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Chapter 4 LABORATORY TESTING FOR SOILS the box, the upper half being restrained by a proving ring or load cell which is used to record the shear load. The sample is not sealed in the shear box; it is free to drain from its top and bottom surfaces at all times. The cross-sectional area over which the specimen is sheared is assumed to remain constant during the test. The direct shear test has been used to carry out undrained and drained shear tests, and to determine residual strength parameters. Morgenstern and Tchalenko (1967) reported the results of optical measurements on clays at various stages during the direct shear test, and it is clear that at peak shear stress and beyond, failure structures (Reidels and thrust structures) are not coincident with the supposed imposed horizontal plane of failure. In addition, the restraints of the ends of the box create an even more markedly non-uniform shear surface. Since the direction of the failure planes, the magnitude and directions of principal stresses and the pore pressure are not determinable in a normal shear box experiment, its results are open to various interpretations (Hill 1950), and this test is now rarely used to determine undrained or peak effective strength parameters. Triaxial tests may be performed more conveniently and with better control. March 2009 4-11
Chapter 4 LABORATORY TESTING FOR SOILS Figure 4.5 Bishop Direct Shear Box Triaxial Test The triaxial apparatus has been described in great detail by Bishop and Henkel (1962). The test specimen is normally a cylinder with an aspect ratio of two, which is sealed on its sides by a rubber membrane attached by rubber ‘O’ rings to a base pedestal and top cap (Fig. 4.6). Water pressure inside the cell provides the horizontal principal total stresses, while the vertical pressure at the top 4-12 March 2009
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GOVERNMENT OF MALAYSIA DEPARTMENT O
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DID MANUAL Volume 6 Foreword The fi
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DID MANUAL Volume 6 List of Volumes
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DID MANUAL Volume 6 Registration of
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DID MANUAL Volume 6 List of Symbols
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CHAPTER 1 GENERAL
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Chapter 2 GEOTECHNICAL DESIGN PROCE
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CHAPTER 7 RETAINING WALL
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PART 2: SOIL INVESTIGATION
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CHAPTER 6 CHECKLIST FOR TERRAIN FEA
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