Effects of Constant Amplitude Cyclic Loading on the Nonuniform Deformation of Sandstone Specimens

In order to explore the mechanical response mechanism of rock materials under cyclic loading, uniaxial constant amplitude cyclic loading tests for sandstone specimens were carried out. +e images of specimen deformation during the tests were captured by charge-coupled device (CCD) cameras. Based on the digital image correlation method (DICM), the evolution laws of nonuniform deformation and displacements around localization bands during cyclic loading were investigated.+e experimental results show that, during the cyclic loading process, the nonuniform deformation continually escalates with the number of cycles increasing and fluctuates with the cyclic loading stress condition; the nonuniform deformation lags behind the variation of loading stress; and the whole nonuniform deformation experiences a slow evolution stage and a fast evolution stage. At the loading stage or unloading stage, the nonuniform deformation of rock deteriorates with the number of cycles increasing under the same stress condition. In each loading cycle, the nonuniform deformation at the unloading stage is more than that at the loading stage under the same stress condition. +e time of dislocation displacements and tension displacements meets hysteresis, compared with the time of stress change. In addition, the dislocation displacements and tension displacements around localization bands in general increase with the number of cycles increasing. +e displacement evolution around localization bands has the same hysteresis and accumulation laws as that of nonuniform deformation.


Introduction
Rock is a complex and common heterogeneous geological material.e deformation and mechanical properties in its failure process are the foundation of rock mechanics.At the stage of geotechnical engineering construction and engineering operation, the rock mass is often subjected to cyclic loading.erefore, finding out the deformation evolution laws of rock materials under cyclic loading is helpful to understand the failure mechanism of rock under cyclic loading, and further to evaluate the long-term stability of engineering rock mass, which benefits the design, construction, and protection of geotechnical engineering, both in theory and in practice.
Researchers have devoted great efforts to studying the deformation failure and mechanical properties of rocks under cyclic loading.Costin and Holcomb [1] presented a simple model which described the failure of brittle rock under cyclic compressive loading.Singh [2] carried out cyclic loading tests to investigate the fatigue and strain hardening behaviors of greywacke.Ray et al. [3] carried out cyclic loading tests of sandstone and explored the change laws of uniaxial compressive strength with the increase in the applied stress and loading cycles.Xu et al. [4] investigated the evolution laws of the closed plastic hysteresis loop of rock materials formed under cyclic loading and unloading conditions from the different displacement rates, the different load levels, and the different rock porosity.He et al. [5] carried out the cyclic loading tests of sandstone under different stress amplitude conditions and studied the deformation characteristics, the cyclic softening and cyclic hardening characteristics, and energy dissipation characteristics during the cyclic loading process.In addition, the evolution equation of dissipative energy with the number of cycles was also established.Vaneghi et al. [6] conducted uniaxial cyclic compression tests on granodiorite and sandstone specimens to explore the e ects of cyclic loading conditions, loading amplitudes, and stress levels on the fatigue life of hard and soft rocks.Bagde and Petroš [7] studied the fatigue and dynamic energy behavior of rocks under cyclic loading.Jafari et al. [8] and White [9] studied the mechanical behavior and anisotropic damage of rock joints under cyclic loading.Chen et al. [10], Xia et al. [11], Li et al. [12], and Fu et al. [13] studied the acoustic emission characteristics of rocks under cyclic loading and unloading and investigated the deformation evolution of rocks from the perspective of acoustic emission.Song et al. [14] explored the change laws of resistivity in the process of rock failure under constant amplitude cyclic loading and found that the change of resistivity can well characterize the development of microfractures in specimens during the cyclic loading and unloading process.Song et al. [15,16] used digital image correlation (DIC) to obtain the deformation elds and studied the damage evolution process and crack development of rocks under cyclic uniaxial compression.Zhou et al. [17,18] carried out uniaxial cyclic loading tests for sandstone and studied the uniaxial cyclic loading strength, deformation characteristics, elastic mechanical properties, and the mechanical characteristics of rock during the fracture and damage process.Extensive achievements have been made in the above research work, but some issues still remain unsolved.It is generally believed that the nonuniform deformation evolution of rock, or the localization deformation of rock, leads to the ultimate failure of rock [19][20][21][22][23]. Previous researches rarely focus on the relationship between the deformation localization (nonuniform deformation degree) evolution of rock and the number of cycles, and the loading and unloading stress statement during the cyclic process; most of all, less work relates to the displacement evolution around localization bands of rock materials under cyclic loading conditions.
Conducting uniaxial constant amplitude cyclic loading tests on the sandstone samples aims to reveal the relation between the nonuniform deformation laws and the number of cycles and stress condition, as well as the displacement evolution laws around localization bands with cyclic loading e ect based on the digital image correlation method (DICM).

