Rock mechanics pdf download

Parallel to the progress of practical techniques the engineering geologists also made constant efforts to master their increasingly difficult problems. The various case histories summarized in section 2. They also show how the work of an engineering geologist in civil engineering or rock mechanics differs from that of a geologist in soil mechanics or the petroleum or mining industries. There are many textbooks dealing with the latter but little has been published on engineering geology, rock mechanics and civil engineering.

Even though the final responsibility for designs generally lies with rock mechanicists and engineers, the geologists will be asked more and more precise questions.

To be able to give accurate answers they will require a knowledge and understanding of the theory and practice of rock mechanics. Part Two Rock material and rock masses 3 Fundamental concepts and description of fissures 3.

This requires a precise definition of concepts and a very detailed description of the rock masses and their mechanical aspects.

The majority of shales and slightly decomposed rocks would not fit this definition. He described the joints which subdivide the rock mass into individual blocks and assumes that there is no cohesive action across them, they are supposed to be continuous. Other joints are more or less discontinuous. A section following a discontinuous joint cannot enter an adjacent joint without cutting across intact rock. That portion of a section located in intact rock is called a gap.

John Rock mass refers to any in situ rock with all inherent geomechanical anisotropies John, ; Panet, Homogeneous zones refer to rock masses with comparable geological and mechanical properties such as type of rock, degree of weathering and decomposition, and rock structure.

Microfractures are about mm or less in width. Their extent is significant despite the fact that they are barely visible to the naked eye. They often depend on the schistosity of the material and have well-defined directions in space. Macrofractures are wider than mm. They may be up to several metres or more in length. The chemical, physical and mechanical properties of the filling material are of considerable importance to the overall strength and properties of the rock mass.

The classification offissuresproposed by the rock mechanicists is different from that used by the geologists and given in section 2. Geologists and rock mechanicists obviously have different views about what is important in the description of rock material and masses. In the design of a deep tunnel only large geological fractures and faults are important.

All the major faults detected on the surface in the Mont Blanc-Aiguille du Midi area were followed deep into the rock masses and were cut by the Mont Blanc tunnel. Macrofractures may be vital to the design of the foundations of the piers of a bridge or the anchorage of dam foundations, Microfissures and microfractures determine the real crushing strength of rock material and masses.

There are many relationships between geological fractures and the microstructure of rocks. This is obvious for sedimentary rocks, but also appears in metamorphic rock masses. For example the geological fractures in the Aiguille du Midi area follow the general microfissuration of the chlorites and feldspars in the rock.

The modern 'engineering classifications of jointed rock masses' discussed in sections 6. Rock or rock material is the smallest element of rock not cut by any fracture; there are always some microfissures in the rock material. Most rock mechanic specialists make sharp distinctions between the tests in situ on rock masses and tests on rock material in the laboratories.

Similarly, filling material in macrofractures and faults can be tested in situ or in the laboratory. Structure and anisotropy of rock masses 29 Therefore, rock mechanics is the mechanics of a discontinuum, that is, a jointed medium.

The strength of a rock mass is considered to be a residual strength which, together with its anisotropy, is governed by the interlocking bond of the unit blocks representing the rock mass.

The deformability of a rock mass, its anisotropy, its modulus of elasticity and Poisson ratio result predominantly from the internal displacements of the unit blocks within the structure of a rock mass.

Bernaix, in a private report on the rock at Malpasset, mentions that the gneiss was crossed by two families of fissures, the spacing of which was several millimetres for one family and 1 cm for the other. They could hardly be distinguished. He also mentions a Jurassic limestone where the spacing of the microfissures was 10 mm and the spacing of microfractures 36 mm. The crushing strength depends on the size of the sample tested after Bernaix, private report.

Figure 3. According to Bernaix, the crushing strength of the rock samples depends on the spacing of the fissures. This pattern of fissures also explains why the test results depend on the size of the sample.

The pattern of microfissures and microfractures is, on a very small scale, an image of the macrofractures which cross the rock mass. This complexity justifies the remark by Bernaix that microfractures and the macrofractures should be classified separately.

Other properties like wave velocity, elasticity or plasticity, strain and strength also vary with the direction and the stratification. This is true, for example, of the modulus of elasticity which is different in directions parallel and perpendicular to the strata.

