Tension Only Member for Bracing

• Oct 17, 2005

• #2

WillisV

Structural

Apr 24, 2005

1,352

US

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.

 

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• Oct 17, 2005

• Thread starter
• #3

cmtellier

Structural

Apr 22, 2005

4

CA

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?

 

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• Oct 17, 2005

• Thread starter
• #4

cmtellier

Structural

Apr 22, 2005

4

CA

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?

 

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• Oct 17, 2005

• #5

WillisV

Structural

Apr 24, 2005

1,352

US

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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