The older engineers I have talked to (I am an EIT in my first four months as a structural engineer) are not aware of this design check. Am I interpreting this design check correctly? The AISC Design Examples (v13 and v14.1) both consider this check.
I don't imagine it is practical to use a weld on only one side of the plate which would drive you to Equation 9-2 instead of 9-3, giving a smaller t_min. To me it just seems impractical to have every HSS column with a weld connection to have at least 1/2" nominal wall thickness. With the calculated t_min, that drives me to an HSS4x4x1/2 which has a design wall thickness t_design=0.465". In this situation, I want to use an HSS4x4x_ shape. This t_min is independent of the shape size. With D=4 (for the 1/4" weld), and F_u=58ksi for the square HSS, it gives you t_min=0.427". If using a 1/4" weld on both sides of the plate, then Equation 9-3 must be checked.Įquation 9-3 reads t_min = 6.19 * D / F_u. In my case, I want to use a single-plate connection on a Square HSS column member using welds between the column and the plate. However, to my understanding, one of the additional checks required to supplement the use of this Table comes from Part 9, specifically Equations 9-2 and 9-3, under the "Connecting Element Rupture Strength at Welds" portion.
I think I understand all the limit states of Section J that tie in to using this table. Ideally, I want to use Table 10-10a, following the conventional configuration, to quickly/easily pick a connection that will work based on their tabulated geometry/parameters. I am looking to design a Single-Plate Shear Connection using AISC Steel Construction Manual, 14th Edition.
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