http://www.loc.gov/mods/v3 http://www.loc.gov/standards/mods/v3/mods-3-2.xsd
Annotation An Ideal Source for Geologists and Others with Little Background in Engineering or Mechanics Practical Rock Mechanics provides an introduction for graduate students as well as a reference guide for practicing engineering geologists and geotechnical engineers. The book considers fundamental geological processes that give rise to the nature of rock masses and control their mechanical behavior. Stresses in the earths crust are discussed and methods of measurement and prediction explained. Ways to investigate, describe, test, and characterize rocks in the laboratory and at project scale are reviewed. The application of rock mechanics principles to the design of engineering structures including tunnels, foundations, and slopes is addressed. The book is illustrated throughout with simple figures and photographs, and important concepts are illustrated by modern case examples. Mathematical equations are kept to the minimum necessary and are explained fullythe book leans towards practice rather than theory. This text: Addresses the principles of rock mechanics as it applies to both structural geology and engineering practice Demonstrates the importance of and methods of geological characterisation to rock engineering Examines the standard methods of rock mechanics testing and measurement as well as interpretation of data in practice Explains connections between main parameters both empirically as well as on the basis of scientific theory Provides examples of the practice of rock mechanics to major engineering projects Practical Rock Mechanics teaches from first principles and aids readers understanding of the concepts of stress and stress transformation and the practical application of rock mechanics theory. This text can help ensure that ground models and designs are correct,
Machine generated contents note: 1.1. Introduction -- 1.2. Differentiating between soil and rock -- 1.3. Mechanics of failure -- 1.4. Classification of intact rock -- 1.5.Compressive strength of weak rock -- 1.6. Origins of shear strength in intact rock -- 1.7. Shear strength parameters for the sample in Figure 1.3 -- 1.8. Stability of a cut slope in weak rock -- 1.9. Discontinuities in rock masses -- 1.9.1. Introduction and relationship to geological history -- 1.9.2. Fracture development -- 1.9.3. Joints -- 1.9.4. Faults -- 1.10. The importance of discontinuities to stability -- 1.11. Early lessons and the relevance of rock mechanics -- 1.12. Application of rock mechanics -- 1.13. History of the subject area -- 1.14. Rock mechanics as a scientific discipline -- 1.15. Load changes -- 2.1. Definitions -- 2.1.1. Force and load -- 2.1.2. Stress -- 2.1.3. Stress transformation -- 2.2. Mohr circle representation of stress state -- 2.3. Stress concentration in underground openings
Note continued: 2.4. Stresses below foundations -- 2.5. Effective stress -- 2.6. Rock deformation and behaviour -- 2.6.1. Elastic behaviour and Young's modulus -- 2.6.2. Rock behaviour -- 2.6.2.1. Brittle fracture and Griffith crack theory -- 2.6.2.2. Failure of rock -- 2.6.2.3. Plasticity -- 2.6.2.4. Poisson's ratio -- 2.7. Direct shear -- 2.8. Simple shear and associated rock structures -- 2.9. Surface features on rock fractures -- 2.10. Conclusions to this section -- 3.1. Introduction -- 3.2. Earth stresses -- 3.2.1. Plate tectonics -- 3.2.2. Earth stresses: Prediction, measurement and significance to engineering projects -- 3.2.3. Measurement of stress -- 3.3. Faults -- 3.3.1. Significance of faults to ground engineering -- 3.3.2. General -- 3.3.3. Normal faults -- 3.3.4. Thrust faulting -- 3.3.5. Reverse faults and inversion tectonics -- 3.3.6. Strike-slip faults -- 3.3.7. Fault rocks -- 3.3.8. Earthquake occurrence and prediction -- 3.4. Folding
