Coal bump refers to a sudden catastrophic failure of coal seam and usually causes serious damages to underground mining facilities and staff. Considering the combined coal-rock structure for coal bumps, failure process and acoustic emission (AE) characteristics of combined coal-sandstone samples under different loading rates were studied by uniaxial compression tests, and three basic failure modes and bump proneness for coal-rock structure were obtained. The following conclusions are drawn: (1) when loading rate was relatively low, plastic deformation of coal mass fully developed, while surface cracks of coal mass was not apparent and slip along the transfixion crack occurred in the postpeak stage; (2) with the increase in loading rate, surface tensile cracks developed into splitting cracks at the end of the prepeak stage and throughout the postpeak stage, and brittle failure finally happened due to the release of nonlinear step-shaped energy or one-time strain energy release of upper rock mass, resulting in the damage of internal bearing structure and weakening of bearing capacity; (3) the deformation and failure process of combined samples showed obvious phases, and corresponding AE energy release rate could be divided into periodic linear growth and transient growth, while the cumulative energy of AE events has multiple peak points and transient growth with the increase of loading rate; (4) it was demonstrated that two distinct frequency bands existed in AE events, which were about 50 kHz and 150 kHz, and the distribution of AE events near 50 kHz was larger and stronger, representing the main frequency range of cracks in coal mass. According to the damage characteristics and AE parameters for combined samples, an brittle model for coal-rock structure with mutation characteristics was proposed, and three basic failure modes for the combined structure with the increase of loading rate were progressive shear failure, splitting failure, and structural failure, respectively.
Coal bump refers to a sudden catastrophic failure of coal seam and coal burst into the underground mining roadway [
Mechanical characteristics and failure modes of coal mass are determined by the comprehensive influence of loading conditions [
Various kinds of monitoring information of combined samples can be obtained under different test conditions, while AE and microseism information can reflect the energy dissipation intensity of combined samples during the failure process [
Coal bumps frequently occur within a underground mining structure constituted by hard rock roof and relatively hard coal seam. In this paper, combined samples of coal-sandstone are taken into consideration for coal bumps, and the research on uniaxial compression tests under different loading rates is carried out. According to the damage characteristics and AE monitoring information of combined samples, failure modes for combined samples are extended.
Typical combined structure of coal-rock is shown in Figure
Combined structure of coal-rock.
Herein, the axial displacement control method is applied for obtaining postpeak stress-strain relationship. According to the performance of the testing equipment, the span of the loading rate was expected to be extended as far as possible. Five initial loading rates of 0.006 mm/min, 0.012 mm/min, 0.03 mm/min, 0.06 mm/min, and 0.12 mm/min were preliminary selected. Considering preliminary test results, loading rate of 0.04 mm/min and verification tests were then carried out. The loading condition for combined samples is shown in Table
Loading rate of each sample.
No. | Loading rate (mm·min−1) | Loading rate (mm·s−1) | Strain rate (s−1) |
---|---|---|---|
1 | 0.006 | 1 |
1 |
2 | 0.012 | 2 |
2 |
3 | 0.03 | 5 |
5 |
4 | 0.04 | 7 |
7 |
5 | 0.06 | 1 |
1 |
6 | 0.12 | 2 |
2 |
In order to study the deformation and failure characteristics of combined samples, the hard anthracite [
The stress-strain curves of individual coal and rock samples: (a) coal sample; (b) rock sample.
The obtained coal and sandstone blocks were processed into
Samples before tested.
GAW-2000 electrohydraulic servo rock triaxial testing machine.
The dynamic recording system of the testing machine was combined with a standard 50 × 100 mm strain extensometer to measure overall axial stain, and the axial strain of the coal and rock was recorded by the strain gauges in the upper part and the lower part of the sample, respectively.
AE probes were fixed on the upper sandstone of combined sample and parameters of AE events during the whole loading process were recorded. The test system is shown in Figure
Testing system: (a) testing equipment; (b) monitoring system.
