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Автор: Grafiati

Опубліковано: 10 грудня 2022

Оновлено: 28 січня 2023

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1

Nguyen, Quang Phich, Van Manh Nguyen, and Van Cong Nguyen. "Design of fully grouted rock bolts – a reinforcement concept: analytical and numerical calculation." Izvestiya vysshikh uchebnykh zavedenii. Gornyi zhurnal 1 (February 15, 2022): 7–22. http://dx.doi.org/10.21440/0536-1028-2022-1-7-22.

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Анотація:

Introduction. Among the common support systems in tunnelling and mining, rock bolts have been widely used to reinforce rock mass and also to reduce geological hazards. Furthermore rock bolts can be applied under varying different geological conditions with cost-effectiveness. Although different methods are developed for grouted rock bolts design until now, the interaction mechanism of the rock bolts and rock mass is still very complicated issue. Methods of research. The paper addresses a simple analytical model and numerical simulation for the analysis and design of fully grouted rock bolts based on the reinforcement principle. According to this concept the jointed rock mass reinforced by grouted rock bolts is considered as composite material which includes rock mass, the grout material and the bolt shank. The mechanical properties of this composite material depend on the ratio of the components. The closed-form solution was developed based on the assumption that the rock mass around a circular tunnel remained elastic after installing fully grouted rock bolts. Results. The main parameters of the rock-bolt system (the diameter and length of bolt shank, the space between the bolts) are then easily estimated from the obtained solution. For noncircular tunnel, the numerical simulation is performed to show how the design of rock bolts could be done by using numerical methods.

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2

Kim, Haneol, Hafeezur Rehman, Wahid Ali, Abdul Muntaqim Naji, Jung-joo Kim, Jonguk Kim, and Hankyu Yoo. "Classification of Factors Affecting the Performance of Fully Grouted Rock Bolts with Empirical Classification Systems." Applied Sciences 9, no. 22 (November 8, 2019): 4781. http://dx.doi.org/10.3390/app9224781.

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Анотація:

Empirical classification systems do not provide details of the factors that affect the performance of fully grouted rock bolts, as they are based on average values. Fully grouted rock-bolt patterns during tunnel-support design are a part of the composite support, and they are functions of rock-mass quality and tunnel span. Various fully grouted rock bolts are used in situ in different environments, along with other tunnel-support materials in static and dynamic environments during tunnel construction. The rock-bolt performances are evaluated through pull-out tests that follow ASTM standards. Several field pull-out tests were conducted on cement and resin grouted rock bolts. Under groundwater flow conditions, inflated steel tube rock bolts were tested and the results were compared with fully grouted rock bolts. Based on field experiments and previous studies, the factors that affect rock bolt performances are divided into five groups with respective sub-factors. Natural parameters cannot be controlled to ensure safety, economy, and stability in tunnels. The controllable factors, too, can be varied only within a practical range. In conclusion, the factors investigated here should be considered with the empirical support pattern of rock-mass classification systems for safe and economical design.

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3

Wang, Jun, Derek B. Apel, Huawei Xu, Chong Wei, and Krzysztof Skrzypkowski. "Evaluation of the Effects of Yielding Rockbolts on Controlling Self-Initiated Strainbursts: A Numerical Study." Energies 15, no. 7 (April 1, 2022): 2574. http://dx.doi.org/10.3390/en15072574.

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In this paper, a 2D distinct element method (DEM) model of a deep tunnel in an underground coal mine is built to thoroughly evaluate the effects of yielding (D-bolt and Roofex) and the traditional rockbolt (fully resin-grouted rebar) on controlling self-initiated strainbursts. The occurrence of self-initiated strainbursts is judged based on the stiffness difference between the loading system and rock masses for the first time. The results suggest that the total deformations of the tunnel supported with Roofex and resin-grouted rebar are 1.53 and 2.09 times that of D-bolts (1411 mm). The average velocities of detached rock blocks in the tunnel supported with Roofex and resin-grouted rebar are 3.22 and 3.97 m/s, respectively, which are much higher than that of D-bolts (0.34 m/s). 13 resin-grouted rebar bolts are broken during the strainburst, while D-bolts and Roofex survive. Compared with Roofex (295.16 kJ) and resin-grouted rebar (125.19 kJ), the D-bolt can reduce the most kinetic energy (469.30 kJ). D-bolt and resin-grouted rebar can maintain high axial force levels (214.87 and 151.05 kN) during strainbursts. Both Roofex and resin-grouted rebar fail to control strainbursts. The bolt number significantly influences the control effects of yielding rockbolts on strainbursts. 9 and 12 D-bolts cannot control the strainburst, while 15 and 18 D-bolts can make the tunnel stable. In addition, the detachment and ejection of rocks between rockbolts can be well restrained using surface retain elements, e.g., steel arch. This study highlights the usage of numerical modeling methods in assessing the performance of yielding rockbolts, which can be served as a promising tool to improve and optimize the design of rock supporting in burst-prone grounds.

