6 thicknesses of the coal seam
(which approximately corresponds to the data obtained
from mine supervision) while for elastic model, the
intensive bend with weakening of rock layers takes
place along all the height of calculation area (up to
24 thicknesses of the coal seam).
(а)
(b)
Figure 6. Diagrams of stresses intensity σ in foliated massif of poor rocks around overworked drainage roadway during
solution of elastic (a) and elastic-plastic (b) tasks
Secondly, in the vicinity of a ventilating drainage
roadway placement, the elastic solution of a task gives
such rock pressure anomalies which sufficiently (4 – 5
times) exceed similar parameters during solution of elas-
tic-plastic task; concentrations also decrease on aver-
age by 1.5 – 2 times.
Differences (for the considered two physical models)
in the condition of the surrounding massif certainly affect
diagrams of stresses intensity in the elements of bolting
system of a ventilating drainage roadway (Fig. 7).
Change of anomalies’ parameters of diagram in elas-
tic-plastic task is distinctly shown as:
– decrease in size and extent of concentrations ac-
tion areas in the armature of resin-grouted roof bolts in
the roof of mine working and more active loading of side
anchors;
– majority of areas along the length of frame support
props exiting from a plastic condition;
– increase in loading of the frame beam because of
plastic deformations of roof rock layers.
V. Bondarenko, M. Hardygora, H. Symanovych, V. Sotskov, V. Snihur. (2016). Mining of Mineral Deposits, 10(3), 1-12
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(а)
(b)
Figure 7. Diagrams of stresses intensity σ in elements of bolting system of overworked drainage roadway during solution of
elastic (a) and elastic-plastic (b) tasks
Following the results of task solution, we established
regularities of change in the state of the surrounding
massif and overworked roadway support considering
inelastic deformations of this geomechanical system
components whose influence changes SSS parameters
several times. Thus, substantiation of physical model
choice of the investigated geomechanical system is essen-
tial for increasing adequacy and reliability of computa-
tional experiment results.
It is necessary to reflect processes of weakening and
destruction of some lithotypes in certain areas around
mine workings which also increases adequacy and relia-
bility of computing experiment results during forecasting
of the massif behavior in the wide range of mine-and-
geological conditions.
This type of tasks is solved by means of the physical
model reflecting the so-called complete diagram of rock
deformation from the initial stage of loading to the stage
of “ruining” destruction. Usually, such physical model is
approximated by three linear areas on the diagram of
“stress-relative deformation”: the first is an elastic-plastic
stage of deformation up to the limit of rock uniaxial
compressive strength; the second is rock weakening stage
accompanied by decrease in its resistance to compres-
sion; the third is the stage of active rock fracturing or its
“ruining” destruction.
Four mechanical characteristics of each lithotype are
used for calculation of the massif’s SSS: simple com-
pression strength of undisturbed rock, residual rock com-
pression strength (at the stage of “ruining” destruction),
the module of rock deformation and its module of decay.
If interaction with any bolting system of mine working is
investigated, bolting elements materials behavior is also
modeled according to the complete diagram of defor-
mation in order to receive more adequate results; for
instance, behavior of steel frame support is described
taking into account the yield point and the subsequent
stage of hardening. It is quite obvious that while model-
ing the layered massif including a set of lithotypes with
significantly different mechanical properties and reflect-
ing parameters of bolting system, the statement of the
geomechanical task is extremely difficult, and the neces-
sity to solve it should be thoroughly substantiated.
The physical model of materials (including rock) de-
formation complete diagram has been used in studying
SSS of poor rocks layered massif around in-seam work-
ing for the purpose of reseach into the mechanism of
rock pressure manifestations development and major
factors defining them. A series of multi-variant calcula-
tions of SSS in the system “massif – support” has been
carried out. One fragment of these calculations is given
in Figure 8, which presents two diagrams of stresses
intensity for the same structure of the massif, but at
different depths of mine working arrangement. Since the
reflection of complete diagrams of rock and bolting ma-
terials deformation incorporates step-by-step calculation
of final elements grid, the depth Н of mine working
location smoothly changes within the set range and al-
lows to define rather accurately conditions of the nearby
massif (or certain areas) transition into limit and out-of-
limit stages of deformation.
The research established that the main factors defin-
ing formation of SSS in the system “massif – support”
are the ratios of mechanical characteristics of lithotypes
and the depth of mine working placement which deter-
mines initial geostatic pressure in the undisturbed massif.
