Prediction of Surface Subsidence and Its Monitoring

Prediction of Surface Subsidence and Its Monitoring

Dissertation
for the award of
Bachelor of Engineering

Submitted

by

M.Venkat Ramana Rao

Under the guidance of
Prof. B.P.Khare

UNIVERSITY COLLEGE OF ENGINEERING
KAKATIYA UNIVERSITY
KOTHAGUDEM

Abstract

The presence of hard and competent strata in the overlying strata at most of the
Indian coal mines causes typical subsidence development. The analysis of
collected subsidence data revealed that subsidence occurs in two phases. The
first phase of subsidence is indicating bending of main roof with very insignificant
magnitude of subsidence which is termed in India as non-effective extraction
width. The second phase of subsidence follows after initiation of main roof first
failure with high magnitude of subsidence within extraction area. The formation of
subsidence profiles shows that during first phase, the development of profile is
smooth with mild slope and development of steep slopes within extraction area
during the second phase. Thus, the developed profile is causing small magnitude
of subsidence over the panel edges and there after high magnitude of
subsidence with steep flanks within extraction area. The steepness depends on
the critical length of the main roof. The observations of limit angle show that it is
not the same for all directions of a panel, rather different with highest on the
starting side and lowest on the ending side of face advance and in-between on
transverse section.

To represent this form of subsidence profile, an empherical relation has been
developed and correlated with the existing subsidence profiles of already worked
out panels. The developed relation is almost showing the correct estimates and
deviating at some places. Upon the care observation of the existing geo-mining
parameters, it is found that the workings present in the underlying seam are
showing its effect and making an abnormal variation in the subsidence profile. In
this thesis a careful study was done for establishing the relation between the
nature of workings in underlying seam and the amount of change in subsidence
value.

Further, various conventional and high-tech surveying techniques for monitoring
the mining subsidence have been studied, in addition to conducting subsidence
survey using total station. For Indian coal mines, it is recommended to use
tacheometry survey to monitor vertical and horizontal movements of subsidence
monitoring stations and GPS for establishment of control points or bench marks
from pit head or nearest national survey grid point as an cost effective approach.
Further, remote sensing technique has been advised to monitor the change in the
land use pattern.

Acknowledgment

It is great pleasure to express my profound gratitude and indebtedness to my
Guide, Prof. B.P.Khare, University College of Engineering, Kakatiya University,
Kothagudem, for his inspiring guidance, constant encouragement, constructive
criticisms and keen interest throughout the progress of thesis. I am deeply
grateful to Singareni Collieries Company Limited for allowing me to do the project
and for providing lot of information on this subject.

My heartfelt thanks are to my Boss Mr.D.Suresh, General Manager, Purchase,
SCCL, Kothagudem, for his continuous help and unfading encouragement
throughout the preparation of the thesis. My sincere thanks go to my Company
colleagues for help and encouraging words.

In addition, I thank my friends Mr. Lolla Sudhakar, Additional Manager, Corporate
Planning and Mr. M.Venkat Ramana Rao, Under Manager, Corporate Planning,
SCCL for their help in reading and preparation of the thesis. I also thank the
survey officers of 5 Incline, Mr. M.S.Venkat Ramaiah, Dy. General Manager, 5
Group of Mines, SCCL, Kothagudem and Mr. Manohar, Manager, PVK No.5
Incline, SCCL, Kothagudem for their help and support in collecting subsidence
data and conducting field survey.

I specially thank the purchase department staff of SCCL, Sri. xxxxxxxx and Sri.
xxxxxxxx for their help in typing and preparing the document.

I put my special thanks to my wife xxxxxxxx, daughter xxxxxxxx, son xxxxxxxx,
and In-laws xxxxxxxx for sharing difficulties and encouragement at every step of
my work.

CONTENTS
Page
Abstract i

Acknowledgment ii

Contents jjj

List of figures iv

List of tables v

List of symbols vi

1. INTRODUCTION

2. EARLIER THEORIES ON MECHANICS OF SUBSIDENCE

3. LITERATURE REVIEW

4. PARAMETERS INFLUENCING SUBSIDENCE

5. CLASSIFICATION OF SUBSIDENCE PREDICTION METHODS

6. SURFACE SUBSIDENCE MONITORING

7. SIMULATION OF SURFACE SUBSIDENCE

8. CONCLUSIONS

BIBLIOGRAPHY

List of figures

Fig. 1.1 XXXX
Fig. 1.2 XXXX
Fig. 1.3 XXXX
Fig. 2.1 XXXX

List of tables
Table 1.1 XXXX
Table 1.2 XXXX
Table 2.1 XXXX

Symbols

xc Critical width to depth ratio of an extraction panel
E, Extraction percentage factor
Q Goaf treatment factor
xn Non-effective width to depth ratio of an extraction panel
Rf Rock mass factor indicating the characteristic of the overlying strata of a
panel
bfl Bulking factor of a stratum
9 Angle of draw
P Angle of break
a Dip of the seam
y Limit angle
p Specific density of the sedimentary rocks
6A Unit area
a Subsidence factor
a! Subsidence coefficient due to bending movement of main roof
a2 Subsidence coefficient after the failure of main roof
b Bedding plane separation factor
B Critical area radius
e Influencing factor
E Young's modules
El Flexural rigidity of the beam
h Depth of a panel
hc Caving height
hf Depth factor
hci Thickness of each stratum within caving height
gon German unit for angle; 360 degrees - 400 gon
L Span length
m Extraction thickness
Mf Multiple seam extraction factor ;
ni Controlling functional parameter
n2 Controlling functional parameter
P Unit load
r Horizontal variable
R Radius of influence area^ B+h-cot (y)
t Thickness of a beam
tp-: Thickness of beds between the competent layer and next parting plane.
V8 Void space occupied due to bulking and bed separation
Vz-i Subsidence before first break at a point r
Vz2 Subsidence after first break at a point r
Vzfuii Full subsidence
Vzmax Maximum subsidence
W Width of an extraction panel
w Width of a beam
x Width to depth ratio of an extraction panel
z Time factor

1. INTRODUCTION
Surface subsidence due to underground mining is an old problem that did
not receive due attention in the US until after the mid 1960’s. The increase in use
of long wall mining and further housing development in to the abandoned mine
lands in the suburban areas further accelerated the public concerns about
surface subsidence due to under ground mining. In 1977 the US Congress
established the Surface Mining Control and Reclamation Act in which it requires
all coal operators to have approved surface subsidence plans. In response to
this requirement many research programs were initiated and completed during
the past 10 years.

When underground mining involves total extraction, it induces overburden
strata movements. If not properly planned it causes surface subsidence and
affects surface environmental conditions. Total extraction usually refers to long
wall mining and bord and pillar mining with pillar extraction. Surface subsidence
has long been a subject of intensive research for scientists all over the world and
considerable achievements have been obtained. However, due to its difficulties
and complicated nature, research into overburden movements has been thus far
incomplete as compared to that into surface subsidence. Since surface
subsidence is a manifestation of the results of overburden movement, the
processes and mechanism of overburden movement must be fully understood in
order to establish the mathematical prediction models of surface subsidence.

In spite of its brief history, the data obtained from these intensified
research programs have demonstrated that surface subsidence due to
underground mining is a complicated problem resulting from the interaction
between mining operation, Overburden geological condition, and time. As such
the exact process and its prediction and prevention tend to be site specific,
although there are general trends and principles that are applicable to most
subsidence problems.

In this Thesis we developed an empherical relation to predict the surface
subsidence related to our Indian coal mines particular to Kothagudem area. As
all knows that in India there are two major problems what we are facing now.
They are

1. Large amount, nearly 3 Billion tonnes of coal is locked-up in the form of
standing pillars.

2. Uncontrollable Fires in the seams of Jharia and Raniganj areas due to the
extraction of coal in the past by unscientific methods resulted in to surface
subsidence which developed cracks in to the goaf causing leakage of air.

In India, Jharia coal fields is one of the main sources of Cocking coal
having 18 seams with nearly 10m thickness each, has been facing tremendous
problem due to subsidence as a result of under ground mining of these coal
seams. For the extraction of these seams with out or with minimum amount of
subsidence as prescribed requires early prediction.

1.1 Power Scenario and Coal Demand in India & Reserves:

World scenario:

It is an accepted fact that Minerals are essential for the development of
modern industrial society. Economic growth, the world over is driven by energy,
whether in the form of finite resources such as coal, oil and gas or in renewable
forms such as hydroelectric, wind, solar and biomass, or its converted form i.e
electricity. Coal provides for around 23% of global primary energy needs
accounting for 38% of world’s electricity at present. World coal consumption is
projected to go up to about 6.4 billion tonnes by 2020. Most of this increase
would be primarily in China and India, which are expected to account for about
75% of the increased consumption.

Among all the minerals available, Coal is playing a dominant role in world’s
energy generation vis-à-vis industrial development with large reserve base. Coal
is uniquely placed in respect of all the elements of energy security.

As the International Energy Agency has commented:

“World reserves of coal are enormous and, compared with oil and natural
gas, widely dispersed... The world’s proven reserve base represents about
200 years of production at current rates... Proven coal reserves have
increased by over 50% in the past 22 years. The correlation of strong
growth of proven coal reserves with robust production growth suggests
that additions to proven coal reserves will continue to occur in those
regions with strong, competitive coal industries.”

A brief analysis of the technology wise coal production reveals that most of
the world coal production is coming from opencast mines as the reserves suitable
for open pit mining are more compared to underground and also the opencast
technology is less complicated. Mechanized longwall contribute about 50% of the
total hard coal production from underground mines.

Indian scenario:

Coal accounts for 63% of our country's energy needs. Commercial energy
consumption in India has grown from a level of about 26% to 68% in the last four
& half decades. The current per capita primary energy consumption in India is
about 248 kgoe/year, which is well below that of developed countries. Driven by
the rising population, expanding economy and the quest for improved quality of
life, energy usage in India is expected to rise to around 450 kgoe/year by
2010. Considering the limited reserve potentiality of petroleum & natural gas,
eco-conservation restriction on Hydel projects and political perception of nuclear
power, coal continues to occupy the centre-stage of India's energy scenario.
Fuel wise break-up of the primary energy consumption is as under.

Consumption by Fuel India (%) World (%)
Oil 32 37
Natural Gas 8 24
Coal 54 27
Nuclear Energy 1 6
Hydro-Electric 5 6
Total 100 100
(Source: BP Statistical Review of World Energy 2005)

Coal based thermal power generation capacity presently stands at
61,476MW and a capacity addition of around 60,000 MW has been targeted in
next 7 years. This clearly presents high demand for coal in near future. Besides
energy generation, the other consumer industries like cements, fertilizers, etc are
expanding with increased industrialization creating increased demand for coal.

Total annual hard coal production in India is about 373.79 million tonnes
(m.t)(2004-05) out of which nearly 80% is from Opencast Mines. Coal India
produces about 90% of total Indian coal production and SCCL’s share is about
10%. The expected demand for coal by 2011-12 is about 707 M.T, whereas coal
production would be around 550 M.T, leaving a gap of about 157 M.T, which
needs to be met by imports/private mining.

Coal reserves:

India is the third largest coal producer in the world. With hard coal
reserves of around 248 billion tonnes, out of which 93 billion tonnes are proven.
India holds around 10.2% of the world’s proved hard coal and lignite reserves
and produces around 7% of total world’s production. The depth wise coal
reserves of India as on January 2005 are as follows:
(in Billion Tonnes)
TOTAL
DEPTH(m) PROVED INDICATED INFERRED
(In Bt) (%)
0-300 71 66.5 15 152.5 61.5
300-600 6.5 39.5 17 63 25
0-600 14.5
14 0.5 - 6
(Jharia)
600-1200 1.5 10.5 6 18 7.5
0-1200 93 117 38 248 100
(Source: GSI Report, January 2005)

Depth – Wise coal reserves of Andhra Pradesh (Godavari Valley Coal Fields) as
on 01.01.2005 in million tonnes is as follows:

DEPTH(m) PROVED INDICATED INFERRED TOTAL
0-300 5467 2229 102 7798
300-600 2796 2832 553 6181
600-1200 -- 1018 1929 2947
0-1200 8263 6079 2584 16926

Both the tables clearly indicate that the reserves under command area of
SCCL are at greater depth than that of average all India figures. At SCCL most of
the existing mines and present projects are for extraction of deposits with in the
depth range of 0-300 metres. To have sustained production SCCL has
formulated projects for extraction of coal reserves locked within the depth range
of 300-600 metres.

1.2 Impact of mining on environment

Intensive mining for meeting heavy power demand of the nation creates
significantly alarming environmental problems. Transportation of coal to far
distances, preparation and burning of coal for power generation produce coal
dust, methane, nitrous gases, sulphur dioxide and carbon monoxide. Opencast
mining causes land use problems by disturbing the landscapes, forest areas,
agricultural lands and reducing ground water etc.