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4

Xu, Hui, Yu C. Zhao, and Wan K. Bu. "The Effect of Not Fully Grouted Rock Bolts on the Performance of Rock Mass." Soils and Rocks 39, no. 3 (September 1, 2016): 317–24. http://dx.doi.org/10.28927/sr.393317.

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Анотація:

According to the characteristics of rock bolts in mining engineering, a mechanical model for not fully grouted rock bolt is presented to obtain the expression of shear displacement, the axial force and the shear stress along the anchor section. On these bases, the effect of the length of anchor section on the performance of rock mass and the effect of the axial force at the free end of the bolt on the performance of rock mass are analyzed by COMSOL Multiphysics. According to the results of numerical simulations, there are some conclusions as following: (1) a moderate length of anchor section, such as the length of 1.0 m~1.4 m, is favorable in mining supporting design, which can make sure grout and rock in coupled state and reduce the construction cost; (2) the favorable distance between the rock bolts is from 0.9 m to 1.3 m; (3) more rock bolts should be installed if the rock mass has larger deformation, which also can make sure grout and rock in coupled state. Conversely, less rock bolts should be installed if the rock mass has smaller deformation, which also can reduce the construction cost.

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5

Yu, Jung-Doung, and Jong-Sub Lee. "Smart Sensing Using Electromagnetic Waves for Inspection of Defects in Rock Bolts." Sensors 20, no. 10 (May 15, 2020): 2821. http://dx.doi.org/10.3390/s20102821.

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The stability of tunnels and rock slopes is adversely affected by defects in rock bolts. This study investigates the suitability of the smart sensing method using electromagnetic waves for inspecting defects in rock bolts. Experiments were performed with one fully grouted and eight defective rock bolts, out of which five have non-grouted parts at the ends with different non-grouted ratios, and three have different types of voids. Electromagnetic waves were generated and detected using a time domain reflectometer by configuring two-conductor transmission lines in the rock bolts. Results show that electromagnetic waves are reflected both at defects and ends of rock bolts. The electromagnetic wave velocity increases with an increase in the non-grouted ratio and decreases when rock bolts are embedded in a concrete block simulating rock mass. The estimated locations of defects found by electromagnetic waves are in good agreement with actual defect locations. This study demonstrates that smart sensing using electromagnetic waves is an effective method for inspecting and determining defect locations and the non-grouted ratio of rock bolts.

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6

Yang, Buyun, Ming Xiao, Guoqing Liu, and Juntao Chen. "Mechanical Characteristics of Fully Grouted and Antiseismic Bolts considering Transverse Deformation in Underground Caverns." Mathematical Problems in Engineering 2019 (November 3, 2019): 1–15. http://dx.doi.org/10.1155/2019/3762680.

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Анотація:

The load transfer control equations under bolt-surrounding rock interaction are established on the basis of classical beam theory and the trilinear shear slip model. The axial stress and transverse shear force distributions of the anchorage body are obtained by solving the equations. The equivalent forces obtained by the transverse force and axial shear stress of the bolts are applied to rock mass elements to simulate the support effect. A new dynamic algorithm for bolts is proposed in considering of the axial and transverse deformation of the anchorage body. The rationality of the algorithm is verified by comparing with laboratory pullout and shear tests of bolts. A dynamic time-history case study of underground caverns is conducted using this algorithm. Results indicate that (1) the algorithm may reflect the stress and deformation characteristics of bolts during an earthquake; (2) for the antiseismic support effect of the surrounding rock at fault, the bolt algorithm in this study is more valid than the algorithm that considered only the axial deformation of bolts; (3) in the support force of the bolt to the surrounding rock, transverse force is the key to limit fault dislocation and reduce the dynamic damage of the rock at fault.