This can be confirmed by diagrams in Figure 8: at the
depth of m200Н mainly elastic condition practically
of all elements of the system “massif – support” takes
place; with transition to the depth of m600Н , rocks
of immediate roof and bottom are not only in the limit,
but mostly in out-of-limit state. Here the movements of
mine working rock contour are so big (to 2.8 m in the
roof and to 1.8 m in the bottom) that the rock practically
fills all the cavity of a mine working; which is explained
by the process of fracturing of a considerable volume of
the massif in the vicinity of the roadway.
It is revealed that when out-of-limit state sets in at
least one of nearby rock layers, the gradient of displace-
ments growth of a rock contour repeatedly increases and
this process becomes a cause of disturbance of opera-
tional conditions of mine working.
V. Bondarenko, M. Hardygora, H. Symanovych, V. Sotskov, V. Snihur. (2016). Mining of Mineral Deposits, 10(3), 1-12
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(а)
(b)
Figure 8. Diagrams of stresses σ intensity distribution in foliated massif of poor rocks around in-seam mine working at the depths
of 200 m (a) and 600 m (b)
The established phenomenon of “boost” in dis-
placements of rock contour is caused by some boundary
ratios of strength and deformation characteristics of
nearby rock layers, as well as mine working placement
depth which demands conducting of special research on
their definition within physical model with reflection of
the complete diagram of “massif – support” system
elements deformation.
A number of the thought-provoking results were
received during the conducted research.
Firstly, various combinations of strength and defor-
mation characteristics distribution in each of nearby rock
layers cause different extent of their influence on chang-
es of stresses fields and displacements with growth of
mine working placement depth. The defining factor is the
condition type of nearby rock layers at the concrete size
of parameter H : prelimit, limit and out-of-limit.
Secondly, the relation of SSS components of the mas-
sif to parameter H becomes nonlinear with setting out
of a limit state at least of one of rock layers, and in out-
of-limit state intensity of displacement growth of the
rock contour of a mine working increases manifold,
while intensity of stresses – decreases.
Thirdly, sufficient independence of a rock layer
stresses field from the condition of neighboring layers
is revealed:
– layers of lowered hardness with the growth of H
pass into a limit (out-of-limit) state practically irrespec-
tively of strength characteristics of the neighboring hard-
er lithotypes;
– stresses field in harder rock layers hradly depends
upon transition of the next layer to a limit state.
Fourthly, SSS of the frame support and regularities of
its change with the increase in mine working position
depth are in close connection with strength and defor-
mation characteristics of the nearby rock layers, but are
nonlinear, especially, upon transition of layers to limit
and out-of-limit states. For instance, attenuation of func-
tion Н growth is caused by emergence and increase
in the zones of plastic deformations in metal frame sup-
port; this process steadily begins in the lower part of the
frame props (they are bent into the working cavity) and
extends with the growth of H almost along all the frame
contour (except local areas of prelimit state in the dome).
Formation of the system of “plastic joints” along the
contour of the frame support promotes (in some cases)
the development of its deformations which exclude the
possibility of mine working further operation.
Thus, we have revealed the effect of the “avalanche-
type” growth of displacement typical of rock contour of
in-seam mine working placed in layered massif of small
hardness rocks; it is conditioned by appearance of cer-
tain boundary ratios of geomechanical parameters which
cardinally changes SSS of the massif and mechanism of
rock pressure manifestations development.
One more important section in problems of geome-
chanics concerns dealing with rheological properties of
rocks which are the defining development factor in time
of processes of massif displacement around mine work-
ings of different function.
Studying change regularities of SSS of coal-bearing
massif in time of a stoping face break which periodically
occurs for the technological reasons and owing to emer-
gencies is of practical interest. During the mine instru-
mental monitoring, we established some time regularities
of displacements development of a rock contour of the
extraction roadway interfaced to a longwall, and the
growth of load on mechanized support sections in stop-
ing face during the period of its stoppage. The rheologi-
cal model reflecting an extended site of conjugation of
longwall with extraction roadway in space has been con-
structed for generalization of these discretely received
experimental regularities and studying of behavior of
massif’s extensive area in and around stoping operations
conducting. The rheological model of rock behavior is
constructed on the basis of ANSYS software which al-
V. Bondarenko, M. Hardygora, H. Symanovych, V. Sotskov, V. Snihur. (2016). Mining of Mineral Deposits, 10(3), 1-12
9
lowed to obtain values of unknown coefficients of the
creeping equation by means of approximation of real
diagrams of modeled lithologic differences creeping.