Underground mining by intensive mechanization leads to significant
disturbance in the strata equilibrium above the extraction panels. Ultimately, it is
transmitted to the surface as subsidence causing damages to surface structures
and properties. Additionally, exhaustion of grazing and non-arable land which can
be undermined without much consequence will make inevitable encroachment of
mining operations especially under surface structures such as railways, roads
and built-up areas for economic development. Thus, problems associated with
subsidence will be further aggravated.

The vertical and horizontal movements of ground surface and their
derivatives, tilt, curvature, and strains, cause significant damage to the surface
and sub-surface properties. Damage to buildings will result due to tilt, curvature
and linear deformation of ground built on. Communication networks, rails, roads,
pipelines and canalized waterways will be damaged due to alteration in the
alignment or deformation in them. Whereas underground pipelines and cables
will be damaged by linear deformation Vertical movement of ground surface on
its own can cause mining damage to fields, meadows, drainage channels, canals
and water courses. It was reported that subsidence damage to buildings and
communication installations are more prominent, as compared to damage to
ground water level, on hilly terrain. In flat land, the subsidence damage to the
natural waterway system may reverse the flow of water course.

Till date, the subsidence due to mining of coal has not drawn the attention
of mine managers in India. Subsidence studies are being considered only when
damage is expected for important structures on the surface. However, the
present trend is changing rapidly as environmental issues are cropping up at
every stage of mining.

1.3 Geology of Indian coal measures

All workable coalfields in India, except those of Assam, belong to the
Damudar formation of Gondwana group of Permian age. The formation of thick
coal seams is found, in large faulted blocks, along the Damudar, the Mahanadi

and the Godavari valleys. The strata generally dip at low angles, below 100, but
may show higher inclination near faults and intrusions.

Stratigraphy of Gondwana formation

During the Gondwana era, the bulk of strata were laid down as a thick
series of fluviatile or lacustrine deposits with intercalated plant remains which
ultimately formed as rich coal deposits. Each cycle of deposit started with coarse
sandstone and proceeded through shale to coal seams. All Gondwana coals,
contain high ash, and even the best seams contain not less than 5% or 6% of
ash.

The Gondwana group was divided into two major divisions based mainly
on palaeontological evidence. The lower division is characterized by Glossopteris
flora and the upper division by Ptilophyllum flora. Further the upper and lower
Gondwanas have been sub-divided into series of formations. Lower Gondwana
which is rich in coal seams has been divided in the ascending order of Talchir,
Damudar and Panchet. Upper Gondwana period acquired no importance as coal
seams formed during this period were thin and unworkable. In the lower
Gondwana, Damudar formation has gained the status of a system because of its
most extensive and best developed coal seams with considerable thickness and
of great economic importance.

The Damuda strata consist of sandstone containing kaolinised feldspars
followed by shale and then by coal. The succession repeated many times and
during the whole Damuda period there must have been as many as 50 to 60
cycles of sedimentation. The system was further categorised into four measures
namely, Karharbari, Barakar, Barren and Raniganj Measures. Out of these, the
Barakar and the Raniganj measures are important for the formation of coal
seams.

The Barakar measures are the chief coal bearing measures, practically in
all the lower Gondwana basins in India. It consists of sandstone and grit, with
occasional conglomerates and beds of shale in the Jharia coalfield up to a
thickness of about 830m. The sandstone often contains more or less
decomposed feldspars. In all the areas where the Barakars are exposed, it is
seen that sandstone with false bedding, shale and coal seams appear in order
and are repeated over and over again. The Barakar seams are best developed in
the Jharia Coalfield.

The Raniganj measures, with valuable coal seams, were typically
developed in the Raniganj coalfield. It consists of sandstone, shale and coal
seams. The coal is higher in volatile and moisture than the Barakar coal. There
are certain seams which are excellent with long flame and steam coal quality.

Special features of Indian coal measures

It has been observed that at most of the Indian coal mines the beds of
shale and sandstone occur alternatively with coal seams at certain intervals. The
coal bearing rocks are traversed by dykes of dolerite and sills of mica-

lamprophyre. In most of the coalfields, there is a strong bed of sandstone varying
in structure and form from fine grained to coarse and from bedded to massive,
respectively. There is a varying thickness of shale in-between the coal seams
and strong beds of sandstone. The percentage of sandstone, in general, varies
from 50 to 95 in most of the cases. The sandstone beds are generally stronger as
compared to the immediate shale. The average depth of workings is 250 m
except in a few cases, with an extraction thickness from 2 to 3 m. The dip of
seams (a), in general, is less than 10 gon with multiple seams in close proximity.

MAJOR COAL FIELDS IN INDIA
• Ranigunj
• Jharia
• East Bokaro and West Bokaro
• Pench-Kanhan, Tawa Valley
• Singraul!
• Talcher
• Chanda-Wardha
• Godavari Valley
• Asansol
• Karanpur

Fig. 1.4: Distribution of coalfields in India [13]

Distribution of coal deposits

The major part of Indian coal deposits comes under the Permian age,
popularly known as Lower Gondwana. It is followed by Eocene and Oligocene of
the North Eastern Region, lignite deposits of South Arcot and Pleistocene lignite's
of Kashmir. In addition to these well known deposits, occurrence of several
coal horizons in Eocene sediments in the Northern part of Cambay Basin was
found in the sixties while drilling for oil in Kalol and Mehsana. However, these
deposits confined to oil bearing formation occurring at depth of 700 m to 1000 m
with a thickness of 6 m to 50m. The lower Gondwana, which is confined within

the South - Eastern quadrant, bounded by 78° East Longitude and 24° North
Latitude, forms the most important source of coal in India. The above figure
shows the distribution of coalfields in India. About 95.5% of Indian total coal
reserves occur in 44 coalfields of the Gondwana measures spreading over an
area of 14,550 km2. The remaining 4.5% comes under the Tertiary coalfields,
covering an area of 1,100 km2. The stratigraphy of coal measures of South
Africa, New South Wales of Australia and Northern Appalachian region of USA,
shows significant similarities with Indian coal measures. The South African coal
measures belong to Karoo sequence of Permian Paleo-age, with thick beds of
dolerite and sandstone in the overlying strata of the coal seams. New South
Wales coal measures belong to Permian age containing thick beds of
conglomerates and sandstone. The Northern Appalachian region coal measures
contain, however, bands of hard limestone and sandstone. Furthermore, the
similarity of lithology and fossil content of the Gondwana deposits in the southern
continents suggest that South Africa, Madagascar, India, Australia, Antarctica
and South America formed parts of a continent which lay in the region of the
Indian Ocean around what is now South Africa.

The Godavari Valley Coal fields of Andhra Pradesh has spread in 4
districts namely Adilabad, Karimnagar, Warangal and Khammam. The Singareni
Collieries Company Limited (SCCL) is presently extracting the coal from this coal
field by operating 51 undeground and 11 Opencast mines (as on 1.1.2006). The
formation of Godavari valley coal fields in Andhra Pradesh is shown in the
following figure.

Fig 1.4 Coal belts of Godavari Valley Coal fields

1.4 Methods of extraction

In India, coal from underground is being extracted basically by two
methods, bord and pillar and longwall.

Bord and pillar method

In bord and pillar method two sets of galleries, one set normally
perpendicular to the other, are driven, forming pillars between them of the size
mentioned in the Indian Coal Mines Regulation 1957. In most of the cases, pillars
are square shaped. A group of such pillars is formed as a district. Each district is
separated from the other by a solid coal barrier in the form of long rectangular
pillars. The number of connections from district to district should be minimum, so
that each district will be isolated from the rest of workings in case of any fire or
after complete extraction of all pillars. Further, coal barriers act as support to the
roof to minimize the subsidence damage. Normally, formation of pillars in a
district and pillar extraction is two separate activities, one after the other, and a
long time may pass between them. Thus, coal pillars may stand for years before
they are extracted. This is one of the reasons for not observing subsidence
during development of district. Fig. 1.5 shows the development of pillars in a
district.

Fig. 1.5: Development of pillars in bord and pillar method

During depillaring operation or pillars extraction, they are sliced into small
pillars called "stooks" which are then rubbed off one by one. This is a common
practice of depillaring, and it is called as the Slice and Rib method. The size of
the pillars is reduced in such a manner that the roof strata caves without affecting
other mine workings. Generally, a diagonal line of pillar extraction is practiced in
most of the depillaring operations. It is considered as the best method for caving
the main strata Fig. 1.6 shows the depillaring operation with diagonal face of
extraction

Fig. 1.6: Depillaring operation in bord and pillar method

Longwall method

Longwall method of extraction consists of laying out a long face, may be
up to 300 m with a set of galleries (gate roadways) on both sides. Thus, a block is
developed in a district. Development and extraction can go simultaneously in
longwall mining. When this happens, the method is called "longwall advancing".
But when extraction starts after development then it is called "longwall retreating".
Retreating longwall method of mining is most popular in India. Even though,
longwall method of extraction is very common for coal extraction in most of the
countries, it was not a successful method till recently in India because of typical
stratigraphy of Indian coal measures and lack of proper understanding of the
overlying hard strata influence on the extraction face. Now-a-days, the traditional
bord and pillar method is getting replaced by longwall method of extraction to
achieve higher production.

Fig. 1.7 shows a simple longwall method layout.

However, formation of a large void (goaf) due to full extraction of a big
block of coal induces severe ground movements and which may cause damages
to the surface properties and structures. Hence, a good knowledge of
development ground movements due to mining and its pre-calculation are very
essential for proper planning of extraction layout.

OBJECTIVES:

The main objective of this Thesis are:

1) Measurement and collection of data related to subsidence at different
horizons within the overburden, which will provide data for predicting
surface subsidence for Indian coal measure rocks.

2) Analysing the collected data and evaluation of different subsidence
parameters from field observations.

3) Building a mathematical formula from the results obtained.

4) Study of underlying goafs on subsidence – developing an emphirical
relation between the amount of goaf present beneath the present
extracting panels and the amount of subsidence by introducing a ‘goaf
factor’.

5) Monitoring of subsidence profiles & surface damage to ascertain the
conditions and to take remedial actions.

2. EARLIER THEORIES ON MECHANICS OF
SUBSIDENCE
2.1 Earlier theories:

a. Vertical Theory:

“Schultz” proposed it in 1867. According to this theory whenever a seam is
extracted the limiting planes are vertical.

b. Normal Theory:

Proposed by “Gonut” (Belgium), according to which it was assumed that the
strata subsidence normal to the seam.

c. Between Vertical and Normal:

Proposed by “Jicinsky:. He observed that the limiting lines bisect the angle
between the vertical and the normal lines when dip is less than 45 degrees and if the dip
exceeds 45 degrees, the line of fracture lies at an angle of 45 degrees minus half the
angle of dip.

d. Dome Theory:

From laboratory observation “Fayol” in 1885 postulated that the movement of
ground is limited by a kid of dome over the area of excavation. It is believed that the
rocks overlying an excavation are acted on by two forces only cohesion and gravity. If
the gravity overcomes cohesion, the roof will fall forming an enlarging arch.

e. Beam or Plate Theory:

Haulbaum assumed the immediate roof to be a cantilever beam and considered
that the lowest part would be under compression and upper part under tension. The
fracture often occurs over the waste by causing the lowest portion of fracture along BC
as in Fig.

Later Eckardt assumed the roof to be composed of many thin beams each one
supported by the one below and gripped at the ends. All the beams bend down in
succession with all or most of them breaking off at places where they are gripped. The
bending yields a positive angle of draw.

f. Trough Theory:

As early as 1907, Hausse introduced the trough theory. He distinguished
between a “main break” and an “after break”. In flat seams, the main break is vertical,
and the after break is in a direction bisecting the vertical and the angle of slide. In
dipping seams the angle of draw increases, it is 35.8 degrees from the vertical for a 40
degrees a dip, and the main break occurs over the seam at an angle from the vertical
equal to half the dip.

g. Continuum Theory:

In this theory, it is assumed that the ground acts as a continuous body bounded

by the surface above and the excavation below. If the elastic modulo, the initial stress in
ground, and the boundary conditions i.e., the distribution of stress on the surface, on the
roof or on the floor are given, it is possible to predict stressed and placements at any
point of the medium by using the theory of elasticity.

h. Particulate Theory:

A further study on subsidence trough using stochastic equations has been proposed.
The rock medium, for which these equations determine movement, has been called a
stochastic medium, such as dry sand.

2.2 The mechanism of subsidence:

The weight of overlying rock before mining generally exerts a uniform vertical
pressure. The undistributed strata are under the influence of two potential forces. The
first force is due to gravity, which acts vertically downwards and may be taken roughly
equal to 0.025 MN/cu.m. The second force consists of compressive stresses induced in
the earth crust ( due to contraction of the earth’s interior upon cooling ) which acts more
or less horizontally. Its magnitude varies from place to place and produces varying
effects. So long as the strata is left undisturbed these forces remain potential and in
equilibrium.