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7

Chen, Jianhang, Shengli Yang, Hongbao Zhao, Junwen Zhang, Fulian He, and Shuaifeng Yin. "The Analytical Approach to Evaluate the Load-Displacement Relationship of Rock Bolts." Advances in Civil Engineering 2019 (November 28, 2019): 1–15. http://dx.doi.org/10.1155/2019/2678905.

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Анотація:

Fully grouted rock bolts are widely used in civil engineering and mining engineering, playing a significant role in keeping the stability and safety of excavations. In this paper, the load transfer mechanism of fully grouted rock bolts was studied with an analytical model. A trilinear model was used to depict the bond-slip behaviour of the bolt/grout interface. The displacement of the confining medium was involved in this analytical model. Then, the shear stress propagation along the bolt/grout interface was analysed in the elastic, elastic-softening, elastic-softening-debonding, softening-debonding, and debonding stages. Experimental pull-out tests were used to validate this analytical model. There was a good correlation between experimental and analytical results. A parametric study was conducted to evaluate the influence of Young’s modulus of the confining medium, the shear strength of the bolt/grout interface, and the residual shear strength of the bolt/grout interface on the load transfer performance of rock bolts. The results show that increasing Young’s modulus of the confining medium was beneficial for improving the load transfer performance of rock bolts. However, once Young’s modulus of the confining medium was beyond a critical limit, it had marginal effect on the peak load of rock bolts. Furthermore, increasing the shear strength of the bolt/grout interface and the residual shear strength of the bolt/grout interface led to rising of the peak load of rock bolts. However, compared with the residual shear strength of the bolt/grout interface, increasing the shear strength of the bolt/grout interface had more apparent effect in improving the peak load of rock bolts.

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8

He, L., X. M. An, and Z. Y. Zhao. "Fully Grouted Rock Bolts: An Analytical Investigation." Rock Mechanics and Rock Engineering 48, no. 3 (June 20, 2014): 1181–96. http://dx.doi.org/10.1007/s00603-014-0610-0.

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9

Liu, Guoqing, Ming Xiao, Juntao Chen, and Hao Zhou. "Study on Mechanical Characteristics of Fully Grouted Rock Bolts for Underground Caverns under Seismic Loads." Mathematical Problems in Engineering 2017 (2017): 1–12. http://dx.doi.org/10.1155/2017/1657369.

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Анотація:

This study establishes an analytical model for the interaction between the bolt and surrounding rock based on the bearing mechanism of fully grouted rock bolts. The corresponding controlled differential equation for load transfer is deduced. The stress distributions of the anchorage body are obtained by solving the equations. A dynamic algorithm for the bolt considering shear damage on the anchoring interface is proposed based on the dynamic finite element method. The rationality of the algorithm is verified by a pull-out test and excavation simulation of a rounded tunnel. Then, a case study on the mechanical characteristics of the bolts in underground caverns under seismic loads is conducted. The results indicate that the seismic load may lead to stress originating from the bolts and damage on the anchoring interface. The key positions of the antiseismic support can be determined using the numerical simulation. The calculated results can serve as a reference for the antiseismic optimal design of bolts in underground caverns.

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10

Chen, Jianhang, Xin Dai, and Junwen Zhang. "Analytical Study of the Confining Medium Diameter Impact on Load-Carrying Capacity of Rock Bolts." Mathematical Problems in Engineering 2021 (April 23, 2021): 1–8. http://dx.doi.org/10.1155/2021/6680886.

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Анотація:

The force transfer of fully grouted rock bolts is playing a significant effect in determining the rock reinforcement quality. To evaluate the performance of rock bolts, laboratory pulling tests were commonly used. Experimental tests proved that the confining medium diameter had an effect on the rock bolting performance. However, little analytical work has been performed to investigate the impact of the confining medium diameter on rock bolt load-carrying capacity. Therefore, this paper analytically studied the confining medium diameter effect on the load-carrying capacity of rock bolts. It was found that the load-carrying capacity of rock bolts was obviously affected by the confining medium diameter. Moreover, the larger the confining medium diameter, the higher the load-carrying capacity of rock bolts. However, the ascending rate of the load-carrying capacity gradually declined. This load-carrying capacity variation trend consistently agreed with experimental results. Moreover, with the confining medium diameter ascending, the load-carrying capacity variation trend was consistent when the confining medium modulus was under different levels. Last, it was found that, with the confining medium modulus ascending, the critical influence diameter gradually dropped.

