By American Institute of Steel Construction
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Extra info for AISC - Design Guide 04 - Extended End-Plate Moment Connections
R. N. (1996b). “3D Simulation of Bolted Connections to Unstiffened Columns—II. Extended Endplate Connections,” Journal of Constructional Steel Research, Elsevier Applied Science, 40(3), 189-223. R. M. (1999). S. Thesis, Department of Civil Engineering, Virginia Polytechnic Institute and State University, Blacksburg, Virginia. T. (1995). S. Thesis, Department of Civil Engineering, Virginia Polytechnic Institute and State University, Blacksburg, Virginia. Borgsmiller, J. , Sumner, E. , and Murray, T.
M. (1984). “Analytical and Experimental Investigation of Stiffened Flush End-Plate Connections with Four Bolts at the Tension Flange,” Research Report No. FSEL/MBMA 84-02, Fears Structural Engineering Laboratory, School of Civil Engineering and Environmental Science, University of Oklahoma, Norman, Oklahoma. R. M. (1985). “Unification of Flush End-Plate Design Procedures,” Research Report No. FSEL/MBMA 85-01, Fears Structural Engineering Laboratory, School of Civil Engineering and Environmental Science, University of Oklahoma, Norman, Oklahoma.
790 in. 860 in. 392) 15. 04 sixteenths Column Stiffeners Not Required 5 USE /16 in. Fillet Welds 16. Calculate Local Web Yielding Strength The applied shear is to be resisted by weld between the minimum of the mid-depth of the beam and the compression flange or the inner row of tension bolts plus two bolt diameters and the compression flange. By inspection the former governs for this example. 88 in. 45 sixteenths USE 5/16 in. 707 tw, where tw is the fillet weld leg size. 525) = 289 kips > Ffu = 197 kips ∴ Column Stiffeners Not Required 17.