J. Cent. South Univ. (2021) 28: 2052-2066

DOI: https://doi.org/10.1007/s11771-021-4752-4

Effects of different pull-out loading rates on mechanical behaviors and acoustic emission responses of fully grouted bolts

DU Yun-lou(杜云楼)^{1, 2, 4}, FENG Guo-rui(冯国瑞)^{1, 2}, KANG Hong-pu(康红普)³,ZHANG Yu-jiang(张玉江)^{1, 2}, ZHANG Xi-hong(张僖洪)⁴

1. School of Mining Engineering, Taiyuan University of Technology, Taiyuan 030024, China;

2. Research Center of Green Mining Engineering Technology in Shanxi Province, Taiyuan 030024, China;

3. Mining and Designing Branch, China Coal Research Institute, Beijing 100013, China;

4. Centre for Infrastructural Monitoring and Protection, School of Civil and Mechanical Engineering,Curtin University, Bentley WA 6102, Australia

Central South University Press and Springer-Verlag GmbH Germany, part of Springer Nature 2021

Abstract: Due to the influence of mining disturbance stress, it is of great significance to better understand the bearing characteristics of fully grouted bolts under different pull-out loading rates. For this purpose, a series of laboratory pull-out tests were conducted to comprehensively investigate the effects of different pull-out loading rates on the mechanical performance and failure characteristics of fully grouted bolts. The results show that the mechanical performance of the anchored specimen presents obvious loading rate dependence and shear enhancement characteristics. With the increase of the pull-out loading rates, the maximum pull-out load increases, the displacement and time corresponding to the maximum pull-out load decrease. The accumulated acoustic emission (AE) counts, AE energy and AE events all decrease with the increase of the pull-out loading rates. The AE peak frequency has obvious divisional distribution characteristics and the amplitude is mainly distributed between 50–80 dB. With the increase of the pull-out loading rates, the local strain of the anchoring interface increases and the failure of the anchoring interface transfers to the interior of the resin grout. The accumulated AE counts are used to evaluate the damage parameter of the anchoring interface during the whole pull-out process. The analytical results are in good agreement with the experimental results. The research results may provide guidance for the support design and performance monitoring of fully grouted bolts.

Key words: fully grouted bolts; pull-out test; loading rate; mechanical behavior; AE response; failure characteristic

Cite this article as: DU Yun-lou, FENG Guo-rui, KANG Hong-pu, ZHANG Yu-jiang, ZHANG Xi-hong. Effects of different pull-out loading rates on mechanical behaviors and acoustic emission responses of fully grouted bolts [J]. Journal of Central South University, 2021, 28(7): 2052-2066. DOI: https://doi.org/10.1007/s11771-021-4752-4.

1 Introduction

The reinforcement of the roadway surrounding rock is conducive to ensuring the safe mining of coal resources [1-3]. At present, bolt support has become a commonly used reinforcement technique for roadway surrounding rock due to its economic cost, simple installation and good effect. There are three main types of bolt support: end grouted bolts, extended grouted bolts and fully grouted bolts [4]. With the complexity of mining geological conditions, fully grouted bolts have been widely used to reinforce the roadway surrounding rock [5-7]. In order to better realize the support design and performance monitoring of fully grouted bolts, many studies have been conducted to investigate the pull-out capacity and load transfer mechanism of fully grouted bolts, such as theoretical and numerical analysis, laboratory exploration and field verification [8-15]. These studies help us to better understand the fully grouted bolts support technique and promote the development of fully grouted bolts support technique.