Even granite shows some anisotropy. For this reason also, the average values and the dispersion factor should be calculated from tests on a large number of samples.

Rock mechanics should try to establish correlations between different rock characteristics; for example, porosity and modulus of elasticity, permeability and rock crushing strength. Similarly, the results of laboratory tests and tests in situ should also be correlated. The heterogeneity or lack of homogeneity of rock material and rock masses is another important feature. The orientation of geological planes is defined by the three-dimensional orientation of the line of dip of a particular plane, by the azimuth between north and the projection of this line on the horizontal plane and the altazimuth between the horizontal and the line of dip.

Geological planes are graphically represented in two ways. A joint plane K is positioned at the centre of the hemisphere H. The line OP, normal to plane K, will pierce the hemisphere at the pole P, this representing the orientation of plane K.

The poles of all the joints surveyed can be represented on an equal-area projection of the hemisphere, producing a point diagram. The density of points indicates the number of joints with approximately the same direction. Usually there are three main directions for a system of joints. A unit square U, coinciding with the geological plane K and located above the horizontal plane D drawing board is projected onto D, thus defining the orientation of the plane K.

For engineering purposes Miiller's representation is preferred. There are other methods to be found Panet, ; Talobre, The direction of the major fractures results from the prevailing stress when the geological fracture occurred. Rupture usually occurs along the main diameter, with a complicated distribution of stress.

It is also found that rupture depends to some extent on the width of the contact area between the platens and the disc. The width can be expressed by an angle of contact, 2a, which is also one of the parameters in the series of tests. Correlation between results obtained by methods 1 and 2 is good, but the Brazilian test gives widely diverging results about two to four times 44 Physical and mechanical properties larger than with other methods Vouille, The dispersion of results from tensile tests is usually very large and a number of results is required to obtain acceptable average values.

Most laboratories prefer the Brazilian test as it is more reliable than others. When a wet clay specimen is subjected to a similar test, the internal shearing creep causes it to fail under large, predominantly plasto-viscous deformations.

Tests on unconfined rock specimens were found to give an incomplete explanation of rock behaviour in situ. The necessity of carrying out triaxial tests was soon recognized. Another aspect of the problem, which has been the subject of considerable investigation, is the effect of interstitial fluid pressure on the strength and deformation characteristics.

The results of the following test techniques should therefore be examined: uniaxial compression tests on unconfined rock material, and triaxial tests on confined rock specimens. This chapter deals with tests where no pore pressure is induced or recorded and tests where pore pressure can be induced and recorded. The results are interpreted from Mohr circles, the theory of which is given in sections 4.

The dispersion of results is greater for rock specimens than for concrete and the standard deviation for uniaxial tests is greater than the standard deviation for confined triaxial tests.

This can be explained as the triaxial compression closing fissures, mainly microfissures, and increasing the compactness of the samples. It was found that the standard deviation of a series of tests on a large number of samples taken from the same source is a very important characteristic of the rock.

This will be examined in conjunction with the scale effect in section 4. Table 4. Mean Chalk Rocksalt Coal Siltstone Schist Slate Shale Sandstone Mudstone Marble Limestone Dolomite Andesite Granite Gneiss Basalt Quartzite Dolerite Gabbro Banded ironstone Chert 11 15 13 25 31 33 36 40 52 60 69 83 29 41 38 70 Compression tests Al 4. Initially up to , triaxial testing of rock material was limited to undrained specimens with no provision for measuring pore pressure. Later observations made apparent the necessity to include pore pressure measurements in order to provide a comprehensive picture of rock strength.

Equipment which would accommodate cylindrical specimens of the in size NX cores was developed in several American laboratories especially that of the U. Army Corps of Engineers. The standard size used in Paris was 2 cm diameter. Figure 4. This consists of a base, cylindrical triaxial chamber, top, and accompanying hoses, gauges, and accessories. The platens have several holes through which pore water pressure diffuses into the specimen.

To achieve high pore-pressures with relatively lowpressure sources a pressure intensifier is used. The confining pressure is held constant by manual operation of a screw piston and compensates for volume changes resulting from strain of the specimen. It can also be regulated automatically by a pressure regulator while setting up the apparatus.

In assembly, a small plastic tube is coiled around the specimen to serve 48 Physical and mechanical properties as an overflow while the chamber is pumped full of anti-foaming oil. Axial strain during the tests is measured by a transducer.