About the contact approach between coal and sandstone, other scholars mainly adopted artificial adhesive approach and natural contact approach, considering that the cohesion of coal-rock interface is relatively low, so the natural contact was adopted, smearing Vaseline between coal-rock interface as transmission coupling medium for AE signals.
The peak strength and elastic modulus of each sample are shown in Figure
Statistics of elastic modulus and peak strength.
Typical stress-strain curves of combined samples are shown in Figure
Stress-strain curves of combined samples: (a) 1# combined sample; (b) 3# combined sample; (c) 5# combined sample.
With the change of the loading rate, failure process presented three different patterns. When the loading rates were 0.006 mm/min and 0.012 mm/min, the plastic deformation of the coal mass was fully developed, and the slip along the transfixion crack surface occurred in the postpeak stage. When the loading rates were 0.03 mm/min and 0.04 mm/min, the plastic crack was not fully developed at the prepeak stage. At the end of the prepeak stage and the whole postpeak stage, stress of coal mass was under constant adjustment process until the final instability of crack structure. At the loading rates of 0.06 mm/min and 0.12 mm/min, larger loading rate led to the result that the coal mass stress could not adjust to the changing load, and finally the brittle failure occurred suddenly under the effect of the energy release of upper rock mass and the coal mass.
It is observed from Figures
The strain curves of strain gauges in different parts show different characteristics, corresponding to the stress-strain curves. When the loading rate was 0.012 mm/min, the strain curves of both coal mass and rock mass were relatively smooth, and strain of coal mass decreased ahead of the final damage due to local failure of coal mass, and the overall strain and the strain of rock mass suddenly descended at the time of suddenly failure. When the loading rates were 0.03 mm/min and 0.04 mm/min, cracks developed fully and the strain of the rock mass was linear at the prepeak stage, presenting step-shaped strain release at postpeak stage, which was accompanied by the repeated cracks in the coal mass. At the loading rate of 0.06 mm/min and above, the monitoring strain of the coal mass generally had a mutation before the overall damage occurred, accompanied by sudden collapse of the rock mass as rapid loading on coal mass.
In general, the instability of coal-rock mass begins to appear when the loading on coal-rock mass exceeds the peak strength. With the increase of loading rate, peak strength of rock materials tends to increase to a certain extent; while at the same time, high loading rate causes the decreasing ability of rapidly deformation adjustment when reaching higher strength. Therefore, along with the increase of loading rate, strength and brittleness of coal mass increase, and the ductility of the rock mass will generally reduce accordingly. The original cracks in the upper part of the hard mass determine the deformation ratio of the two bodies during compaction.
Strain gauges for coal lost efficacy when the located region shattered, and several undamaged gauges were chosen for whole process analysis. The deformation and failure of the samples showed obvious development process, and axial strain curves of three samples are shown in Figure
Axial strain curves: (a) intermediate sample (3#); (b) step-shaped strain release of rock mass (4#); (c) one-time strain release of rock mass (5#).
The failure characteristics of coal mass: (a) transfixion crack; (b) surface splitting; (c) overall instability.
According to the definition and descriptive angle of the parameters, AE parameters can be divided into process parameters and state parameters. Process parameters describe the whole AE monitoring process, reflecting the overall behavior of the process, while state parameters reflect the instantaneous AE characteristics during the process. In common, cumulative parameters (such as cumulative number of events, ringing counts, and cumulative release energy) and statistical parameters (such as amplitude distribution, frequency distribution, and rising time distribution) are all process parameters, while the rate of AE events, AE rate, and energy releasing rate are common state parameters. With combination of the test results, the AE characteristic curves, as shown in Figure
Acoustic emission characteristics of 2# sample: (a) cumulative energy; (b) count.
When the loading rate was 0.012 mm/min, the count and the cumulative energy of AE events slightly developed in the prepeak stage, while the count was generally small and the growth of cumulative energy was slow. Along with stress adjustment at the postpeak stage, the through surface formed and eventually failed with the development of plastic deformation and cracks. The relative intensity of AE was obviously lower than that of other combined samples, and the ultimate destruction of the sample was relatively calm.