In engineering field, due to the influence of mining activities, fully grouted bolts are affected by different stress disturbances [16-18], one of which is different stress loading rates. Many previous studies have focused on the mechanical behavior of rocks under different loading rates [19-21]. LU et al [22] investigated the effects of loading rates on the mechanical properties of coal samples under triaxial compression. YIN et al [23] studied the mechanical behavior of the roof-coal pillar structure under different loading rates and found that the loading rate would affect the mechanical parameters and failure characteristics of coal and rock mass. CHEN et al [24] studied the effect of different loading rates on the Kaiser effect of rock failure. LI et al [25] studied the effect of loading rate on the evolution characteristics of sandstone damage and the results showed that the increase of loading rate would increase the maximum elastic energy before rock failure. ZHANG et al [26] and ZHAO et al [27] studied the effect of loading rate on the morphological characteristics of rock failure fracture surface. MENG et al [28] and MA et al [29] studied the effect of loading rate on the mechanical properties and failure characteristics of rock and found that an increase in loading rate would increase the rock failure degree. CAO et al [30] systematically analyzed the effect of loading rate on the mechanical properties, acoustic emission response and failure characteristics of rock under uniaxial compression.

Through the previous retrospect, the loading rate has a great influence on the mechanical properties and failure characteristics of the rock. However, only limited studies have been conducted on the effect of loading rate on the mechanical properties and failure characteristics of fully grouted bolts. ZHAO et al [31] and CHEN et al [32] found that the pull-out loading rate affected the mechanical performance of the anchoring system. Therefore, it is of great significance to study the effect of loading rate on the mechanical performance and failure characteristics of fully grouted bolts.

Acoustic emission (AE), as a non-destructive testing technique, can effectively evaluate the failure characteristics by capturing acoustic signals. Acoustic emission technique has been widely used to study the structural failure characteristics [33]. SALIBA et al [34] used acoustic emission to study the damage and cracking of reinforced concrete and evaluate its durability. FENG et al [35] used acoustic emission to study the effect of cyclic loading on the failure characteristics of anchoring system. DI et al [36] used acoustic emission to study the failure characteristics of the anchoring interface under different types of bolts. AN et al [37] analyzed the characteristic parameters of acoustic emission during the pull-out process and used the AE parameters to evaluate the damage of the anchoring system. These research results show that the AE characteristics are consistent with the mechanical behavior of the anchoring system during the whole pull-out process and the failure characteristics of the anchoring system can be better evaluated.

A better understanding of the mechanical performance and failure characteristics of fully grouted bolts under different pull-out loading rates is helpful for the support design and performance monitoring. There were few studies on the mechanical performance and failure characteristics of fully grouted bolts under different loading rates. In this paper, the pull-out tests under different pull-out loading rates were conducted to investigate the effects of pull-out loading rates on the mechanical performance and failure characteristics of fully grouted bolts. Meanwhile, the acoustic emission monitoring system and the strain testing system were used to record the response information of the whole pull-out process. The research purpose is to further understand the mechanical performance and failure characteristics of fully grouted bolts and provide scientific guidance for the support design and performance monitoring.

2 Experimental procedure

In order to study the effects of pull-out loading rates on the mechanical performance and failure characteristics of fully grouted bolts, the pull-out tests of short-encapsulated bolt specimens were conducted.

2.1 Specimen preparation

The commonly used threaded steel bolt in coal mines was selected. The bolt length was 200 mm, the bolt diameter was 20 mm and the bolt yield strength is not less than 500 MPa. The bolt rib height was 1.22 mm and the bolt rib spacing was 11.05 mm. The resin grout was a slow resin grout composed of resin and curing agent. The uniaxial compressive strength and shear strength of the slow resin grout were 60 and 35 MPa, respectively. The initial setting time of the slow resin grout at room temperature was 3-5 min. The galvanized steel pipe was used to simulate the surrounding rock. This method has been widely accepted and used in laboratory anchoring experiments [38-39]. The thickness of the galvanized steel pipe was 4 mm, the inner and outer diameters of the galvanized steel pipe were 30 and 38 mm, respectively. The length of the galvanized steel pipe was 100 mm.

The preparation of the experimental specimen was divided into the steps that follow: 1) The slow resin grout was prepared according to a fixed ratio and stirred evenly with an electric drill; 2) The galvanized steel pipe and the bolt were assembled on the plexiglass plate with positioning hole, and the slow resin grout was injected into the galvanized steel pipe; 3) The preparation of the anchored specimen was finished and the specimen was maintained at room temperature for 3 d. It should be pointed out that the outer wall of the galvanized steel pipe was beaten continuously to make the slow resin grout fill the whole galvanized steel pipe during the injection process. Figure 1 shows the dimensions of the experimental specimen and the experimental system.