Corrections are made for apparatus deformations during the test in order to determine the true strain and strain rates of the rock specimen. When starting the tests, the pore water system is filled to the top of the platen and the specimen, dripping wet, is put in position.

The top platen and spherical seat are aligned and the specimen and end caps enclosed in an impermeable rubber membrane, and finally the cylindrical chamber and the top are assembled. A slight load is applied and the confining pressure is gradually brought up to working level. Pore pressure is then induced at both ends of the specimen. It is permitted to back-pressure momentarily, the system is closed from the pressure source, and the specimen progressively loaded at the prescribed rate.

In so-called drained tests, the pore pressure on a saturated specimen is held at zero, and any tendency toward induced pore pressure is permitted to dissipate by drainage through the top and the bottom of the specimen. In an undrained test the system is closed and no drainage is permitted. The induced pore pressures are measured. During the tests, the pore pressure should be maintained below the confining pressure so that the increase during loading leaves the effective confining pressure a3 a positive value Neff, An increase in the pore pressure is indicative of expansion and is most likely to occur during advanced stages of failure.

It is suggested Neff, that the following diagrams should be traced for a detailed analysis of the tests. First a Mohr circle diagram and intrinsic curve envelope of failure circles. On the vertical axis, shear stress r is plotted, as for soil or concrete tests and similarly the angle of internal friction and the angle of the shearing plane at rupture.

Further plots should show the deviator stress a1 — a3 versus the axial strain el9 the induced pore pressure u — u0 versus the axial strain, the shear stress on the rupture plane versus the effective normal stress on the same plane vector curve. The coefficient A is dependent on the relative deviation of the rock behaviour from the elastic theory, which for some specimens is considerable.

Army Corps of Engineers, Neff writes that it would seem that Compression tests 49 actual pore pressure characteristics are best determined from undrained rather than drained tests, in which the pre-pressure build-up is recorded. It is desirable to preload the specimen with the estimated overburden pressure before making observations on the pore-pressure build-up. Tests were also made on particular geological features. The shear strength in the joint is obtained graphically from Mohr's circles as shown in fig.

From a circle with diameter G1 — a3 and a line parallel to the joint where rupture occurred, a point 4 is obtained representing the point of rupture. If this procedure is repeated for several tests, the points representing the rupture fall on a line 1, 2, 3, 4 fig.

Intact cores of granite were tested and compared with jointed specimens and with specimens where the wet joints were bonded with epoxy resin. A major improvement was then obtained over the strength of samples with unbonded joints. Some other aspects of shearing problems were investigated. Some evidence also suggests that the angle of friction is maximum at low pressures and less when the crystals are sheared off.

Limited tests with joints well bonded by such minerals as calcite and quartz show quite high strengths, approaching those of the intact cores. Tests carried out with conventional equipment assume that the two secondary principal stresses are identical. Instead of a conventional cylindrical core, the test used the hollow cylinder triaxial technique loaded uniformly over the inner, as well as the outer cylindrical faces. The cylinder was also loaded axially. The circumferential stress in the cylinder wall then became larger than the radial pressure on the cylinder.

Summarizing an extensive review of rock failure in the triaxial shear test, Schwartz mentions that rock fails by either splitting, shearing, or a combination of these pseudo-shear.

Rock failure is ductile or brittle depending upon the degree of confinement. Shear failure will occur in rock if confining pressures are sufficient to prevent splitting. The angle of slip for shear failure is closely predicted by the Mohr criterion. Shear tests 51 The importance of compression tests should not be underrated but they do not solve the basic problem of rupture in rock material. Many dam designers also believe that the strength of rock abutments for dams depends on the shear strength of the rock.

This is why the greatest importance is attached to shear tests. Several testing methods are used as follows. This is placed in a cylindrical guide and a piston forced through it. The results of such a punching shear tests are comparable to the shear strength with zero confinement the apparent cohesion intercept of the Mohr diagram. A punching shear test is possibly a representation of punching through hard rock underlain by a soft layer.

The sample is prepared by cutting a rim in it fig. When this is not possible, the rock plastic material Fig. The sample is then placed in the testing apparatus and a constant compression load applied in the direction normal to the shearing plane. A shearing force is then applied in the shearing plane which is progressively increased until rupture occurs.

