AN EXAMPLE: LATERAL PILE LOADING
313
Second and third trials were made following this same computation procedure, and the resulting values of Epy are plotted in Figure 11.16. A second
trial value of T of 250 in. yielded a computed value of 244 in. A plot of the
tried values of T against the computed values that were obtained is shown in
Figure 11.17. As shown in this figure, T will converge to a value of about 239 in.
When the third trial was made with a tried value of T of 239 in., convergence
was indeed found to be this value.
Using the same procedures demonstrated for Pt 60 kips, value- -. J « •1
found for values of Pt of 20, 100, and 140 kips. With these values of T the
nondimensional curves and équations (11.15)-(11-18), together with p — Lf,ty
the deflection, slope, moment, shear, and soil résistance (y, 5, M. I . iuid p) can
be computed for ail depths.
Computer-Aided Solutions
As a means of evaluating the usefulness of the nondimensional met 1**1
for the case where the soil properties were ideally suitid to Epy ,vpv" '•
Puter solutions were obtained for the nonlinear drfferential equal km us^ hnim
différence techniques. The following changes were made: an axxl k * o
fops was assumed, the pile stiffness and diameter were alk wed
313
Second and third trials were made following this same computation procedure, and the resulting values of Epy are plotted in Figure 11.16. A second
trial value of T of 250 in. yielded a computed value of 244 in. A plot of the
tried values of T against the computed values that were obtained is shown in
Figure 11.17. As shown in this figure, T will converge to a value of about 239 in.
When the third trial was made with a tried value of T of 239 in., convergence
was indeed found to be this value.
Using the same procedures demonstrated for Pt 60 kips, value- -. J « •1
found for values of Pt of 20, 100, and 140 kips. With these values of T the
nondimensional curves and équations (11.15)-(11-18), together with p — Lf,ty
the deflection, slope, moment, shear, and soil résistance (y, 5, M. I . iuid p) can
be computed for ail depths.
Computer-Aided Solutions
As a means of evaluating the usefulness of the nondimensional met 1**1
for the case where the soil properties were ideally suitid to Epy ,vpv" '•
Puter solutions were obtained for the nonlinear drfferential equal km us^ hnim
différence techniques. The following changes were made: an axxl k * o
fops was assumed, the pile stiffness and diameter were alk wed