How ever, when excavation commences in seam, these potential forces are
liberated (become kinetic) and their joint action is responsible for all the phenomenon of
subsidence. The part played by gravitational component are obvious, but the action of
the second force is not so evident apart from the “creep” phenomenon is an example of
the existence of such stresses. Also the liberation of potential forces stored up in the
earth's’ crust due to secular cooling produces lateral movement. The evidence of such
stresses can be seen in the walls of a trench made at the surface. The walls because of
lateral forces tend to move towards each other. The efficiency of mine timber as a
means of supporting the roof also predicates the existence of lateral compressive forces,
which help to hold up the roof. A consideration of the enormous weight of strata over
head compared with the strength of the timber employed for support is an example of
this cage.

The lateral forces, which are liberated acts in the opposite direction to that of the
advance of the face (towards the goaf). Considering the joint action of vertical and
horizontal components their resultant will act obliquely downwards and backwards the
goaf.

Remembering that in all cases action and reaction are equal and opposite, it is
seen that the reaction upon the roof itself is along the line AB, so that the line of strain is
projected forward over the coal face. The accounting for “draw” ( the distance which the
line of break or strain is in advance of the coal face).

2.3 Types of subsidence:

According to Grey (1970, after examining 354 incidents of subsidence above
abandoned mines in the Pittsburgh metropolitan area, the subsidence features have a
mean diameter (i.e. the average of long and short dimensions) from less than 1 ft. to
1600 ft, with 84% less than or equal to 1.5ft; the subsidence features have depth ranging
from less than 1 ft. to 48 ft, with 89% less than 25 ft; 66% of the subsidence features are
deeper than they are broad. Nearly 59% of subsidence features occur with over burden
less 50 ft. thick and 81% less than 100 ft. No subsidence features occur with over burden
thicker than 450 ft. Occurrence of subsidence incidents varies from immediately to more

than 100 years after mining.

Accordingly to Grey, the most prevalent subsidence features over abandoned
mine lands are sinkholes, with depth of more than 3 ft, and troughs or sags usually less
than 3 ft. deep. Sinkholes are steep-sided pits, while troughs are shallow depressions
much wider in area than sinkholes.

a. Sinkhole type subsidence:

A sinkhole is caused by collapse of mine roof that works its way upward. If it is
not arrested during the process it will eventually reach the surface and emerge as a
sinkhole. The thickness and govern the process characteristics of the over burden, the
width and height of the mine openings.

In case of Bord and pillar working, the pillars may be experience local failures
during mining operations. If pillar is having joint, it edges may fail even under low
stresses. This increases the stresses on the remaining part of the pillar causing
complete failure. Thus, failure of one pillar may cause other pillar to fail since increased
loads are transferred on the remaining pillars and giving rise to circular depression or a
sink hole.

Even if the pillars are relatively stable and free from joints, the ground surface
can be affected by upward wide migration with the laps of time, which may range from a
few months to a few years. This happens because the materials which fall out in worked
out areas although expands (because of bulk characteristics) but never completely fills
the void.

Pillars in dipping seams tend to be less stable than those in the horizontal seams.
Since over burden above dipping seams produces shear force on the pillars. The sink
hole may also be caused while working near the surface. There is a possibility of
surface fracture, either before or after the surface has subsided.

The roof may caves in a dome shape over the excavation. When the dome of
projecting beds have reached a height and width at which it can no longer support the
weight of the overlying beds, it caves to the surface. The stresses in the rock are
thereby relieved and the surface subsidence in a funnel shaped around the point of
rupture. This generally happen when the height of the surface is about 8 times less than
extracted seam and the seam under extraction located at a depth less than 5 times the
width or 10 times the height of the mine road way.

Sink Type subsidence is more abrupt and the profile of sinkhole may
resemble a bottle. Soil erosion in to the sinkhole may increase its diameter at the
ground surface so that eventually it assumes profile or hourglass. Structure
damage caused by sinkhole type subsidence can be costly and dangerous.

b. Trough type subsidence:

Trough type subsidence, although less prominent, serve damaging effect, both
on the environment and structure. Sag or trough subsidence is a gentle depression over
a broad area. These depressions are semi-elliptical to circular shaped, partially or fully
outlined by tension cracks, and may or may not contain compression ridges. Troughs
are caused by the following 3 events roof caving above the opening, crushing of pillars,
or punching of the pillars in to the mine floor. Troughs are in the form of vertical
subsidence, tilt, curvature, horizontal displacement and strain. Each of these has

different effects on the environment and the structure. For example, in the low-lying area
may cause flooding and drainage problems, may upset roads and railway tracks. The
differential horizontal structure and building by their compression and extension effects.
Ground subsidence could also effect surface topography, damage to sub-surface
installations, destruction to wild life and the alteration of flora and fauna. In addition
some type of subsidence lead to pollution of ground water supplies.

2.4 Movement in the overlying strata:

If the mine excavation is wide so that it cannot be bridged by overlying
rock, settlement of the immediate roof over the workings continues in the higher
strata and the roof beds begins to collapse.

During the settlement, if they are detached from their parent mass with
draw their supports from higher beds. The downward movement in the strata
spreads very rapidly until it reaches the upper earth surface. In this process,
changes in the position of points in the rock mass independent of time takes
place as follows. The floor layers arch elastically upwards on the relief of the
perpendicular load.

a) The seam is compressed by the front abutment pressure ahead of the face
and the waste by the back abutment pressure.

b) The area over the working detaches it self from the main roof breaks off and
falls in the waste. The size of the broken pieces depends on the
characteristics of the overlying rocks.

c) The main roof settles gradually or breaks off at regular interval leaving slight
overhang protruding over the advancing face. In case of pillars working,
sags in a wavy outline over rooms and pillars.

d) The surface zone of loose over burden behaves plastically and sinks down
and form “trough” shaped depression.

3. LITERATURE REVIEW
Subsidence studies in coal mining areas initially originated in Europe in the
middle of last century. Since 1870 on wards a number of scientific publications on
subsidence studies appeared in Germany and in other European countries. In the
beginning it was assumed that full subsidence was equal to seam thickness but also
subsidence factor which defines method of goaf treatment as either caving or stowing,
and time factor. Further, depth of working and volume of surface subsidence trough,
extraction area and relative position of surface points to the working were taken into
account.

Emergency of subsidence prediction methods started by Keinhorst by
using angle of break and limit angles. Bals made a significant contribution to
predict subsidence in horizontal strata by modifying the earlier development of
Keinhorst. He employed Newton’s law of gravitation. Later Schleider extended
Bals work to inclined seams and refined the original function of Bals. Perz
considered the dynamic subsidence and included the time factor in prediction of
subsidence.

A significant development subsidence calculation has been made in
European countries after Second World War. Noteworthy contributions are
Ehrhardt and Sauer, Brauner and Kratzsch in Germany, Berry, Orchard and Allen
and Whetton and King in UK,l Litwiniszyn and Knothe in Poland, Martos in
Hungary. The present trend is towards the development of subsidence prediction
methods based on measured subsidence data by means of additional functions,
local valid parameters and three dimensional Finite Element Method.

Even though, various subsidence prediction methods for different coal
fields have been developed based on measured subsidence data, the
subsidence studies relevant to Indian coal mines briefly mentioned below:

Investigations on the nature of subsidence development and strata
behavior for the Moonidih block t5-t8 was carried out by A.K. Ghosh and D.Datta
(1987). It has been explained that the presence of the stand stone layer in the
immediate vicinity of the coal seam caused a small amount of subsidence. It was
ascertained by the observation of movement of monitoring stations over time that
the failure of the component layer caused shift of its elasto-plastic stage to
claustic with significant subssidence on the surface. Further, it was inferred that
the distribution of subsidence factor was not continuous, rather discontinues over
the extraction block.

By conducting regression analysis between cavability index, established
by Fuzzy set theory, and first break length observed in the field an empirical
equation has been derived to predict first break span for Indian coal mines. But it
was assumed that the failure of main roof was occurring only due to its own
weight. The dead load coming from the overlying strata was not considered in it.

Surface movements and sub-strata movements using magnetic bore hole
anchors for Ratibati Colliery of Ranigunj Coalfield were investigated by Dr. R.
Krishna (1989). It was reported that a sudden displacement of discontinuity at
the location competent sandstone layer was observed with bore hole anchors
when the face was progressed to a certain distance. However, the study was
limited to a correlation of sub-strata movement with the bending of self loaded
flexural beam. It was not extended to relate the sudden strata movement with the
development of subsidence on the surface and its impact to the surface
structures. Further, the investigation was confined to a single bord and pillar
district.

An empirical equation to predict full subsidence was developed by
conducting a regression analysis for the subsidence observations of bord and
pillar panels of Jharia Coal field by T.K.Mozumdar and B.K.Mozumdar (1989).
The width to depth ratio of a panel was considered the only influencing parameter
in the estimation of subsidence factor.

Similarly by regression analysis, an empirical formula for predicting
maximum subsidence was derived for Singareni Collieries by L.A. Kumar (1992).
The rock mass factor and Rock quality designation (RQD) index were considered
as the major influencing parameters in estimation of it.

4. PARAMETERS INFLUENCING SUBSIDENCE

4.1
The results of investigations in workings, rates of convergence and roof
settlement suggests that strata movement at the mining horizon resembles the behavior
of a quasi-elastic beam bedded on a yielding under clay and are chiefly dependent upon
the following factors:

1) Depth of workings:

The cover-load pressure to be taken up by the roof (immediate roof and
main roof) depends on the depth of the workings, the greater the depth; the
greater will be the sag in the roof.

2) Nature of the roof:

The modulus of elasticity (E) of the roof strata determines the bending
resistant (N) which is given by N=E 1 = E bd / 12 (N/cm) where, d is the thickness
of rock stratum in cm and b it’s load bearing capacity. The pressure of joints or
fissures decreases the bending resistant (they’re by causing more sag).

3) Nature of the floor :

The presence of water or reduction in load causes reduction in the height
of face and floor heave.

4) The underlay supporting the roof :

If the outer edge of the face is not supported in good time, either by fills
material or by leaving large pillars, high abutment pressure will be caused giving
rise to convergence. The smaller rock particles in the waste (after caving) full the
void in a better way and less deformation should be expected. The size of the
broken rock will of course depends upon whether the caving zone consists of
massive rock or within brittle rock (and the bulk factor).

5) Seam thickness:

The roof and the fill material in the process of sagging get compressed
and the degree of sag is increase further ( as if a spring being compressed) .
The thicker the seam or the fill, the greater will be roof sag.

6) Width of excavation and size of working:

The roof has to bridge the face excavation like a cantilever beam. This
means an increase in span to be bridged, assuming roof as an elastic beam, will
bend at the middle.

7) Rate of advance of face :

After the excavation, the roof can sag only to the extent that it compresses
what lies under it. The compression takes place gradually with time. This means
with rapidly advancing face, the roof will settle down gradually, both ahead and
behind the face.

8) Compressibility of Pillars:

The deformation will depend upon the compressibility of the pillar, which is
determined by width to height ratio, the load on it, I its flow properties and
crushing strength. If blasting in operation fissures may be developed this will
affect the stability of pillars.

9) Underlying Goafs and Barriers:

The amount of subsidence varies with the presence of goafs either stowed
or caved in underlying seams, barriers will also have effect on the ground
movement.

4.2 Subsidence & its related parameters;

1. Subsidence (S):

On any cross-section, the vertical component of the surface movement
vector is called surface subsidence. It generally points downward. But
sometimes it points upward in areas ahead of the face line or beyond the edges
of the opening. In such case it is a surface heave which is usually less than 6 in.

2. Displacement (U)

On any cross-section, the horizontal component of the surface movement
vector is called surface horizontal displacement. It generally points to ward the
center of the subsidence basin. But in steep terrain, it moves along the down dip
direction.

3. Slope (I=ds/dx):

On any cross-section, the difference in surface subsidence between the
two end points of a line section divided by the horizontal distance between the
two points is called the surface slope of the section.

4. Curvature (K=dS2/dx2)

On any cross section, the difference in surface slope between two
adjacent line section divided by the average length of the two line sections is
called the surface curvature of those two line sections. There are two types of
curvature convex or positive curvature and concave or negative curvature.

5. Horizontal strain (E =dU / dx) :

On any cross-section, the difference in horizontal displacement between
any two points divided by the distance between the two points is called horizontal
strain. If the distance between the two points is lengthening. It is tensile strain
with positive sign. Conversely, if it is shortening, it is compressive strain with
negative sign.

