Sorry forgot to attach sketch. I think the depth of the slot needs to be a factor in this equation otherwise the depth wouldnt matter and the results for a 1/4" deep slot/plug would coome out looking the same as a 1" deep slot/plug, which looks way too high when you run the numbers on. I come up...
Hi i'm wondering if someone could clarify how the effective area of a plug or slot weld is calculated as well as run the numbers on an example slot weld (see attached) so i can cross check against what i have come up with. My assumption is that Awe is figured by the area of the slot times the...
Agree 100%. My thought was that using an all bolted single angle connection shop attached to girders could be more efficient for us. Maybe this isn't the case, but if it were the case we would have to create an RFI and hope for approval. Just wondering if there is some underlying reason we never...
Hi, I'm just wondering if anyone sees a reason why bolted/bolted connections for beam to girder connections in steel buildings are not often seen in steel construction in California. I am a detailer for a fabricator in California and we never see bolted/bolted connections being used on contract...
Just wanted to say thanks for everyones replies. Much appreciated. I'll report back once there is a conclusion of who/what the actual issue is deemed to be. Thanks again
I'm looking for some insight on the affects of improper heat cambering of beams. I have two possible situations that I'm wondering about:
1. Beams are heated beyond acceptable temperatures (1200deg) and quenched (water cooled via garden hose) once in "desired" position.
2. Beams are NOT...
I am wondering if there is a Rule of thumb or a section in the AISC spec (or manual) that states whether ALL stiffeners should be finished to bear. In the attached image you'll see my situation.
Shown is a retainnig wall tieback pile consisting of (2)W18x35. The stiffeners are placed at a...
Just wanted to say thanks for all of the replies. Its very much appreciated. I have also been directed to take a look at AISC 358 per Robert Shaw os SSTC, which he mentioned states that access holes are not neccesasary for these connections. I will read design guide 4 as well. Thanks again
The company I work for is currently on its way down the road of fabricating a "manufactured metal building" which will be constructed of built up tapered beams. My question pertains to the use of access holes in areas that involve CJP welds. Each "main frame" is made up of 4 rafters that bolt...
