Search results for query: *

Extra long slotted holes will have the same bearing and tear out resistance in the direction perpendicular to the slot as do standard long slotted holes. If you have slots next to one another you would also check the thin strip between for bending as a fixed-fixed beam (this would be the only...

no.

Agree - SRE's site has been very useful, I hope the information finds a good home.

https://www.aisc.org/transbay

Recent testing shows that this condition twists the weld about its root (i.e. a one sided fillet weld on an axial plate type condition) so to combat this issue the directional weld increase is not permitted for rectangular HSS in the 2022 spec.

Relevant: https://www.structuremag.org/wp-content/uploads/2014/08/C-CS-BuildingPeriods-Jacobs-June081.pdf

Yeh, who won?

@271828 - bingo.

@Dr. Z - Manual is a guide - not binding - nothing requiring you to implement those shear tab torsional equations if you don't want to as it is not in the Spec.

This is just a pile cap problem (rigid distribution to defined support points). HTURKAK is correct.

Of some relation/interest is that the 1.5 "directionality" increase for fillet welds in tension has been eliminated for rectangular HSS in tension in the 2022 AISC Specification (that was just under public review) as an increased safety factor/hedge against rotation of the weld root (something...

AISC provides multiple ways to design CFTs (concrete filled tubes) in Chapter I. The plastic interaction diagrams you are referring to provide additional strength, but the basic P/M interaction equations just like CISC are a valid and permitted method. My guess is CISC just hasn't taken the...

If you are concerned with bracing the compression diagonal with the tension diagonal, AISC added the following to the Commentary of Appendix 7 in the 2016 Spec. (p. 16.1-569 available for free...

Also a decent summary by Dr. Murray and Dr. Davis from the NASCC is here - the FE approach discussed in the latter 1/3: http://cloud.aisc.org/nascc/2017/370322-E5A.mp4

Josh - Bingo - Brad's research. Thanks for pursuing the proper implementation of such.

Agree with 271828.

It is incredibly common to have leveling nuts under columns in commercial construction - there is no issue here.

Agree with WARose - you can get an actual PDF of it from Techstreet.com (with DRM though): https://www.techstreet.com/standards/aisc-325-17?product_id=1986114

https://www.structuremag.org/wp-content/uploads/2014/08/C-CS-BuildingPeriods-Jacobs-June081.pdf

It’s called constrained axis torsional buckling. This limit state is described fairly well in AISC’s Seismic Design Manual. The following two papers address the calculations involved (with tables) as well as (in the second paper) the utilization of the deck to assist further with preventing...