In both the punching and classical tests, the real shear stress distribution along the shearing surfaces is very complicated and only the average shearing 52 Physical and mechanical properties strength is obtained. With the classical method it is possible to limit the normal compression strength to small values in order to investigate the apex of the intrinsic curve fig.

The shearing apparatus consists of two stiff boxes catching the prepared sample. Forces are applied to these in such a way that the shearing force acts along the prescribed shearing plane. The upper box is fixed; the lower box slides with a minimum of friction on a horizontal plane. The Paris laboratory uses samples with a shearing surface of about 60 cm2 about 10 in2.

The normal compression force may be kg and the horizontal force as high as kg. The average shear stress r max is calculated by the formula: where T max is the force causing rupture and A the area of the sheared plane. Because of the vertical movement of the upper box, it can be assumed that the shearing surface is lightly inclined and that a certain amount of work is done in the vertical direction.

Skempton observed that, with increasing strain, e, the shear strength, r, of some types of clay reaches a maximum value, Tmax, and then decreases to a final value, Tult. It was found later, that this is due to a realignment of clay particles in the shearing plane. Not all clay types have this characteristic. Other authors have made similar observations for a variety of rocks. It seems that this property is general for rocks and that it can be explained by the shearing of some crystals with progressive destruction of the rock cohesion.

In other cases it seems to be a decrease of the internal friction factor. Shear tests 53 for rocks showing shear strength r versus strains e. The authors summarized the results in a series of diagrams and compared them with the analytical methods used by Donath Their conclusions are encouraging and confirm the assumptions on which the circle of Mohr is based. Hayashi's photographs and diagrams fig. Progress is being made on a better interpretation of deformations which develop along an indented fissure, its shear strength to final rupture.

Figure Shear tests 55 4. As long as the resultant force F of these two forces remains within the cone of friction, no N k3h Fig. When T increases, sliding occurs along a plane i and the fissure opens progressively. The measurement is accomplished by placing two reference pins R and R' symmetrically opposite R. With an extensometer measurements are accurate to about in. Methods of measurement This method sometimes yields higher values for the modulus of elasticity E than that determined by the plate-bearing method, rock-bolt method or convergence tests.

At Oroville dam, in sound rock in the area of the underground power-house, the flat-jack method gave E values about five times higher than those obtained with other methods. Other authors have stated however, that convergence tests give higher figures. The Yugoslavs have published information describing an arrangement where a large flat jack is introduced in a slot excavated in the invert or in the walls of a gallery, at right angles to the axis of the gallery fig.

These were introduced in boreholes to test soils. Electricite de France has designed another apparatus which can be used for boreholes of mm and higher pressures fig. The theory of a radially strained borehole is easy to develop from the special case of pressure galleries. Mayer did not rely on this theory and had the cylindrical jack calibrated in blocks of marble or concrete against which the modulus of elasticity could easily be directly checked. A French report to the Eighth Congress on Large Dams indicates how calibration of the jack was carried out in a block of concrete m square, solidly cemented to sound rock inside a gallery La Bathie.

The surface of the concrete was flush with the rock surface and the measurements were carried out at a depth of m.

Instruments of this type can be used in the exploratory stage. Used in boreholes slanted in various directions, they will show the extent of fissurations or cracking in the rock at different depths and reveal any anisotropy.

Initial tests in a considerably fissured gneiss revealed decompression of the rock towards the slope of a valley as well as a progressive improvement of the rock mass with increasing depth. Results obtained on various other sites prove that this type of test is of great use. Since the development of rock bolting, rock bolts and rock extensometers described in previous chapters are also used for estimating the rock modulus E.

Rock bolts have an additional use in measuring the rising strain when rock around cavities is being progressively relieved of stress. This rising strain should be recorded against time. Cable method of in situ rock stressing. All the methods previously described can be criticized because they can only test a small rock mass. For example, in borehole tests the stresses decrease rapidly, starting from the edge of the borehole.

At a distance of only one diameter the stresses in competent, tmfissured, rock decrease to one-ninth of the test pressure in the borehole. Similarly, with plate-bearing tests on competent rock the stresses do not penetrate deep into the rock mass, but strains of deeper penetration do occur when the rock is fissured. For this reason several authors suggested the use of tensioned cables for in situ tests to both the Seventh and Eighth Congress on Large Dams, Rome, , and Edinburgh, In order that the reaction at anchorage point will not appreciably affect the displacements at rock surface, a minimum anchorage depth of eight to ten times that of the bearing-pad diameter is tentatively recommended.

