By American Institute of Steel Construction
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Additional resources for AISC - Design Guide 04 - Extended End-Plate Moment Connections
88 in. 12. 88) USE 5/16 in. 25)(65) Column-Side Design = 244 kips/bolt 14. 21 in. 48 in. 52 in. By inspection, bearing controls for the inner bolts. 10. ii) Beam Web to End-Plate Weld Minimum weld size for 1¼ in. end plate is 5/16 in. 1 in. 13. 860 in. 04 sixteenths USE 5/16 in. Fillet Welds 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.
1982). “Analysis of Stiffened End-Plate Connections Using the Finite Element Method,” Research Report No. FSEL/MBMA 82-01, Fears Structural Engineering Laboratory, School of Civil Engineering and Environmental Science, University of Oklahoma, Norman, Oklahoma. Astaneh-Asl, A. (1995) Seismic Design of Bolted Steel Moment-Resisting Frames, Steel Tips, Structural Steel Education Council, Moraga, CA, 82 pp. R. N. (1994). “Computer Modeling of an Extended End-Plate Bolted Connection,” Computers and Structures, 52, 879-893.
N. (1994). “Computer Modeling of an Extended End-Plate Bolted Connection,” Computers and Structures, 52, 879-893. R. N. (1996a). “Structural Behavior of End-Plate Bolted Connections to Stiffened Columns,” Journal of Structural Engineering, ASCE, 122(8), 926-935. 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.