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11

Sharma, K. G., and G. N. Pande. "Stability of rock masses reinforced by passive, fully-grouted rock bolts." International Journal of Rock Mechanics and Mining Sciences & Geomechanics Abstracts 26, no. 2 (March 1989): 79. http://dx.doi.org/10.1016/0148-9062(89)90236-2.

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12

Sharma, K. G., and G. N. Pande. "Stability of rock masses reinforced by passive, fully-grouted rock bolts." International Journal of Rock Mechanics and Mining Sciences & Geomechanics Abstracts 25, no. 5 (October 1988): 273–85. http://dx.doi.org/10.1016/0148-9062(88)90004-6.

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13

Garga, Vinod K., and Baolin Wang. "A numerical method for modelling large displacements of jointed rocks. II. Modelling of rock bolts and groundwater and applications." Canadian Geotechnical Journal 30, no. 1 (February 1, 1993): 109–23. http://dx.doi.org/10.1139/t93-010.

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The present paper is an extension of the companion paper in which the formulation of a new numerical model called the block-spring model for jointed rock mass was presented. The work reported herein presents further investigations of the model which include the simulation of rock bolts for ground support and groundwater pressure. The rock bolts are modelled by a series of one-dimensional elements interacting with the rock blocks through nodal points. The model can be used to analyze both the end-anchored and the fully grouted rock bolts, either pretensioned or untensioned. The model also evaluates the water pressures imposed on the surfaces of the rock blocks which are then introduced into the equilibrium equations of the blocks. Several applications of the proposed model are presented including detailed analyses of two case histories. The numerical results have been compared with the field instrumentation data. Good agreement has been observed between the results of the proposed model and the field measurements in both cases. It is demonstrated that the proposed model can be used for the analysis of excavations in jointed rocks in practice. Key words : jointed rocks, stress, deformation, analysis, numerical model, excavation, anchors, groundwater.

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14

Bahrani, Navid, and John Hadjigeorgiou. "Explicit reinforcement models for fully-grouted rebar rock bolts." Journal of Rock Mechanics and Geotechnical Engineering 9, no. 2 (April 2017): 267–80. http://dx.doi.org/10.1016/j.jrmge.2016.07.006.

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15

Zhan, Feng Lin, and Ping Ye. "Construction Techniques and Mechanism of Pre-Anchoring Fissured Stope Hangingwall by Fully-Grouted Cable Bolts." Applied Mechanics and Materials 580-583 (July 2014): 283–86. http://dx.doi.org/10.4028/www.scientific.net/amm.580-583.283.

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The construction techniques and anchoring mechanism of pre-anchoring fissured stope hangingwall of some copper mine in China by fully-grouted cable bolts are explored. The construction stages such as drilling anchor holes, making anchorage cables and cement mortar, grouting, and curing are expounded. A combined action mechanism of pre-anchoring fissured stope hangingwall by fully-grouted cable bolts is presented. The achievements are helpful and beneficial to the design and construction of rock engineering projects which need anchoring reinforcement, such as slopes, tunnels, deep foundation pit, caverns, and underground mining.

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16

Srivastava, Lok Priya, and Mahendra Singh. "Alteration in Material Properties of an Intact Rock due to Drilling and Bolting Operations." Journal of Mining 2014 (May 19, 2014): 1–9. http://dx.doi.org/10.1155/2014/593401.

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Анотація:

Rock material properties play an important role in assessing rock mass behaviour. Passive rock bolts stabilize a rock mass by restricting relative displacements; however, they may reduce rock material properties. While assessing properties of rock mass reinforced by rock bolts, the alteration caused in rock material properties due to drilling and bolting operation should be well understood. The present work makes an attempt to study the alteration in rock material properties due to drilling and bolting operations. The study has been conducted through physical tests on natural rock specimens in the laboratory. Virgin cylindrical specimens of intact rock were tested under uniaxial compression. Drilling was done through specimens and fully grouted bolts were installed. These specimens were also tested under uniaxial compression. It is observed that the drilling has substantial effect on the uniaxial compressive strength and modulus. A simple problem of tunnel is analysed which demonstrates the effect of alteration in material properties on the strength of rock mass around the tunnel in the field condition.

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17

Ghadimi, Mostafa, Korosh Shahriar, and Hossein Jalalifar. "Optimization of the fully grouted rock bolts for load transfer enhancement." International Journal of Mining Science and Technology 25, no. 5 (September 2015): 707–12. http://dx.doi.org/10.1016/j.ijmst.2015.07.002.