6. Twisting (T = dS/dx.dy)

On the surface of the subsidence basin, the difference in slope between
two parallel line sections divided by the distance between the two line sections is
called twisting.

7. Shear strain (Y = dU/dy) ;

Shear strain is the changes in internal angles of a square on the surface of
the subsidence basin or on any major cross-section. It is the summation of the
differences in incremental (or decremental) lengths between the two opposite
sides divided by the original distance between the two opposite sides.

8. Angle of draw (d) :

Assuming a rectangular worked out area, the strata affected by
subsidence take the form of obtuse pyramid. The angle between the sides of the
pyramid and the vertical is called angle of draw or limit-angle or simply as the
angle of inclination from the vertical of the line connecting the edge of workings
and the edge of the subsidence area.

9. Angle of critical deformation (d):

The angle between the vertical line at the opening edge and the line
connecting the opening edge and the point of critical deformation on the surface
is the angle of critical deformation. After observing 40-long wall subsidence
profiles, Peng and Geng (1982) found that the angle of critical deformation is on
the average of 10 degree less than the corresponding angle of draw.

10. Angle of Break / Fracture (a) :

The angle between the vertical line at the opening edge and the line
connecting the opening edge and the point of maximum tensile strain on the
surface is called the angle of break. The ground surface at the point of maximum
tensile strain is the most likely place where tensile cracks occur.

11. Inflection Point:

On the major cross-section of the subsidence basin, the point dividing the
concave and convex portions of the subsidence profile is called the inflection
point. At the inflection point the subsidence is equal to half of the maximum
possible subsidence at the center, the surface slope is maximum and the

curvature is zero. Karmis (1981) found that distance from the inflection point to
the nearest edge of the opening (is the offset d ) = 0.2 h (h = mining depth ).

12 Radius ( r ) and Angle of major influence ( b) :

When the opening or gob has reached the critical size the major surface
deformations occur on both sides of the inflection point within a certain distance.
This distance is called the radius of major influence. Beyond this distance
surface deformations are very small. The angle of major influence is the angle
between the horizontal and the line connecting the inflection point and the edge
of the radius of major influence. (Tan b =h/r)

13. Angle of full subsidence (f) ;

On a major cross-section of the subsidence basin under super critical
width of mining the acute angle between the horizontal and the line connecting
the edge of the flat bottom of the subsidence basin and the edge of the opening
is called the angle of full subsidence. It indicates the degree of subsidence
development and can be used to define the area within which subsidence has
been fully developed.

14. Critical Area:

This area is obtained if the lines of draw plotted from the opposite sides of
the excavation meet at the surface. This is also called “Full area”.

15. Sub-Critical Area :

If the angle of draw plotted from the edge of excavation area towards the
interior of the disturbed zone, on opposite sides, intersect below the surface. In
this case no point on the surface will undergo full- subsidence.

16. Super-Critical Area:

When the draw lines plotted from opposite sides of excavation intersect
above the surface, then it is defined as super-critical area.

5. CLASSIFICATION OF
SUBSIDENCE PREDICTION METHODS

Based on physical principles, nearly all the available methods of subsidence
prediction can generally be classified as below :

I) Empirical and Semi-empirical methods

 Graphical method
 Profile function method
 Influence function method
 Zone area method.

II Theoretical methods based on continuum mechanics

 Elastic analysis
 Visco-elastic analysis
 Beam theory

III Theoretical methods based on idealized mechanistic models

 Stochastic model
 Void diffusion model (VDM)

IV Numerical methods

 Finite element method
 Boundary element method
 Discrete element method

5.1 Description of subsidence prediction methods :

A brief description of the above-mentioned methods is given below:

1) Empirical and Semi-empirical methods:

*) Graphical methods:

These are mainly used in USSR, China and Britain. The method used in
the USSR and China is called the “Typical profile method:. This method is based
on a dimensionless half subsidence profile, which is derived from a large number
of observed profiles. The NCB (1975) method is a little more complex. Since
graphical methods have no mathematical errors, high prediction accuracy can be
expected. However, these methods do not permit their use in other areas with
different mining geological conditions.

*) Profile function method :

This method is based on the mathematical description of half subsidence
profile over a super critical or a sub critical area. Most of the available profile
functions can be standardized in the following form.

S(x) = Sm F (x-D)/R,n )

Where Sm is maximum subsidence, R is horizontal development radius, n
is a shape parameter which is ignored for symmetrical profile functions, and D is
the offset distance from panel edge to half maximum subsidence point which is
called inflection point. Several profile functions have been suggested by
Avershin (1947), King (1957), Wardell ( 1958), Martos (1958/59), Kolpingkov
(1958), Tangshan Coal Institute (1963), Hoffman(1964), and Liu and Liao (1965).

Generally, god prediction accuracy for subsidence profile near inflection
point can be obtained with this method if proper parameters are given. But most
of the profile functions predict a smaller subsidence than observed data over the
barrier pillar. In addition, the random behavior of the offset distance of ( quasi-)
inflection point is also a key problem affecting the prediction accuracy.

*) Influence Function method :

This can be described as the following integral :

S (x , y) = a M ( F (x,y) dx dy
Am

Where, ‘a’ is subsidence factor, m is mined height, Am is mined-out area,
x and y are co-ordinates of a current point on surface, X and Y are local co-
ordinates whose origin is at point (x, y ) and f (X, Y ) is an influence function,
which is supposed to be symmetrical. Several forms of the influence function
have been obtained by Bals (1932), Beyer (1945), Sann (1949). Knothe (1957),
Kochamanski (1957), Ehrhardt and Sauer (1961), and Brauner (1973). The most
popular one is the Knothe’s influence function.

f (X, Y ) = 1 /R exp ( -II (X+Y)/R )

Where, R is called the main influence radius, which depends on the
thickness and mechanical properties of the over burden above the mined-out
panel. The influence function method is based on the linear superposition
principle. This principle is not precisely correct especially near the panel edges,
and leads to what is called the “edge effect”. A simple and widely used correction
measure for the “edge effect” is the introduction of the “effective mined out area”
which is less than the real area of the panel. With this correction, the influence
function method can give a good agreement with the observed data except for
the trough edge area. Nevertheless, it is rather difficult to precisely determine the
“edge effect” which strongly affects the prediction accuracy. In order to improve
this technique, some researches in West Germany and Poland have also
suggested some nonlinear principles.

*) Zone area method :

An important improvement of the influence function technique is the “Zone
area method” presented by Marr (1975) who considered the influence of a zone
on surface subsidence as a nonlinear relation rather than a linear relation. The
complex geological conditions such as faults and folds can not, however, be
taken into account in all these methods. It is suitable for regular band irregular
panels, while profile function and graphical methods are only suitable for regular
shaped panels.

II) Theoretical methods based on continuum mechanics :

*) Elastic analysis:

Several researchers obtained analytical solutions based on the elastic
theory. Hackett (1959) used a two dimensional isotropic elastic model to
analyze the subsidence over a thin, horizontally deposed tabular deposit. He
considered the problem as that of a horizontal split or cracks in an infinite
medium in which the ground was initially subjected to the hydrostatic state of
stress. Hackett estimated the influence of a fee surface as increasing the
vertical displacement by no more than 10%. However, this was later
acknowledged as an error and it should be 100%.

Berry and sales (1960, 1961, 1963) considered the ground a thin, tabular,
arbitrary oriented opening below a horizontal surface as a homogeneous, elastic
medium with an initial hydrostatic state of stress. Emphasis was placed on the
subsidence associated with the mining of horizontal deposits. Two dimensional
isotropic, two-dimensional transversely isotropic and three – dimensional analysis
was presented. The boundary conditions for the opening were supposed to be
one of three types: non-closed, partly closed, o completely closed. Approximate
solutions for non closure and partial closure states and the exact solution did not
coincide with the observed data, while the transversely isotropic solution
appeared to be in reasonable agreement with field profiles.

Salamon (1963, 64, 65) presented a more general “face element”
principle, expressed as below :

S(x, y) = f s (X, Y ) F ( r) d A

Where a is the area where roof-floor convergence occurs, F ( r ) is an
influence function, s (X,Y) is roof-floor convergence distribution which can be
computed from a differential equation below :

V s = (2/IE) (s-sm)

Where V is the laplace operator in the xy plane, s is the induced vertical
stress on the seam horizon, Sm is the vertical stress induced by a “mirror image”
excavation, E is Young’s modulus, and is related to seam thickness M and
Poisson’s ratio as below:

L=M/ (L2 (1-n)

Recently, he suggested a more appropriate term “seam element “ to
replace the “face element”. In addition to the homogeneous, isotropic models, he
also treated a friction less laminated model and a multi-membrance model. An
important feature of this analysis is gthat the influence function obtained from the
friction less laminated model is the Gaussian curve, which is the famous Knothe’s
influence function. In this model, Salamon adopted the empirical relation of
horizontal displacement being proportional to slope proposed by Avershin in 1947
as the basis of calculation of horizontal displacement and strain. Another
important feature of this model is that it permits the computation of roof-floor
convergence. This method can be considered as the advanced form of
traditional influence function method.

*) Visco-elastic Analysis :

Several models have been developed to treat the over burden as a linear visco
elastic medium (Astin 1968, Bery, 1964, Imam, 1965, Marshall and Berry, 1966 ). In this
case, delayed elastic constants can be employed for estimating the final deformations
after creep has ceased. Currently, a general opinion is that the effects of time on surface
subsidence as negligible because no evidence supports that more than five percent of
total subsidence is due to viscous behavior of the over burden. In long wall mining, this
residual subsidence is probably due to the time-dependent compaction of gob. In room
and pillar mining, it is mostly due to time-dependent deformation of pillar or weak floor
strata.

*) Beam Theory :

The earliest solution based on beam theory was obtained by Salustowiez
(1953), in which Winkle’s hypothesis was utilized. Similar solutions were also
adopted by Liu (1983), Bai (1983), and Hao and Ma (1985). Pytel and roof-pillar-
weak floor interaction load acts as a uniformly applied load, on a composite beam
with step wise varying stiffness and the beam’s reactions are transmitted to the
weak floor strata though segmented continuous footings representing panel
pillars. The model can consider different size pillars in a panel, different rates of
advance and time lag in mining in different parts of a panel and up to 50 pillars
across a panel. Not only can it predict surface subsidence but also the pillar
settlement and roof – floor convergence. The technique may be applied in virgin
areas based on geo technical data obtained during exploration. This is the main
advantage of this method.

All the above methods based on beam theory predict the surface heave
phenomenon, which is commonly observed during the subsidence process. This
is a main characteristic of beam theory. The biggest limitation of the beam theory
at present is that it can only be used for two- dimensional problems. For thee-
dimensional problem, the plate theory must be introduced which will be mush
more complex.

III. Idealized Models:

*) Stochastic Model :

A Stochastic model was developed by Litwiniszyn (1956) on the basis of a
hypothesis that movement of a lose medium can be described as a stochastic process
defined by a differential equation.

dW/dz=d/dx (B11 W)+2d/dxdy (B12 W) +d/dy (B 22 W)+d/dy(A 1 W)+d/dy (A 2 W)+NW

Where, B11 , B12, B 22, A1, A 2, And N are real numbers o third order matrices, w
is subsidence or third order vector which includes horizontal and vertical displacements.
Some simple solutions for homogeneous, simplified non homogeneous and non-linear
media have been obtained. Knothe’s method was verified to be a special case of this
model. Other little more complex solutions obtained by Litwiniszyn (1974) have not been
used yet. This model treated the stochastic and statistical behavior of mine subsidence.

*) Void Diffusion Model (VDM)
The Void diffusion model was suggested by Hao (1988) and Hao and Ma (1988)
based on thee basis principles. A general differential equation was established as
below.

DS/dz=d/dx( B1 dS/dx)+ d/dy(B2 dS/dy)+d/dx(A1 S)+d/dy (A2 S)+ f(x,y,z,t)

Where S is subsidence, B1 and B2 are coefficients of void diffusion, A1 and
A2 are coefficients of Void deviation and (x,y,z, t) is the intensity of void sources
which can be used to simulate the openings, over burden fractures, compaction
of weak strata and activation of adjacent previously mined out panels.

This model can consider the influence of non – homogeneity and non –
linearity of over burden with finite element technique, and can also take the effect
of faults into account. With the concept of void sources, this model is more
flexible in the simulation of subsidence process. There fore, a high accuracy of
prediction can be achieved. In addition, the distribution of roof features and weak
floor deformation, etc. can be estimated from surface subsidence data using
reverse analysis techniques. The distribution of void sources can be determined
by geo mechanics analysis, physical model tests reverse analysis or combination
of all the methods.

