Built-up column w/ Slender Elements
Built-up column w/ Slender Elements
(OP)
Here's a structure type you don't see everyday...for good reason.
Brief Description: I am looking to analyize a "stand-alone" column structure (k=2.0) built up of a series of 18--1" dia. rods. in a circular footprint. The column tapers as it gets taller. The structure will be "banded" together at set intervals. The architect would prefer to limit the banding locations... currently showing 3 interior bands for a column 18'-6" in height. There is is a horizontal force applied at the top of the structure.
Questions:
1.Does anyone know of a good reference that touches on this topic?
2.Obviously it is the slenderness of the individual members that has me concerned. If these members were just loaded with pure axial loads, then the bands would serve as tension rings and absorb the buckling force created by these slender rods. Unfortunately, due to the loading condition...some of the rods will be in compression... others in tension. With this loading condition, I don't believe the "banding" is serving as a tension ring anymore. So now what?
Brief Description: I am looking to analyize a "stand-alone" column structure (k=2.0) built up of a series of 18--1" dia. rods. in a circular footprint. The column tapers as it gets taller. The structure will be "banded" together at set intervals. The architect would prefer to limit the banding locations... currently showing 3 interior bands for a column 18'-6" in height. There is is a horizontal force applied at the top of the structure.
Questions:
1.Does anyone know of a good reference that touches on this topic?
2.Obviously it is the slenderness of the individual members that has me concerned. If these members were just loaded with pure axial loads, then the bands would serve as tension rings and absorb the buckling force created by these slender rods. Unfortunately, due to the loading condition...some of the rods will be in compression... others in tension. With this loading condition, I don't believe the "banding" is serving as a tension ring anymore. So now what?






RE: Built-up column w/ Slender Elements
RE: Built-up column w/ Slender Elements
However, if the banding is a collector for the buckling forces of the compression members...how are these forces resolved? do you think they are just resolved internally because they are rings?
RE: Built-up column w/ Slender Elements
RE: Built-up column w/ Slender Elements
RE: Built-up column w/ Slender Elements
Given that your column is tapered however it doesn't appear you can use chapter E anyway. The first paragraph states the chapter applies to prismatic members. You might be looking at using FEM to design this.
RE: Built-up column w/ Slender Elements