Axial capacity of HSS with slender elements per ASIC 360-22 1

[masterdesign]

I'm working on a spreadsheet to calculate the capacity of HSS columns following the procedure outlined in AISC 360-22. For HSS without slender elements, I am getting values which match the tables in AISC 325. However, I can't seem to match the values for columns with slender elements. I'm close, but not exact - you know the feeling.

My spreadsheet using the old procedure (prior to AISC 360-16) for slender elements matched the tables in the corresponding AISC 325; however, the new procedure does not. I've always been able to nail the values exactly, so I am not happy until I figure it out.

Let me know if you see an error in my method or if there is another reason for the deviation I am unaware of.

PS - this is just a stripped-down version of the calculation for easy digestion.

Thank you!

 

[271828]

Just a quick comment. The spreadsheet you uploaded had Fy = 46 ksi. The AISC Manual Part 4 tables are for 50 ksi. Any chance that's the issue?

 

[masterdesign]

271828 - Thanks for looking at it!

I am using AISC 325-14 which has Fy = 46ksi for HSS. Not sure if this is updated in the newer version or if possibly you are confusing Fy = 50ksi for the W shape tables.

Appreciate the consideration either way!

 

[271828]

In the 15th and 16th edition Manuals, the default Fy is 50 ksi for rectangular HSS.

These calcs are based on the AISC Spec. Section E7. That changed between the 14th and 15th editions of the Manual.

 

[masterdesign]

Ah, good to know! I changed my calculation to 50 ksi and it's still off by a few kip. I just can't figure out what I'm doing wrong.

 

[Deker]

Follow E.10 from the attached design examples.