A Short Course on Foundation Engineering 2nd Edition by Bruce Menzies, N.E. Simons PDF
By Bruce Menzies, N.E. Simons
Even if there at the moment are various machine programmes for fixing all kinds of origin layout difficulties, the necessity to fee those outputs through 'hand-calculation' has turn into extremely important. This publication concentrates on getting the basics correct after which utilizing them in functional applications.The publication is illustrated with quite a few labored examples and with quick-reference tables and charts.
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Additional info for A Short Course on Foundation Engineering 2nd Edition
Experiment has shown this expression to be substantially correct over a wide range of soils for a limited range of stresses. Common usage has k1 cH 2X2 k2 tan 0H 2X3 whence (f cH 'n ÿ u tan 0H 2X4 where cH is the cohesion intercept and 0H is the angle of shearing resistance, with respect to effective stress. SHORT COURSE IN FOUNDATION ENGINEERING Soil particle Shear surface F Relative displacement of soil in the mass N Interparticle force normal to shear surface Fig. 1 Forces arising at inter-particle slip The measurement of shear strength Direct and indirect measurements If the effective stress shear strength parameters cH and tan 0H are known, the shear strength on any plane may be estimated from a knowledge of the effective stress normal to that plane 'n ÿ u.
Excavation. Better still, use a triaxial cell with internal tie rods so you can ®x the loading ram and top cap together. Saturate test specimens slowly. This minimises `destructuration' (sample damage) which can occur when actual pore pressure changes lag behind back-pressure changes and so the effective stress state is different from that intended. Measure volume change carefully and correct the crosssectional area of the test specimen to give accurate deviator stress. Remember that the sample must be fully saturated at failure also.
A rapid test in the direct shear box, for example, presents a convenient, though vastly simpli®ed small-scale simulation or model of the likely full-scale ®eld or prototype failure. It was seen in the preceding section that this rapid direct measure of shear strength gave the undrained shear strength, su . However if the test is carried out slowly, the distortion of the soil structure in the shear zone produces an insigni®cantly small excess pore-water pressure. This is because any slight increase in pore pressure has time to dissipate by drainage; that is, the slow test is drained as opposed to undrained in the quick test.
A Short Course on Foundation Engineering 2nd Edition by Bruce Menzies, N.E. Simons