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18

Ramakrishna, D., and N. Rajeshwara Rao. "Geotechnical Investigation and Monitoring of Underground Excavation of Tunnel-2 in Srisailam Left Bank Canal Tunnel Project (AMRP), Nalgonda District, Telangana, India." Journal of Geosciences Research 8, no. 1 (January 1, 2023): 18–24. http://dx.doi.org/10.56153/g19088-022-0092-19.

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Construction stage geotechnical investigation for tunnels within rocks includes detailed engineering geological mapping of excavated strata and its subsequent rock mass classification for the purpose of selection and installation of suitable supports. Monitoring of ground deformations during excavation of rock tunnels serves as the principal means of verifying the design of tunnel supports and stability of the excavation. Geology of the area comprises of Archean gneissic complex with basic intrusives overlain unconformably by the Srisailam Quartzites. The contact of basic intrusives with granite reaches was expected to be fractured and sheared and identified as adverse geological conditions and may warrant instrumental monitoring. In this work, the underground excavation of Srisailam Left Bank Canal (SLBC) Tunnel2, excavated in the Archean gneisses and granites was mapped by face mapping and 3D geological logging on 1:250 scale during construction stage, for the entire length of 7121Mresulting in identification of Chainages 2776M, 3200M and 4170M for field monitoring. Field instrumentation comprising of MPBX/SPBX, Load cells were installed at the adverse locations. The ground deformations were found to have attained stability with the installation of primary supports comprising shotcrete 50MM thick and pattern rock bolts 4M long full grouted for Rock Mass Class III (Fair Rock), shotcrete 100MM thick and pattern rock bolts)/ Steel Ribs with back fill concrete for Rock Mass Class IV and V(Poor Rock and Very Poor Rock). Keywords: Geological Investigation, Rock Mass Classification, Excavation Monitoring, Ground Deformation, Tunnels, Nalgonda District

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19

Liu, Xiujun, and Zhanguo Ma. "Mechanical Behavior Analysis of Fully Grouted Bolts under Axial Cyclic Load." Minerals 12, no. 12 (December 5, 2022): 1566. http://dx.doi.org/10.3390/min12121566.

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Fully grouted bolts are widely used in engineering. In order to deeply understand the load-transfer mechanism of a fully grouted bolt, it is necessary to analyze and study its mechanical behavior under axial cyclic load. First of all, based on the idea of discretization and the force balance analysis of each mass spring element, this study proposes a method for analyzing the force of the bolt—the spring element method. Second, the load-transfer model of the fully grouted bolt is established by using the spring element method, assuming that the bolt and the sidewall rock and soil are connected by tangential linear springs. The analytical solutions for the displacement, axial force, and shear-stress distribution of the bolt before and after the damage of the sidewall spring are given. It is found that the analysis results of the analytical model proposed in this paper have a great relationship with λ, which is the square root of the ratio of sidewall spring stiffness k′u to bolt stiffness ku. Further analysis found that this model is more suitable for the two working conditions of λ ≈ 0 and λ ≈ 1, and the relationship between sidewall spring stiffness k′u and pull-out stiffness K of the bolt was established under these two working conditions. Finally, the rationality and accuracy of the analytical model proposed in this study are verified by an analysis of two typical test cases under the two working conditions of λ ≈ 0 and λ ≈ 1.

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20

Wang, Mingnian, Xiao Zhang, Jianjun Tong, Wenhao Yi, Zhilong Wang, and Dagang Liu. "A New Semi-Analytical Method for Elasto-Plastic Analysis of a Deep Circular Tunnel Reinforced by Fully Grouted Passive Bolts." Applied Sciences 10, no. 12 (June 26, 2020): 4402. http://dx.doi.org/10.3390/app10124402.

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The use of fully grouted passive bolts as a reinforcement technique has been widely applied to improve the stability of tunnels. To analyze the behaviors of passive bolts and rock mass in a deep circular tunnel, a new semi-analytical solution is presented in this work based on the finite difference method. The rock mass was assumed to experience elastic–brittle–plastic behavior, and the linear Mohr–Coulomb criterion and the nonlinear generalized Hoek–Brown criterion were employed to govern the yielding of the rock mass. The interaction and decoupling between the rock mass and bolts were considered by using the spring–slider model. To simplify the analysis process, a bolted tunnel was divided into a bolted region and an unbolted region, while the contact stress at the bolted–unbolted interface and the rigid displacement of the bolts were obtained using two boundary conditions in combination with the bisection method. Comparisons show that the results obtained using the proposed solution agree well with those from the commercial numerical software and the in situ test. Finally, parametric analyses were performed to examine the effects of various reinforcement parameters on the tunnel’s stability. The proposed solution provided a fast but accurate estimation of the behavior of a reinforced deep circular tunnel for preliminary design purposes.