Note continued: 3.5. Rock textures, fabrics and effect on properties -- 3.5.1. Introduction -- 3.5.2. Cooling of igneous rock -- 3.5.3. Sedimentary rock -- 3.5.3.1. Sandstone -- 3.5.3.2. Mudstone -- 3.5.3.3. Limestone -- 3.5.4. Metamorphic rock -- 3.5.S. Hydrothermal alteration -- 3.5.6. Weathering -- 3.5.6.1. General -- 3.5.6.2. Disintegration -- 3.5.6.3. Mass weathering features -- 3.6. Rock joints and other discontinuities -- 3.6.1. Introduction -- 3.6.2. Need for a change of approach and increased geological input in characterising fracture networks -- 3.6.3. Starting point for dealing with rock discontinuities -- 3.6.4. Primary joints -- 3.6.4.1. Cooling (extrusive and shallow intrusive) -- 3.6.4.2. Cooling and emplacement joints (plutonic) -- 3.6.4.3. Sedimentary -- 3.6.5. Secondary, tectonic joints -- 3.6.5.1. General -- 3.6.5.2. Regional joints developed as tensile fractures -- 3.6.5.3. Hybrid joints -- 3.6.5.4. Cleavage -- 3.6.6. Tertiary joints
Note continued: 3.6.7. Joint development in geological and engineering time -- 3.6.8. Shape and extent of joints -- 3.7. Major geological structures -- 3.7.1. Evidence from the past -- 3.7.2. Evidence in the present -- 3.7.2.1. Slow processes -- 3.7.2.2. Climatic change -- 3.7.3. Faster changes -- 3.7.3.1. Rapid events -- 3.7.3.2. Rapid natural events -- 3.7.3.3. Reflections -- 4.1. Introduction -- 4.2. Fundamental concepts and definitions -- 4.2.1. Porosity -- 4.3. Hydraulic conductivity and permeability -- 4.4. Measuring hydraulic conductivity -- 4.4.1. Difficulties -- 4.4.2. Water tests in boreholes -- 4.4.3. Lugeon testing -- 4.4.4. Pumping tests -- 4.5. Typical parameters -- 4.6. Unconfined and confined aquifers and storage -- 4.6.1. Unconfined conditions -- 4.6.2. Confined conditions -- 4.7.Compartmentalisation, aquicludes and aquitards -- 4.8. Flow paths -- 4.8.1. Flow paths in rock (unweathered) -- 4.8.2. Preferential flow paths in weathered rock
Note continued: 4.8.3. Establishing hydrogeological conditions in weathered rock profiles -- 4.9. Characterisation and prediction of hydrogeological conditions for projects -- 4.9.1. Slopes -- 4.9.2. Underground openings -- 4.9.2.1. Setting limits for inflow -- 4.9.2.2. Predicting inflow into an underground opening -- 4.9.2.3. Experience of inflow -- 4.9.2.4. Mining -- 4.9.2.5. Nuclear waste repositories -- 4.9.3. Oil and gas -- 4.9.3.1. Dual porosity and well testing -- 4.10. Grouting -- 4.10.1. Purpose of grouting -- 4.10.2. Options and methods -- 4.11. Hydrogeological modelling -- 4.11.1. Modelling geology as isotropic -- 4.11.2. Anisotropic flow models -- 5.1. Introduction -- 5.2. Initial stages of site investigation -- 5.3. Field mapping -- 5.4. Trial excavations -- 5.5. Discontinuity surveys -- 5.6. Remote measurement -- 5.7. Interpretation -- 5.8. Rose diagrams -- 5.9. Stereographic interpretation -- 5.9.1. Introduction -- 5.9.2. Stereonets -- 5.9.3. Plotting data
