包邮岩石材料尺度效应及破断结构效应(Scale-Size and Structural Effects of Rock Ma

Contributors About the authors Preface Acknowledgments 1.Size effect of rock samples Hossein Masoumi 1.1 Size effect law for intact rock 1.1.1 Introduction 1.1.2 Background 1.1.3 Experimental study 1.1.4 Unified size effect law 1.1.5 Reverse size effects in UCS results 1.1.6 Contact area in size efects of point load results 1.1.7 Conclusions 1.2 Length-to-diameter ratio on point load strength index 1.2.1 Introduction 1.2.2 Background 1.2.3 Methodology 1.2.4 Valid and invalid failure modes 1.2.5 Conventional point load strength index size effect 1.2.6 Size effect of point load strength index 1.2.7 Conclusions 1.3 Plasticity model for size-dependent behavior 1.3.1 Introduction 1.3.2 Notation and unified size effect law 1.3.3 Bounding surface plasticity 1.3.4 Model ingredients 1.3.5 Model calibration 1.3.6 Conclusions 1.4 Scale-size dependency of intact rock 1.4.1 Introduction 1.4.2 Rock types 1.4.3 Experimental procedure 1.4.4 Comparative study 1.4.5 Conclusion 1.5 Scale effect into multiaxial failure criterion 1.5.1 Introduction 1.5.2 Background 1.5.3 Scale and Weibull statistics into strength measurements 1.5.4 The modified failure criteria 1.5.5 Comparison with experimental data 1.5.6 Conclusions 1.6 Size-dependent Hoek-Brown failure criterion 1.6.1 Introduction 1.6.2 Background 1.6.3 Size-dependent Hoek-Brown failure criterion 1.6.4 Example of application 1.6.5 Conclusions References Further reading 2.Rock fracture toughness Sheng Zhang 2.1 Fracture toughness of splitting disc specimens 2.1.1 Introduction 2.1.2 Preparation of disc specimens 2.1.3 Fracture toughness of five types of specimens 2.1.4 Load-displacement curve of disc splitting test 2.1.5 Comparison of disc splitting test results 2.1.6 Conclusions 2.2 Fracture toughness of HCFBD 2.2.1 Introduction 2.2.2 Test method and principle 2.2.3 HCFBD specimens with prefabricated cracks 2.2.4 Calibration of maximum dimensionless SIF Ymax 2.2.5 Results and analysis 2.2.6 Conclusions 2.3 Crack length on dynamic fracture toughness 2.3.1 Introduction 2.3.2 Dynamic impact splitting test 2.3.3 Results and discussion 2.3.4 DFT irrespective of configuration and size 2.3.5 Conclusions 2.4 Crack width on fracture toughness 2.4.1 Introduction 2.4.2 NSCB three-point flexural test 2.4.3 Width influence on prefabricated crack 2.4.4 Width influence of cracks on tested fracture toughness 2.4.5 Method for eliminating influence of crack width 2.4.6 Conclusions 2.5 Loading rate effect of fracture toughness 2.5.1 Introduction 2.5.2 Specimen preparation 2.5.3 Test process and data procesing 3.5.4 Results and analysis 2.5.5 Conclusions 2.6 Hole infiuence on dynamic fracture toughnes 2.6.1 Introduction 2.6.2 Dynamic cleaving specimens and equipment 2.6.3 SHPB test and data record 2.6.4 Dynamic finite element analysis 2.6.5 Results analysis and discussion 2.6.6 Conclusions 2.7 Dynamic fracture toughness of holed-cracked discs 2.7.1 Introduction 2.7.2 Dynamic fracture toughness test 2.7.3 Experimental recordings and results 2.7.4 Dynamic stress intensity factor in spatial-temporal domain 2.7.5 Conclusions 2.8 Dynamic fracture propagation toughness of P-CCNBD 2.8.1 Introduction 2.8.2 Experimental preparation 2.8.3 Experimental recording and data processing 2.8.4 Numerical calculation of dynamic stress intensity factor 2.8.5 Determine dynamic fracture toughness 2.8.6 Conclusions References Further reading 3.Scale effect of the rock joint Joung Oh 3.1 Fractal scale effect of opened joints 3.1.1 Introduction 3.1.2 Scale effect based on fractal method 3.1.3 Constitutive model for opened rock joints 3.1.4 Validation of proposed scaling relationships 3.1.5 Conclusions 3.2 Joint constitutive model for multiscale asperity degradation 3.2.1 Introduction 3.2.2 Quantification of iregular joint profile 3.2.3 Description of proposed model 