Principle of DICM
DICM also named digital speckle correlation method (DSCM) [24], which was proposed independently by Yamaguchi [25] and Peters and Ranson [26], has been improved by some researchers in recent years.
e basic principle of DICM is that the speckle patterns centered at the measured point are matched in the speckle images before and after deformation, and the di erence of coordinates of these two patterns is considered as the displacement of the measurement point.By repeating this procedure, a displacement eld will be obtained and the strain eld can also be calculated [27][28][29][30][31]. e schematic diagram of correlation match was shown in Figure 1 [32].
In Figure 1, I s and I t are the two speckle images before and after deformation, respectively, in which I s is the source image, representing the starting state, and I t is the target image, representing the state after deformation.If the motion of point P on the I s needs to be tracked, the matching point of point P on the I t needs to be solved.erefore, the characteristic speckle pattern f of point P on the source image was selected rst, and the most matched speckle pattern g on the target image is searched by the method of correlation match.After the search is successful, the point Q corresponding to the speckle pattern g is the position of P after deformation, and the coordinate di erences (u, v) of P and Q indicate the displacement.A correlation function is de ned to represent the matching degree of speckle patterns f and g corresponding to the points P and Q, respectively.For the correlation function (such as equation ( 1)) designed according to certain rules, the extreme point represents the best match [32,33].After completing pixel-level matching, special mathematical methods are used to get the location of matching points of the subpixel level, so as to achieve higher measurement accuracy: where C is the correlation function; p(x, y) is the gray-level value at coordinate (x, y) for the speckle pattern before deformation; p is the average value of p; q(x * , y * ) is the gray-level value at coordinate (x * , y * ) for the speckle pattern after deformation; q is the average value of q.DICM is simple to operate and has the advantages of wide range of applicable test objects, no special requirements for measurement environment, high sensitivity, full eld, and noncontacting [34][35][36][37]; it can accurately measure and calculate the nonuniform deformation of specimens in the uniaxial constant amplitude cyclic loading process even in the noise environment.Advances in Civil Engineering cut from the same sandstone block, according to the standards of International Society for Rock Mechanics (ISRM).e two end faces were polished to ensure the at surfaces.en, arti cial speckle eld was made by spraying paint on the surfaces of the specimens except the two end faces.

