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

By American Institute of Steel Construction

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Analytical and Experimental Investigation of the Multiple Row Extended Moment End-Plate Connection with Eight Bolts at the Beam Tension Flange,” Research Report No. FSEL/MBMA 86-01, Fears Structural Engineering Laboratory, School of Civil Engineering and Environmental Science, University of Oklahoma, Norman, Oklahoma. M. (1988). F. , Elsevier Applied Science, New York, 133-162. Murray, T. , (1990). AISC Design Guide 4, Extended End-Plate Moment Connections, American Institute of Steel Construction, Chicago.

97 in. 4. Beam Side Design Connection Design Moment Select Trial Bolt Diameter and Calculate the No Prying Bolt Moment Use db = 1 in. 1)(50)(126) = 7623 k-in. 5 in. 3 in. 525 in. 6 in. 860 in. 46 in. Workable Gage = 51/2 in. 1 RyFyZx Configuration: Assumed Geometric Design Data bp ≈ bf + 1 in. 22 in. ⇒ Use bp = 9 in. g = 5 ½ in. (same as beam and column “workable gage”) pfi = 13/4 in. Pfo = 13/4 in. pb = 3 in. de = 11/4 in. Fyp = 50 ksi Fup = 65 ksi (ASTM A572 Gr. 50 steel) Ft = 90 ksi (ASTM A325 bolts) 8ES Design Example 1.

Sumner, E. , and Murray, T. M. (2001a), Experimental Investigation of Four Bolts Wide Extended End-Plate Moment Connections, Research Report No. , Oklahoma City, Oklahoma, December 2001, 114 pages. Sumner, E. , and Murray, T. M. (2001b), Experimental Investigation of the MRE 1/2 End-Plate Moment Connection, Research Report No. CE/VPI-ST-01/14, submitted to Metal Building Manufacturers Association, Cleveland, Ohio, December 2001, 91 pages. Sumner, E. A. and Murray, T. M. (2002), “Behavior of Extended End-Plate Moment Connections Subject to Cyclic Loading,” Journal of Structural Engineering, ASCE, 128(4), 501-508.

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