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About bracings, howTo ?
2

About bracings, howTo ?

About bracings, howTo ?

(OP)
Hi,

I have a question about bracings. Do I need to tell Etabs that this type of element is NOT a Moment Frame, it is a bracing ? And it must be designed as a bracing ? HowTo ?

When I have a bracing, I release the M2, M3, T at both ends, is that Ok ? anything else I should do ?

Thx

gasma1975

RE: About bracings, howTo ?

ETABS should automatically assume sloped frames as bracing. Right click some bracing elements after you've drawn them, or after a design (when no output is graphically displayed)and it should say the "line type" is bracing. You may need to divide some X bracing elements at their intersection points to avoid design problems with length.

RE: About bracings, howTo ?

Hi Stressed
Im new in this Forum,
I want tyo ask you, about loads acting on bracings,
When you display results for bracings ( in Etabs ), you will see Bending moments and shear forces,
My question is how do you make bracings to occur only axial loads, or axial loads but only tension values ( of  course in Etabs)
best regards
 

RE: About bracings, howTo ?

You have to release moments about both axes at both ends to prevent it from taking moments.
For creating a tension only brace you can look at the following thread http://www.eng-tips.com/faqs.cfm?fid=1169

RE: About bracings, howTo ?

slickdeals, your suggested method of modeling tension only only members using links, although it's a valid approach, it's a bit outdated as of V9 which came out about 3 years ago,  and that approach is more time consuming and less accurate than assigning frame tension/compression limits using the assign menu. After assigning these limits (compression limit 0 = tension only), you need to follow steps 5 through 8 in slickdeals' linked FAQ. But for output, you can view using regular frame results instead of reviewing link results. good luck

RE: About bracings, howTo ?

Hello,
I' m new in using the program and I have the same problem with bracings and how to make them occur only tension values.
I read the method which slickdeals proposes and I would like to ask if I could use this method with linear analysis.   
thank you

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