09-17-2009, 09:18 PM
If you use the Etabs or Sap2000 to design concrete columns, take this tip:
The Etabs and Sap2000 design the elements "columns" according to the ACI-318, however their don't check the next:
If the ultimate axial load (phi*Pn) < (0.10*fc'*Ag) , you should to design the element like a element in flexion (in both directions) without to considerer the axial load, I mean, you should design it like a beam.
where:
phi = strength reduction factor
Pn = nominal axial load strenght
fc' = compresive strength of concrete
Ag = gross area of section
This check is comun in the columns of the last story or with roof light.
(Reference: ACI-318, Appendix B: B.10.3.3)
The Etabs and Sap2000 design the elements "columns" according to the ACI-318, however their don't check the next:
If the ultimate axial load (phi*Pn) < (0.10*fc'*Ag) , you should to design the element like a element in flexion (in both directions) without to considerer the axial load, I mean, you should design it like a beam.
where:
phi = strength reduction factor
Pn = nominal axial load strenght
fc' = compresive strength of concrete
Ag = gross area of section
This check is comun in the columns of the last story or with roof light.
(Reference: ACI-318, Appendix B: B.10.3.3)
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