By N. Simons, B. Menzies, M. Matthews
This new addition to the 'Short path' sequence combines either soil and rock slope engineering - in impact, brief classes - in a single concise quantity. Like its acclaimed better half quantity a quick path in origin Engineering, this booklet specializes in the necessities, explaining easy equipment of balance research and utilising them to quite a lot of sensible purposes
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Extra resources for A Short Course in Soil and Rock Slope Engineering
It is more usual to rely on small-scale measurements of shear strength. It is necessary to determine which of the various methods of in situ and laboratory shear strength determinations are appropriate to the stability problem considered. 22 CHAPTER 1 EFFECTIVE STRESS, STRENGTH AND STABILITY Shear test data applicable to the loading condition The loading case gave a critical stability condition in the short term, the minimum strength and factor of safety occurring at the end of loading. In this undrained condition the stressed zone does not immediately change its water content or its volume.
2), an overall increase in mean total stress occurs (Fig. 3(a)). In a ®ne-grained soil like clay, the viscous resistance to pore water expulsion prevents the soil structure from rapidly contracting. In the short term loading condition, therefore, there is a change in effective stress due to shear strain only together with an increase 30 CHAPTER 2 SHORT TERM STABILITY, UNDRAINED STRENGTH OF CLAYS End of loading piezometric level Equilibrium ground water level h P Fig. 2 Pore pressure generated on a potential slip surface by embankment loading Height of fill (a) Time (b) Time (c) Time Factor of safety Effective stress at P Pore water pressure h γw at P Shear stress on slip line through P Time Rapid construction Pore pressure dissipation Pore pressure equilibrium (d) Fig.
An envelope to the circles is, of course, 33 SHORT COURSE IN SOIL AND ROCK SLOPE ENGINEERING τ c = su φ=0 σ Fig. 4 Unconsolidated±undrained triaxial test Mohr's circles showing 0 failure envelope a horizontal straight line. Interpreting these results using Coulomb's (1773) equation, f c tan 2:1 gives f c cu su the undrained shear strength 2:2 and u 0 2:3 This apparent insensitivity of shear strength to loading changes led Skempton (1948) to conclude that shear strength was uniquely dependent on water content and if water content did not change then strength did not change.