3.2.4 Joint model validation 3.2.5 Conclusions 3.3 Shear model incorporating small-and large-scale iregularities 3.3.1 Introduction 3.3.2 Constitutive model for small-scale joints 3.3.3 Constitutive model for large-scale joints 3.3.4 Correlation with experimental data 3.3.5 Conclusions 3.4 Opening effect on joint shear behavior 3.4.1 Introduction 3.4.2 Constitutive model for joint opening effect 3.4.3 Opening model performance 3.4.4 Discussion 3.4.5 Conclusions 3.5 Dilation of saw-toothed rock joint 3.5.1 Introduction 3.5.2 Constitutive law for contacts in DEM 3.5.3 Model calibration 3.5.4 Direct shear test simulation 3.5.5 Conclusions 3.6 Joint mechanical behavior with opening values 3.6.1 Introduction 3.6.2 Normal deformation of opened joints 3.6.3 Direct shear tests 3.6.4 Results analysis and discussion 3.6.5 Conclusions 3.7 Joint constitutive model correlation with field observations 3.7.1 Introduction 3.7.2 Model description and implementation 3.7.3 Stability analysis of large-scale rock structures 3.7.4 Conclusions References Further reading 4.Microseismic monitoring and application Shuren Wang and Xiangxin Liu 4.1 Acoustic emission of rock plate instability 4.1.1 Introduction 4.1.2 Materials and methods 4.1.3 Results analysis 4.1.4 Discussion of the magnitudes of AE events 4.1.5 Conclusions 4.2 Prediction method of rockburst 4.2.1 Introduction 4.2.2 Microseismic monitoring system 4.2.3 Active microseismicity and faults 4.2.4 Rockburst prediction indicators 4.2.5 Conclusions 4.3 Near-fault mining-induced microseismic 4.3.1 Introduction 4.3.2 Engineering situations 4.3.3 Computational model 4.3.4 Result analysis and discussion 4.3.5 Conclusions 4.4 Acoustic emision recognition of diferent rocks 4.4.1 Introduction 4.4.2 Experiment preparation and methods 4.4.3 Results and discussion 4.4.4 AE signal recognition using ANN 4.4.5 Conclusions 4.5 Acoustic emission in tunnels 4.5.1 Introduction 4.5.2 Rockburst experiments in a tunnel 4.5.3 Experimental results 4.5.4 AE characteristics of rockburst 4.5.5 Discussion 4.5.6 Conclusions 4.6 AE and infrared monitoring in tunnels 4.6.1 Introduction 4.6.2 Simulating rockbursts in a tunnel 4.6.3 Experimental results 4.6.4 Rockburst characteristics in tunnels 4.6.5 Conclusions References Further reading 5.Structural effect of rock blocks Shuren Wang and Wenbing Guo 5.1 Cracked roof rock beams 5.1.1 Introduction 5.1.2 Mechanical model of a cracked roof beam 5.1.3 Instability feature of cracked roof beams 5.1.4 Mechanical analysis of roof rock beams 5.1.5 Conclusions 5.2 Evolution characteristics of fractured strata structures 5.2.1 Introduction 5.2.2 Engineering background 5.2.3 Mechanical and computational model 5.2.4 Results and discussion 5.2.5 Conclusions 5.3 Pressure arching characteristics in roof blocks 5.3.1 Introduction 5.3.2 Pressure arching characteristics 5.3.3 Evolution characteristics of pressure arch 5.3.4 Results and discussion 5.3.5 Conclusions 5.4 Composite pressure arch in thin bedrock 5.4.1 Introduction 5.4.2 Engineering background and pressure arch structure 5.4.3 Computational model and similar experiment 5.4.4 Results and discussion 5.4.5 Conclusions 5.5 Pressure arch performances in thick bedrock 5.5.1 Introduction 5.5.2 Engineering background 5.5.3 Pressure-arch analysis and experimental methods 5.5.4 Results and discussion 5.5.5 Conclusions 5.6 Elastic energy of pressure arch evolution 5.6.1 Introduction 5.6.2 Engineering background 5.6.3 Pressure-arch analysis and computational model 5.6.4 Simulation results and discussion 5.6.5 Conclusions 5.7 Height predicting of water-conducting zone 5.7.1 Introduction 5.7.2 High-intensity mining in China 5.7.3 OFT influence on FWCZ development 5.7.4 Development mechanism of FWCZ based on OFT 5.7.5 Example analysis and numerical simulation 5.7.6 Engineering analogy 5.7.7 Conclusions References Further reading Index