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21

Jahangir, Emad, Laura Blanco-Martín, Faouzi Hadj-Hassen, and Michel Tijani. "Development and application of an interface constitutive model for fully grouted rock-bolts and cable-bolts." Journal of Rock Mechanics and Geotechnical Engineering 13, no. 4 (August 2021): 811–19. http://dx.doi.org/10.1016/j.jrmge.2021.03.011.

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22

Thenevin, Isabelle, Laura Blanco-Martín, Faouzi Hadj-Hassen, Jacques Schleifer, Zbigniew Lubosik, and Aleksander Wrana. "Laboratory pull-out tests on fully grouted rock bolts and cable bolts: Results and lessons learned." Journal of Rock Mechanics and Geotechnical Engineering 9, no. 5 (October 2017): 843–55. http://dx.doi.org/10.1016/j.jrmge.2017.04.005.

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23

Zou, Jinfeng, and Penghao Zhang. "A semi-analytical model of fully grouted bolts in jointed rock masses." Applied Mathematical Modelling 98 (October 2021): 266–86. http://dx.doi.org/10.1016/j.apm.2021.05.012.

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24

YOSHIOKA, Hisaya, Hideo KINASHI, Kazutoshi MICHIHIRO, and Chikaosa TANIMOTO. "The Support Effect of Fully Grouted Face Bolts in Very Poor Rock." Doboku Gakkai Ronbunshu, no. 638 (1999): 389–93. http://dx.doi.org/10.2208/jscej.1999.638_389.

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25

Nguyen, Quang Phich, Van Manh Nguyen, and Ke Tuong Nguyen. "A new design concept of fully grouted rock bolts in underground construction." IOP Conference Series: Earth and Environmental Science 143 (April 2018): 012017. http://dx.doi.org/10.1088/1755-1315/143/1/012017.

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26

Siad, Larbi. "Stability analysis of jointed rock slopes reinforced by passive, fully grouted bolts." Computers and Geotechnics 28, no. 5 (July 2001): 325–47. http://dx.doi.org/10.1016/s0266-352x(01)00004-0.

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27

Karanam, U. M. Rao, and S. K. Dasyapu. "Experimental and numerical investigations of stresses in a fully grouted rock bolts." Geotechnical and Geological Engineering 23, no. 3 (June 2005): 297–308. http://dx.doi.org/10.1007/s10706-004-9518-x.

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28

Ma, Shuqi, Jan Nemcik, and Naj Aziz. "An analytical model of fully grouted rock bolts subjected to tensile load." Construction and Building Materials 49 (December 2013): 519–26. http://dx.doi.org/10.1016/j.conbuildmat.2013.08.084.

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29

Spang, K., and P. Egger. "Action of fully-grouted bolts in jointed rock and factors of influence." Rock Mechanics and Rock Engineering 23, no. 3 (1990): 201–29. http://dx.doi.org/10.1007/bf01022954.

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30

Zhan, Feng Lin, and Ping Ye. "ANSYS Simulating Analysis of a 3D High-Temperature Stope Reinforced in Advance with Fully Grouted Cable Bolts." Applied Mechanics and Materials 170-173 (May 2012): 525–28. http://dx.doi.org/10.4028/www.scientific.net/amm.170-173.525.

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By using ANSYS, 3D high-temperature stope models based on the in-situ experiment of reinforcement with fully grouted cable bolts in the test stope hangingwall of Dongxiang Copper Mine are established and analyzed. Results show that both displacements of ground surface and stope hangingwall are in their allowable scopes. The surrounding rock rising displacement caused by heated rock expansion can partly or fully offset the subsidence displacement caused by gravity. Hangingwall rising displacement occurs if stope temperature is equal to or greater than 100°C. Mining is safe if stope temperature is equal to or less than 500°C. The stope hangingwall anchoring parameters can meet the requirements of surrounding rock stability in the process of extraction.

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31

Ghadimi, Mostafa. "Effect of profile bolt in bond strength fully grouted rock bolts using analytical and experimental methods." International Journal of Mining and Mineral Engineering 8, no. 2 (2017): 156. http://dx.doi.org/10.1504/ijmme.2017.084206.

