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Tension Only Member for Bracing

thread802-136653

Tension Only Member for Bracing

Tension Only Member for Bracing

(OP)
I am a relatively new user to ETABS.  I am trying to define bracing as Tension only.  I set compression limit to 0 but i still see axial compression when i analzye the memeber.  What am i doing wrong?

RE: Tension Only Member for Bracing

Cmtellier - I created an FAQ to assist you with this process.  It should be posted within the day in the FAQ section of this forum.  

RE: Tension Only Member for Bracing

(OP)
Thanks for the detailed reply, it is significanly more then what CSI sent me.  All they said was set the compression limit to 0.

I have done all of the steps you listed but when i go to view the LINK FORCES it is not an option.  What do you think is wrong?

RE: Tension Only Member for Bracing

(OP)
Ok, i realized i wasn't assigning these links.  After i have done that, and have re-analyzed it and displayed the link forces, with a simple frame, i am not seeing any forces.  With a complex building, i run out of null steps, even with a limit of 1000 steps.  I am still missing something?

Also, i guess ETABS does not design these members, correct?

RE: Tension Only Member for Bracing

1.  Make sure you entered in the effective stiffness of the NLINK in both the linear AND nonlinear property data.

2.  Nope - but if you can't design a tension member based on an axial force you are SOL =).  

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