Alternative analysis of pile cap
Alternative analysis of pile cap
(OP)
Hi,
please refer to the attached sketch of a existing situation. The load down the column is being increased. This causes bending and shear failure. My thoughts are if I take the force in direct bearing through the cap to the pile and justify the top steel to hold it in place I can demonstate it will work. I will do this by working out the angle based on geometry, calculating the compressive and tension forces and checking. Please note that this is one cap connected to many others via tie beams. Any thoughts?
please refer to the attached sketch of a existing situation. The load down the column is being increased. This causes bending and shear failure. My thoughts are if I take the force in direct bearing through the cap to the pile and justify the top steel to hold it in place I can demonstate it will work. I will do this by working out the angle based on geometry, calculating the compressive and tension forces and checking. Please note that this is one cap connected to many others via tie beams. Any thoughts?






RE: Alternative analysis of pile cap
RE: Alternative analysis of pile cap
RE: Alternative analysis of pile cap
What ishvaaag was pointing out is that as drawn, your pile cap is unstable. Maybe there are rectifying members, but they are not shown.
RE: Alternative analysis of pile cap
RE: Alternative analysis of pile cap
BA
RE: Alternative analysis of pile cap
Your title was about an alternative way to design pile caps, and the way you proposed in your original post is essentially truss analogy. I simply pointed you in the way of the strut and tie method, which is a conservative lower bound approach commonly used in designing these non-flexural regions.
Please don't call me a Homie.