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Thank you everyone for your insight.

Hello everyone, AISC 9-16 of the 16th edition manual lays out the requirements for calculating the strength of HSS chords subjected to out-of-plane transverse loads, as well as in-plane and out-of-plane moments. When calculating the strength of an HSS chord member, a strength reduction factor...

Hello everyone, This is my first time designing structural steel connections for seismic loads and I would like some guidance from those that are familiar with seismic connection design in the Canadian code. According to S16:19 Cl. 27.1.6 a), bolted connections shall have pretensioned...

Thank you everyone for your input and advice. I will go back to the EOR..

My supervisor will be the one stamping all of my connection designs. I am in agreement with XR250 that I shouldn't be the one inserting those vertical members. I do not know how this girt is behaving, the loads it is experiencing, its stiffness, its capacity and other things that the EOR...

Hi everyone, I have a small canopy frame made with L102x102x6.4 and bent plates above a door frame. The canopy needs to be connected to the Z-girt that has thin 3mm walls. As a connection EIT, I do not feel comfortable connecting a canopy that is to carry snow load to a flimsy Z-girt that is...

Makes sense. Thank you!

Hello, I have a question about AISC 15th edition manual equation 8-14 for calculating shear per linear inch of weld due to an applied moment. It is my understanding/intuition that welds are brittle, so when calculating fb, I would divide the applied moment by the elastic section modulus rather...

Thank you everyone for all of your feedback and your valuable insight, I really appreciate it

@JLNJ and @BAretired Hmmm... sorry... I am not sure what you mean as the EOR provided the canopy design and gave me all the moment and torsion load that I need to design for each node.

I would like to tranfer the moment to the beam and not put it on my column. If the HSS beam was of the same depth as the w-beam on the other side (moment connection with same magnitude moment) of the main supporting W310x45 beam that bears over two column, I wouldn't have been so concerned but...

I have to weld the bearing plate at the end of the column. Whichever I weld first in the shop, there will be one weld that they probably wouldn't be able to get because the access angle is less than 30 deg... Maybe it could work but I don't think so... This is all new construction and this...

Mmm the weld access I was talking about was regarding the stiffeners on the column. To ensure a double sided weld, I need a 30 deg angle to my joint but because I only have 23 degrees..

Hello, I am currently designing a connection where I have an HSS356x254x13 long side vertical into a W310x45 beam which bear on top of a W200x36 Column. This connection is a moment and torsion connection where the torsion is 50 kNm and moment is 60 kNm. I am having a hard time picturing how I...

Wow thank you everyone for you prompt and valuable response!

Hello everyone, I have a small HSS beam that only carries shear loads at its support. One end of the HSS beam is connected to the web of a w-section column. Generally, an HSS is welded all around, however I do not want to attract any moment to my column due to welding the HSS all around. As...

Hello, I found a useful beam loading table for rectangular HSS sections from the CISC. This table is not found in the 12th Edition of the steel handbook and I think it would be a good document to have. I have attached the link here where you can download it for free...

I found a very useful and interesting paper from the Steel Tube Institute written by Jeffrey A. Packer, the god of HSS. I thought I would share this paper with you all incase you haven't seen it...

AISC 10-33

That would depend on the length of your web-framing leg. According to AISC for simple shear connections that are not a shear tab, bolt eccentricity can be ignored if the distance of your bolt line to the face of the supporting member is less than 3 inches.