The energy release rate is defined as the energy value of AE events per unit time, which can be expressed as the slope of the cumulative energy curve in the figure, mainly in the form of periodic linear growth and transient growth.
When the loading rate was 0.03 mm/min, the count and the cumulative energy were low at prepeak stage, and the cumulative energy was almost stagnant. At the postpeak stage, with stress adjustment and periodic destruction of coal mass, the cumulative energy continued to increase, and AE events occurred periodically in the course of constant stress adjustment. The AE events could be divided into two stages by intensity; the energy release at first stage was more intense, and the intensity of AE events decreased after a large stress drop and energy dissipation and entered into the second stage. Eventually, after a number of intermittent energy release, the sample underwent a relatively calm slip along the splitting cracks. The AE events before the peak of the sample were distributed evenly, and the burst degree after the peak was also more moderate. The AE characteristics of 3# sample are shown in Figure
Acoustic emission characteristics of 3# sample: (a) cumulative energy; (b) count.
At the same time, it could be seen that the AE events in each stage were generally ahead of the stress drop, which indicated that the destruction of the samples had certain viscosity characteristics, leading to the delay of energy dissipation.
AE characteristics of 5# sample are shown in Figure
Acoustic emission characteristics of 5# sample: (a) cumulative energy; (b) count.
The peak amplitude of the AE waveform can describe the intensity of AE events, and the time-peak frequency curves of typical samples are shown in Figure
The distribution of frequency: (a) 2# combined sample; (b) 3# combined sample; (c) 5# combined sample.
It can be seen from the curves that there are two distinct frequency bands, which are about 50 kHz and 150 kHz, respectively. Considering that the peak frequency of rock cracks development is larger than that of coal mass and the distribution of AE events near 50 kHz are larger and stronger, the two frequency bands are the main frequency range of coal and rock mass, respectively.
The scatter points between the main frequency bands can be approximated and viewed as AE events caused by the failure of bearing structure in coal mass, and the frequency values are also slightly higher than the AE events caused by the microcracks in the coal mass. With the loading rate increasing, the scatter distribution was more concentrated and the frequency value increased.
When the loading rate was relatively low, there was a relatively obvious low frequency band for 2# sample, which could be regarded as the result of the original cracks closure.
The amplitude of bearing structure damage is basically between 45 and 65 dB. From the failure characteristics of the samples shown in Figure
The failure of the samples showed obvious development process. Surface cracks of 2# sample are not apparent, and finally transfixion crack is shown in Figure
With the increase of loading rate, the release of energy became more violent, and the total energy released was related to the stiffness of the coal at the postpeak stage. The internal microcracks of inner rock mass were further expanded due to the stress concentration during the loading process, and brittle cracks occurred along the direction of minimum energy dissipation when extended to the critical crack size. The thinner zone of coal seam caused sharp change of the rigidity ratio of coal to rock and the increased thickness of the hard roof hindered the transfer of stress, and the test results matched well with the coal-sandstone combination in coal bump area. Three typical failure modes of the combined samples are shown in Figure
Possible failure modes.
The failure of rock mass follows the composite failure criterion of shear failure and tensile failure, and the mechanical behavior after failure is between strain softening and ideal plasticity. The deformation development and failure of coal-rock combination is a nonlinear process, and the catastrophe theory can better cover the singularities and bifurcations in the nonlinear system, as a more mature nonlinear theory.
In theory, when the loading rate is very slow, the samples have sufficient deformation adjustment time, with no sudden release of energy. When the loading rate is high, the energy dissipation cannot be completely offset by continuous plastic strain, and energy is rapidly released in the form of crack development. The upper hard mass can be regarded as an elastomer, and the lower soft mass can be regarded as a damaged elastomer [
Many scholars simplify the vertical deformation of the upper structure as the difference between the total deformation and the deformation of the lower structure. However, the total deformation is not a constant but a function of the lower deformation. Considering that the gravity of sample is almost negligible compared with axial load, the change of the geopotential energy of the combined structure is relatively small. Therefore, we can just consider the elastic deformation energy in the calculation of potential energy function, and geopotential energy of the system is neglected; the total potential energy function of the system is as follows:
The essential condition for brittle failure of coal mass in combined coal-rock structure is that the rigidity of the coal mass is larger than that of the rock mass. At the same time, the energy input rate
In theory, there is a brittle catastrophe model of the coal-rock combination as shown in Figure
Brittle catastrophe model.
