Download A Short Course in Foundation Engineering by N.E. Simons and B.K. Menzies (Auth.) PDF

By N.E. Simons and B.K. Menzies (Auth.)

Even supposing there at the moment are a lot of machine programmes for fixing every kind of starting place layout difficulties, the necessity to fee those outputs by means of 'hand-calculation' has develop into extremely important. This publication concentrates on getting the basics correct after which utilizing them in useful applications.

The e-book is illustrated with a number of labored examples and with quick-reference tables and charts

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Sample text

4 o I %β Bearing capacity factor, Nc, for undrained analysis, after Skempton (1951) Underlying softer material Fig. 5 Spread of load onto underlying layer This example is somewhat artificial but has been chosen to illustrate two main points: • For most footings on granular materials, the bearing pressure is extremely high in terms of bearing capacity, so that the allowed bearing pressure in a practical problem is determined by consideration of settlement; rather than strength. The only possible exception to this statement would be a very narrow foundation, founded just below the surface of a loose sand with a very high ground water table.

Two important points to emerge are: • The vertical settlement is generally very sensitive to the horizontal modulus Eh. • For Ev = 0 at the surface and Ev increasing with depth, the maximum settlement is near the edge because of the large lateral strains existing at the edge. 48 4 Bearing capacity of footings 1 Introduction Foundation engineering may be defined as the art of applying — economically — structural loads to the ground in such a manner as to avoid excessive deformations. It should be noted that unless foundations are placed on hard sound rock, some measurable settlement will always occur.

7. 2 Nq=22Xl =22 A^ 7 =20X(1 - 0 . 2, and adjusted for the square footing. Nc + p'. 5 X 10 X 16 + 1 X20 = 702 kN/m2 This calculation merely confirms that, in general, the long-term bearing capacity of a clay foundation after consolidation is greater than the short-term bearing capacity. g. an oil tank or an embankment, may give rise to increases in pore pressure outside the loaded area, reaching a critical value some time after the end of construction • In a thick clay deposit where a decrease in the undrained shear strength with time (Chapter 2) may be greater than the gain in strength because of consolidation near the drainage boundaries.

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