Thanks for the reply. This is to determine structural capacity and not lateral capacity. The axial load affects the Nominal Moment capacity of the pile. Any suggestions?
I think that question is very vague, but I think you might be looking at a 25 to 30ft pole or so? I did some design for a few 30ft camera poles, and the axial force provided by the was about 1700lb, bending moment was about 10kip-ft, shear, 600lb, and torsion 45kip-ft. These numbers are site-specific (exposure factor, wind velocity, etc), dead load depends on type of material. What kind of pile are you looking at? However, said in the previous posts, loads will be neglible compared to the structural capacity of the pile. Your main concern should be lateral capacity as pointed out earlier, except if you are placing that pole in a swamp.
If axial load is negligible, how about torsion? How do we enter this in the L pile program? Can this be neglected too as piles can only designed for Lateral and Moment?
I do see the 45 kip-ft (significant) number for your design.
I am putting together a building foundation report and had chosen drilled shafts but the new loads are over 900 kips and the shafts are so large in diameter that they nearly touch. FHWA and others suggest a minimum spacing of 3 diameters. Has anyone put them closer together? I need them to be around 9 ft center to center because of the structure above. They are unable to change the column locations.
16adams - you should start another thread with this question - "hijacking" a thread not the best thing to do. In the 'pane' listing all the threads - go to the bottom and copy your post above in it. Submit it and perhaps we'll respond.
