The SJI mentions fillers and how they are able to alter the effective slenderness ratio used for analyzing a member in compression. I am particularly looking at the bottom chord panel case where it is in compression in the uplift case. I can't find anywhere online what a filler looks like. My...
Hello all, I would like your input on how you would analyze the tolerance of a bent chord of a joist, or if you have any resources available.
I've looked at TD12 and their commentary is that "if local buckling exists in chords subjected to compression, the buckled sections should be alleviated...
As I understand ACI and HILTI calculations uses LRFD, but I was not 100% sure if this only applies to seismic design. For anchorage design where wind governs, is service loads allowed? i.e. 0.6xUltimate?
Thanks in advance.
Hello
I'm trying to determine the story drift of a structure with a flexible diaphragm on a standalone RISA 3D. I don't have RISAFloor so I am unable to use its diaphragm calculation features. I am designing a steel structure with a 1.5" metal deck. Would you model a flexible diaphragm to be...
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...
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...
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...
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...
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...
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...
Hello,
Does anyone know where I could find a reference for detailing a moment connection for a HSS column and W-Flange beam? I have through plates in the HSS col that's CJP welded with the moment beam flanges. I'm referencing AWS D1.8 for the weld access hole. Is there a reference for how the...
What do you typically use as your specified clear cover? Per ACI318-14, Sec 20.6.1.3, a specified cover of 3" must be used for concrete that has an exposure of "against and permanently in contact w/ ground."
I typically see footings that have reinforcements T&B with 2" clr on top, 3" from...