Test System and Conditions
e electric-hydraulic servocontrol test machine was used for uniaxial constant amplitude cyclic loading tests, and CCD cameras were chosen to capture the speckle deformation images of the samples.Meanwhile, computers were used to analyze the deformation and control the test condition.
e schematic diagram of the test system is shown in Figure 2, and the physical diagram is shown in Figure 3.In the process of testing, the speckle deformation images of specimen's surfaces were captured by CCD cameras at the image acquisition rate of 2 frames per second.
e resolution of speckle deformation images was set as 1600 pixel × 1200 pixel, and the resolution of the object surface was 0.1 mm/pixel.
At the beginning of the test, the test machine and the CCD cameras started at the same time.e test machine automatically recorded data such as load, time, and displacements.e CCD cameras continuously collected the speckle deformation images on the surface of specimens in the whole cyclic loading process.
Before the cyclic loading tests, the uniaxial compressive strength tests were done on three samples cut from the same sandstone block, taking the equipment storage and calculation complexity into account, the cyclic tests were carried out by load control, and the loading rate was 0.2 kN/s.e load amplitudes were kept constant in each cycle, and the load amplitudes ranged from 0.3 to 0.8 of the uniaxial compressive strength.According to the measured uniaxial compressive strength, the cyclic load amplitude varied from 28 kN to 70 kN or the cyclic loading stress changed from 11.2 MPa to 28 MPa.e loading frequency is about 2.3467 × 10 −3 Hz. e relation curve between load and time in the whole cyclic process, recorded automatically by the computer, is shown in Figure 4.
From Figure 4, there are seventeen complete cyclic loading cycles, at the eighteenth cycle, the failure occurred, and the failure load was 68.2 kN. e nal failure pattern is shown in Figure 5, and the specimen ruptured through one main crack.It can be seen from Figure 5 that the main crack is composed of two straight cracks (crack 1 and crack 2), and the exfoliation phenomenon appeared on the right side of the rock specimen.
Digital image correlation method was used to analyze the evolution laws of nonuniform deformation and displacements around localization bands at the cracks by calculating all the deformation images in the whole cyclic loading process, the samples were proved eventually being destroyed in the tension mode and the exfoliation occurred at the moment of rock failure, and the ow chart of the whole research process is shown in Figure 6.

