Clerestory - Tension Only Bracing
Clerestory - Tension Only Bracing
(OP)
Greetings,
I have a project that has a clerestory roof (a high roof) which looks like this:
|-------------|
| High roof |
-------- ----------
It has a metal deck with rigid insulation, no concrete. It is located in SDC "D". Is there any provision in the code (IBC 2003/ASCE 7-02) that will allow me to use tension only bracing to bring the forces down to the lower diaphragm instead of designing a SCBF or SMF. I have shear walls + steel beams framing this building below the high roof.
Any help is appeciated.
Thanks
I have a project that has a clerestory roof (a high roof) which looks like this:
|-------------|
| High roof |
-------- ----------
It has a metal deck with rigid insulation, no concrete. It is located in SDC "D". Is there any provision in the code (IBC 2003/ASCE 7-02) that will allow me to use tension only bracing to bring the forces down to the lower diaphragm instead of designing a SCBF or SMF. I have shear walls + steel beams framing this building below the high roof.
Any help is appeciated.
Thanks






RE: Clerestory - Tension Only Bracing
RE: Clerestory - Tension Only Bracing
I don't know why knee braces couldn't be used, but, if you have room for diagonal knee braces, why not just use small shearwalls? Seems like the site obstruction issue would still be there with the knee braces anyway.
Mike McCann
MMC Engineering
RE: Clerestory - Tension Only Bracing
Thanks
RE: Clerestory - Tension Only Bracing
Mike McCann
MMC Engineering
RE: Clerestory - Tension Only Bracing
Wide flange is first choice if considering moment frame I believe.