Recent content by JustSomeSE

ticas raises a question - please define what you are repairing. I've put a lot of injected epoxy into cracked concrete beams to prevent further corrosion and spalling.

What code are your lugs intended to comply with, ASME or ASCE?

If the anchors do not break out per the Appendix D calculations, then they will stay attached. You're asking yourself - am I going to fail the slab? Think about it this way - if you put these anchors into a 5'x5' piece of concrete that is 6" thick, would you pick it up off the ground? I'm...

Check out Sikka for structural repair epoxies. They make a number of types ranging from liquid to putty, each with a particular use.

Citizenkane - Blast events are broadband - they excite all frequencies. I've done quite a bit of airblast testing on structures and many modes get excited, but typically only the first few modes see any substantial deflection. You will see a similar effect in the earth. Knowing the...

SteelPE, thanks for your post. I had seen this before. I'm hoping someone has something more concrete. The other post basically says - well, it's up to you. While I sometimes loathe the code, in this case I'm hoping for it to make the choice for me.

I'm designing a 3 story, steel EBF structure in a high seismic area, it's design category D. The structure's columns will bear at various locations along grade beams which are in turn supported by precast piles. I'm designing everything with the 2005 code cycles per UFC (it's a military project)...

I'm designing a 3 story, steel EBF structure in a high seismic area, it's design category D. The structure's columns will bear at various locations along grade beams which are in turn supported by precast piles. I'm designing everything with the 2005 code cycles per UFC (it's a military...

I suppose I just want to avoid the situation of the fabricator coming back and saying "hey, I can't realistically get enough flange plate into the column to transfer the moment". More importantly, would selecting columns that have a depth at least slightly greater than beam width save money...

Hi all, a question for the steel detailers among you. Has anyone ever designed a moment connection in which a beam framing into a column web has a flange width greater than the column depth? The moments at beam ends are in the 150 k-ft neighborhood and well below beam yield capacity. When...