By N. Simons, B. Menzies, M. Matthews
This new addition to the 'Short path' sequence combines either soil and rock slope engineering - in influence, brief classes - in a single concise quantity. Like its acclaimed significant other quantity a quick direction in beginning Engineering, this e-book makes a speciality of the necessities, explaining uncomplicated tools of balance research and using them to quite a lot of useful functions
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Extra resources for A Short Course in Soil and Rock Slope Engineering
76 mm specimens give a strength 185% times that indicated by an analysis of the slip. If no corrections are made for water content and time to failure, this ratio would be 310%. The 305 mm dia. Â 610 mm triaxial specimens show a strength 21% higher than that indicated by the slip analysis. 4 Comparison of undrained shear tests on London clay, with strength estimated from a ®eld failure, after Simons (1967) Test Slip 610 mm Â 610 mm shear box 305 mm Â 610 mm triaxial 38 mm Â 76 mm triaxial 46 su : kPa su (w 28%): su (w 28%) kPa (tf 4000 min): kPa Strength ratio Water content w: % Time to failure tf : min.
No knowledge of the pore pressures is required, the undrained shear strength being used in a total stress analysis (the so-called 0 analysis). A note on the 0 analysis `It is a simple task to place a clay specimen in a shearing apparatus and cause a shear failure. A numerical value of shearing strength, which has acceptable precision, may readily be obtained if proper technique, a representative sample, and a satisfactory apparatus are used. The point which has too often been insuf®ciently appreciated by testing engineers is that the shearing strength, both in the laboratory specimen and in the clay in nature, is dependent on a number of variables.
The ®rst steps, therefore, in ensuring similitude between test model and ®eld prototype require that: . . e. the soil specimen or zone is undisturbed the size of the test specimen or test zone is representative of the soil in the mass during the test the structural distortions and rates of distortion of the soil mass are similar to those which would arise in the ®eld at failure in the test, the distortions and rates of distortion of shear surfaces are similar to those which would arise in a full-scale failure.