IV. Numerical Method :

*) Finite Element Method :

Finite element analysis has been employed in the simulation of mine
subsidence by a number of researchers. Research has been expanded from
linearity to non linearity, from small deformation to large deformation, from static
analysis to interactive analysis and from two-dimensional analysis to three
dimensional analysis. This method permits the consideration of complex
geological conditions and over burden fractures due to mining, and it is very
flexible in the simulation of non- homogenates and discontinuities. Because the
problem domain must be discretized into interactive elements, the discretization

errors occur through out the domain and large computer, money and time are
needed for analysis.

*) Boundary Element Method :
In the Boundary element method, only the problem boundary is defined
and discretized so that the discretization errors occur only on the boundary and
less work is needed for the input data preparation and calculation. Distribution of
stress and displacement throughout the domain is continuous and far – field
boundary conditions are satisfied correctly. This technique has been extensively
used in geomechanics, but its application in subsidence analysis is still very
limited. Less flexibility in the simulation of non-homogeneous and and non-linear
material behavior may affect the accuracy of predicting mine subsidence.

*) Discrete Element Method :

Another numerical technique in geomechanics is the discrete element
method, which analyzes the discontinuous rock mass as an assembly of quasi-
rigid blocks interacting through deformable joints between blocks. The algorithm
is based on force-displacement law specifying the interaction between the quasi-
rigid block units and a law of motion, which determines the displacements
induced by out –of-balance forces. This method had been used in the simulation
of coal mine subsidence by a feew people in China, but no published literature
exists in western countries.

*) For our Indian coal fields CMRI Scientists namely, Kumar, Singh and Sinha
(1973) have given the following formulae for the estimation of subsidence, slope
and displacement.

Maximum subsidence Sm + t a Cos (d)

Where
t = average or weighted average of the thickness of the seam extracted.

d= Dip of the coal seam

a= Subsidence factor.

Subsidence factor is the ratio of maximum possible subsidence to mining
height. It mainly depends on the properties of over burden strata and roof control
methods. For strong and hard strata ‘a’ is given by,

A = 0.5 (0.9+P)

Where, P is the co-efficient of combined strata properties, it is determined
by the components of each stratum and their thickness, thus

n n
P =Σ( hi Qi )/ Σ h
i= 1 i=1

Where, h is the thickness of the I th stratum above the roofline in the over
burden, and Q is the corresponding co –efficient of stratum property (or) Rock
factor.

The rock factor Q is an index assigned to different type of rocks according
to the hardness and its contribution to the surface subsidence. For the purpose
of writing a computer program the strata rocks are classified into five types as
sand stone, lime stone, shale, coal and clay. Each type of rock is again divided
into seven ranges according to its relative hardness as extremely hard, very hard,
hard, regular, soft, very soft and extremely soft.

P Q
Hard 0.0-0.3 0.45-0.6
Medium hard 0.3-0.7 0.6-0.8
Soft 0.7-1.1 0.8-1.0

*) Subsidence at any point situated at a distance X from the centre of the
working is
Y= Sm (1-x2 /1 2)2
Where,
Sm =Maximum Subsidence
I = the distance of zero subsidence from the centre of the
working,

*) Ground Slope, I
I= 4(Sm/1) (x/1-(x/1)3

*) Ground displacement, n
n= kh Tan (a) I

Where, h= depth of working
A= angle of draw
K= is a constant and is equal to 3.5

5.2 Subsidence observation from the field study:

Subsidence observations are very important for establishing and verification of
any subsidence prediction model. Based on the collected subsidence information on
Indian Coal fields especially SCCL, the nature of subsidence development at Indian coal
mines has been explained and a subsidence prediction relation has been developed.

*) Long wall panels of PADMAVATHI COLLIERY (SCCL), India:

Subsidence observations conducted for a panel at Padmavathi Colliery of
Singareni Collieries Company Limited, Kothagudem, and A.P.. is analysed.
Subsidence monitoring lines were laid down in face advance direction and across
it with the internal distances between two subsidence monitoring stations
specified by the DGMS by circular No. 4/1998. As per the circular, interval
between two monitoring stations with in workings is 30m, 10m over coal pillar

barriers and 15m over unmined areas. The panel, namely panel –2 is extracted
from the Top seam. The over lying strata of then contained 78% of sand stone.
The subsidence observations at this colliery illustrate the typical nature of
subsidence development under the influence of massive sand stone in the over
lying strata. Further, correlation between the first break and the formation of
surface subsidence trough can be seen vividly at these panels.

LONGWALL PANEL – 2 ;

Panle-2 was extracted between 21-8-1995 and 16-4-1996 from the Top seam.
Initial leveling was done prior to mining and subsequent observations were carried out
during and after extraction at regular intervals. Initially, however, the observations were
restricted to shorter intervals until the development of full subsidence. The panel details
including face position in relation to main roof failure and full subsidence are given
below.

- Panel size : 650m x 150m
- Minimum depth : 59m
- Maximum depth :110m
- Average depth of panel :85m
- Dip of the panel :4 gon
- Seam thickness ;9.59 m
- Extraction thickness : 3.00M
- Commencement of extraction :21-4-1995
- Completion of extraction :16-4-1996
- Face position at the time of first break of main roof :70m
- Face position in relation to full Subsidence :129m

As the extraction of panels proceeds, initial fall of immediate roof was
reported when the face position was around 18m from the rear abutment of the
panel. The magnitude of subsidence observed on the surface during it was
insignificant. However, when the face position from the rear abutment reached
about 70m, sudden and abrupt failure of main sand stone roof was observed.
The subsidence magnitude on the surface until this time was not very significant.
Rapid increase in subsidence magnitude started only after the first break of main
roof. Increase in subsidence continued till the face position arrived to 129 m from
rear abutment. The subsidence observed indicates very vividly the influence of
first break of sand stone layer, which was laying over the extraction panel, on the
development of subsidence on surface. Further, from the subsidence verses
time observation, it can be implied that the magnitude of subsidence developed
with in first 20 days was less than 10% of full subsidence and then followed within
18 days, after the first break, more than 90% of full subsidence. Additionally, it is
observed that the cantilever hanging parts of sand stone layer over the abutment
were allowing the development of subsidence within extraction area and arresting
over the abutments and unmined area.

*) Subsidence trough of longitudinal section :

The dynamic subsidence profiles of the panel along face advance direction
are shown in FIG with panel end positions. It indicated that the locus of first
break was followed by a hump in the first break region. Additionally, it shows

non-uniformity of full subsidence with uneven subsidence trough bottom. The
reasons for this unevenness at trough bottom can be, first, inconsistent
orientation of natural joints and its frequency in the intact superincumbent strata,
second, variation of periodic breakage span length of main roof due to variation
of its thickness, and third, influence of variation in rate of face advance.

Due to unevenness of subsidence trough bottom, the magnitude of full
subsidence on longitudinal section can be less than the magnitude of full
subsidence on transverse sections or vice versa, depending on the position of
transverse section. In case, if transverse section passes over local hump, the full
subsidence on transverse section is less than that observed on longitudinal
section. The subsidence profiles on both the sides of longitudinal section indicate
occurrence of only small magnitude of subsidence over abutments and
development of steep flanks within the extraction area. However, the slope of
flanks at rear abutment was higher than the front abutment. One of the main
attributes for the above is the change of end positions of main roof during the first
break and periodic break. During the fir break, the main roof clamped at all the
sides whereas during the periodic break it clamped in three sides and fourth side
was free, approximately representing a cantilever beam clamped at one side.
Because of change in end position of main roof during first and periodic break,
the critical span of main roof will not be the same in both the situations; first break
span will always be greater than period break span.

The full subsidence measured for 3-m extraction thickness was1.52 m,
which is approximately 0.51 times of extraction thickness. Therefore, earlier
repeated subsidence factor for Indian coal mines 0.5 to 0.6 is once again
confirmed with observed subsidence factor at this panel. It must be remembered
that this subsidence factor is confined only for panels having no influence due to
old workings above or below and overlying strata of which contain high
percentage of sand stone. Whenever old workings are present above or below
an extraction panel the subsidence factor is shifted from 0.51 to 0.83 and it will be
in the range between 0.8 and 0.9.

*) Subsidence trough of transverse sections:

Subsidence observation lines on transverse sections of panel –2 were laid down
as shown in FIG. It shows the subsidence development on line 4 for different dates. It
indicates the magnitude of full subsidence more than what was average magnitude of full
subsidence on longitudinal section; this is due to occurrence of transverse line over peak
point. The shape of trough on this section was almost symmetrical on both sides with full
subsidence occurring at the centre of the panel. The slope of profile slightly differed from
rise side due to variation in depth; however, it is very significant. Similarly, extension of
trough over abutments also differed slightly due to the above reason.

*) Limit angles and inflection points:

Limit angles for the longitudinal and transverse profiles of panel-2 were
calculated and are given in below table. A glance at the table indicates that limit angle at
the face starting side was highest with 680 and lowest at the face ending side with 580.
Further, it was noticed that the change in the limit angle was high after the failure of main
roof and stayed almost the same on both sides after reaching full subsidence (after the

face position of 129 m). The limit angles of the transverse profiles indicate almost same
for both sides with a value of around 600. Which is in between the limit angles of starting
and ending side of face advance. Hence, it may be inferred that due to presence of hard
rock in the overlying strata, the magnitude of limit angle in all the directions is not the
same, rather different.

Dip side Raise side
Traverse Depth Distance Limit Depth Distance Limit angle
Line angle
1A 108 78 60 98 70 61
2 103 75 60 93 65 61
2A 101 70 61 86 60 61
3 95 70 60 82 60 60
3A 91 65 60 78 55 61
4 86 61 60 75 55 60

Longitude
Face ending side Face starting side
Line face position (m)
58 65 22 79 65 10 90
75 70 35 71 65 10 90
85 70 35 71 65 20 81
99 71 41 67 65 20 81
118 72 52 60 65 25 77
129 73 55 59 65 30 73
181 76 49 64 65 30 73
200 77 55 61 65 30 73
350 87 60 62 65 30 73
454 93 65 61 65 30 73
545 99 75 59 65 30 73
596 102 74 60 65 35 69
650 105 80 58 65 35 69

Similarly inflection point, the point with half – maximum subsidence was
measured from the edge of the panel in terms of panel depth (h). Below table
show the measured values for longitudinal and transverse profiles. Here also,
the position of inflection point was not the same in all directions. It was about
0.5h on the starting side and 0.63h on ending side and 0.4h on both the sides of
transverse section. Further, it was observed from profiles that inflection point
was shifting towards the goaf edge as the magnitude of subsidence was
approaching full subsidence.

Line Dip side (m) Raise side (m)
1A 0.37h 0.35h
2 0.37h 0.36h
2A 0.36h 0.43h
3 0.36h 0.44h
3A 0.40h 0.36h

4 0.40h 0.37h
Line A 0.5h (starting side) 0.63 (ending side)

The observations of limit angles and inflection positions indicate that the
shape of subsidence profile is influenced by the failure of main roof and
composition of superincumbent strata.

Further, the flanks of subsidence profiles, both on longitudinal and
transverse section, did not allow the development of subsidence beyond the
projected extraction area on the surface. In other words, the maximum portion of
subsidence development was allowed within extraction area by hanging
cantilever beam of sand stone over the goaf abutment.

** [INCLUDE THE DETAILS AND SUBSIDENCE PROFILES OF
OTHER WORKED OUT PANELS]

6.SURFACE SUBSIDENCE MONITORING

Extraction of coal from under ground disturbs the overlying strata equilibrium
causing ground movements of the surface. The movements of surface occur along
vertical and horizontal planes. The properties of surface falling within the influence area
of extraction get affected due to ground movements. The extent of such movements will
be defined in terms of the derivatives of vertical and horizontal displacements such as tilt
(vertical difference displacement), curvature (differential inclination ) and horizontal strain
of both tensile and compressive (horizontal differential displacement) of the ground
surface. Monitoring of such ground movements is essential for assessing the damage
due to mining subsidence. Further, such subsidence data would help in under standing
the pattern of ground movement leading towards establishing a stable prediction model.

Subsidence monitoring on the surface is done with reference to permanent
control stations, which are established outside the subsidence influence area. Generally,
periodic monitoring of ground movements is practiced in most of the coal fields.
However, when some important structures such as bridges, big buildings or main
highways, etc. are falling within the subsidence influence area, continuous monitoring of
ground movements is adopted.

For establishing a prediction model and its parameters, measurement of ground
surface movements with reference to the area extraction is important. During periodic
subsidence monitoring the interval between each set of measurements should be
selected in such a way that relevant data regarding the development of surface ground
movements such as critical area of extraction for full subsidence, limit angles, inflection
points in different directions of the panel and influence of local geology are obtained from
such measurements. Under the presence of hard and competent layers in the over lying
strata, observation of ground movements at short intervals gives detailed information
about hard rock influence on the subsidence specially the first failure of the hard rock.

Generally, it is suggested to obtain measurements at shorter intervals tilt the
development of full subsidence and wider intervals later while the change in the trough
shape after development of full subsidence remains almost the same.

