Shear wall in staad pro connect update 6
Hi,
My model of 15 storey building with shear wall, wherein post analysis shear wall tend to fail for rupture ( i.e axial stress very high ) , but the same with same configuration with other known software it passed for same structure that RCDC Supports…
Parameters are not considered while performing tensile rupture strength as per AISC 360-10
I was going through the staad output. In that while using WT sections, I came to know that axial tension rupture capacity is not multiplied with LRFD or ASD factors. Why is it so? For W sections its showing correct but for WT its not.
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Potential Error for Tensile Rupture on a WT section in RAM Connection
I was running a design for a WT vertical brace and found what I believe to be a mistake in the calculation of the shear lag factor, U, for tensile rupture. I have (7) rows of bolts connecting the WT flange to the gusset. From AISC Table D3.1 I would expect…
RE: Modulus of Rupture in Concept
Not directly. According to the manual, section 54.6.17;
Modulus of rupture (f cr ) is 7.5 root (f ′c) times the lightweight concrete factor. The maximum f’c for the cross section is used.
Lightweight concrete factor is assumed to be wc / 145 pcf…