2.2 Experimental system

The experimental system mainly consisted of three parts. The electro-hydraulic AWA-1000 testing machine manufactured by Jinli Testing Technology Co., Ltd. (Jilin, China) was applied to conduct the pull-out experiment. The CM-2B strain testing instrument manufactured by Xinheng Electronic Technology Co., Ltd. (Qinhuangdao, China) was used to record the strain data. The DS2-8B full information acoustic emission instrument manufactured by Beijing Softland Times Scientific & Technology Co. Ltd. (Beijing, China) was used to collect the acoustic signals produced during the pull-out experiment. In the following, the experimental system is described in detail. During the pull-out experiment, the pull-out testing system, the AE monitoring system and the strain testing system maintained the same data acquisition frequency.

1) Pull-out testing system

The pull-out testing system is composed of a WAW-1000 electro-hydraulic servo testing machine and an auxiliary device. The WAW-1000 electro-hydraulic servo testing machine includes a control system, a loading system and an automatic data acquisition system. The auxiliary device is made of high strength steel plate with a thickness of 20 mm, which was to facilitate the anchored specimen installation. In this study, the displacement loading mode was adopted and the pull-out loading rates were 1, 3, 5, 7 and 9 mm/min, respectively.

2) AE monitoring system

According to the method for laboratory AE monitoring suggested by the International Society for Rock Mechanics and Rock Engineering [40],four acoustic emission sensors with a diameter of 18 mm were arranged on the surface of the anchored specimen. The linking line of sensor 1 and sensor 2 was mutually vertical to that of sensor 3 and sensor 4. The sensors were arranged on the surface of the anchored specimen by magnetic bases. Silicon grease was used as the coupling agent between the AE sensors and the anchored specimen to enhance the connections and to improve the signal transmission. Before the experiment, a pencil lead break testing was performed to ensure that the sensors had high accuracy. The data acquisition frequency was 2.5 MHz. The amplitude threshold was set to 40 dB to shield the noise signals. The layout of the AE sensors is shown in Figure 2.

Figure 1 Dimensions of experimental specimen (a) and experimental system (b)

Figure 2 Layout of acoustic emission sensors

3) Strain testing system

The strain testing system was composed of a CM-2B strain testing apparatus and a strain gauge. Before the experiment, the multimeter was used to check the sensitivity of the strain gauge. The strain gauge was placed in the middle of the anchored specimen surface with cyanoacrylate.

3 Experimental results

In this section, the effects of pull-out loading rates on the mechanical performance and AE responses of fully grouted bolts are analyzed in detail.

3.1 Effects on mechanical performance

The black curves in Figure 3 shows the pull-out load-time characteristics with different pull-out loading rates. The main effects of pull-out loading rates on the mechanical performance are as follows:

1) The general trend of the pull-out load-time curve is basically similar. It can be divided into four stages [41]: I) Chemical debonding stage; II) Micro-cracks development stage; III) Shear slip stage; IV) Friction slip stage. In the chemical debonding stage, the pull-out load increases slowly and non-linearly. The bearing capacity of the anchored specimen mainly depends on the chemical bonding effect between the bolt and the resin grout. In the micro-cracks development stage, the pull-out load increases approximately linearly and gradually reaches the maximum pull-out load. The micro-cracks gradually appear and develop at the anchoring interface. In the shear slip stage, the pull-out load decreases non-linearly. Shear failure occurs at the anchoring interface and the mechanical interlocking effect of the anchoring interface gradually disappears. In the friction slip stage, the pull-out load decreases steadily and the bearing capacity of the anchored specimen mainly depends on the friction effect of the anchoring interface. With the increase of the pull-out loading rates, the slope of the pull-out load-time curve before the maximum pull-out load increases. When enough micro-cracks are formed at the anchoring interface, the anchoring interface fails and the pull-out load decreases rapidly.

