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Hello, I have a condition where beam to column web extended shear plate connection subjected to weak axis shear simultaneous with the strong axis shear, axial flexure and torsion. The plate is able to withstand all the load independently. But I am concerned about the plate interaction for the...

Hello, I am designing the structural steel connections for one of the projects (connection design was delegated to me). I have a condition where W8 members are used as horizontal braces. EOR specified to consider the dead load of the member plus 40 plf load as the gravity shear for the...

@HTURKAK: I would prefer the same way. But unfortunately, my scope is limited to connection engineering. EOR, does not want to change his approach.

@HTURKAK: I am not sure. I am clarifying this with EOR. The brace is specified with a large axial load and shear at the pinned end. I believe EOR mentioned Pinned to indicate that the joint need not be sized to transfer the moment. I am not sure how to size the round HSS brace end connection for...

Hello everyone, I have a condition where the round HSS brace is framing to beam and column junction. Typically, the braces are axial members where we transfer the load to beam and column using UFM. But in this case EOR has specified the brace end as fixed and provided with design moment, shear...

Hello all, Thanks for your responses. I am checking with EOR and changing the connection to clevis arrangement shown in the design drawings. Initially we RFI'd this modification. However, due to the time frame, fabricator confirmed this modification and asked as to place verify note in the shop...

@Human909: Do you mind elaborating what is the intent of this? So, that I can take care in future. Here the brace is an axial member specified with the axial force and I believe it as Tie member. Why the gusset has to be designed for the max plastic moment of the member?

Hello, In one of the project for which I am doing connection engineering, there was a brace with Clevis detail at the end connection as shown in the below sketch. The specified design force was 20 kips. After discussion with the fabricator, We changed the connection to use end plate and two...

Hello all, In one of the project there were lot of beam to column flange moment connections. Fabricator insisted on providing bolted flange plate connection between beam and column flange. Unfortunately, the moments were heavy. Providing the bolts in the beam flanges reduces the flange tension...

@rowingengineer: The location is USA.

Hello everyone, This is something different from what we usually discuss in this forum. I am working on creating a content (powerpoint presentation) on a topic "What fabricator wants every structural steel detailer to know about connections". I am taking a training session to young detailers...

I agree @human909 @winelandy. Unfortunately, sometimes ego between the engineers comes ahead of the execution of the job. We become little reluctant to listen to the fellow engineers and stick on to our statement. If everyone in the line starts from design to execution, co-ordinates and discuss...

Thank you all for your valuable input. From the above discussion what I understand is, since I am responsible for delegated connection design, either I need to consider all possible cases in connection design which is conservative or I should clarify with EOR whether I can ignore TT or CC cases...

Hello all, This seems to be pretty basic. But I always had this doubt while designing chevron brace connections. Usually the forces in chevron braces will be indicated with +/-. So the chevron braces can be either in tension or compression. While designing connections, we will consider all...

Hello all, Can anyone help me with the ladder design example? AISC design guide 34 gives information on the stair and handrail design but not on ladders. I couldn't find any reference for ladder design and its connections. Usually I do connection design. I haven't done any miscellaneous steel...

So if my loads are LRFD, is it okay to considered allowable load capacity from the table and multiply by 1.5? Do we really use ultimate load in any case?

Hello all, I was checking the knee brace connection where brace was framing to beam bottom flange at top end and to grout filled CMU wall at the bottom end. While connecting brace to CMU wall, we are to use end plate with post installed anchors and brace gusset will be field welded to embed...

@Human909 Did you meant as shown below? https://res.cloudinary.com/engineering-com/image/upload/v1647948295/tips/Chevron_boyvnt.pdf

Hello all, Anyone did chevron brace connection with split gusset as shown in the attachment? Typically we use single gusset where both the braces will be connected and then we will calculate the forces at section a-a (gusset to beam interface) and section b-b (vertical section of center of...

Agent 666 and human909, Thanks for your responses. As a connection engineer, I was designing the end connections for the provided end forces. If my connection necessitates increased bolt dia, I will use the required bolt size with AISC prescribed hole dia. I am curious how I can ensure the...