Chapter 32 - Deep Foundations - Index of - Free

whereC p= empirical coefficient depending on soil type and method of construction, see Table 32.11.D = pile diameterq o= ultimate end bearing capacityand settlement of the pile tip caused by load transmitted along the pile shaft iswhereCs= ( 093 . + 016 . D/ B)Ch = embedded lengthpSCQs s=hqTABLE 32.11 Typical Values of C pforEstimating Settlement of a Single PilesSoil Type Driven Piles Bored PilesSand (dense to loose) 0.02–0.04 0.09–0.18Clay (stiff to soft) 0.02–0.03 0.03–0.06Silt (dense to loose) 0.03–0.05 0.09–0.12Note: Bearing stratum under pile tip assumed toextend at least 10 pile diameters below tip and soilbelow tip is of comparable or higher stiffness.o(32.26)Method Using Localized Springs: The t–z and Q–z methodIn this method, the reaction of soil surrounding the pile is modeled as localized springs: a series ofsprings along the shaft (the t–z curves) and the spring attached to the tip or bottom of a pile (theQ–z curve). t is the load transfer or unit friction force along the shaft, Q is the tip resistance of thepile, and z is the settlement of soil at the location of a spring. The pile itself is also represented asa series of springs for each segment. A mechanical model is shown on Figure 32.5. The procedureto obtain the settlement of a pile is as follows:• Assume a pile tip movement zb_1; obtain a corresponding tip resistance Q_1 from the Q–z curve.• Divide the pile into number of segments, and start calculation from the bottom segment.Iterations:1. Assume an averaged movement of the segment zs_1; obtain the averaged side frictionalong the bottom segment ts_1 by using the t–z curve at that location.2. Calculate the movement at middle of the segment from elastic shortening of the pile underaxial loading zs_2. The axial load is the tip resistance Q_1 plus the added side friction ts_1.3. Iteration should continue until the difference between zs_1 and zs_2 is within an acceptabletolerance.Iteration continues for all the segments from bottom to top of the pile.• A settlement at top of pile zt_1 corresponding to a top axial load Qt_1 is established.• Select another pile tip movement zb_2 and calculate zt_2 and Qt_2 until a relationship curveof load vs. pile top settlement is found.The t–z and Q–z curves are established from test data by many authors. Figure 32.6 shows the t–zand Q–z curves for cohesive soil and cohesionless soil by Reese and O’Neil [57].Although the method of t–z and Q–z curves employs localized springs, the calculated settlementsare usually within a reasonable range since the curves are backfitted directly from the test results.Factors of nonlinear behavior of soil, complicated stress conditions around the pile, and partial© 2000 by CRC Press LLC