Bolt shear at brace to gusset connection.
The limit states that should be considered for this connection are as follows and the comparison of the capacities of the different limit states is shown in Table 1. The results of the analytical solution are represented by the comparison table for the different limit states shown below. Brace Connection at beam-column connection in a braced frame – Full Design The brace is W12x87 (ASTM A992), beam W18x106 (ASTM A992), column W14圆05, gusset plate ¾” (ASTM A36), connecting angles L4x4x3/4 between brace and gusset plate (ASTM A36), connecting angles to column L5x3 ½ x 5/8, 3/8” splice plates (ASTM A36), connecting angles to beam L8圆x7/8 (ASTM A36), 7/8” ASTM A325 bolts and ASTM E70XX weld.įigure 2. The example uses the sections and dimensions shown in Figures 1 and 2 and as follows. The connection presented is taken from AISC Design Guide 29. All components are designed according to AISC -360-16 specifications. In this study, ten components are examined: brace, beam flange and web, column flange and web, connecting angles, gusset plate, splice plates between brace and gusset plate, connecting angles to the column, connecting angles to beam, bolts and welds. The study is prepared for the size of the brace, beam, column, connecting angles, geometry, the thickness of the plate, bolts and welds. The objective of this example is verification of the component-based finite element method ( CBFEM) of a Brace Connection at beam-column connection in a braced frame with the AISC design procedure. This verification example was prepared by Mahamid Mustafa in a joint project of The University of Illinois in Chicago and IDEA StatiCa.
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