including the cover concrete, resulted in higher theoretical moment capacities. The

moment capacity of specimen 3 was more overestimated than the capacity of specimen 2.

That was due to the fact that specimen 2 failed in shear flexure and the theoretical

program calculates the capacity based on a flexure failure. The capacity of specimens 1

and 4 was slightly underestimated.

 w









 18'


Figure 5-18. Self weight distribution for cast in place piles

Table 5-4. Experimental and theoretical moment capacities
Specimen Mexp Mtheor Mself Total Total Mexp
 (k-ft) (k-ft) (k-ft) Mexp Mtheor Mtheor
 (k-ft) (k-ft)
 1 146.4 157.8 9.9 156.3 167.7 0.93
 2 122.9 130.9 7.9 130.8 138.8 0.94
 3 128.1 143.1 7.9 136.0 151.0 0.90
 4 202.6 199.2 7.9 210.5 207.1 1.02

 Based on the results presented the theoretical M-D program predicted the capacity

of the pile specimens. The differences between the experimental and theoretical

capacities were small and could be attributed to differences in the material properties and

minor dislocations of the reinforcement in the specimens as well as the effect of the

longitudinal CFRP grid strands.