Wouldn't an end plate have to be larger (width and height) to accommodate a weld? If so, that will make it difficult to fit. In my mind, stiffeners would be the way to go.
I don't design for 1g vertical. The code requires Ev = 0.2 * 0.7 * SDS, allowable stress design.
A random spot in downtown Los Angeles has a SDS =1.55, so the vertical force would be about .22g.
That's why there was so much damage for an EQ much less than a design level EQ. Northridge is a thrust fault causing predominantly vertical acceleration whereas most of the faults in California are strike slip faults, which are predominantly horizontal.
I realized that when I wrote the post, but I did it (wrote the post) anyway.
It's there because I've had a plan check comment. While addressing the comment, I checked the code reference to verify, but I don't recall where it is.
To me, a couple of A34s is not asking for much.
No attachment?
How would you comply with the "positive connection" requirement of the code? Perhaps that's only a requirement in the IBC and not the IRC. The Northridge earthquake, not a design level EQ, generated vertical accelerations of greater than 1g.
Oops. My bad. It's a W8x15.
I can put a pair of stiffeners near the end of the beam., but won't the nailer attached to the floor sheathing provide torsional resistance?
Thank you for your response.
I've done a substantial amount of this work (i.e., more than one project LOL), always through the general contractor where the foundation firm was a sub contractor. The work I've done is in California, so I always get a geotech, not for the AHJs pleasure but for my liability (more lawyers here...
A concert grand piano weighs less than 1,500 pounds. Isn't it still a requirement of the code to design for a 2k concentrated load?
My concerns are that the property owner will have banker boxes full of paper and stack them to the ceiling or have a library with bookcases running parallel to...
I use DropBox exclusively and, in fact have removed OneDrive (as much) as I can from my system. I keep all of my files in a folder under My Documents so that they are accessible from any of my devices. Prior to DropBox, I tried OneDrive. However, whenever I would save as file, I would get an...
I understand AISC's position on shear tabs not required to be designed for the eccentricity, but what about the column? If the distance between the bolts and the end of the shear tab is 1-1/2", there is a 1/2" gap between the end of the shear tab and face of column and the column is 3" wide...
Rotational restraint? I'm assuming the original analysis considered the supports as pinned and free to rotate. I, too, like to have steel posts supporting steel beams, but, when I do, I weld the beam to the column (because, usually, there is no room for a cap plate) analyze the beam/columns as a...
If something like that happened on one of my projects, right after the jobsite visit, my next call would be to the state contractor's license board and would be persistent until I receive evidence that the contractor had lost his/her license.
