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@cliff234 thanks for the insight. The SJI 45th edition does have the 100# listed on page 15. It states "For nominal concentrated loads between panel points, which have been accounted for in the specified uniform design loads, a "strut" to transfer the load to a panel point on the opposite chord...

I was originally under the impression that the 100lb pt load is in addition to the uniform loads from the load tables. I.e. if a 28LH05 has a uniform load of 626plf per the table, it has a capacity of 626plf + 100lb between the panel points. But now you bring up a good point, the additional...

Per SJI, a 100lb point load applied between panel points does not need additional reinforcements. Have you interpreted this to be MULTIPLE 100lb's applied across the entire joist? (i.e. Across the entire top and bottom chord, can there be a 100lb concentrated load between all the panel...

Thank you KootK! Those are great references from the ancient thread. My takeaway is that from the construction standpoint - they would have to at least estimate 10% more concrete volume if we cast the slab leveled (due to the ponding effect). From the design standpoint, additional calculations...

This question mostly refers to slabs on 2nd story and higher, let's say using typical steel beams that are not cambered. If these beams are always subject to deflection, wouldn't the slab always have a slope and not be leveled? How is this addressed structurally, and in the field? Don't bend...

Hey all, I had a design where 8" width beams goes into a 8" width column. I did not think about this prior, but this would leave no access to a flare bevel on one of the beams with this design. Unfortunately the steel has already been fabricated otherwise I would have upsized the column. Has...

After looking at Table J2.5, I believe it will be governed by the length of the base metal(i.e. thruplates and flanges) and their own respective capacities. Don't bend to the stress, seize the moment!

The steel sub fabricated the thru plates wrong and ended up with a 3/4" distance from the edge of the HSS column to the edge of the beam flanges. These are moment connections using thru plates on the HSS col. As a result, they will be unable to CJP weld this 3/4" distance. Is there a code req...

I see now, that is the main difference. Thank you dhengr. Fillet welds are constructed to penetrate through the side walls while plug welds are just "puddled" until full, therefore we can't rely on the welds attached to the side walls to support axial loads. Don't bend to the stress, seize...

I'm now under the impression that having the entire hole welded, but using the effective area of a fillet weld (times the circumference) would produce similar strength as to the "fillet weld inside a hole." So it's using a plug, with design strength of a fillet weld inside a hole. Don't bend...

Hmmm, but for plug welds it does not allow any axial loads at all while it does for fillet. At the minimum, should it not allow axial loads equal to fillet welds? Don't bend to the stress, seize the moment!

Per AISC table J2.5, fillet welds in holes and slots are allowed in tension and is allowed to be neglected in design. However, plug and slot welds are not allowed to be designed in tension/compression. I'm having a hard time visualizing this. If a plug/slot weld was used, would it not be able to...

@JLNJ yes I agree. Fillet weld would have 0.707 x 3/16" = 0.132" effective throat, while the flare bevel would have 5/16 x 2(1/4") = 0.16". The flare bevel is technically larger, so I think that's why calling out a fillet weld all around would work in this case (but if we want to be correct...

Thanks Agent. I agree with the fillet weld just being the minimum effective thickness, flare bevel at the edges of the HSS would have a thicker effective size than the fillet. I was trying to figure out the section moduli using Blodgett's method, but looking at AISC it looks like we have...

Say for example you have a HSS2x2x1/4 beam connected to a HSS2x2x1/4 column. The delegated designer is saying to weld these two together with a 3/16" fillet weld all around. A HSS this size does not really have a workable flat, so I'm not sure if this really works. On a second note, does anyone...

Thanks @KootK. I would think then, that the "inside" weld at the top flange is the main support and that the "exterior" weld at the overhang is possibly just for any incidental uplift. Don't bend to the stress, seize the moment!

If we design the bent plate at pour stops to take the eccentric loads, we would have to consider the spandrel beam absorbing that moment as torsion. My question is - how would the weld from the bent plate transfer the load into the beam? I would assume it would have to be fixed, but I can't...

AWS D1.8 only seems to specify that for structures experiencing cyclic loading, backing bars are to be removed and welded. This is due to the Northridge earthquake where many moment frame detailing failed at these connections. AWS D1.1 refers to the engineer to specify if it should be removed or...

@KootK Yep it is an AESS. Don't bend to the stress, seize the moment!

@SteelPE Yeah, unfortunately I think that's the route that we're going to end up going for... At least they haven't welded anything yet. Don't bend to the stress, seize the moment!