panel zone in hss column

[pphawk]

Hi everyone, I do not figure out how can I get a panel zone in a special moment frame if I have to use a HSS column because there are two webs. THANKS FOR YOUR REPLIES

 

[rowingengineer]

pphawk,
your terminology is strange to me, can you explain a little more of what the panel zone is?


An expert is a man who has made all the mistakes which can be made in a very narrow field

 

[apsix]

RE
I didn't know either.
From ASCI 360; Panel Zone: web area of beam-to-column connection delineated by the extension of beam and column flanges through the connection, transmitting moment thru a shera panel.

 

[sandman21]

You provide web stiffeners in the HSS at the flanges of the beams. Then CJP this piece back onto the column below, or you can use a solid block of steel. I do not believe there is a prequalified connection for HSS-HSS or HSS-Wx. This would fall under in the ordinary moment frame category

 

[slomobile]

I agree with Sandman, there are no pre-qualified connections for HSS with a Special or Intermediate Seismic Performance Level. This can also be read; HSS connections have not been tested to be able to withstand the inelastic rotations/deformations, ductility and fatigue requirements that constitute a Special Performance Level. An appropriate Response Modification Factor for an Ordinary Moment Resisting Frame should be used with the type of members/connection you seem to be working with. Good luck, your load will get higher (due to lower R), but the detailing requirements will be less.

I am assuming by your terminology that you are in the US and governed by both AISC 341-05 and 358-05, and appropriate supplements (otherwise the above does not apply).

 

[pphawk]

tks sandman21, in other words, I have to use two R coeficients? one as special moment frame for the beams and columns and the second one for the panel zone un the connection as an OMF?

 

[sandman21]

No, because there is no prequalified connection you can not use the higher R for SMF. You would be required to use the R for OMF for the entire system, making your Cs higher.

 

[civilenginerd]

Actually you are incorrect, there are prequalified HSS connections to be used with HSS Columns, they are unfortunately all proprietary, but still are useable. You could try for example the sideplate moment connection

http://www.sideplate.com

which have a prequalified HSS connection no matter the configuration HSS-W, HSS-HSS, W-HSS etc. you can also see the qualification in their ICC report ICC-ES-1275, It is actually quite a useful system, I recently used it on a progressive collapse project with HSS tube columns

 

[InDepth]

Go to AISC and they have the European HSS design documents which covers panel zones in HSS moment frames. You may be out of luck in terms of prequalified special moment frame connections...but you may be able to get away with it if it's OMF...or if you prequalify it.