Loads of up to tons can be applied in this way using a single cable, thus allowing a large volume of rock to be influenced. Several cables could be used to apply even greater loads if needed. The cable approach has distinct advantages. In particular, the rock can be tested at the exact foundation location and in the directions in which the actual loads of the structure dam abutment will be exerted.

The test could be repeated at various levels of excavation, using the same borehole and cable to obtain information about how rock characteristics vary with depth. This is an important point since the majority of rock masses have more or less anisotropic deformability.

The problem of displacements due to point tangential loads was theoretically solved by Cerruti in , giving a solution analogous to Boussinesq and which can be integrated in the same manner to yield the displacements due to loads distributed over prescribed areas Jaeger, Mitchell established expressions corresponding to the Boussinesq and Cerruti solutions for the case of transversely isotropic material i. This system is reasonably typical of many stratified rocks it possesses five independent elastic constants: two elastic moduli, two Poisson ratios and an independent shear modulus.

In similar lines Jaeger Seventh Congress on Large Dams, suggested a combination of the cylindrical jack test and the cable test with the cable cable jack cylindrical jack P'2 Fig. Methods of measurement passing through the cylindrical jack fig.

The cylindrical jack causes tensile stresses to develop in a circumferential direction and the test would yield valuable information on the tensile strength of rock in situ when under triaxial strain and on the E modulus under such in situ conditions. Very little is known about tensile strength of rock masses in situ, despite the fact that local tensile failure and brittle fractures of rock masses may cause the final collapse of a concrete dam.

The Pertusillo dam case The foundations of the Pertusillo dam Italy are an excellent example of the importance of rock compactness and its effect on the modulus of elasticity Fumagalli, a. At depth, under the project dam m high , the rock is a marl-clay sandstone gres; the overburden is a conglomerate, the smallest thickness of which is about 20 m fig. The underlying gres was tested in deep prospecting galleries: rock cores of 60 to 70 cm diameter were isolated and pressure was applied inside the cut by means of cylindrical rubber pockets.

The theory of the intrinsic curve to be developed later may be satisfactorily applied to plasto-viscous failures. In rock mass, the brittle type of failure normally occurs at the crystal layers where the isotropic triaxial compression stress is usually less intense. Owing to their stiffness, cohesion bonds are not assisted by numerous hyperstatic connections within the rock mass and they fail abruptly as soon as the elastic deformation limits are exceeded.

In a paper on the stability of arch dam rock abutments Fumagalli describes the progressive failure of rock masses by plasto-viscous deformation as follows: Strains, modulus of deformation and failure As the load increases the deformation processes affect the resisting structure by successive frontiers located ever deeper within the rock and farther from the force application plane. As the frontiers move deeper, the cohesion bonds in the receding area gradually decrease while resisting stresses due to internal friction of the material are called upon to mutually cooperate through a gradual redistribution of the stresses.

At constant loading the deformation speed decreases and finally becomes nil as long as possible state of static equilibrium is possible. A number of chapters are devoted to possible new directions in rock mechanics. The volume focusses on the transitional development in rock mechanics research from surface to underground mining and from shallow to a. Significant and extensive advances and achievements in these fields over the last 20 years now justify the publishing of a comparable, new compilation.

This new compilation offers an extremely wideranging and comprehensive overview of the state-of-the-art in rock mechanics and rock engineering and is composed of peer-reviewed, dedicated contributions by all the key experts worldwide.

Key features of this set are that it provides a systematic, global summary of new developments in rock mechanics and rock engineering practices as well as looking ahead to future developments in the fields. Contributors are worldrenowned experts in the fields of rock mechanics and rock engineering, though younger, talented researchers have also been included. The individual volumes cover an extremely wide array of topics grouped under five overarching themes: Principles Vol.

This multi-volume work sets a new standard for rock mechanics and engineering compendia and will be the go-to resource for all engineering professionals and academics involved in rock mechanics and engineering for years to come. Traditional textbooks on rock mechanics often fail to engage students in the learning process as such books are packed with theory that students are unlikely to use in their future employment.