Continuous monitoring of ground movements provides information about the
object behavior due to mining of deformation. It is used to study the influence of the
extraction panel on the object and also to give warning alarm when the monitored value
exceeds the specified safety value. However, continuous monitoring method is not a
common method.

6.1 Establishments of the subsidence monitoring lay out:

In addition to adoption of a suitable monitoring method for ground movements,
establishments of a monitoring station layout is equally important. A planned layout of
observation stations will provide detailed information about ground movements of the
influenced area. Generally, in order to get a subsidence profile along the major and
minor axis of an extraction panel, subsidence – monitoring lines are made along the
face- advanced direction and across pit. This is the simplest arrangement and it involves
less amount of time for measurements. Further, under set of only vertical movements of
the observation stations are measured. The main drawback of this sort of layout is that it
provides the subsidence profile only for certain sections of a panel. It may not be
possible to get the ground movements for the remain area.

In addition to the above approach, a net work can be formed on the panel with
equal distance between points. This gives more information about the pattern of
subsidence development. However, the number of points for measurement is more
compared to the earlier layout. When the distance between two points is less, more
precise information about trough formation is obtained. Generally, for measurements of
horizontal and vertical movements a 10m distance between two points is adopted. In
India, the DGMS as laid down the guidelines for laying out subsidence monitoring
stations. According to it that the distance between two monitoring points with in the
working area should not be more than 30m and out side the panel less than 15m and
above the barrier with in 10m. However, there is no prescribed pattern of subsidence
layout in the mine rules. Therefore, at each mine, observation station lines are laid down
according to the understanding of the mine surveyor.

When objects are structures fall with in the influence area of extraction, individual
monitoring stations can be established around the object in addition to identifiable points
on the objects for monitoring the deformation or the ground movements of an object.

It is summarized that under the existing economic condition, the conventional
surveying instruments such as levels or tachometers are more suitable and cost effective
in India. However, for establishment of subsidence controlling stations from national
survey grid or pithead, Global-positioning system is very much suitable as it takes less
time and gives the required accuracy. Aerial photo grammetry is not suitable for
monitoring subsidence in India where the subsidence monitoring area is small and hence
the cost of flying is very high. The application of remote sensing is limited to monitoring
the environmental changes due to mining.

At present, subsidence monitoring layout and distance between monitoring
stations are made according to the knowledge of mine surveyor. It is suggested that
monitoring stations network with equal distance between two stations may be set up so
that the data generated can be used for further detailed analysis and for understanding
the pattern of subsidence development so as to avoid or reduce subsidence damage
through proper planning of extraction panels. Further, it shout be ensured that all the
monitoring stations are setup with proper foundation so that there will not be any
influence of top soil on the station.

6.2 Various methods of monitoring

With available technology today, ground movements can be monitored at short
intervals with high accuracy. Various surveying instruments and techniques are
available for continuous or periodic monitoring of the ground movements as well as the
deformation of the structure.

1. Monitoring with various survey Instruments :

Periodic monitoring of ground movements:

Generally, periodic monitoring is carried out either with leveling equipment for
vertical and tachometer for both horizontal and vertical movements measurement. In
addition to these conventional instruments, the Global positioning system receivers,
aerial photographs and satellite imagery can be used for periodic monitoring of the
ground movements. Modern digital levels and electronic tachometers greatly help in the
measurement of ground movements and processing of such digital data, later through
the computers reduces the cost and time of surveying and mapping operations.

i) LEVELS ;

Precise levels which include digital levels or levels with plan-parallel plate
micrometers together with invar staff give an accuracy between 0.4mm to 0.6mm/km
(for double measurement) while the engineers levels provide an accuracy of more than
1-2 mm/km. They are being used in mining for establishment of bench marks and for
determination of settlements due to mining subsidence. The modern leveling
equipment’s are very compact and are easy to handle since they are self- leveling.
Accordingly to German mine surveying regulations, the required accuracy for precise
leveling is 2x sqrt (s) mm, where ‘s’ in km.

ii) TACHEOMETER ;

Modern electronic tachometers provide accurate measurements of angles and
distance by transmission of a beam of light from the base instrument to a reflective
survey point. The modern electronic tachometer consists of digital precise theodolite,
electro-optical range finder, micro computer, program module and recording unit. It
provides and store the x, y and z co-ordinates of a point immediately after
measurements. Further, it also records the zenith angle, slope distance, and horizontal
azimuth and then computes and record horizontal distance, direction and deference in
elevation. There are tacheometers, which can measure up to 5 km to an accuracy of
1mm + 1ppm.

Zeiss Rec Elta total station is one of the latest instruments which work with
reflectors and also without. Its power and speed of measurement help
additionally in measuring moving tangents. Many tachometers base units can be
fitted with servo drives which can speed up setting out operations considerably as
the instrument would assume vertical and horizontal settings by it self. An
instrument such as the Geotronics Geodimeter system 600 can automatically
calculate the bearing and distance of a previously stored point and will sight by
itself at that point for setting out. The angle measurement of different points can
be easily done by this instrument by sighting in the tangents and then allowing
the servo motor to automatically carry out the respective measurements.

Geotronics claims that the servo techniques have allowed the
development of a new method of sighting for use in conventional surveying.
Many electronic tachometers are up graded so those customers can start with a
basic instrument and add on later the requisite hardware to provide extra facilities
that they needed.

iii) GLOBAL POSITIONING SYSTEM RECEIVER ;

GPS receiver functions area a space based positioning system, which is a
world wide, all weather system to provide three dimensional co-ordinates of a
point or position. It has revolutionised the whole surveying system. Its
importance has been felt in mining industry in :
I) Establishment of baseline near to mine from a national survey grid,
II) Preparation of a reliable and accurate local network connecting all the
mines of an industry,
III) Determination of co-ordinates of control stations required for mapping
by remote sensing or aerial photography and

IV) Guidance of mining machines (drill rigs, shovels….) to a precise
position. Further, experiments have been carried using GPS receivers
for closely monitoring the ground movements due to mining activities.

With GPS, there is no need to point the instrument at a target. Thus,
surveying is not hampered by poor visibility and obstacles between measuring
stations. Further more portable GPS receivers can be back packed or mounted
on a vehicle while the hardware in it is electronics and not optical and hence not
fragile. With minimum of two GPS receivers, one as base station receiver and
another is roving receiver surveying can be done to a higher accuracy with time
reduction. The stationery receiver is setup at a known co-ordinates point near
the mine pit and the roving receiver is setup at the points whose co-ordinates are
desired. Further, surveyed data can be transferred directly in to the computer
system for calculation of desired co-ordinates.

Since, 1993 instruments based on real time location technique have come
into market using radio broadcasts. The stationary carrier phases GPS data is
transmitted to a roving GPS receiver. The roving receiver processes the received
data from the stationery receiver and its own data to get in real time co-ordinates
of its location with centimeter level accuracy. Co-ordinates are displayed on a
hand held controller/key pad. This real time kinematics method has been gaining
very good applicability in the surface mining industry. The latest developments in
it are faster times to the first fix, lighter, and more compacts and portable units
with battery power. Tremble Navigation of the US made a break through in the
re-initialisation of rover’s receivers. If the signals coming to the receiver fall less
than four satellites, due to obstruction, they must return to a known survey point
to re-initialisation of the system. Where re-initialisation is a problem, new types of
total stations using dual frequency have been developed which enable the
surveyors to stop anywhere for a minute or so to re-initialise, or even to re-
initialise on move.

iv) AERIAL PHOTOGRAPHS ;

Aerial photography is another surveying method, which is frequently
employed in geotechnical engineering and mining, particularly for periodic
measurement of ground movement due to mining. Aerial photos are taken over
the survey area with the help of an aircraft flying at a certain altitude to get the
required scale of photographs. Since subsidence development is a dynamic
process/phenomenon during active mining, information regarding ground
movements can be recorded by aerial photographs within a few hours while the
conventional ground survey methods would require number of days to gather the
same data. By taking photos, surface conditions are frozen in time and the
station positions are computed at the instant of the photography.

Aerial photography has got definite advantage when compared with
conventional survey. It is possible to conduct surveys of inaccessible area.
However, a ground survey, with GPS or Tachometer, is required to establish a
few control points outside the subsidence area if no control points are available.
The aerial photographs provide complete view of the photographed area with
selection of any discrete natural object as monitoring point and allow the

interpreter of the photograph further to assess the subsidence impact of the
entire environment, including the vegetation in that area. The photographs
further permit re-evaluation, re-measurement and acquiring of additional
information, which might not have been recognised earlier as important data, at
any later time.

There are a few constraints, however, in photo grammetric surveying. A
clear cloud free atmosphere is a must for aerial photography. The points must be
imagined on the photographs with out being hidden by the surrounding objects if
they are to be surveyed. The cost aspect of the photo grammetric surveys
makes it unsuitable for small areas.

The major draw back of aerial photogrammetry is that it is not
economically viable if repeated set of measurements is required at shorter
intervals. The level of accuracy obtained is less in comparison with modern
conventional ground surveying instruments.

Since 1980 aerial photogrammetry has been in use in Ruhrkohle AG,
Germany for prediction monitoring of subsidence, to fulfill various statutory
requirements. It is reported that aerial photogrammetry is an economical method
for generation of large amount of data for the company in combination with
Geographic information system, particularly in recording ground movements de to
mining and for preparation of differential digital terrain models. Further, the
RAG is conducted experiments to use digital aerial photogrammetry in
combination with remote sensing techniques in order to generate automatic
digital terrain models with low cost.

The US Bureau of Mines conducted aerial survey for monitoring the
ground movements due to mining activities. It was reported that three-
dimensional displacements measured with electronic tachometer and aerial
photos for a point were almost identical.

In general aerial surveying cannot be recommended as the only surveying
method to monitor the surface subsidence due to its limitations.

v) SATELITE IMAGES;

The use of satellite images at present is limited to mapping of the
biophysical changes of the ground surface of the subsidence area. The thermal
infrared imagery are useful for identifying the under ground coal fire zones.
Remote sensing data, however, are only complementary data to the subsidence
observation data generated by other surveying methods. Even though it is
possible to determine the height of an object using remotely sensed stereo
images, the application of it for subsidence measurements is restricted because
of the limited spatial resolution and consequent inadequate accuracy. The
application of remote sensing for monitoring subsidence damage may be
possible, as new interferometric methods become operational. The analysis of
the data provides information about the changes that have taken place in flora
and fauna, water bodies, moisture pattern and presence of faults and fractures
due to subsidence.

vi) CONTINUOUS MONITORING:

Continuous monitoring of ground movements is under taken in particular
cases where buildings, railway tracks or bridges fall within the influence area of
extraction. This required special arrangements and would increase the cost. For
monitoring ground movements, selected points are fitted with leveling staves/
reflectors and these will be measured at the specified time intervals. The data
are transmitted to a central place for further analysis which will provide warning
signals when a measured value exceeds the specified levels. Various companies
manufacture the digital levels and electronic tacheometers with a provision for
continuous monitoring.

Leica has a developed a motorised digital leveling instrument NA 3003.A
motorised unit is added to the normal digital level NA 3003. It consists of three
parts one for rotation, the second for focusing and the third for controlling and
interfacing. All the three parts are responsible for correctly turning the leveling
instrument to the staff field and recording the readings. With a standard motor
and normal width of staff, distances up to 80m from the instrument can be
measured. For a rotation of 100 gon, it takes 40 sec. As soon as the instrument
is turned to wards the staff, it automatically focuses the staff and readings are
transmitted to central place. For simple measurements it takes about 5 sec. If
the instrument needs more than 60 sec for measuring a point, automatic
measurement function is stopped and a failure message is transmitted with in 5
sec. In Germany it is being used to monitor the deformation of the bridges and
buildings due to mining activities.

In addition to digital leveling, Leica has developed the Lieca Automatic
Polar System (APS) for continuous deformation monitoring. It consists of
motorised Lieca TM 3000 V theodolite and system controller software. The APS
is designed to continuously monitor a network of electronic distance measuring
reflectors of an area subjected to deformation. A CCD camera integrated in the
telescope of the TM 3000 V defects the target. Image processing hard ware and
software in the system controller performs automatic target detection and
measurements. It claims that 1 mm for 100m (deformation) accuracy has been
achieved with the above instrument.

vii) SLOPE MEASURING INSTRUMENTS;

In addition to the standard surveying instrument which measure direction,
distance and elevation difference, there are other special instruments called tilt
meters or inclinometers to measure precisely change in slope of the objects
which are with in the subsidence area these are portable instruments for
measuring the tilt in structures such as buildings, dams and embankments and
also for measurements related to the stability of slopes, open pits and walls of
excavation. The instrument is attached to the structure to be monitored.
Measurements can be made on horizontal or vertical surfaces. Subsequent sets
of reading show how the structure is behaving and will give an indication of
permanent deformation as time progress.