Evolution Analysis of Deformation.
In the process of cyclic loading, the rock will undergo nonuniform deformation, i.e., the deformation localization of rock.Compared with the uniform deformation eld before rock failure, the main di erences of the localized deformation eld are as follows [38,39]: rst, a few points or areas of the deformation (which are located inside the localization bands) in the deformation eld are much larger than other points or areas (which are located outside the localization bands).
ese points/areas can be called the "numerical characteristics" of deformation localization.Second, a few points/areas of larger deformation are concentrated in a (or a few) connected bands, which can be called the "spatial characteristics" of deformation localization.Considering the two characteristics of localized deformation eld di erent from uniform deformation eld, here a statistical index S w , which can simultaneously describe the "numerical characteristics" and "spatial characteristics" of deformation localization, is introduced to analyze the evolution of nonuniform deformation eld of rock.e formula about the statistical index is expressed as follows [40]: where S is the variance of the deformation eld at a certain time and w s is a weighting factor considering the "spatial characteristics" of deformation localization.e two variables are calculated as follows [40]: where X k is the deformation amount of each point in the deformation eld; X is the average value of X k ; X * is "spatially Advances in Civil Engineering treated" deformation eld and is a convolution of matrix X (data matrix of deformation eld) and matrix B (convolution kernel) whose elements are all 1, and the size is m * m.
From the above formulas, under normal circumstances, the variance S of the localized deformation region (nonuniform deformation eld) will be greater than the variance S of the deformation eld without localized deformation.When the localization bands appear, the evolution curve of the variance S of deformation eld with time (or nominal strain) will mutate, which re ects the abrupt feature of the occurrence of deformation localization (relative to the uniform deformation stage).
erefore, the variance S of deformation eld can describe the "numerical characteristics" of deformation localization.And w s describing the "spatial characteristics" of deformation localization is the variance of the deformation eld after convolution.According to the properties of convolution, the more the spatial concentration degree of deformation eld is, the greater the w s is.erefore, the statistical index S w obtained by multiplying S and w s can take account of the two characteristics of deformation localization (namely, nonuniform deformation), which can describe the nonuniform characteristics of deformation eld.
rough calculating the deformation eld of the specimen in the constant amplitude cyclic loading process, and normalizing the statistical index S w , the contrast curve of the statistical index S w and stress was obtained, as shown in Figure 7.
From Figure 7, in the process of constant amplitude cyclic loading of rock, the statistical index S w of nonuniform deformation uctuates with the loading and unloading stress.It basically shows that the value of S w increases gradually during the loading stage of each cycle and decreases gradually at the unloading stage of each cycle.But careful comparison of the S w curve with the stress curve indicates that, in each cyclic loading and unloading process of rock sample, the value of S w does not vary with the loading stress synchronously, and the nonuniform deformation always lags behind the variation of loading stress.e occurrence of this hysteresis is caused by the accumulative or fatigue damage in the process of cyclic loading of rock sample [41].Rocks are heterogeneous, discontinuous, and anisotropic materials with microstructures such as holes, cracks, and inclusions inside.In the process of loading and unloading, the contact adhesion and stick-slip friction among mineral particles and microstructures in rock cause the nonuniform deformation to lag behind the loading stress.To explore the change laws of the nonuniform deformation of rock with the number of cycles in the constant amplitude cyclic loading process (the cyclic load amplitude varied from 28 kN to 70 kN or the cyclic loading stress changed from 11.2 MPa to 28 MPa), the value of S w when loading and unloading to 15 MPa, 20 MPa, 25 MPa, the peak point of loading stress (PPL), and the bottom point of unloading stress (BPU) during each cycle was selected, and the evolution curves of S w which varied with the number of cycles were drawn under the same stress level, as shown in Figure 8.
Figure 8(a) gives the S w curves that vary with the number of cycles at 15 MPa.With the number of cycles increasing, the value of S w increases too.It shows that, before the 10 th cycle, the value of S w increases slowly with the number of cycles increasing.After the 10 th loading cycle, the value increases rapidly compared with the earlier loading cycles, and the slope of S w curves increases with the number of cycles increasing. is indicates that the evolution rate of nonuniform deformation increases or the accumulative damage evolution rate increases.
e analysis shows that there are two obvious stages in the process of nonuniform deformation evolution, i.e., the slow nonuniform deformation evolution stage and the fast nonuniform deformation evolution stage; following the fast nonuniform deformation evolution, the failure of rock sample occurs.By analyzing the S w curves when loading and unloading to 15 MPa, it can be found that the value of S w at the unloading stage is bigger than that at the loading stage under the same stress level, i.e., due to the accumulative e ect of cyclic loading, when loading and unloading to the same stress in the same cycle, the nonuniform deformation at the unloading stage is bigger than that at the loading stage.is validates that cyclic loading can cause damage accumulation in rock materials.Likewise, Figures 8(b) and 8(c) have the same laws as Figure 8(a).
As to Figure 8(d), because the stress value at the peak point of loading is bigger than that at the bottom point of unloading, the value of S w at the peak point of loading stress is bigger than that at the bottom point of unloading stress before the 15 th loading cycle.After the 15 th loading cycle, the value of S w at the bottom point of unloading stress turns bigger than that at the peak point of loading stress.And when entering the 17 th loading cycle, the value of S w at the peak point of loading stress and the bottom point of Advances in Civil Engineering unloading stress both signi cantly increase.
e speckle images at the peak point of loading stress and the bottom point of unloading stress during the 15 th , 16 th , and 17 th cycle were, respectively, selected to analyze this phenomenon.
e speckle image at the initial time was used as the reference image, and based on the DICM [42], the nephogram of maximum shear strain eld at each corresponding time is shown in Figure 9, in which all nephograms are suitable for the same scale bar, and the characteristic parameters can be calculated by using the digital image correlation method.e length, width, and deformation value of localization band at each corresponding time are listed in Table 1.
As shown in Table 1, from the 15 th cycle to the 17 th cycle, the length, width, and deformation value of localization band at the peak point of loading stress and the bottom point of unloading stress all keep increasing.e value decreases from the peak point of loading stress to the bottom point of unloading stress at the 15 th cycle, and there is still a deformation recovery.However, since the 16 th cycle, the value begins to increase from the peak point of loading stress to the bottom point of unloading stress, and at the 17 th cycle, the length and deformation value increase greatly.
e above analysis of the nephogram of deformation eld indicates that, in the process of constant amplitude cyclic loading, the statistical index S w can well re ect the nonuniform deformation of the specimen.In addition, with the increase of the number of cycles, the nonuniform deformation increases gradually, and the fatigue damage accumulates gradually.When the number of cycles increases to a certain one, the nal nonuniform deformation of rock still increases, no matter at the loading stage or at the unloading stage, and the parameters of localization band still expand.When the damage accumulates to a

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Advances in Civil Engineering certain extent, the nal failure of rock will occur along the localization band.