In contrast, this book delivers the fundamentals of rock mechanics using a more practical and engaging project-based approach which simulates what practitioners do in their real-life practice. This book will be of great help to those who would like to learn practical aspects of rock mechanics and better understand how to apply theory to solve real engineering problems. This book covers geology, rock mechanics principles, and practical applications such as rock falls, slope stability analysis and engineering problems in tunnels.

Throughout the whole book, the reader is engaged in project-based work so that the reader can experience what rock mechanics is like and clearly see why it is an important part of geotechnical engineering. The project utilizes real field and laboratory data while the relevant theory needed to execute the project is linked to each project task.

In addition, each section of the book contains several exercises and quiz questions to scaffold learning. Some problems include open-ended questions to encourage the reader to exercise their judgement and develop practical skills. To foster the learning process, solutions to all questions are provided to allow for learning feedback. Advances in Rock Mechanics is a publication presenting the state of the art in the field of rock mechanics. This book includes 29 contributions which present ongoing or recently completed research in various aspects of rock mechanics, as well as examples of current practice with advanced technologies or methods.

Rock mechanics is a multidisciplinary subject combining geology, geophysics, and engineering and applying the principles of mechanics to study the engineering behavior of the rock mass. With wide application, a solid grasp of this topic is invaluable to anyone studying or working in civil, mining, petroleum, and geological engineering.

Rock Mechanics: An Introduction presents the fundamental principles of rock mechanics in a clear, easy-to-comprehend manner for readers with little or no background in this field.

The text includes a brief introduction to geology and covers stereographic projections, laboratory testing, strength and deformation of rock masses, slope stability, foundations, and more. The authors—academics who have written several books in geotechnical engineering—have used their extensive teaching experience to create this accessible textbook. They present complex material in a lucid and simple way with numerical examples to illustrate the concepts, providing an introductory book that can be used as a textbook in civil and geological engineering programs and as a general reference book for professional engineers.

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.

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 fully—the book leans towards practice rather than theory. This text can help ensure that ground models and designs are correct, realistic, and produced cost-effectively.

The dynamic aspects associated with the science of earthquakes and their effect on rock structures, and the characteristics of vibrations induced by machinery, blasting and impacts as well as measuring techniques are described. Furthermore, the degradation and maintenance processes in rock engineering are explained. This volume presents the proceedings of a symposium on rock mechanics, held in the USA in Topics covered include: rock dynamics; tool-rock interaction; radioactive waste disposal; underground mining; fragmentation and blasting; theoretical and model studies; hydrology; and rock creep.

Until a few years ago, hydropower, road tunneling and mining were the main fields interested in rock mechanics. Now, however, rock mechanics is becoming increasingly important in many more branches - the most significant globally being the disposal of hazardous, especially radiaoctive, waste in deeply located repositories.

This has raised a number of new aspects on the mechanical behaviour of large rock masses hosting repositories and of smaller rock elements forming the nearfield of tunnels and boreholes with waste containers. The geological background and above all rock structure form the basis of this book. The structural scheme proposed is referred to explain the scale-dependent behaviour of rock.

Thus, the reason for differences in strength and strain properties of different types and volumes of rocks is shown in a very clear fasion, using simple material models and very basic numerical models. The author's academic background in both geology and soil and rock mechanics and his long experience in practical design and construction work has led to an unusually pedagogic way of dealing with the subject.

The book is intended for use by consultants in engineering geology and waste disposal and by students of these subjects. Rock Mechanics and Engineering: Prediction and Control of Landslides and Geological Disasters presents the state-of-the-art in monitoring and forecasting geotechnical hazards during the survey and design, construction, and operation of a railway.

This volume offers the latest research and practical knowledge on the regularity of disaster-causing activities, and the monitoring and forecasting of rockfalls, landslides, and debris flow induced by rainfall and human activity. The book gives guidance on how to optimize railway design, prevent and control measures during construction, and geological hazard remediation. The book also advises engineers on how to achieve traffic safety on high-speed railways.

Eleven chapters present best practices in the prediction and control of landslides and rockfalls in geological disasters, derived from years of geotechnical engineering research and practice on high-speed railways in China. High-speed railways bring characteristic geotechnical challenges including a complete maintenance system, a long railway line, and the subjection of the geological body to cyclic loads. Skip to content. Toggle navigation.

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