2) With the increase of the pull-out loading rates, the maximum pull-out load increases and the time required to reach the maximum pull-out load also decreases, as shown in Figure 4(a). The increase in the pull-out loading rates results in insufficient time for the anchoring interface to release the accumulated energy and accelerates the failure of the anchoring interface. The durability of the anchored specimen is also greatly reduced.

3) With the increase of the pull-out loading rates, the displacement of the maximum pull-out load decreases and the shear stiffness of the anchoring interface increases, as shown in Figure 4(b). The mechanical behavior of the anchoring interface presents obvious loading rate dependence and shear enhancement characteristics.

4) During the whole pull-out process, the local strain of the anchoring interface tends to increase first and then decrease, as shown in Figure 5. With the increase of the pull-out loading rates, the local strain of the anchoring interface increases significantly. The dilatancy effect of the anchoring interface is more obvious due to the increase of the pull-out loading rates.

Figure 3 Relationship between pull-out load, AE counts, AE energy and accumulated AE energy and loading time:

Figure 4 Relationship between mechanical parameters and pull-out loading rates:

Figure 5 Relationship between local strain of anchoring interface and pull-out loading rates

3.2 Effects on acoustic emission responses

During the whole pull-out process, a real-time AE monitoring was conducted to investigate the failure characteristics of fully grouted bolts under different pull-out loading rates. The AE counts, AE energy, AE frequency and AE events were analyzed in detail. The specific AE parameters characteristics are shown in Figure 3. In Figure 3, the red curves represents the AE counts characteristics, the blue and green curves in Figure 3 represent the AE energy and accumulated AE energy characteristics.

3.2.1 AE counts at different pull-out loading rates

AE counts reflect the active degree of acoustic emission during the pull-out process [42]. It can be seen from Figure 3 that the pull-out loading rates have great influence on the acoustic emission responses of the fully grouted bolts. In the chemical debonding stage, the AE counts are relatively small. The AE activity is in a relatively quiet period. However, the rapid chemical debonding of the anchoring interface due to the increase of the pull-out loading rates can cause fluctuations of the AE counts. During the micro-cracks development stage, the AE counts become active due to the development of micro-cracks at the anchoring interface. It is interesting that the AE counts increase significantly near the beginning and ending positions of the micro-cracks development stage, which may provide guidance for the performance monitoring of fully grouted bolts. In the shear slip stage, the AE counts decrease because the micro-cracks at the anchoring interface have fully developed. However, due to the shear failure of the anchoring interface, the AE counts fluctuate significantly. It should be noted that with the increase of the pull-out loading rates, the active degree of the AE counts during the micro-cracks development stage decreases, while the active degree of the AE counts during the shear slip stage increases. This is because the increase in the pull-out loading rates results in insufficient time for the anchoring interface to release the accumulated energy during the pull-out process, which weakens the development of micro-cracks at the anchoring interface. In the friction slip stage, the AE counts is in a low state due to the friction of the anchoring interface.

Figure 6 shows the relationship between the accumulated AE counts, average AE counts and the pull-out loading rates. With the increase of the pull-out loading rates, the accumulated AE counts decrease and the average AE counts increase. This indicates that the increase of the pull-out loading rates can reduce the AE responses of the anchoring interface, but can accelerate the failure process of the anchoring interface [43]. When the pull-out loading rate is small, the energy accumulated in the anchoring interface during the bearing process has enough time to release and the micro-cracks of the anchoring interface can fully develop; when the pull-out loading rate is large, the energy accumulated in the anchoring interface during the bearing process can not be released in time and the micro-cracks of the anchoring interface also can not be fully developed. Moreover, the average AE counts reflect the severity of the failure process of the anchoring interface [37]. The increase of the pull-out loading rates can significantly reduce the durability of the fully grouted bolts and the failure process of the anchoring interface becomes severe. Therefore, with the increase of the pull-out loading rates, the accumulated AE counts decrease and the average AE counts increase.