Note continued: 5.9.3.1. Step 1: Plot a plane -- 5.9.3.2. Stage 2: Plotting a second plane and measuring the intersecting wedge -- 5.9.3.3. Plotting large amounts of data -- 5.10. Roughness measurement -- 5.11. Ground investigation techniques -- 5.11.1. Introduction -- 5.11.1.1. Geophysics -- 5.11.1.2. Rock drilling -- 5.11.2. Sampling and storage -- 5.12. Description and classification of rocks -- 5.12.1. Introduction -- 5.12.2. Order of description -- 5.12.3. Strength -- 5.12.4. Joints and discontinuities -- 5.12.5. Rock quality designation -- 5.12.5.1. RQD in three dimensions -- 5.13. Rock material and mass classification -- 5.13.1. Introduction -- 5.13.2. Weathering classification -- 5.13.2.1. Material-weathering classifications -- 5.13.2.2. Mass weathering classifications -- 5.13.3. Other rock mass classifications -- 5.13.3.1. Introduction -- 5.13.3.2. Rock mass rating -- 5.13.3.3.Q System -- 5.13.3.4. RMi -- 5.13.3.5. Geological strength index -- 5.13.3.6. Application of GSI
Note continued: 5.14. Interpreting ground conditions and reporting -- 5.14.1. Design interpretation of ground conditions -- 5.14.2. Fracture network modelling -- 5.15. Contracts for construction -- 5.15.1. Introduction -- 5.15.2. Unexpected ground conditions -- 5.15.3. Geotechnical baseline reports -- 5.15.3.1. Introduction -- 5.15.3.2. Contents of a baseline report -- 5.15.3.3. Other considerations -- 5.16. Instrumentation and monitoring -- 5.16.1. Water pressure -- 5.16.2. Displacement measurement -- 5.16.3. Load cells -- 6.1. Introduction -- 6.2. Sampling -- 6.3. Role of index testing -- 6.4. Basic characterisation -- 6.4.1. Introduction -- 6.4.2. Suitability of aggregates -- 6.4.3. Age determination -- 6.4.4. Abrasivity -- 6.4.5. Durability -- 6.5. Rock strength and its measurement -- 6.5.1. General -- 6.5.2. Tensile strength -- 6.5.3.Compressive strength -- 6.5.3.1. Uniaxial test -- 6.5.3.2. Point load test -- 6.5.3.3. Schmidt hammer -- 6.5.3.4. Shore scleroscope
Note continued: 6.5.4. Rock strength at the mass scale -- 6.6. Rock de formability -- 6.6.1. Small scale -- 6.6.2. Mass scale -- 6.6.3. Prediction from GSI -- 6.7. Rock shear strength at mass scale -- 6.7.1. Classes of problem -- 6.7.2. Class 1: Isotropic masses -- 6.7.2.1. Direct shear testing of intact material -- 6.7.2.2. Triaxial testing -- 6.7.3. Class 2: Shear strength of rock discontinuities -- 6.7.3.1. Options for assessing shear strength of rock discontinuities -- 6.7.3.2. The testing and analytical approach -- 6.7.3.3. Basic friction -- 6.7.3.4. Direct shear testing of rock discontinuities -- 6.7.4. Assessing shear strength at the field scale -- 6.7.4.1. Persistence and rock bridges -- 6.7.5. Class 3: Generalised failure surface through fractured rock -- 6.7.5.1. Hoek-Brown criterion -- 6.7.6. Conclusions over applicability of GSI and other classifications -- 6.8. Hydraulic conductivity and related parameters -- 7.1. Introduction -- 7.2. Design of shallow foundations
Note continued: 7.2.1. Building regulations/empirical approaches -- 7.2.2. Settlement of surface foundations on rock -- 7.2.3. Rational design -- 7.2.3.1. Calculation of allowable bearing pressure -- 7.3. Difficult sites -- 7.3.1. Foundations on variable and complex rocks -- 7.3.2. Dissolution, piping and underground openings -- 7.3.3. Incorrect ground model -- 7.3.4. Pre-existing geological mechanism -- 7.4. Deep foundations -- 7.4.1. Driven piles to rock -- 7.4.2. Bored piles to rock -- 7.4.2.1. Skin friction -- 7.4.2.2. End bearing -- 7.4.3. Examples -- 7.5. Case example: The Izmit Bay Crossing: Rock engineering for the anchorage of a major suspension bridge -- 7.5.1. Introduction -- 7.5.2. Design concept -- 7.5.3. Seismic issues -- 7.5.4. Rock engineering for the North Anchorage -- 7.5.4.1. Preliminary ground model -- 7.5.4.2. Stage 2 investigations -- 7.5.4.3. Stage 3 investigations -- 7.5.5. Conclusions -- 7.6. Site formation -- 8.1. Civil engineering -- 8.1.1. Introduction