The example of geomechanical processes develop-
ment in time is shown on diagram of full displacements
(Fig. 9) for three discrete values of longwall downtime:
h0t , h12t and h24t .
(а)
(b)
(c)
Figure 9. Diagrams of full displacements U in coal-bearing
massif near conjugation of longwall with extraction
roadway: (a) longwall stopping time t = 0 h;
(b) longwall downtime t =12 h; (c) longwall down-
time t =24 h
Diagrams of full displacements are characterized by
the following features during longwall stoppage h0t :
in abutment pressure zone ahead the longwall, field U is
uniform, the size of displacements is equal to only
70 – 150 mm. The greatest movements are recorded in
the roof over the worked-out area: here on the planes YX
and YZ there is also a gradual growth of U to values
of 460 – 660 mm at a distance to 28 m from the face and
to 19 m from the extraction roadway. These coordinates,
taking into account the extracted thickness of the layer
and fracturing of collapsed rocks of the immediate roof
are characterized by interlocking of falling rocks of the
main roof and uncontrolled collapse zones. Here it is
necessary to pay attention not only to qualitative, but also
to quantitative compliance of the extent of above-the-coal
strata lowering in worked-out area with the existing theo-
ries of rock pressure.
The longwall stoppage for up to 24 h very signifi-
cantly influences the development of full displacements
in majority of areas of the studied object (Fig. 9b, c).
Lowering of roof rock layers increases moderately – to
150 – 230 mm in abutment pressure zone ahead of stoping
face. Lowering of roof layers over longwall is much more
intensive: displacements U increase from 230 – 310 mm
at the wall face, to 540 – 690 mm around the protection
sections of mechanized support; while during further
removal from the face, roof lowering increases to 1 m.
Thus, rheological phenomenon which is called creep-
ing deformation actively proceeds during longwall stop-
page; it negatively affects the condition of mechanized
support sections, creating the danger of the mechanized
complex landing onto the “rigid base”.
Creeping of massif deformations actively develops
also nearby the extraction roadway, especially, in
its roof. Here at h24t , displacements increase to
620 – 800 mm which already creates a threat to stability
of mine working and problems with its operation.
Growth of displacements is less intensive in sides of the
roadway, nevertheless, they reach 540 – 620 mm.
In general, an unambiguous conclusion about essen-
tial danger (in given mine-and-geological conditions) for
stability of the extraction roadway and stoping face of
development process of creeping deformations of coal-
bearing strata follows from the analysis of full displace-
ments diagrams during stoppage of stoping face lasting
for more than 12 h.
Following the results of SSS research of the rheologi-
cal model under study, it is possible to draw a number of
conclusions about geomechanical displacement processes
of coal-bearing massif nearby extraction roadway and
end section of longwall, as well as regularities of time
influence of its downtime on stress components changing
and displacement:
– vertical stresses у in anomalous zones are closely
related to a longwall downtime t expressed in relaxation
of concentrations of compressing у and reduction in
the absolute value of stretching у which on the whole
plays a positive role;
– horizontal stresses х and z also show ambigu-
ous tendencies of relation to time t : the ill-defined
relaxation of stresses is observed in some areas of the
model; there is a growth of functions tx and tz in
other areas; components х and z have also no essen-
tial relation with a longwall downtime t in third areas;
– intensity of stresses is considerably changing in
time t , but with opposite tendencies for different types
of rocks: for harder and more rigid layers of sandstone,
increasing of in time t is observed; relaxation of
actively develops for weaker and easy-deformed silt-
stones and mudstones;
– the intensive weakening of roof rocks takes place
ahead the longwall at a distance to 6 – 8 m, which limits
V. Bondarenko, M. Hardygora, H. Symanovych, V. Sotskov, V. Snihur. (2016). Mining of Mineral Deposits, 10(3), 1-12
10
passage of rock consoles behind mechanized support and
partially reduces negative effect of the main roof landing;
– rheological process of creeping deformations which
is dangerous in respect to the landing of mechanized
support sections on the “rigid base” and difficulties of
extraction roadway operation is most brightly shown.
Main conclusion: influence of rheological processes
of creeping deformations and stresses relaxation in exten-
sive area of the massif containing end section of stoping
face and conjugated extraction roadway is considered;
regularities of displacements development of above-the-
coal strata stoping face stoppage are generalized.