Evolution Analysis on Displacements around Localization
Bands. e deformation eld evolution in the process of constant amplitude cyclic loading has been analyzed in detail, in which we can see that the nonuniform deformation of rock increases gradually with the number of cycles, and the localization phenomenon is more and more obvious.In the end, the failure occurs along the deformation localization band.To make further research on the relationship between the deformation evolution of rock and stress condition in the cyclic loading process, the laws of displacement evolution around localization band are analyzed as follows.

Analytical Method of Displacement
Evolution.e position of localization band was determined according to the nal failure mode (Figure 5) of the specimen and the deformation eld (Figure 10) before failure.In order to facilitate analysis, the long nonlinear deformation localization band was divided into two linear localization bands, i.e., the localization band A and the localization band B in Figure 10.Advances in Civil Engineering e analytical method of displacement evolution around deformation localization band [43] is shown in Figure 11.
e displacement eld of each deformation image which was processed by the digital image correlation method was taken in the rst step.en, determine the displacement calculation region.Five groups of pixels (the corresponding region with the point p 1 and the point p 2 as the center points in Figure 11) were selected symmetrically on both sides of localization band, and the distance from the chosen pixels to the identi cation line of deformation localization band is a, whose value is 3 mm.After that, the horizontal displacement u and vertical displacement v were decomposed, respectively, along the orientation parallel and vertical to the deformation localization band.Finally, the di erences of the corresponding displacement components between symmetric points were solved as the dislocation displacement (the relative displacement of both sides of the localization band along the direction parallel to the localization band) and tension displacement (the relative displacement of both sides of the localization band along the direction vertical to the localization band) around the deformation localization band, in which the dislocation displacement in a clockwise direction along the deformation localization band and the tension displacement vertical to the localization band were considered positive.

Analysis of Displacement Evolution around Localization Bands.
e displacement eld of the specimen in the cyclic process was processed through the above analytical method, and the displacement evolution curves of localization band A and localization band B were obtained, as shown in Figure 12.
As shown in Figures 12(a)-12(d), the curves of displacements around localization band A and localization band B uctuate with cyclic loading stress condition during constant amplitude cyclic loading.Basically, at the loading stage, the displacements produce dislocation along the clockwise direction of deformation localization bands and tension vertical to the localization bands; at the unloading stage, the displacements cause dislocation along the counterclockwise direction of deformation localization bands and extrusion vertical to the localization bands.But comparison of the displacement evolution curves with the stress condition nds that the dislocation displacements and the tension displacements around localization bands in each cycle have hysteresis with stress change, no matter at the loading stage or at unloading stage, and continue to evolve towards the original directions when passing the peak point of loading stress or the bottom point of unloading stress.e reasons for hysteresis are the same as the ones for the hysteresis of nonuniform deformation, so no repetition of the explanation occurs here.
To explore the displacement evolution laws around deformation localization bands in relation to the increase of the number of cycles in the constant amplitude cyclic process, the dislocation displacements and the tension displacements at the peak point of loading stress and the bottom point of unloading stress were chosen to draw the displacement evolution curves with the number of cycles, as shown in Figure 13.
Figure 13 indicates that, in the process of constant amplitude cyclic loading, the dislocation displacements and tension displacements around localization A and localization B at the peak point of loading stress and the bottom point of unloading stress increase with the increase of the number of cycles in general, indicating displacements are evolving step by step.It suggests that, before the 10 th cycle, the value of displacements increases slowly.After the 10 th loading cycle, the value of displacements increases dramatically compared with the earlier loading cycle, and the slope of displacement curves overall increases with the number of cycles increasing.
e displacements have the same evolution laws as that for the nonuniform deformation of rock.And in the cyclic loading process, two stages about displacement evolution exist: slow and fast evolution stage.
So far, in the process of uniaxial constant amplitude cyclic loading of rock, it is rarely seen to choose a scienti c index that can re ect the main characteristics of nonuniform deformation eld of rock specimens to analyze the evolution of nonuniform deformation and explore the

