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Thanks in advance!!

Thanks in advance!!

V=130k for this one, but I also have the same doubt in moment-connection for where to calculate eccentricity. Thanks in advance!!

So I can eliminate eccentricity if the stabilizer is designed to accommodate the shear force, right? Thanks in advance!!

Hello everyone, I’ve come across a question while designing a w-column web-to-beam shear connection, and I couldn’t find a specific reference in the AISC handbook to clarify this. I’d really appreciate any insights. Context: • Column: W12X72 • Beam: W33X118 • Connection: Extended shear plate...

Thank you for your response. I have seen some contract drawings where the Engineer of Record (EOR) explicitly states "do not weld," which has left me confused about the appropriate course of action. Thanks in advance!!

Hello everyone, I'm currently working on/detailing an X-braced configuration, and I've encountered a situation where one of the braces will be discontinuous at the intersection. I'm trying to figure out the details of this intersection. Specifically, I'm wondering about the thru-plate that...

Thanks for all your responses, If I should change it, still have an option to use a 5/8"Ø bolt size? just wonder because so many of you mention 1/2"Ø than 5/8"Ø bolt. Thanks in advance!!

. Thanks in advance!!

Hey All, Hope you are all good. I'm working on a beam-over-column connection with a 4" wide beam (W12x19). The beam has a 2 1/4" gauge, and I'm considering using 3/4" Ø bolts. Can you advise if this bolt size is suitable for this beam considering only the edge distance which is 7/8"? As J3.4...

Guys, below is the snap that illustrates my idea, is it okay to support the deck over pour stop for this case, please drop your thoughts. Thanks in advance!!

please advise, if it is acceptable to extend deck to w-beam outer flange and support over pour stop when we couldn't maintain min. bearing 2" (if beam is 4" wide) as we shouldn't stop deck at beam center to allow room for studs and to keep beam eccentric? Below is just an example for deck and...

I am using AISC code. Are there any criteria for this? Thanks in advance!!

Thank you! I thought it would be an issue that beams connected with the slab above. Thanks in advance!!

Hi all, I am working on a deck detailing job, Is it acceptable to offset headed studs from the centerline of a beam in composite slab construction, given that the deck is stopped at the beam centerline and cell closures are used? Thanks in advance!!

Bottom plate must be stopped at the beam web not thru. Thanks in advance!!

Hi All, This is the concern regarding the filler shims at the (w-shape Gr.50-A992) moment connection bottom where flange plates are fastened using 3/4 dia A325 Bolts. The steel fabricator advised me to provide a 3/16" gap for galvanizing process and 1/8" for erection clearance. I just wonder as...

"I'm assuming you're the steel connection engineer in this scenario?" No, just drafter. Thanks in advance!!

Thanks all for the information, will send an RFI to EOR. Thanks in advance!!

A thread that started by me earlier may help with a few of your questions, see below. https://www.eng-tips.com/viewthread.cfm?qid=463988 Thanks in advance!!