In order to describe the gradual failure and stress adjustment characteristics of the coal-rock masses, a mutation elements model with damage and stick-brittle characteristics was established according to the failure characteristics of the combined sample, as shown in Figure
Combination elements model.
The damage process of the main structure is different under different loading conditions. Considering that the overall stiffness of thick rigid roof is generally dozens of times larger than that of the coal seam, which greatly increases the risk of coal bumps. With different loading conditions, the number of fragile microunits per unit time and the concentration of energy release also change accordingly, and the probability of mutation is also different on the basis of the mutation condition. The intensity degree of failure can be divided into progressive shear failure, splitting failure, and structural failure.
Considering the combined coal-rock structure for coal bumps, failure process and AE characteristics of combined coal-sandstone samples during compression tests were studied under different loading rates within 0.006 mm/min∼0.12 mm/min, and three basic failure modes and bump proneness for coal-rock structure were obtained. Within the selected loading rate range, the strength of combined samples ranged from 11 MPa to 24 MPa, having an increase trend with the increase of the loading rate, while the elastic modulus presented a trend of high on middle and low on both sides. When the loading rates were 0.006 mm/min and 0.012 mm/min, the plastic deformation of the coal mass was fully developed, and the slip along the transfixion crack surface occurred in the postpeak stage. When the loading rates were 0.03 mm/min and 0.04 mm/min, the plastic crack was not fully developed in the prepeak stage. At the end of the prepeak stage and the whole postpeak stage, stress inner coal mass was under the constant adjustment process until the final crack structure instability. At the loading srate of 0.06 mm/min and 0.12 mm/min, the coal mass stress could not adjust to the increasing load slowly with surface tensile cracks developing, and brittle failure finally happened under the effect of sustained energy release of upper rock mass and the coal mass with internal bearing structure damaged. The deformation and failure process of combined samples showed obvious phases, and corresponding AE energy release rate could be divided into periodic linear growth and transient growth in the whole process of uniaxial compression, while the cumulative energy of AE events has multiple peak points or transient growth with the increase of the loading rate. When the loading rate was 0.012 mm/min, surface cracks of coal mass was not apparent, and finally slip along the transfixion crack surface occurred in the postpeak stage. Splitting cracks of 3# sample and 4# sample kept developing in the coal surface, and the intensity of AE events decreased after a large stress drop and energy dissipation and entered the second stage, resulting in structural loss of bearing capacity. Eventually, after a number of intermittent energy release, the sample underwent a relatively calm slip along the splitting cracks. When the loading rates were 0.06 mm/min and 0.12 mm/min, surface tensile cracks developed, while AE count and the increasing rate of the cumulative energy were generally small in the prepeak stage; brittle failure finally happened under the effect of sustained energy release of upper rock mass, and the coal mass with internal bearing structure damaged in the postpeak stage. It was demonstrated that two distinct frequency bands existed in AE events, which were about 50 kHz and 150 kHz, and the distribution of AE events near 50 kHz was larger and stronger, representing the main frequency range of cracks in coal mass. According to the damage characteristics and AE parameters of combined samples, the brittle model for coal-rock combination with damage and mutation characteristics was proposed. Three basic failure modes for combination with the increase of loading rate were progressive shear failure, splitting failure, and structural failure, respectively.
The data used to support the findings of this study are available from the corresponding author upon request.
The authors declare that they have no conflicts of interest.
This research was supported by Linyi University (No. LYDX2016BS108). The authors would like to thank Drs. Tao Wang and Xueling Du for their valuable contribution to this paper.