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32

Ghadimi, Mostafa. "Effect of profile bolt in bond strength fully grouted rock bolts using analytical and experimental methods." International Journal of Mining and Mineral Engineering 8, no. 2 (2017): 156. http://dx.doi.org/10.1504/ijmme.2017.10005134.

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33

Das, Kamal C., Debasis Deb, and A. K. Jha. "An enhanced numerical procedure for modelling fully grouted bolts intersected by rock joint." Geosystem Engineering 16, no. 1 (March 2013): 37–46. http://dx.doi.org/10.1080/12269328.2013.780738.

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34

Ma, Shuqi, Naj Aziz, Jan Nemcik, and Ali Mirzaghorbanali. "The Effects of Installation Procedure on Bond Characteristics of Fully Grouted Rock Bolts." Geotechnical Testing Journal 40, no. 5 (September 1, 2017): 20160239. http://dx.doi.org/10.1520/gtj20160239.

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35

Liu, Caihua, and Yuzong Li. "Predicting the Shear Resistance Contribution of Passive Fully Grouted Bolts to Jointed Rock." International Journal of Geomechanics 20, no. 2 (February 2020): 04019174. http://dx.doi.org/10.1061/(asce)gm.1943-5622.0001581.

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36

Holý, Ondřej. "Results and Use of Non-Linear Behavior Between Length and Bond Friction of Fully Grouted Rock Bolts in Selected Jointed Rock Masses." GeoScience Engineering 64, no. 2 (June 1, 2018): 26–39. http://dx.doi.org/10.2478/gse-2018-0010.

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Abstract The anchor length db of rock bolts is often determined empirically by the insertion of the bond friction constant τb at the grout-rock interface. The relationship between force Fb by limit bond stress and bond length (or bond area) is their ratio. Within the same location, the anchor length can be overestimated or underestimated by usage τb = constant. In this paper, the results of load tests of passive rock bolts were analyzed across the many rocks of the Bohemian Massif using selected parameters (RQD index, GSI values, bulk density ρv, uniaxial compressive strength UCS) and their correlation. It was found that the relationship between the anchor length and the limit bound friction is non-linear and is influenced by selected parameters and the type of anchor grouting material (cement and resin). It was considered a state where τb = f (db, Fb, ρv, UCS, RQD, GSI) for 3 types of bonding (1-cement sealing, 2-cement grouting, 3-mixing of resin cartridge). The achieved and measured bond friction was verified by solving the polynomial roots using the CG (conjugate gradient) method. The accuracy of the results reached the maximum mean difference value absΔτb = 0.02 MPa and the standard deviation SD = 0.058. With this verified model, a simulation of random variables was performed by the Monte Carlo method for Fb = const. with the uniform and normal distribution with n = 1500 samples. The results were converted to diagrams represented by the mean value of the uniform distribution (best fit curves) and the normal distribution envelope curves (for 3σ).

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37

Zhang, Weili, Lei Huang, and C. Hsein Juang. "An analytical model for estimating the force and displacement of fully grouted rock bolts." Computers and Geotechnics 117 (January 2020): 103222. http://dx.doi.org/10.1016/j.compgeo.2019.103222.

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38

Nemcik, Jan, Shuqi Ma, Naj Aziz, Ting Ren, and Xueyu Geng. "Numerical modelling of failure propagation in fully grouted rock bolts subjected to tensile load." International Journal of Rock Mechanics and Mining Sciences 71 (October 2014): 293–300. http://dx.doi.org/10.1016/j.ijrmms.2014.07.007.

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39

Liu, C. H., and Y. Z. Li. "Analytical Study of the Mechanical Behavior of Fully Grouted Bolts in Bedding Rock Slopes." Rock Mechanics and Rock Engineering 50, no. 9 (June 6, 2017): 2413–23. http://dx.doi.org/10.1007/s00603-017-1244-9.

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40

Chen, Yu, Guanping Wen, and Jianhua Hu. "Analysis of Deformation Characteristics of Fully Grouted Rock Bolts Under Pull-and-Shear Loading." Rock Mechanics and Rock Engineering 53, no. 7 (April 13, 2020): 2981–93. http://dx.doi.org/10.1007/s00603-020-02108-0.

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41

Cui, Lan, Qian Sheng, You‐kou Dong, and Ming‐xing Xie. "Unified elasto‐plastic analysis of rock mass supported with fully grouted bolts for deep tunnels." International Journal for Numerical and Analytical Methods in Geomechanics 46, no. 2 (November 14, 2021): 247–71. http://dx.doi.org/10.1002/nag.3298.

