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Yes, I did see those sections. I should clarify this would be for a circular section rather than a rectangular section.

Hello, I was wondering if any of you have experience using the ASCE Pre-Standard for LRFD Design of FRP. Interestingly, there is no guidance on designing with tubular sections subject to bending and shear (similar to AISC Section F8). Does anyone know why this is the case and what equations...

Hello Everyone, I was just wondering if anyone had a good set of example calculations for an FR Moment Splice (AISC 15th ed. p. 12-11). The AISC companion has examples for regular moment connections but not for this topic. Thanks

Hello, I was wondering if there are any code requirements in the 2015 and 2018 NDS for nail spacing for nails in withdrawal. I see that Table 12.5.1E has some edge requirements for lag screws, but I cannot find anything specific about spacing/edge distances for nail withdrawal. Thanks

I should mention that the primary loading would be on the stem, horizontal. The member is a railing.

I have a built up beam (T configuration) and would like to check capacity per the NDS Standards. Would I just adjust the area moment of inertia and the section modulus and use a flat use factor of 1.0?

It does seem to be somewhat important though because h/tw is used in 360-16 Chapter G a lot to determine which equations to use.

Since there is variability, wouldn't it be more conservative to take the d-2(t_f) because it would make for a "longer" web, especially since we do not know if the manufacturer will be closer to T or closer to the average flange thickness?

I am sizing some C-channels and checking that shapes are compact. However, the AISC Manual seems clear to me regarding W-sections. With channels, I am trying to determine what h should be. T makes sense, but for a C10x30, T is 8 and k is 1 1/16". d-2K does not equal T and does not seem...