Table 1604.3 in the IBC has a deflection limit for "brittle" finishes of L/240, and L/120 for "flexible" finishes. (This is with regard to an interior partition wall). "Brittle" and "flexible" don't seem to be defined anywhere. Is there somewhere I'm not looking that defines these terms...
I have a client that basically wants a 90ft span runway beam for a 7.5 ton crane. I'm thinking of making it out of an HSS truss. I know I have to add lateral bracing, but other than that are there any major pitfalls anyone sees? Has anyone done something similar to this before?
I'm a...
I have an existing runway beam with a cap channel. The runway needs to be reinforced to carry a new higher capacity crane, so I am adding a channel to the bottom flange to get the extra capacity.
When I did the calcs I had the bottom channel toe up so I had a doubly symmetric section (top...
IBC 1805.7.2.2 Equations 18-2 and 18-3 (also "A" for Eq. 18-1)
Is the "b" suppose to be in the denominator or the numerator?
Seems like denominator would make more sense. Increasing the pole diameter decreases the embedment depth, right?
We have a job in the office where we are working for the steel fabricator to design the moment connections for a project. The EOR has asked that all moment connections be designed for full moment strength of each beam.
The moment connections are directly welded (DW) moment connections. Beam...
I have a building that is essentially a rectangle. There are masonry walls on two adjacent sides and the other two sides have moment frames. I know it's not an ideal layout, but the architect won't give me braced frames.
My question is what type of lateral system is this considered? It's not...
Our office typically does not show reinforcing dowels between a concrete foundation wall and a reinforced CMU wall. This is for low seismic areas A or B.
We use the grout on top of the concrete wall to resist shear at the bottom of the wall. The rebar in the CMU wall is usually just there...
Wondering what sort of detail others use for this type of connection.
For existing CMU I'd usually have a pocket knocked out and set a bearing plate with anchors and grout. But since I don't have any hollow space for grout or anchors to go, I'm not quite sure of the best way to handle it...
Why (according to AISC 13th ed) is the effective size of a flare groove weld 5/16R with SMAW and 5/8R with GMAW?
Seems like a big difference. There's obviously something I don't understand about the difference in welding processes.
I'm wondering if there is a special way that window openings need to be detailed in a perforated wood shear wall. Do you need to reinforce the corners of the opening somehow? I'm using IBC, and it seems pretty vague on the details. Thanks in advance.