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42

Hyett, A. J., W. F. Bawden, and R. D. Reichert. "The effect of rock mass confinement on the bond strength of fully grouted cable bolts." International Journal of Rock Mechanics and Mining Sciences & Geomechanics Abstracts 29, no. 5 (September 1992): 503–24. http://dx.doi.org/10.1016/0148-9062(92)92634-o.

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43

Chen, Sheng-Hong, Cheng-Hua Fu, and Shahrour Isam. "Finite element analysis of jointed rock masses reinforced by fully-grouted bolts and shotcrete lining." International Journal of Rock Mechanics and Mining Sciences 46, no. 1 (January 2009): 19–30. http://dx.doi.org/10.1016/j.ijrmms.2008.03.002.

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44

Jin-feng, Zou, and Zhang Peng-hao. "Analytical model of fully grouted bolts in pull-out tests and in situ rock masses." International Journal of Rock Mechanics and Mining Sciences 113 (January 2019): 278–94. http://dx.doi.org/10.1016/j.ijrmms.2018.11.015.

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45

Chen, Jianhang, Fulian He, and Shoubao Zhang. "A study of the load transfer behavior of fully grouted rock bolts with analytical modelling." International Journal of Mining Science and Technology 30, no. 1 (January 2020): 105–9. http://dx.doi.org/10.1016/j.ijmst.2019.12.010.

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46

Vlachopoulos, Nicholas, Daniel Cruz, and Bradley Forbes. "Utilizing a novel fiber optic technology to capture the axial responses of fully grouted rock bolts." Journal of Rock Mechanics and Geotechnical Engineering 10, no. 2 (April 2018): 222–35. http://dx.doi.org/10.1016/j.jrmge.2017.11.007.

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47

Xia, Ning, Robert Y. Liang, Joe Payer, and Anil Patnaik. "Probabilistic modelling of the bond deterioration of fully-grouted rock bolts subject to spatiotemporally stochastic corrosion." Structure and Infrastructure Engineering 9, no. 11 (November 2013): 1161–76. http://dx.doi.org/10.1080/15732479.2012.670649.

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48

Chen, S. H., and G. N. Pande. "Rheological model and finite element analysis of jointed rock masses reinforced by passive, fully-grouted bolts." International Journal of Rock Mechanics and Mining Sciences & Geomechanics Abstracts 31, no. 3 (June 1994): 273–77. http://dx.doi.org/10.1016/0148-9062(94)90472-3.

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49

Cui, Lan, Jun-jie Zheng, Qian Sheng, and Yu Pan. "A simplified procedure for the interaction between fully-grouted bolts and rock mass for circular tunnels." Computers and Geotechnics 106 (February 2019): 177–92. http://dx.doi.org/10.1016/j.compgeo.2018.10.008.

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50

Tang, Yinfeng, Donghai Jiang, Tongxu Wang, Hengjie Luan, Jiangwei Liu, and Sunhao Zhang. "Research on the Mechanism of the Passive Reinforcement of Structural Surface Shear Strength by Bolts under Structural Surface Dislocation." Applied Sciences 13, no. 1 (December 30, 2022): 543. http://dx.doi.org/10.3390/app13010543.

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Анотація:

In order to study the local deformation of an anchor bolt and the improvement in the shear strength of a structural surface under the misalignment of an anchorage structure surface, FLAC3D software was used to simulate granite, sandstone, and coal specimens with anchorage angles of 90° to analyze the damage of the anchoring agent and the changes in the local axial and shear forces of the anchor bolts with the misalignment of the structural surface. The results show that the anchor bolt near the structural surface had significant local characteristics with the misalignment of the structural surface; that is, the length of the local deformation area of the bolt was approximately equal to the length of the damaged area of the anchoring agent, and the stress on the anchor bolt was in a coupled tensile–shear stress state when the bolt reached the yield state. For the fully grouted bolts, it was this significant local feature that made the shear strength of the structural surface increase rapidly under a small shear displacement so that the structural surface reached a stable state. The improvement in the shear strength of the anchoring structural surface was caused by the misalignment of the structural surface. This is referred to as the passive improvement of the shear strength of the anchoring structural surface, which is the mechanism of the bonding section anchor to control the shear displacement of the structural surface and realize the stability of the rock mass.

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