Figure 6 Relationship between AE counts parameters and pull-out loading rates:

3.2.2 AE energy at different pull-out loading rates

AE energy reflects the intensity of acoustic emission activity and can be used to evaluate the ability of structures to resist failure [44, 45]. It can be seen from Figure 3 that the evolution law of AE energy is basically similar to that of AE counts. In the chemical debonding stage, the AE energy is small. The accumulated AE energy increases slowly. In the micro-cracks development stage, the AE energy increases and the accumulated AE energy shows a non-linear and rapid growth trend. In the shear slip stage, the AE energy gradually decreases. The accumulated AE energy continues to increase, but the growth rate gradually decreases. In the friction slip stage, the AE energy is at a low level and the accumulated AE energy increases steadily. Figure 7 shows the relationship between the accumulated AE energy and the pull-out loading rates. With the increase of the pull-out loading rates, the accumulated AE energy decreases. Moreover, the accumulated AE energy before the maximum pull-out load gradually decreases with the increase of the pull-out loading rates, while the accumulated AE energy after the maximum pull-out load is basically unchanged.

In order to evaluate the effect of the pull-out loading rates on the ability of fully grouted bolts to resist failure, a resistance failure factor was introduced, η=E_m/E_t, where E_m represents the accumulated AE energy before the maximum pull-out load and E_t represents the total accumulated AE energy. According to the experimental results,when the pull-out loading rate is 1 mm/min, the resistance failure factor is 0.60; when the pull-out loading rate is 3 mm/min, the resistance failure factor is 0.52; when the pull-out loading rate is 5 mm/min, the resistance failure factor is 0.44; when the pull-out loading rate was 7 mm/min, the resistance failure factor is 0.39; when the pull-out loading rate was 9 mm/min, the resistance failure factor is 0.30. The resistance failure factor decreases significantly with the increase of the pull-out loading rates. This indicates that increasing the pull-out loading rates reduces the ability of fully grouted bolts to resist failure.

Figure 7 Relationship between accumulated AE energy and pull-out loading rates (a) and between accumulated AE energy before and after maximum pull-out load and pull-out loading rates (b)

3.2.3 AE frequency at different pull-out loading rates

Figure 8 shows the AE peak frequency and amplitude characteristics at different pull-out loading rates. During the whole pull-out process, the AE peak frequency has obvious divisional distribution characteristics, which are mainly distributed between 0–200 kHz and 250–325 kHz. The amplitude is mainly distributed between 50–80 dB. Generally, the AE peak frequency increases near the peak shear strength of the rock specimen [46]. Therefore, the higher AE peak frequency mainly appears near the maximum　 pull-out load, while the lower AE peak frequency mainly appears before and after the maximum pull-out load. With the increase of the pull-out loading rates, the fraction of AE peak frequency in the range of 0-100 kHz gradually decreases, the fraction of AE peak frequency in the range of 100-200 kHz and 200-300 kHz gradually increases and the fraction of AE peak frequency greater than 300 kHz is basically unchanged. With the increase of the pull-out loading rates, the micro-cracks of the anchoring interface can not fully develop, which may affect the distribution characteristics of the AE peak frequency.

Figure 8 Relationship between AE peak frequency and pull-out loading rates at 1 mm/min (a), 3 mm/min (b), 5 mm/min (c), 7 mm/min (d), 9 mm/min (e) and AE peak frequency distribution (f)

3.2.4 AE events at different pull-out loading rates

The AE events reflect the development characteristics of micro-cracks at the anchoring interface during the pull-out process. The three-dimensional (3D) distribution of AE events was investigated in detail, as shown in Figure 9. The color of the sphere represents the occurrence time of the AE event and the size of the sphere represents the energy of the AE event. The distribution of AE events has obvious spatiotemporal characteristics. Under the pull-out load, the micro-cracks of the anchorage interface first appear near the loading end and then gradually expands to the free end. With the increase of the pull-out loading rates, the accumulated AE events decrease. It shows that the increase of pull-out loading rates leads to insufficient development of micro-cracks at the anchoring interface and the proportion of high energy AE events tends to increase.