Advances in Civil Engineering
displacement evolution of deformation localization bands based on DICM.e research results are of positive significance for understanding the deformation and failure of rocks during the cyclic process, but there are some insufficiencies.In the latter study, it is necessary to carry out a large number of tests for different types of rocks under different loading methods and different loading rates, as well as combining the method of CT scanning and scanning electron microscopy, to explore the relationships between the nonuniform deformation of rock and the microstructure within the rock, as well as the relationships between the nonuniform deformation of rock and the failure mode of rock.

Conclusions
Uniaxial constant amplitude cyclic loading tests of sandstones were carried out, and the deformation images of specimen surfaces during the tests were captured by CCD cameras.Based on the digital image correlation method, the nonuniform deformation and displacement evolution were analyzed, and the following conclusions can be drawn.
By introducing the statistical index, the nonuniform deformation degree was quantified, the nonuniform deformation of rock gradually increases with the cyclic loading number increasing and fluctuates with the loading stress condition on the whole; compared with the time of stress change, nonuniform deformation experiences hysteresis, no matter at the loading stage or at unloading stage.In general, the nonuniform deformation has two evolution stages with the number of cycles, i.e., slow and fast nonuniform deformation evolution stage.
At the loading stage or unloading stage of the entire cyclic process, the nonuniform deformation of rock increases with the number of cycles increasing under the same stress condition.In each loading cycle, the nonuniform deformation at the unloading stage is bigger than that at the loading stage under the same stress condition.is is caused by the effect of cyclic loading, and cyclic loading can cause damage accumulation in rock materials.
As to the displacement evolution laws around localization bands, the curves of displacements fluctuate with loading stress condition during the cyclic process.Basically, in the loading and unloading stages, the displacements produce dislocation along the opposite direction parallel to the deformation localization bands and cause tension or extrusion along the opposite direction vertical to the deformation localization bands.e dislocation displacements and the tension displacements lag behind the loading and unloading stress, having the same hysteresis laws as nonuniform deformation.Overall, the values of the dislocation displacements and the tension displacements around localization bands increase with the increase of the number of cycles, and there exist slow displacement evolution stage and fast displacement evolution stage, just as the evolution stages of nonuniform deformation.Advances in Civil Engineering

e
tested rock specimens are sandstones.Specimens are hexahedrons with a size of 50 mm * 50 mm * 100 mm and

Figure 2 :
Figure 2: Schematic diagram of test system.

Figure 3 :
Figure 3: Physical diagram of test system.

Figure 4 :
Figure 4: Curve of load and time.

Figure 8 :
Figure 8: Evolution curves of S w under the same stress: (a) loading or unloading to 15 MPa; (b) loading or unloading to 20 MPa; (c) loading or unloading to 25 MPa; (d) PPL or BPU.

Figure 9 :
Figure 9: Nephogram of deformation eld: (a) PPL at the 15 th cycle; (b) BPU at the 15 th cycle; (c) PPL at the 16 th cycle; (d) BPU at the 16 th cycle; (e) PPL at the 17 th cycle; (f ) BPU at the 17 th cycle.

Figure 13 :
Figure 13: Displacement evolution curves at the peak point of loading stress and the bottom point of unloading stress: (a) dislocation displacement of localization band A; (b) tension displacement of localization band A; (c) dislocation displacement of localization band B; (d) tension displacement of localization band B.

Table 1 :
Characteristic parameters of localization band at each corresponding time.