that would make sense, what are their typical spacing so that we are allowed to assume they help the two angles from buckling individually? (every midspan between panel pts?)
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...
Hi, I've never actually asked the contractors to do a load test. What kind of testing will they do and how does it work? Is it tension and shear testing of the concrete and anchor that's already built? Thanks
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...
Thanks all. It is a louver gate anchorage. Unfortunately the sub already erected everything before sending calcs and I wanted to make sure I didn't miss any exceptions before telling them to tear a bunch of concrete apart.
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...
@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...
