embeded "pole"
embeded "pole"
(OP)
I'm going to embed a tube steel to act like a flag pole for house basement remediation. I already sized the member and I assume the bottom is fixed and top is free. Can someone help where to start so that my assumption of fixed bottom is met? How deep I need to embed it into concrete, reinforcement around the tube steel, etc. I will have about 15 kips-ft at the base and about 9 kips of shear. Thanks!






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Halder, et al "Full Scale Field Tests on Directly Embedded Steel Poles," Canadian Geotechnical Journal: 37 (414-437) 2000.
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its an interactive process - you mean you actually have to get involved!?
Sorry but I couldnt resist this one, I assume you mean iterative.
csd
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LG
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but i found that P/A +/- Mc/I came pretty close to the real answer. but this might be a lot different because we're probably talking about several feet of embedment.
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You can design the thickness of the plate with the AISC design guide, per Blodgett, Salmon and Johnson, or another if you have the reference and it is backed up with sound engineering. The bolts would be designed for tension. They may also be designed for shear unless you use a shear lug. If the bolts are taking the shear you should provide healthy plate washers with std holes to cover the oversize base plate holes and weld the plate washers to the base.
In your deflection calculations you should account for the additional deflection in the tube due to the footing rotation, anchor rod stretch and base plate deformation, depending on how sensitive your structure is to deformations.
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That is a good point about the initial deflection due to footing rotation, anchor bolt stretch, etc. Do you have any references to point to on this?
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I have given some thought to this recently. If you have a compression member with a very large radius of gyration so that the entire member won't buckle globally, but the wall is very thin, how do you check local buckling of the wall. Where do you look this up?
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In regard to the footing rotation, anchor bolt stretch, and base plate flexure, I have a handwritten solution. However, I don't have a reference for the solution, and, it is too long to post here. If you post a fax number or email address, I'll send it along to you.
Table 35 of Roarkes formulas for Stress and Strain has a solution for a thin walled circular tube under uniform compression and under compression due to bending.
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Do you know if there is anyway to post something privately without displaying my email address to everyone?
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