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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...

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, 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...

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...

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...

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...

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...

Hello all, AISC 15th Ed. manual specifies 1 1/8" dia holes for 1" dia bolts. Accordingly, we used 1 1/8" dia holes for 1 " dia bolts for truss connections. Now EOR has commented that the additional 1 1/8" hole dia may cause bolts to slip and results in additional truss deflection. So either we...

Anyone did round HSS post to W beam bearing moment connection? If so could you please share the detail and applicable local checks in beam?

Hello all, The AISC manual Chapter J10.6 explains about web panel zone shear. This section applies to double concentrated forces applied to one or both flanges of a member at the same location. Typically, I used to include panel zone shear check in beam to column flange moment connections where...

Hello all, I have a condition of beam to column web extended shear plate connection. Since the column is existing, EOR want us to provide long slotted holes in extended shear plate for adjustment. AISC specifies SSL holes are permitted to use at extended shear plate connections. But there is no...

Hello all, I have a condition where two round HSS columns (HSS20x0.500) are connecting to embed plate as shown in the sketch. EOR has specified the design moment of 100K-ft along with 100 Kips compression and 20 Kips tension (ASD values). The sample detail provided by EOR shows continuity...