The axial capacity of a column (not the cross section, but the cross section for a given kl) will go down when kl/r gets large enough and buckling becomes your failure mechanism. What I am getting from your comments is you do not believe the axial load in the column will get high enough to...
Rod,
Midas is an FEA program. I have run P-delta analysis (this is what i meant by saying I included second order effects) on it, but my concern is changes in the interaction diagram for a slender column. At some point, buckling behavior will control, and typical interaction diagrams are...
I have a project that has resulted in tall piers with a kl/r over 100 (drilled shafts to columns above ground). This disallows the use of the magnified moments used in AASHTO 5.6.4.3. AASHTO references the use of a "more refined procedure" for kl/r>100, but that is all that is given. I have...
Kootk/Canpro,
Please note this is a second attempt on this issue that I am looking at differently than I did the first time. Here is a brief description of what I originally did.
I initially looked at this based on the deflections measured in the area of the impact and used the radius of the...
Canpro,
I am looking at an impact on the bottom flange of a beam. The fixed end and pinned end boundary conditions were reasonable assumptions given the beam I am looking at. I am looking at the effect on only the bottom flange to make calculations a little easier.
I am trying to determine...
Canpro,
I have measurements and the x-sec and I know that my boundary conditions and material properties are as reasonable as I will be able to get given this situation. My problem is I can calculate a yield load (load when My first occurs) or a collapse load (Mp), but do not have an easy...
hardbutmild,
I have a beam that has permanent deformation from a point load, and I am trying to determine the load that caused it. I am trying to keep the analysis as simple as I can, as I will likely be doing this by hand. Given that it a single span and the type of supports, it is likely...
I am looking for a book that gives a good example of plastic analysis for a beam. What I am specifically looking for is a single span beam with a fixed end and a pinned end with a point load that is large enough to partially yield the section. Does anyone have a good reference, as I have not...
a2mfk,
In rural Illinois you will sometimes see smaller turbines on farms. This is basically what I am lookin into (~60'-100' tall). It was requested that this be done with no guy wires also.