II. Monitoring of Horizontal Strata Movements using Inclinometer:

An inclinometer probe was used to measure the progressive changes in
the angle of inclination of the caving. The probe is supported laterally in the
caving by guiding wheels and suspended vertically by a cable connected to a
read out unit. The guide wheels traversed opposing longitudinal grooves spaced
equally 90 around the inside circumference of the casing for the direction control.

The inclinometer lowered with an electrical cable, to which a measuring
tape was attached, for measuring tilt along two orthogonal axes in the plane
perpendicular to its axis. The voltage monitored by the portable, battery powered
readout set is the force necessary to restore a pendulum to its alignment prior to
tilting.

To measure horizontal displacement, the probe is winched up the casing,
stopped for reading at the position of the anchors. The results are integrated
over the length of the horizontal displacement profile. The accuracy achieved is
plus or minus 20 to 30 seconds per reading.

However, the inclinometer system developed some fault after a few
readings, as such, no firm conclusion can be drawn. The indications from the few
readings are that the deflections in the perpendicular direction of the face are
more than the deflections in the parallel direction of the face. Also, the amount
of deflection increased with depth.

III. Convergence Estimation :

It is a well-known fact that the rate of movement of rock accelerated before
failure. This movement is generally in the form of tertiary creep and under the
natural conditions, except in case of geological intrusions, such as a slip, dykes
rolls, etc. it should give sufficient warning ( in terms of time) before it collapses.
Thus, it could be possible to predict roof fall during mining and in particular during
the depillaring operations.

Tape extensometer was used to measure roof to floor convergence. The
stations were located approximately 30m apart. At the desired locations holes
were drilled in the floor and roof and the ‘hook type’ anchors were grouted in
these holes. Approximately 0.3m long iron rod (S-shaped at both ends) was
used for this purpose. These were completely grouted in to the hole to ensure
that these stations remain permanent.

The convergence rate was found highest during the first few days
excavation of pillars. After 20 to 30 days the convergence rate was reduced and
became approximately constant. It was possible to get prior indication of roof
falls in the goaf from the value of the daily convergence a particular day, say n
to average daily convergence up to a day before i.e. n-1 the day when the above
ratio was between 1.75 and 2 roof fall occurred.

However, strata will sag differently from mine to mine and therefore the
value quoted above for roof fall prediction (based on convergence) cannot be

taken as a certainty. It is therefore, suggested that this value should be
determined only through experimentation for different sites.

IV. Study of Time dependent Deformation in coal pillars Using Strain
Bars :
In order to judge the behavior of the strata, one can use accurate
measurements deformation of the pillars whenever possible. These
measurements consist in measuring variations in the distance between two
points. The measurement is possible to an accuracy of 0.01 mm.
If there is no variation of distance as a function of time, it can be inferred
that the pillar is stable. On the contrary, any acceleration of the phenomenon will
be an advance signal of instability or collapse of pillars. Also, the stress strain
distribution can be used as a basis for pillar design.
Determination of time factor for full subsidence ;
The void created by under ground excavation of mineral does not lead
immediately to subsidence trough equal to the volume of the surface. The
subsidence trough is formed gradually extending in the direction of the extraction
and gets deepened even after the mining activity is over. Consequently, the
‘time-factor’ has considerable significance in relation the following :
I. In mine planning and also for protection of surface structures, account
must be taken for long term influence.
II. The time when the effects of mining first become dangerous in order to
take timely measures against the expected subsidence.
III. When the ground movement will be ceased completely to begin works.
IV. Where the greatest stress will occur in the structure during mining.
V. Interim amount of subsidence, in order to draw a time plan for taking
measures for sub- surface installations (such as regulatory work for
water courses, drainage works etc.)
VI. The over-lapping of ground movements over several mine workings in
order to develop an operational plan, which will produce least tilt,
curvature and linear changes in surface.
VII. Interim movements of vertical extension. Compression and tilting of the
shafts in order to know the possible damage to the shaft lining.
In the literature on delayed subsidence there are no definite value quoted for
residual subsidence. Considering that, in case coal mines about 90% of
maximum surface subsidence takes place in about one-and –a half years time,
an empirical equation as suggested below .
May be used to estimate the ‘time-factor’ for complete cessation of subsidence
T (t) =1 –e

Where, t = time factor for complete subsidence

From the above equation
When t = 5 years --- T (t) = 0.9933
t = 6 years --- T (t) = 0.9947

t = 7 years --- T (t) = 0.9990
t= 8 years --- T(t) = 0.9996
This shows that the surface subsidence should stop altogether after
approximately 7 to 8 years from the time of abandonment of working.

7. PREDICTION OF SURFACE SUBSIDENCE& ITS
INTERACTION WITH GOAF

7.1 Introduction:

Padmavathikhani No.5 Incline of Kothagudem area mainly consists of
three seams, the details of all the seams and partition between them is furnished
below.

SEAM DESCRIPTION THICKNESS (M)
Worked in middle section
TOP SEAM
leaving coal & shale in 2.14 to 10.2
(QUEEN SEAM)
roof and floor

Sandstone, shale, shaley
PARTING 42.0 to 44.0
coal with thin coal bands

KING SEAM Worked in two sections 3.57 to 9.45

PARTING Sand stone 5.00 to 6.00

Developed & worked
upto 43L due to seam is
BOTTOM SEAM 0.30 to 4.62
thinned out from 43L to
1.5m

Padmavathi Khani (PVK) mine is the part of No.5 Incline, opened mainly
for coal extraction by Long wall method in Top seam of 9.75m thickness. Till now
8 Long wall panels are extracted successfully with 150m face length and 9 th panel
with 60m face length is under extraction, the face length is reduced from 150m to
60m due to shallow depth of the panel. (worked out longwall panels and presently
working panel is shown in PLAN-1).

Since from the beginning of the PVK project, lot of study has been
conducted by the mine management and different scientific agencies in predicting
the surface subsidence. NIRM has studied extensively and arrived at some
empirical relation to calculate the maximum subsidence value for different regions
of SCCL. But the predicted subsidence profile using NIRM formula for
Kothagudem region is giving different results than the actual, is due to the
existence of caved and stowed goaves of King seam beneath the longwall panels
of Top seam.

The observed surface profiles of worked out panels (shown in Annexure-I)
clearly indicating that the subsidence profiles are asymmetrical to their central
axis as the angle of draw and subsidence are generally more on the starting side
of the panel than the finishing side. This is because of the fact that the energy
released in the first break will be higher than the energy released in the
subsequent break1. Also the subsidence value is more than the normal,

whenever any goaf is encountered in below seam beneath the panel.

This chapter places the subsidence prediction process in proper
perspective by through study of already obtained profiles of worked out panels
and arrives at an empirical formula to predict the maximum subsidence. In this
paper, an attempt has made to formulate the effect of goaf on subsidence for this
particular geo-mining condition of Kothagudem area. From this curve, the proper
correction factor is to be applied to the predicted value of subsidence depending
on the existence of percentage of goaf beneath the panel to obtain the correct
value.

7.2 Subsidence prediction techniques:

Existing subsidence prediction techniques fall under two basic categories.
• Empirical methods
• Phenomenological methods

The empirical theories are principally based on observations and
experience from field subsidence studies. Some of the empirical methods have
proved sufficiently reliable for subsidence prediction, at least for a given region.
Many of these have been successfully applied in a number of countries,
especially in Europe.

The empirical profile function method involves the derivation of a
mathematical function that can be fitted to plot a complete profile. The constants
employed in the profile function are empirically derived from observed data. Once
a function is established through the use of actual field data, it can be used to
predict subsidence profiles over future areas of mining. Profile functions have
been successfully used in Hungary, Poland and Russia.

Phenomenological techniques are based on equivalent material modeling
principles where the subsiding strata are mathematically represented as idealized
materials that obey the laws of continuum mechanics. Unlike empirical methods,
the procedures used in the latter category have not achieved much success to
date, mainly due to the difficulty of representing complex geological properties of
the strata in simple mathematical terms.

7.3 Prediction of maximum subsidence - NIRM:

After collection and study of subsidence data from 111 previous worked
out panels (both longwall and bord & pillar panels) of Kothagudem region, NIRM
scientists2 has suggested a Non-Linear equation relating the width to depth ratio
(W/H) and subsidence factor (Maximum subsidence/ height of extraction) of the
following type.

S = h x a /(1+ ((W/H)/b)-c)

Where,
S = Maximum subsidence, m
h = Effective height of Extraction ( height of extraction x % of extraction), m

W = Width of the panel, m
H = Depth of the panel, m

a, b, c = Constants, The values for Kothagudem region are given as
a = 0.66
b = 0.8
c=7

Therefore, S = h x 0.66 /(1+ ((W/H)/0.8)-7)

The results obtained by applying the above formula to the already worked
out longwall panels at different W/H ratios are showing different profiles than the
actual profiles (predicted and actual profiles in detail form is given in Annexure-
II). The starting part of the profile is somewhat co-in siding with the actual profile
but there onwards it is showing incorrect value and at the end it is not closing with
the ground profile.

7.4 PREDICTION MODEL:
(for Kothagudem Area)

Methodology followed in arriving an empirical formula for prediction of
maximum subsidence is given below.

1. Surface subsidence profiles of different worked out longwall panels are
drawn from the survey results conducted on the surface over them.
2. For each profile the subsidence values are co-related with different W/H
ratios of that particular panel by marking W/H ratio along the horizontal
axis.
3. The polynomial equation with the relation between W/H ratio and
subsidence for each of the subsidence profile is obtained by using the
computer.
4. The combined statistical average of all the polynomial equations is
calculated to arrive at a final equation.
5. Thus obtained equation gives the relation between subsidence and W/H
ratio and can be used for predicting the maximum subsidence.

By following the above mentioned method, the following equation is obtained,
which is specific to Kothagudem area, because it covers the geological conditions
of this area only.

S = 0.1508 (W/H)2-0.8248(W/H)-0.5292 ---------- (Eq. 1)

Where,
S = Maximum subsidence, m
W = Width of the panel, m
H = Depth of the panel, m

The subsidence profiles obtained for different panels using the above
formula (shown in Annexure-III) are more or less co-in siding with the actual
profiles, but at some points the variation is more and it is observed from the

working plan of the mine, the difference is due to the presence of goaves in King
seam beneath the longwall panels of Topseam.

7.5 Introducing the ‘goaf factor’:

The percentage of goaf area present beneath each sub part of the panel
or between the two consecutive subsidence stations present on the surface is
calculated as shown in above figure. The variation between the predicted
subsidence (using Eq.1) and the actual subsidence of worked out panels is co-
related with the percentage of goaf areas present beneath the panels and arrived
at a solution (Variance Vs Goaf percentage curve is shown in Annexure-IV) given
below.

Gf = 0.0001(P)2-0.0128(P)-0.3265 --------- (Eq. 2)

Where,
Gf = Goaf Factor.
P = Percentage of Goaf area.

After calculating the goaf factor, just add it to the predicted subsidence (using
Eq.1) to get the actual subsidence, which almost co-in sides with the original
subsidence value.

Thus,
Subsidence = Eq.1 +Eq.2

Subsidence = [0.1508(W/H)2-0.8248(W/H)-0.5292]+[0.0001(P)2-0.0128(P)-
0.3265]

In case of a stowed goaf, add 1-(P/100) to the final subsidence. The
corrected profiles after applying the goaf factor and the original profiles of worked
out panels are given in Annexure-V.

7.6 Accuracy / Validity:

Since the predictions are made based on a vast data available with wide
variations, it is not possible to accurately predict any value, but can be predicted
with in the permissible limits. Mining is such an activity that is affected by different
factors and these factors takes part in accuracy also. Some of the factors
affecting subsidence prediction are given below.

Geological factors - Geological disturbances,
Faults, folds, dykes,
Topography, surface cover, …

Mining factors - Seam thickness, depth, dip,
Extraction width, Goaves, Rate of extraction,
Technology…

Strata factors - Physical properties, bedding, jointing,
Seam roof and floor condition, nature, …

In Britain, a maximum variation of plus or minus 10 percent was
considered acceptable in subsidence3 and in many cases a high degree of
accuracy is not required. If any important structure is to be protected strictly, then
the need of accuracy arises, which is very rare in mining. Comparison statement
of the predicted and actual subsidence for the worked out panels is given below.

Panel Max. Subsidence (mm)
Actual Predicted Diff. %
Panel no.2 2545 2385 +160 +7
Panel no.3 1930 2221 -291 -13
Panel no.4 1790 2112 -322 -15
Panel no.5 2196 2265 -69 -3

The difference between the actual and the predicted subsidence varied
between 3% and 15%. As the negative side of subsidence is more, indicating that
the predicted value is more than the actual and covers the other possible dangers
due to subsidence.