4 Discussion

4.1 Bearing mechanism at different pull-out loading rates

During the pull-out process, the mechanical behavior of the anchoring interface can be considered to satisfy the Mohr-Coulomb strength criterion [47], as shown in Figure 10. Therefore, the maximum shear stress τ_m of the anchoring interface under the pull-out load can be expressed as:

                     (1)

where C represents the cohesion of the anchoring interface; represents the initial normal stress of the anchoring interface;represents the maximum additional normal stress of the anchoring interface and φ represents the friction angle of the anchoring interface. According to the principle of equivalent stiffness, the additional normal stress during the pull-out process can be expressed as:

                                (2)

where K represents the normal confining stiffness of the anchoring body; ε represents the local strain of the anchoring interface. Based on the experimental results, the maximum shear stress τ_m of the anchoring interface can be acquired [48]:

                               (3)

where P_m represents the maximum pull-out load; d_b represents the bolt diameter; l represents the bonding length. Combining Eqs. (1)-(3), the maximum pull-out load can be expressed as:

               (4)

When other parameters are constant, the local strain of the anchoring interface directly determines the maximum pull-out load. With the increase of the pull-out loading rates, the local strain of the anchoring interface increases, so the maximum pull-out load of the fully grouted bolts also increases. However, the increase in the pull-out loading rates accelerates the failure of the anchoring interface. The increase of the additional normal stress at the anchoring interface also causes the resin grout and the rock to bear higher compressive stress. Figure 11 shows the failure characteristics of the anchoring interface under different pull-out loading rates. It shows that with the increase of the pull-out loading rates, the failure of the anchoring interface gradually changes from the interval shear failure to the overall shear failure and the failure of the anchoring interface transfers to the interior of the resin grout. This may provide guidance for the bolt support in the high-stress soft rock roadways.

Figure 9 Relationship between AE events and pull-out loading rates:

Figure 10 Mohr-Coulomb strength criterion

4.2 Damage characteristics at different pull-out loading rates

Generally, it is necessary to evaluate the damage degree of fully grouted bolts in the engineering field. The AE monitoring can reflect the mechanical responses of the anchoring interface in real time during the pull-out process. Therefore, the AE parameters, especially the AE counts, can be used to evaluate the damage evolution characteristics of fully grouted bolts [49]. In this paper, the damage parameter was introduced to characterize the failure characteristics of the fully grouted bolts during the bearing process. Based on the accumulated AE counts, the damage parameter can be expressed as:

Figure 11 Failure characteristics of anchoring interface under different pull-out loading rates:

                               (5)

where N_s represents the accumulated AE counts when the pull-out displacement is at a certain value; N_t represents the total accumulated AE counts when the anchored specimen completely fails. Through analyzing the experimental results, the relationship between the accumulated AE counts N and the pull-out displacement s can be well expressed by the Boltzmann function [50]:

                  (6)

where A₁, A₂, B and C are constant that can be determined by experiments. Combining Eqs. (5) and (6), for a specific anchored specimen, the total accumulated AE counts when the anchored specimen completely fails can be considered as a constant. Therefore, the damage parameter D of the anchored specimen at any pull-out displacement s can be acquired:

                   (7)

Equation (7) shows the relationship between the damage parameter and the pull-out displacement, where M₁ and M₂ are constant that can be determined by experiments. Figure 12 shows the comparison between the analytical results and the experimental results under different pull-out loading rates. It can be seen from Figure 12 that the damage characteristics of fully grouted bolts can be roughly divided into three stages: I) Fast damage stage. The damage parameter increases rapidly with the increase of the pull-out displacement; II) Stable damage stage. The damage parameter increases steadily with the increase of the pull-out displacement; and III) Slow damage stage. The damage parameter increases slowly with the increase of the pull-out displacement. The analytical results of the damage parameter are in good agreement with the experimental results. This may provide guidance for the performance monitoring of fully grouted bolts.

