AISC - Design Guide 04 - Extended End-Plate Moment by American Institute of Steel Construction

By American Institute of Steel Construction

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And Murray, T. M. (2000c), “'Heavy' Moment End-Plate Connections Subject to Seismic Loading,” Behavior of Steel Structures in Seismic Areas: Proceedings of the Third International Conference STESSA 2000, Montreal, Canada, August 21-24, 2000, F. M. Mazzolani and R. , 735-740, 2000. A. and Murray, T. M. (1999), “Testing and Design of Extended Moment End-Plate Connections for Seismic Loading,” Mexican Institute of Steel Construction, Puebla, Mexico, November 1, 1999, 18-1 to 18-19. A. and Murray, T.

52 in. > p fi = 2 in. 11 φ M np φ b Fyp Y p Vu = 40 kips < φRn = 113 kips OK 12. Check Compression Bolts Bearing/Tearout i) Vu = 40 kips ≤ φRn = ni(φRn)i + no(φRn)o ni = 2 USE tp = 7/8 in. (ASTM A572 Gr. 46 in. 19) = 236 kips > 137 kips By inspection, bearing controls for the inner bolts. 860 in. 6 Fyp)bptp 9. End Plate Select End Plate Thickness F fu = 8. 85 in. 7. 2) 6. 2 in. Required End Plate Thickness + t p Req'd = 11. Check Compression Bolts Shear Rupture Strength 13. 13 F fu = 109 kips ≤ φR n = 197 kips OK 2 10.

Hendrick, A. M. (1983). “Column Web Compression Strength at End-Plate Connections,” Research Report No. FSEL/AISC 83-01, Fears Structural Engineering Laboratory, School of Civil Engineering and Environmental Science, University of Oklahoma, Norman, Oklahoma. Hendrick, A. M. (1984). “Column Web Compression Strength at End-Plate Connections,” Engineering Journal, AISC, 21(3), 161-169. R. M. (1984). “Analytical and Experimental Investigation of Stiffened Flush End-Plate Connections with Four Bolts at the Tension Flange,” Research Report No.

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