4. CONCLUSIONS
Three groups of numerical solution peculiarities
related to geomechanics problems whose reflection in
calculation models determines the level of adequacy of
the results received during computing experiment are
established and substantiated.
It is proved that massif’s stratification in calculation
model differently influences separate components of
stresses, and rock pressure cannot be considered as the
function directly proportional to the pillar weight of
rocks above mine working. Degree of the received results
adequacy is directly connected with reasonable choice of
a contact type on the beddings planes of adjacent litho-
logic differences: rigid contact, contact with slipping,
contact with friction force. It is established that applica-
tion of this or that type of contact leads to essential quali-
tative and quantitative changes of massif’s SSS compo-
nents distribution.
It is revealed that in geomechanical models which
consider massif’s fracturing at the macrolevel (geomet-
rical clusters of cracks systems), the distribution pattern
of SSS components essentially changes, and the main
difficulty consists in ensuring appropriate stability of
computing process. For this purpose, it is offered to
divide models according to the degree of their complexi-
ty on macro – and microlevels in order to receive guaran-
teed reliable results.
It is established that degree of reliability of geome-
chanical processes reflection considerably depends upon
the reasonable choice of physical model behavior of rock
and materials of bolting constructions. It is proved that in
the conditions of the predicted appearance of extensive
zones of inelastic condition of rock, distinctions in
parameters of rock pressure anomalies are estimated in
hundreds of percent during comparison of task solution
results in elastic and elastic-plastic statements; these
differences directly affect the SSS of bolting construction
and the choice of its rational parameters.
Degree of adequacy and reliability of computing
experiment results essentially depends on objectivity of
these processes reflection during probable development
of weakening processes and destruction of lithotypes
around mine working. Here it is expedient to use the
physical model describing complete diagram of rock
deformation. It is this model that for the first time
allowed to establish the phenomenon of “boost” in shifts
of rock contour of mine working caused by some bound-
ary ratios of strength and deformation characteristics of
nearby layers and also development of depth placement.
The new step in consideration of geomechanical pro-
cesses development in time is taken during usage of
rheological rock model behavior, because only it allowed
to reveal and study regularities of displacement of above-
the-coal strata around conjugation of stoping face and
extraction roadway during emergency stoppage of
longwall. Rheological process of creeping deformations
is shown to form dangerous prerequisites of the landing
of mechanized support sections of stoping face on the
“rigid base” and exit from an operational condition of
extraction roadway is shown.
It is established that complication of geomechanical
behavior model of a massif is accompanied by decrease
in stability of computing process. Therefore, during
computing experiment, it is necessary to look for a com-
promise between aspiration of the most adequate reflec-
tion of a condition of the concrete massif of rocks (in-
cluding system of mine working’s bolting) and a main
objective of a solvable task of establishing these or those
regularities of rock pressure manifestations.
ACKNOWLEDGEMENTS
The materials discussed in the article were received
while performing a complex of research works at the
request of a number of industrial enterprises in coal min-
ing in Donbas. The authors are grateful to M. Illiashov,
M. Barabash, Yu. Cherednychenko, O. Vivcharenko,
V. Chervatiuk, O. Husiev for providing mine-and-
geological and technical information on features of con-
ducting mining operations at their enterprises, and also
for useful recommendations and fruitful discussion of the
received results which are intended to provide an effec-
tive solution to mine-technical issues in coal mining.
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ABSTRACT (IN UKRAINIAN)
Мета. Узагальнення досвіду чисельного моделювання методом скінченних елементів геомеханічних проце-
сів навколо гірничих виробок і формування рекомендацій з обґрунтування адекватної будови й поведінки фізи-
чної моделі гірського масиву.
Методика. Для розв’язання задач геомеханіки використані пакети прикладних програм Solidworks
Simulation (COSMOS/М) і ANSYS.
Результати. Наведено розв’язання геомеханічних задач з актуальних питань оцінки НДС гірського масиву
навколо підземних виробок різного призначення. Отримано закономірності поведінки гірського масиву й нада-
но рекомендації з адекватного й достовірного відображення його текстурних особливостей (шаруватість і трі-
щинуватість) та фізичної моделі стану гірської породи (пружна, пружно-пластична, реологічна, повна діаграма
деформування з урахуванням знеміцнення і розпушення).
Наукова новизна. Отримано низку нових закономірностей розвитку процесів зрушення вуглевміщуючого
масиву навколо гірничих виробок з урахуванням його шаруватості й тріщинуватості, граничного й позамежно-
го станів в окремих областях, а також впливу реологічних властивостей гірських порід.
