Ben29
Structural
- Aug 7, 2014
- 326
I am the SEOR and I am checking the steel connection design calcs. The calculation software (Descon) calculated the required column web shear strength to be ~ 600 kips.
The engineer that did the calculations did an override in the DESCON system to say that the required shear strength = 0 kips. I think he did this so he didn't have to use doubler plates. See page 3 of the attached calc.
I am not sure why or how this is allowed. Can someone explain this to me? I read AISC Design Guide 13 (section 4.1.1 Panel-Zone Web Shear). It specifically states, "When the column web thickness is inadequate to resist the required panel-zone shear strength, a web doubler plate is required. Alternatively, diagonal stiffening can be used if it does not interfere with the weak-axis framing."
The engineer that did the calculations did an override in the DESCON system to say that the required shear strength = 0 kips. I think he did this so he didn't have to use doubler plates. See page 3 of the attached calc.
I am not sure why or how this is allowed. Can someone explain this to me? I read AISC Design Guide 13 (section 4.1.1 Panel-Zone Web Shear). It specifically states, "When the column web thickness is inadequate to resist the required panel-zone shear strength, a web doubler plate is required. Alternatively, diagonal stiffening can be used if it does not interfere with the weak-axis framing."