Theoretical Manual for Pile Foundations by Reed L. Mosher

By Reed L. Mosher

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Cyclic Loading Studies have shown (Poulos 1983) that the principal concern associated with cyclic axial loading is the tendency for fmax to reduce as the ratio of the cyclic component of axial load Poc to the ultimate static capacity Pous increases beyond some critical value. As long as the ratio remains below the failure envelope shown in Figure 21, no significant degradation of the pile capacity or forcedisplacement behavior is likely to occur. Figure 21. e. the well known Winkler assumption).

Other Considerations Uplift loading For some design cases it may be necessary to evaluate the behavior of an axially loaded pile for uplift (tension) loading. Considerably less is known about uplift loading than about compression loading. However, it is believed to be sufficiently accurate to analyze prismatic piles in clay under uplift using the same 28 Chapter 2 Single Axially Loaded Pile Analysis Figure 20. q-w curve by Method SF5 procedures used for compression loading, except that the tip reaction should be omitted unless it is explicitly accounted for as discussed below.

For this assumption and the one-dimensional model of the pile-soil system shown in Figure 2, the governing differential equation for a prismatic, linearly elastic pile is & B ' (34) where E = modulus of elasticity of the pile material A = pile material cross section area w = axial displacement R = effective radius of pile soil interface; and f(z,w) is the unit side friction, which is a function of both position on the pile as well as pile displacement Because the displacements must be known before the side friction f(z,w) can be determined, numerical iterative solutions of Equation 34 are required.

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