5 Conclusions

This study aims to investigate the effects of different pull-out loading rates on the mechanical behaviors and failure characteristics of fully grouted bolts. A series of laboratory pull-out tests were conducted, and the mechanical performance, AE responses and failure characteristics were thoroughly analyzed. The main conclusions are as follows:

1) The mechanical behavior of the anchoring interface presents obvious loading rate dependence and shear enhancement characteristics. With the increase of the pull-out loading rates, the maximum pull-out load increases and the corresponding displacement and time both decrease.

2) The AE response is significantly affected by the pull-out loading rates. With the increase of the pull-out loading rates, the accumulated AE counts, accumulated AE energy and accumulated AE events both decrease. Increasing the pull-out loading rates will reduce the ability of the anchoring interface to resist failure and accelerate the failure of the anchoring interface. The AE peak frequency is mainly distributed between 0–200 kHz and 250–325 kHz and the amplitude is mainly distributed between 50–80 dB.

3) With the increase of the pull-out loading rates, the local strain of the anchoring interface increases. The failure of the anchoring interface gradually changes from the interval shear failure to the overall shear failure and the failure of the anchoring interface transfers to the interior of the resin grout.

4) The accumulated AE counts are used to evaluate the damage parameter of the anchoring interface during the pull-out process. The analytical results are in good agreement with the experimental results. The damage evolution characteristics of the anchoring interface can be divided into three stages: fast damage stage, stable damage stage and slow damage stage.

5) The research results may provide guidance for the support design and performance monitoring of fully grouted bolts in coal mine roadways.

Contributors

DU Yun-lou conducted the experiments and wrote the first draft of the manuscript. FENG Guo-rui and KANG Hong-pu provided the concept and edited the draft of manuscript. ZHANG Yu-jiang and ZHANG Xi-hong edited the draft of manuscript.

Conflict of interest

DU Yun-lou, FENG Guo-rui, KANG Hong-pu, ZHANG Yu-jiang and ZHANG Xi-hong declare that they have no conflict of interest.

Figure 12 Comparison of analytical results and experimental results:

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(Edited by FANG Jing-hua)

中文导读

不同拉拔加载速率对全长锚固锚杆力学行为和声发射响应的影响

摘要：考虑到采矿扰动应力的影响，更好地理解不同拉拔加载速率下全长锚固锚杆的承载特性具有重要意义。本文采用一系列的实验室拉拔试验研究了不同拉拔加载速率对全长锚固锚杆力学性能和失效特性的影响。结果表明，锚固试件的力学性能表现出明显的加载速率依赖性和剪切增强特性。随着拉拔加载速率的增加，锚固试件的峰值拉拔载荷增大，而峰值拉拔载荷对应的位移和时间却减小，锚固试件的耐久性显著降低。同时，累积的声发射振铃计数、能量和事件数均随着拉拔加载速率的增加而减小。声发射事件的峰值频率呈现出明显的分区集中分布特征，振幅主要分布在50~80 dB的范围内。随着拉拔加载速率的增加，锚固界面的局部应变增大，且锚固界面的失效逐渐由局部剪切失效向整体剪切失效过渡。累积声发射振铃计数可用于评估拉拔过程中锚固界面的损伤特征，且分析结果与实验结果具有较好地一致性。该研究结果可为全长锚固锚杆的支护设计和性能监测提供参考。

关键词：全长锚固锚杆；拉拔试验；加载速率；力学行为；声发射响应；失效特性

Foundation item: Projects(51925402, U1710258, 52004172) supported by the National Natural Science Foundation of China; Project(20201102004) supported by the Science and Technology Department of Shanxi Province, China

Received date: 2020-04-22; Accepted date: 2020-10-20

Corresponding author: FENG Guo-rui, PhD, Professor; Tel: +86-351-6010177; E-mail: fguorui@163.com; ORCID: https://orcid.org/ 0000-0001-5359-8294