Note continued: 8.1.2. Analysis of slopes in rock that can be treated as isotropic/homogeneous -- 8.1.3. Analysis of slopes in stronger rock -- 8.1.3.1. Introduction -- 8.1.4. Planar and wedge failure -- 8.1.5. Analysis using stereographic projections -- 8.1.6. Summary regarding stereographic methods -- 8.1.7. Detailed analysis for planar failure -- 8.1.7.1. Introduction -- 8.1.7.2. Geological model -- 8.1.7.3. Design conditions and parameters -- 8.1.7.4. Factor of safety -- 8.1.7.5. Analysis of Block A -- 8.1.7.6. Analysis of Block B -- 8.1.8. Detailed analysis of wedge failure -- 8.1.9. Toppling -- 8.1.10. Rock fall -- 8.1.10.1. Introduction -- 8.1.10.2. Rock fall hazard assessment -- 8.1.10.3. Management of risk -- 8.1.10.4. Hazard rating systems -- 8.2. Design of engineering works -- 8.2.1. Assessing need for preventive engineering measures -- 8.2.2. General considerations -- 8.2.3. Engineering options -- 8.2.4. Surface treatment -- 8.2.5. Mesh drapes
Note continued: 8.2.6. Fences, catch-nets and barriers -- 8.2.7. Drainage -- 8.2.7.1. Surface works -- 8.2.7.2. Drainage of sub-surface water -- 8.2.8. Reinforcement -- 8.2.8.1. Passive anchorages -- 8.2.8.2. Active anchorages -- 8.2.9. Buttressing and larger retaining structures -- 8.3. Slope formation -- 8.3.1. Safety and contractual issues -- 8.3.2. Contractual and supervision considerations -- 8.3.3. Methods for breakage and removal of rocks -- 8.3.4. Fly-rock hazards -- 8.4. Quarrying -- 8.4.1. Introduction -- 8.5. Open-pit slopes -- 9.1. Introduction -- 9.2. Difference between tunnels and caverns -- 9.3. Stability categories for underground excavations -- 9.3.1. Category A: Stable -- 9.3.2. Category B: Deforming -- 9.3.3. Category C: Severe instability -- 9.3.4. Other issues -- 9.3.5. Overstressing -- 9.4. Investigation -- 9.4.1. Cost of investigation -- 9.4.2. Investigation for tunnels: General -- 9.4.3. Example of geological predictions for a long tunnel -- 9.4.4. Directional drilling
Note continued: 9.4.5. Pilot tunnels -- 9.4.6. Geophysics -- 9.4.7. Investigations for sub-sea tunnels -- 9.4.7.1. Channel tunnel -- 9.4.7.2. The SSDS tunnels in Hong Kong (later renamed HATS stage 1) -- 9.4.8. Geotechnical baselines and risk registers -- 9.4.8.1. Geotechnical baselines for tunnels -- 9.4.8.2. Risk registers -- 9.4.9. Investigation for caverns -- 9.5. Design -- 9.5.1. Introduction -- 9.5.2. Design of tunnels -- 9.5.2.1. Options for tunnelling -- 9.5.2.2. Importance of portals -- 9.5.2.3. Water inflows -- 9.5.2.4. Support based on RMCs -- 9.5.2.5. Use of classification systems for 'precedent design' -- 9.5.2.6. Support in squeezing ground -- 9.5.2.7. Support measures and internal liners including pressure tunnels -- 9.5.2.8. Tunnels designed for TBM excavation -- 9.5.2.9. Tunnelling in weathered rock -- 9.5.3. Design of caverns -- 9.5.3.1. Cavern shape -- 9.5.3.2. Case example: Preliminary design for large-span underground station -- 9.5.3.3. Rock load
Note continued: 9.5.3.4. Conclusions regarding Taegu calculation of rock load -- 9.5.4. Numerical modelling -- 9.6. Construction -- 9.6.1. Construction of tunnels by drill and blast or roadheader -- 9.6.2. The observational method -- 9.6.3. Mapping -- 9.6.4. Monitoring -- 9.6.5. Investigating in front of the tunnel during construction -- 9.6.6. Installation of support -- 9.6.7. Support in advance of the tunnel -- 9.6.7.1. Reinforcing spiles -- 9.6.7.2. Other methods -- 9.6.8. TBM excavation -- 9.7. Cavern construction.
Includes bibliographical references and index.
[Place of publication not identified] CRC Press, 2017