Phi factor for column web panel zone shear strength question
Phi factor for column web panel zone shear strength question
(OP)
I am looking at <<AISC Seismic Design Manual>>, example 4-11 SMF Beam-Column Connection Design, at page 4-64 and 4-65, it used Phi=1.0, But it should be Phi=0.9 according to <<AISC-13th>> page 16.1-119, section "Web Panel Zone Shear". Is it a mistake or do I missed anything?
Actually, in another place of <<AISC Seismic Design Manual>>, example 4-4 OMF Beam-Column Connection Design, page4-18, it does use Phi=0.9 to calculate column panel zone shear strength.
Or is it because for SMF, we have to use Phi=1.0, while for OMF and IMF we have to use Phi=0.9?
Your help will be appreciated very much, thanks a lot.
Actually, in another place of <<AISC Seismic Design Manual>>, example 4-4 OMF Beam-Column Connection Design, page4-18, it does use Phi=0.9 to calculate column panel zone shear strength.
Or is it because for SMF, we have to use Phi=1.0, while for OMF and IMF we have to use Phi=0.9?
Your help will be appreciated very much, thanks a lot.






RE: Phi factor for column web panel zone shear strength question
RE: Phi factor for column web panel zone shear strength question
It seems AISC does give different Phi value for SMF vs. OMF and IMF. Don't know what's the theory behind that.
RE: Phi factor for column web panel zone shear strength question
Section 10.3 for IMF. The Building Code Load Combinations loads are used and not the Expected Yield, for IMF.
RE: Phi factor for column web panel zone shear strength question
RE: Phi factor for column web panel zone shear strength question
Similar to concrete SMF connections. Those connections use the yield strength of the rebar to calculate the beam moments for connection design, and again phi =1.