10. CONSOLIDATION
underlying rock is pervious, through the lower boundary as well. This drainage of water will continue until the pore pressure distribution coincides with that which existed before the surface stress was applied as shown in Fig. 10.2(c). This means that the stress ∆σ which was originally
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13. AN INTRODUCTION TO FOUNDATION ENGINEERING
people.eng.unimelb.edu.auThe foundation is that portion of a structure that transmits the loads from the structure to the underlying foundation material. There are two major requirements to be satisfied in the design of foundations: (a) Provision of an adequate factor of safety against failure of the foundation material.
6. SEEPAGE THROUGH DAMS - people.eng.unimelb.edu.au
people.eng.unimelb.edu.au6-1 6. SEEPAGE THROUGH DAMS 6.1 TYPES OF DAMS The type of earth or earth and rockfill dam that is constructed at a particular location is usually dictated by the local availability of appropriate materials such as quarried rock, gravel,
8. STRENGTH OF SOILS AND ROCKS
people.eng.unimelb.edu.auThe tensile strength of soil is very low or negligible and in most analyses it is considered to be zero. In contrast a number of direct or indirect tensile strength tests are commonly carried out for rock. In a direct tensile strength test a cylindrical rock specimen is stressed along its axis by means of a tensile force.
3. STRESSES IN THE GROUND - University of Melbourne
people.eng.unimelb.edu.audepth of (z 1 + z 2) below the ground surface) in Fig. 3.3 (b) and the distribution of the effective vertical stress as a function of depth is shown by the shaded area in this figure. For depths of less than z 1 below the ground surface the total and effective stresses are equal since the pore pressure is zero. The effective horizontal stress σ '
5. FLOW OF WATER THROUGH SOIL - University of Melbourne
people.eng.unimelb.edu.auThe pressure head h p is a measure (in units of length) of the pore pressure of the water in the soil. Again referring to Fig. 4.5 the pressure head at any point P may be found by measuring
7. STRESS ANALYSIS AND STRESS PATHS
people.eng.unimelb.edu.au7-6 7.4 in which the lower part of the diagram has been omitted for simplicity. The initial major and minor principal stresses are indicated by σli and σ3i respectively. Stress changes of ∆σ1 and ∆σ3 have been imposed to give the following final stresses
9. COMPRESSIBILITY AND SETTLEMENT
people.eng.unimelb.edu.auσ2 = intermediate principal stress σ3 = minor principal stress compressives stresses and strains being positive For these conditions the settlement ( ρ) may be calculated from the vertical strain εv (= ε1) ρ = εv L = ( σ1/E) L (9.1) Fig. 9.1(b) represents a laterally confined elastic solid, which is subjected to a vertical stress σv.
11. THE STABILITY OF SLOPES
people.eng.unimelb.edu.auIn the special case where the slope is formed of a saturated clay the angle of shearing resistance ( φu) will be zero for the short term case. The maximum resisting shear stress around the failure arc will then be equal to the undrained cohesion (c u). If the undrained cohesion is a
Writing one page research proposal Why one page?
people.eng.unimelb.edu.auWriting one page research proposal • This brief notes is for potential candidates who wish to do PhD level research with me at the University of Melbourne. • I always request one page proposal to potential research candidates and current students who are in probationary candidature before writing the confirmation or conversion report.
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