Yield Line Analysis 6

[dik]

Does anyone have a paper reference or calculation for the yield line solution to a tab welded to an HSS. I have one somewhere, but cannot locate it.

Rather than think climate change and the corona virus as science, think of it as the wrath of God. Feel any better?

-Dik

 

[wrxsti]

 

[dik]

Thanks... but, what issue? 15?... I have the above already in an SMath program, but am looking at how to accommodate the yield line pattern. Most patterns are for straight axial load and not moment. I can develop the yield line pattern for a moment, but was hoping that some publication already had.

Rather than think climate change and the corona virus as science, think of it as the wrath of God. Feel any better?

-Dik

 

[wrxsti]

the above post is from AISC 15

if you look on the table evo10 posted the table for moment
i believe is from table K3.2 AISC 14th

dauwerda posts the pages for aisc 15th which is 9-16
yield line solution for inplane flexural strength (plastification)

 

[dauwerda]

The 15th edition of the steel manual has what you are looking for on pages 9-14 through 9-17. It provides yield line equations for both in-plane moments and out-of-plane moments for both HSS (where the edges of the HSS wall are assumed to be clamped) and for wide flange (where the edges of the web are assumed to be pinned). This was not in earlier editions of the manual.

For in-plane moments it does state: "Plastification need not be checked when the rotation is self-limiting, such as at framed, simple beam end connections."

 

[wrxsti]

so even though you check it and you're getting it as ' limiting state ' versus shear rupture
ignore it?
'

 

[dauwerda]

I would say engineering judgement would need to be used - I haven't gone through your example, but the stance that AISC is taking is that in the situation where the rotation is self limiting, it is ok if plastification of the HSS happens because it is not detrimental to the system. So, even though it happens, the self limiting part prevents it from continuing and testing has shown that this local yielding does not significantly impact the strength of the main HSS member.

 

[wrxsti]

yea, that's ultimately the stance i was taking ... just wanted someone's opinion XD

thanks dauwerda

the strength was just extremely low which was alerting, in comparison with shear rupture

 

[dik]

The latest project has a 'padeye' type of connection without the base, welded to the face of an HSS rect tube. The connection is away from the face and will develop a moment... it's a continuous canopy along the one face with rods at the free end of the canopy... hence the moment caused by snow accumulation... I'm just certifying the connection and I like to confirm that it works... personal quirk...

Rather than think climate change and the corona virus as science, think of it as the wrath of God. Feel any better?

-Dik

 

[dik]

Which publication has pages 9-14 to 9-17... my copy of 360-16 and the Design Examples 15.0 have letter references for the pre-script.

Rather than think climate change and the corona virus as science, think of it as the wrath of God. Feel any better?

-Dik

 

[wrxsti]

steel manual 15th editon

 

[dik]

I found the Steel Construction Manual (another book) and it has numbers for prescripts, but only the 14th edition and the formulae are not there. Is it possible to scan pages 9-14 to 9-17? Thanks

Rather than think climate change and the corona virus as science, think of it as the wrath of God. Feel any better?

-Dik

 

[dauwerda]

dik, you need the 15th edition of the steel manual - which I believe is only available as a physical book or online (not as a pdf). the steel manual incorporates the "code" which is 360-16 into it as well as the RCSC and the Code of Standard Practice - all of which AISC provides for free on their website. However, the majority of the manual includes other discussion and design tables which are not considered to be part of the code, but rather further discussion and design help - this is what they make you pay for.

 

[dik]

Can some scan or photograph the pages 9-14 to 9-17?... I don't need the other 2000 pages.

Rather than think climate change and the corona virus as science, think of it as the wrath of God. Feel any better?

-Dik

 

[dauwerda]

See attached

 

[dik]

Thank you very much, sir...

Rather than think climate change and the corona virus as science, think of it as the wrath of God. Feel any better?

-Dik

 

[dik]

dauwerda:

In the formula:

F[sub]yb[/sub], t[sub]b[/sub], and B[sub]b[/sub] are the yield strength, plate thickness and the width of the shear tab? and plate thickness and the width are the same for a plate and not another HSS? Or do they represent some other value? Also assume F[sub]y[/sub], t and B are the yield, wall thickness and width of the HSS?

Rather than think climate change and the corona virus as science, think of it as the wrath of God. Feel any better?

-Dik

 

[KootK]

@dauwerda: that looks like some serious, SE exam tabbing to me.... Marie Kondo would be proud.

 

[dauwerda]

dik, as that is a reference to the AISC 360-16, I believe you should have access to it, but here it is for your convenience.

 

[dauwerda]

@KootK, yes and no - I did tabbing just like that in the 14th edition for the SE exam, I found I liked it so much after the fact, I took the time to do it to the 15th edition as well. The steel manual is one of the few reference I still use the hard copy of - searchable pdf's for most other codes and standards.

 

[dik]

dauwerda:
My apologies... I had accidentally opened 360-10 and not 360-16, and couldn't find the reference, anywhere. Again, thanks very much for the assistance. I'll post the SMath program when it is finished.

Rather than think climate change and the corona virus as science, think of it as the wrath of God. Feel any better?

-Dik