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Thanks for the feedback everyone. I always get designers that want to keep the base-plate narrow for "look" and I always get welders that don't want to do the PJP or CJP welds (I hear the same as you dold). I agree that the PJP and CJP is the best solution, but only if done properly as...

Hi all, I have a 5x5 HSS column which the 5.5" wide x 9" Long base plate. This is due to design constraints. So on 3 sides of the column, I have 1/4" of edge distance from column wall to base-plate edge. In order to get a 1/4" fillet around the column, AISC requires 1/4" of shelf dimension...

Thank you for the input Earth314159. The structure is all flush framing, beams/joists at the same elevation. Steel beams have a nailer at the top flange, carriage bolts, nailed sheathing. I believe one of the arguments was with the wood diaphragm to steel. That issue has been discussed on...

Hello, Long time lurker first time poster. I was having a discussion regarding steel column K-factor in the weak direction, within timber framing structures. (moment frames lateral support in weak direction) Single-Family home, 2-Story, (30'x60'), flat roof. In the back of the house we have a...

As noted above, hanger rods for mechanical are not meant for bending. Diagonal strut bracing with stiffeners on the verticals is quite typical, spacing would depend on the piping size/weight/function. There are a lot of good resources for mechanical seismic restraint design. SMACNA has a code...