Six of these steels are available in hot-rolled structural shapes, plates and bars. Section A3.1 of the Specification for Structural Steel Buildings Allowable Stress Design and Plastic Design, (from here on referred to as the ASD Specification), lists 16 ASTM specifications for structural steel approved for use in building construction. Structural Shapes: Tables of Availability, Size Groupings. Jumbo Shapes and Heavy Welded Built-up Sections. rittle Fracture Considerations in Structural Design. For example, see Table 5.14.2 (LRFD) and Table 5.15.1 (ASD) in the fifth edition Salmon & Johnson textbook.Page Nos. You can find tables in many structural steel textbooks. I have my tables taped to the inside cover of my AISC manual. Someone in your office should have a table of design (LRFD) or allowable (ASD) weld shear strengths based on Equation (J2-3). You can use Table 8-4 or, since the weld is resisting pure shear, you could just divide the load by the total weld length and compare the result to the weld shear strength based on Equation (J2-3) and Table J2.5. For me, it is easier to think about the behavior of the situation by looking at Section J4.2. I was suggesting to use either Equation (9-2) or Section J4.2b, not both. This should resolve your issue and result in an HSS wall thickness considerably thinner than 1/2".Įquation (K1-3) checks punching shear which is the same as the shear yielding failure in the AISC example problem.Įquation (9-2) and (9-3) both check shear rupture by equating the weld metal strength to the shear rupture strength of the base metal. If you had shear plates aligned on both sides of a wide-flange beam web, for example, using Equation (9-3) would be correct. Thus, you should be using Equation (9-2). The "connecting element" in your case is the HSS wall and you only have a shear plate on one side of the wall. In thinking about this connection a bit more, you should be using Equation (9-2), not (9-3). Thanks in advance! RE: Connecting Element Rupture Strength at Welds Hokie93 (Structural) 17 Apr 16 22:54 On a related note, to use Table 10-10a, does anybody know if they are assuming that the weld is applied on both sides of the plate, or a single side? I cannot find it explicitly defined/stated anywhere. Is this something that is new to the 13th/14th Editions of AISC? Has anybody else run into this issue of practical concerns? 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.