By American Institute of Steel Construction
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Extra info for AISC - Design Guide 04 - Extended End-Plate Moment Connections
Thesis, Department of Civil Engineering, Virginia Polytechnic Institute and State University, Blacksburg, Virginia. Borgsmiller, J. , Sumner, E. , and Murray, T. M. (1995), Tests of Multi-Row Moment End-Plate Connections Having Large Inner Pitch Distances, Research Report No. CE/VPI-ST-95/01, submitted to Kawada Industries, Costa Mesa, California, February 1995. , and Sarkar, S. (1997). “Finite-Element Analysis of Unstiffened Flush End-Plate Bolted Joints,” Journal of Structural Engineering, ASCE, 123,1614-1621.
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. D. , (1981). “Bolted EndPlate Beam-to-Column Connections Under Earthquake Type Loading,” Report 81-7, Department of Civil Engi- 50 / DESIGN GUIDE 4 / EXTENDED END-PLATE MOMENT CONNECTIONS—SEISMIC AND WIND APPLICATIONS, 2ND EDITION neering, University of Canterbury, Christchurch, New Zealand.
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.
AISC - Design Guide 04 - Extended End-Plate Moment Connections by American Institute of Steel Construction