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Verifying Will Never Be Easy

Original Post - 12 Jan 2022 - Michael H. Scott

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A previous post compared the natural periods computed by OpenSees for a relatively simple one-story, one-bay, elastic frame to published ETABS results. Many easy to make modeling choices (mass distribution, rigid joint offsets, relative stiffness, etc.) led to “incorrect” periods.

The “correct” modeling choices gave periods from OpenSees that were very close to ETABS–close enough to hit “Publish” and share the post online.

But something was still slightly amiss with the first and third periods, both of which exhibit torsional response. Then Bashar Hariri pointed out on LinkedIn that torsion was neglected in the elements of the ETABS model.

I sat on this one for a while because it’s not very easy to neglect torsion with a 3D beam-column element in OpenSees.

• The elasticBeamColumn element requires torsional inputs G and J
• The forceBeamColumn element requires at least one of its sections to have torsional stiffness GJ (so that the element can invert basic flexibility), otherwise the element uses a default torsional stiffness of GJ/L=1e10
• The dispBeamColumn element does not need torsional stiffness to form its basic stiffness, so this element is the best bet to completely neglect torsion

An elastic section with dispBeamColumn elements should do the trick, but the elastic section requires GJ as well. Aaaccck!

Living in the force-based-element-centric world of OpenSees, I never considered not having torsion in the section when I wrote the elastic section. The force-based element needs torsion, so all frame elements must need it, right?

Fortunately, there’s a way forward that does not require modifying C++ code. Use a sectionAggregator with elastic materials assigned to the P, Mz, and My force-deformation relationships, then put these sections in dispBeamColumn elements. For example, with the beams B1, B2, B3, and B4.

# Instead of this...
#ops.section('Elastic',3,1000*E,A,Iz,Iy,1000*G,J)

# Do this...
ops.uniaxialMaterial('Elastic',5,1000*E*A)
ops.uniaxialMaterial('Elastic',6,1000*E*Iz)
ops.uniaxialMaterial('Elastic',7,1000*E*Iy)
ops.section('Aggregator',3,5,'P',6,'Mz',7,'My')

# Then use dispBeamColumn instead of forceBeamColumn

Similarly, you can make this change for the columns C1, C2, C3, and C4, but only applying the 1000 factor to the section area, A.

With this change applied to all elements in the model (see the original post for the full script), the OpenSees periods move closer to ETABS.

Thank you, Bashar!