7.7 PANEL NO.1A – PREDICTED Vs ACTUAL SUBSIDENCE:

Some of the details of the Panel no.1A are given below.

Panel Length : 520 m
Face Length : 62.5 m
Depth : 54 m(min.), 96 m(max.)
Panel started on : 10-7-2003
Extraction completed on : 08-11-2003
Max. Subsidence : 1.46 m

SUBSIDENCE PROFILE OF PANEL NO.1A ( AS ON 27-11-2003)

W/H
0
6 5 4 3 2 1 0
-0.5
Actual Subsidence Profile
-1

SUBSIDENCE
Profile without goaf correction
-1.5
Predicted Profile after Goaf correction
-2

-2.5

From the graph it is clear that, the subsidence profile is changing its angle
at certain points where there is a goaf in King seam below the panel of Top seam
which is evident from the PLAN-2. The estimated maximum subsidence value is
around 2.2m, but the actual amount observed was 1.46m. The difference may be
due to the following reasons.

1. Reduction in Face length from 150m to 60m

2. Faster rate of extraction (@ 6m/day)

3. Time lapse for settlement of goaf of the longwall panel.

With the extraction of adjacent panel (i.e. Panel no.1), the amount of maximum
subsidence was increased to 1.6m. In this panel no arrangements are made for
measuring the strain values and the subsidence pillars were also at a greater
distance i.e. 30m distance between two pillars along centre line.

PANEL NO.1 :

Details of the Panel no.1 are given below.

Panel Length : 500 m
Face Length : 62.5 m
Depth : 48 m(min.), 85 m(max.)
Panel started on : 02-02-2004
Max. Subsidence : 2.07 m (as on 10-4-2004)
Avg. Rate of retreat : 8 m / day

The observed subsidence profile is varying from the predicted profile for
this panel also, may be because of the same reasons specified for Panel no.1A.
The Subsidence profiles are given below.

SUBSIDENCE PROFILE OF PANEL NO.1 ( AS ON 10-04-2004)

Panel no.1 Subsidence Profile
0 12A

13

13A

14

14A

15

15A

16

16A

17

17A

18

18A

19

19A

20

20A

21

21A

22

22A

23

23A

24a

24B

25a

25B
-0.5
Subsidence (m)

-1

-1.5

-2 Actual_Subsidence
pred_Subsidence
-2.5

In this panel, strata monitoring study is going on in association with the
competent Scientific Institutions. They designed the subsidence pillars layout on
surface over the panel for measuring both the subsidence and strain (layout is
given in PLAN-3). The general strain observed is 5mm/m in compression and
tension. However, in a small zone the compressive and tensile strains were about
60mm/m. The reason for the same was analyzed and found that the area at
which maximum strain observed was under the influence of underlying goaves
(Strain curves where maximum strain observed are shown in Annexure-VI).
Extra measures taken in this panel for knowing the movement of strata are as
follows.

1. Increasing the number of subsidence pillars on surface and measurement
of distances to calculate strain.
2. Installation of Multi Point Borehole Extensometer (MPBEx) with 4-anchors
grouted at different depths from surface over the panel.
3. monitoring of load by Load cells with data logger to avoid human mistakes
4. Provision of more number of Tell-tales
5. Convergence indicators for every 10m in Tail and Main gate road ways.
6. Vibrating Wire Stress gauges.
7. Remote convergence indicators for monitoring in goaf.

7.8 Conclusion:

Prediction of surface subsidence, finds its use mainly for
• The planning of surface land use in coal bearing areas in cases when
surface development precedes mining.

• The design of mine layouts for mining coal from underneath existing
surface developments.

From the study conducted in this mine regarding subsidence it is clear
that, there is a definite effect of underlying goaves on the final amount of
subsidence which is more predominant in raise side panels lying at shallow depth

which is clearly observed in the profiles of Panel no.1A & 1. With the change in
position of goaves below the longwall panels the location at which maximum
subsidence occurred is also changed.

1. For panel no.1A maximum subsidence observed at 240m distance
from face starting, where complete goaf exists below the panel.
2. For panel no.1 maximum subsidence observed at 390m distance from
face starting, where complete goaf exists below the panel.

Moreover, the orientation of Panels in King seam is different from the orientation
of Longwall panels of Top seam.

The empherical equations developed for predicting the subsidence value
are site specific, and includes the geo-mining conditions of the area and need not
satisfy the profiles of other area that are with varying conditions.

PLAN –1

THE SINGARENI
COLLERIES COMPANY
LIMITED.

TOP SEAM WORKING

PLAN –2
PLAN SHOWING THE GOAVES OF KING SEAM BELOW THE LONGWALL
PANELS OF TOP SEAM

PANEL NO.1

PANEL NO.1A

PLAN –3

PLAN SHOWING THE LAYOUT OF SUBSIDENCE PILLARS ON SURFACE
OVER THE LONGWALL PANEL NO.1

- On each side of the centre line pillars were constructed at all the junction
points of the rectangles, column wise distance is 10m and row wise
distance is 5m.

- Along centre line the distance between two pillars is 7.5m

ANNEXURE –I

OBSERVED SUBSIDENCE PROFILES OF DIFFERENT LONGWALL PANELS

Panel no.2
0
6 5 4 W/H 3 2 1 0
-0.5

-1

Subsidence (m)
-1.5

-2

-2.5

-3

Panel no. 3
0
6 5 4 3 2 1 0
W/H

-0.5

Subsidence (m)
-1

-1.5

-2

-2.5

OBSERVED SUBSIDENCE PROFILES OF DIFFERENT LONGWALL PANELS

Panel no.4
0
5 4 3 2 1 0 -0.2
W/H
-0.4
-0.6

Subsidence (m)
-0.8
-1
-1.2
-1.4
-1.6
-1.8
-2

Panel no.5
0
6 5 4 3 2 1 0
W/H
-0.5

Subsidence (m)
-1

-1.5

-2

-2.5

ANNEXURE-II

OBSERVED SUBSIDENCE Vs PREDICTED SUBSIDENCE
WITH NIRM FORMULA

PANEL NO.2
0
7 6 5 4 W/H 3 2 1 0
-0.5

-1

Subsidence (m)
-1.5

-2

-2.5
NIRM-Formula
Actual Subsidence -3

ANNEXURE-III

OBSERVED SUBSIDENCE Vs PREDICTED SUBSIDENCE WITH EQ.1

S = 0.1508 (W/H)2-0.8248(W/H)-0.5292 ---------- (Eq.
1)

Panel no.2
0
6 5 4 W/H 3 2 1 0
-0.5

-1

Subsidence (m)
-1.5

-2

act.sub -2.5

Pr.Sub
-3

Panel no. 3
0
6 5 4 3 W/H 2 1 0

-0.5

-1 Subsidence (m)

-1.5

act.sub -2

pr.sub
-2.5

OBSERVED SUBSIDENCE Vs PREDICTED SUBSIDENCE WITH EQ.1

Panel no.4
0
5 4 3 2 1 0 -0.2
W/H
-0.4
-0.6

Subsidence (m)
-0.8
-1
-1.2
-1.4
-1.6
act.sub
-1.8
pr.sub
-2

Panel no.5
0
6 5 4 3 W/H 2 1 0

-0.5

Subsidence (m)
-1

-1.5

-2

act.sub
-2.5
pr.sub

ANNEXURE-IV

CURVE FOR FINDING THE GOAF FACTOR

0.4

0.2

0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100

goaf%
Goaf Factor

-0.2
y = 0.0001x2 - 0.0128x - 0.3265

-0.4

-0.6

Goaf.fact
Poly. (Goaf.fact)
-0.8

ANNEXURE-V

OBSERVED SUBSIDENCE Vs PREDICTED SUBSIDENCE AFTER
APPLYING GOAF FACTOR

Panel no.2
0
6 5 4 W/H 3 2 1 0
-0.5

-1

Subsidence (m)
-1.5

-2

-2.5
act-sub
pred-sub -3

Panel no. 3
0
6 5 4 3 2 1 0
W/H -0.5

-1

Subsidence (m)
-1.5

-2

-2.5
p3
pred -3

OBSERVED SUBSIDENCE Vs PREDICTED SUBSIDENCE AFTER
APPLYING GOAF FACTOR

Panel no.4
0
5 4 3 2 1 0
W/H
-0.5

Subsidence (m)
-1

-1.5

-2
p4
pred -2.5

Panel no.5
0
6 5 4 3 2 1 0
W/H
-0.5

Subsidence (m)
-1

-1.5

p5 -2

pred
-2.5

ANNEXURE-VI

STRAIN CURVE ALONG ‘I’ LINE

15 (+) TENSION
10
5
0
-5 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27
-10
-15
-20
-25
-30
-35 (-) COMPRESSION
-40
-45
-50
-55
-60
-65
-70
-75

Maximum Compressive strain observed is = 70 mm/m (-)
Maximum Tensile strain observed is = 10 mm/m (+)

STRAIN CURVE ALONG ‘Q’ LINE

65
60
55
50
45
40
35
(+) TENSION
30
25
20
15
10
5
0
-5 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27
-10
(-) COMPRESSION
Maximum Compressive strain observed is = 6 mm/m (-)
Maximum Tensile strain observed is = 60 mm/m (+)

8. CONCLUSION
In India, although the bord and pillar mining method has extensively been
used, little information has been compiled and published to understand the

mechanics and prediction of surface subsidence. Till date, the subsidence due to
mining has not drawn the attention of the mine managers in India. Since all most
all of the mining areas are located in remote areas and the effect of subsidence
on the surface has not been become a serious problem. However, if any structure
is present on the surface over the panel then it became essential to pay attention
while working that panel.

This investigation was aimed at to collect, assess and correlate the
available subsidence information of long wall and bord and pillar caving panels
from various coal fields of India. The main objective was to understand the
influence of overlying strata on the pattern of subsidence development and
develop a suitable subsidence prediction model. The ultimate aim of this
investigation is extraction of developed coal reserves with proper planning while
keeping the subsidence damage to surface properties minimum and to the
environment within acceptable limit.

Based on investigation, it was understood that subsidence at Indian coal
mines is occurring in two phases. First, subsidence due to deflection of main roof
which can be called as pre-subsidence phase or insignificant subsidence phase.
The second phase, which leads to the first failure of main roof and development
of maximum or full subsidence due to recompaction of caved roof under the load
of failed superincumbent strata. The magnitude of subsidence was mainly
depending on the caving height and bulking properties of the caved material.
The magnitude of full subsidence for a given site was calculated using the bulking
nature of caved material and caving height as the main parameters.

An overlapping exponential function has been developed to represent both
the phases of subsidence. It was developed based on the characteristics of
overlying strata and the geometry of panels. Critical span of main roof and the
subsidence factors for the first and the second phases of the subsidence are
essential for prediction of subsidence profile for a new panel.

In addition to the model results, the analysis of the subsidence data
indicated the full subsidence developed due to first seam extraction at Indian coal
mines was between 0.5 and 0.6 times the extraction thickness. However,
occurrence of old workings above or below extraction panel was shifting the
subsidence factor between 0.8 and 0.9 times the extraction thickness. The limit
angles observed in all directions of the panel were not same. It was high on the
starting side and low on the ending side of the face advance and in – between for
the transverse section.

LIMITATIONS

The developed function can be used for the prediction of subsidence profile

without any ambiguity. Further, there is provision for improvement and defining the
parameters to suit local conditions. The function can be modified to suit the overlying
strata containing no hard layers and for multi – seam extraction panels by re-establishing
the parameters.

NEED FOR FURTHER STUDIES;

The following tasks still remain to be studied and these are

1. To combat subsidence damage problems, particularly at shallow
depth, a method of extraction should be developed by which the
strains and tilt effects induced by mining should cancel each other
or at least produce low strains.

2. There is need for research about Sinkhole-type subsidence.

3. The present knowledge on the influence of support stiffness on rock
pressure is inadequate. A detailed study in this area is desirable.

4. Prediction of roof falls requires large number of field studies to
come with definite conclusions.

BIBLIOGRAPHY;

1. PENG. SYD.S
Surface Subsidence Engineering.

2. SINGH. B & SAXENA. N.C.
Land Subsidence

3. Dr. KRISHNA. R
Correlation of Surface Subsidence with Deformation Parameters in Under
ground and Intervening Strata.

4. SAMPURNA RAO. V
Study of Subsidence Development Phenomenon at Indian coal mines for
Prediction and Monitoring – A contribution to reduce mining damage.

5. UNIVERSITY MICRO FILMS INTERNATIONAL
A Mathematical model of Ground Movement due to Under ground mining.

6. SINGH.R.D.
Principles and Practices of Modern Coal mining

7. MATHUR.S.P.
Coal Mining in India.

Prediction of Surface Subsidence and Its Monitoring

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