STAAD.pro 2007and IBC 2006/AISC Seismic Provisions
STAAD.pro 2007and IBC 2006/AISC Seismic Provisions
(OP)
Dear respected Engineers,
I am designing my first pipe rack using STAAD.pro 2007and IBC 2006/AISC Seismic Provisions. I'm using the load combinations stipulated in section 1605.2 and 1605.4 which leads to section 12.4.3 of ASCE 7-05. I need some clarifications please: .
1- Is the overstrength factor used to design all members of the structure?
2 - What does 1.1*Ry (or 1.1*Ry*Fy*Ag) represent? Is it applied to all members of the structure? how would you write it in STAAD editor?
Please advice. if I missed anything or if you have any tips for modeling pipe racks in STAAD and would like to share them.
Thank you.
Regards,
Tiffany Lorenzzi
Structural Engineer (EIT)
I am designing my first pipe rack using STAAD.pro 2007and IBC 2006/AISC Seismic Provisions. I'm using the load combinations stipulated in section 1605.2 and 1605.4 which leads to section 12.4.3 of ASCE 7-05. I need some clarifications please: .
1- Is the overstrength factor used to design all members of the structure?
2 - What does 1.1*Ry (or 1.1*Ry*Fy*Ag) represent? Is it applied to all members of the structure? how would you write it in STAAD editor?
Please advice. if I missed anything or if you have any tips for modeling pipe racks in STAAD and would like to share them.
Thank you.
Regards,
Tiffany Lorenzzi
Structural Engineer (EIT)






RE: STAAD.pro 2007and IBC 2006/AISC Seismic Provisions
One example is the connection of a brace at its ends. The code will require you to design the connection for 1.1RyFy of the brace member. In other words, the real yield stress is a bit higher than Fy and by designing the connection such that its capacity is HIGHER than the brace itself, ensures that the brace will yield prior to the connection failing.
RE: STAAD.pro 2007and IBC 2006/AISC Seismic Provisions
http://www