Практична значимість. Комплекс розв’язань геомеханічних задач дозволяє підвищити вірогідність прогно-
зу проявів гірського тиску й обґрунтувати технічні розв’язання з ефективного й безпечного ведення гірничих
робіт на вугільних шахтах.
Ключові слова: гірський масив, підземна виробка, метод скінченних елементів, напруження, деформації,
шаруватість, тріщинуватість, фізична модель, гірський тиск
ABSTRACT (IN RUSSIAN)
Цель. Обобщение опыта численного моделирования методом конечных элементов геомеханических про-
цессов вокруг горных выработок и формирование рекомендаций по обоснованию адекватного строения и пове-
дения физической модели горного массива.
Методика. Для решения задач геомеханики использованы пакеты прикладных программ SolidWorks
Simulation (COSMOS/М) и ANSYS.
Результаты. Приведены решения геомеханических задач по актуальным вопросам оценки НДС горного
массива вокруг подземных выработок различного назначения. Получены закономерности поведения горного
массива и даны рекомендации по адекватному и достоверному отражению его текстурных особенностей (слои-
стость и трещиноватость) и физической модели состояния горной породы (упругая, упруго-пластическая, рео-
логическая, полная диаграмма деформирования с учетом разупрочнения и разрыхления).
Научная новизна. Получен ряд новых закономерностей развития процессов сдвижения углевмещающего
массива вокруг горных выработок с учетом его слоистости и трещиноватости, предельного и запредельного
состояния в отдельных областях, а также влияния реологических свойств горных пород.
Практическая значимость. Комплекс решений геомеханических задач позволяет повысить достоверность
прогноза проявлений горного давления и обосновать технические решения по эффективному и безопасному
ведению горных работ на угольных шахтах.
Ключевые слова: горный массив, подземная выработка, метод конечных элементов, напряжения, дефор-
мации, слоистость, трещиноватость, физическая модель, горное давление
http://dx.doi.org/10.1201/b11329-6
http://dx.doi.org/10.1201/b11329-6
http://dx.doi.org/10.1201/b19079-36
http://dx.doi.org/10.1201/b11329-20
http://dx.doi.org/10.4028/www.scientific.net/amr.868.251
http://dx.doi.org/10.1007/s00603-014-0546-4
http://dx.doi.org/10.1016/b978-075066431-8.50182-x
V. Bondarenko, M. Hardygora, H. Symanovych, V. Sotskov, V. Snihur. (2016). Mining of Mineral Deposits, 10(3), 1-12
12
ARTICLE INFO
Received: 30 March 2016
Accepted: 27 June 2016
Available online: 30 September 2016
ABOUT AUTHORS
Volodymyr Bondarenko, Doctor of Technical Sciences, Head of the Underground Mining Department, National Mining
University, 19 Yavornytskoho Ave., 4/56, 49005, Dnipropetrovsk, Ukraine. E-mail: v_domna@yahoo.com
Monika Hardygora, Doctor of Technical Sciences, Professor of Faculty of Geoengineering, Mining and Geology,
Wroclaw University of Technology, 27 Wybrzeże Wyspiańskiego, 50-370, Wroclaw, Poland. E-mail: monika.hardy
gora@pwr.wroc.pl
Hennadii Symanovych, Doctor of Technical Sciences, Professor of the Underground Mining Department, National
Mining University, 19 Yavornytskoho Ave., 4/58, 49005, Dnipropetrovsk, Ukraine. E-mail: symanovych@nmu.org.ua
Vadym Sotskov, Candidate of Technical Sciences, Associate Professor of the Underground Mining Department, National
Mining University, 19 Yavornytskoho Ave., 4/60, 49005, Dnipropetrovsk, Ukraine. E-mail: vadimsockov@gmail.com
Vasyl Snihur, Candidate of Technical Sciences, Director MA “Ternivske”, PJSC “DTEK Pavlohradvuhillia”, 76 Lenina Ave.,
51400, Pavlohrad, Ukraine. E-mail: SnigurVG@dtek.com
mailto:v_domna@yahoo.com
mailto:monika.hardy%0Bgora@pwr.wroc.pl
mailto:monika.hardy%0Bgora@pwr.wroc.pl
mailto:symanovych@nmu.org.ua
mailto:vadimsockov@gmail.com
mailto:SnigurVG@dtek.com
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