By American Institute of Steel Construction
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Extra resources for AISC - Design Guide 04 - Extended End-Plate Moment Connections
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.
And Osman, A. (1992). “Cyclic Behavior of Extended End-Plate Joints,” Journal of Structural Engineering, ASCE, 118(5), 1333-1353. , Osman, A. M. (1990). “Behaviour of Extended End-Plate Connections Under Cyclic Loading,” Engineering Structures, Elsevier Science, Vol. 12, 15-26. Graham, J. (1993). “Observations from the Behaviour of Bolted Beam to Unstiffened Column Rigid Connections,” The Structural Engineer, Institution of Structural Engineers, 71(6), 99-105. Hendrick, A. M. (1983). “Column Web Compression Strength at End-Plate Connections,” Research Report No.
22 in. 522 in. 02 in. Workable Gage = 51/2 in. 4 in. 66 in. 4 in. 4) = 8039 k-in. 2. Select Connection Configuration: Extended Unstiffened Four-Bolt Assumed Geometric Design Data bp ≈ bf + 1 in. 0 in. g = 5½ in. (same as beam and column “workable gage”) pfi = 2 in. pfo = 2 in. de = 15/8 in. Fyp = 50 ksi Fup = 65 ksi (ASTM A572 Gr. 54 in. 02 in. 8 + 2 − 3. 5) 7. Select Trial Bolt Diameter and Calculate the No Prying Bolt Moment 8. Use db = 1¼ in. 02) 9. = 11,251 k-in. 75(11,251) = 8438 k-in. > Muc = 8039 k-in.
AISC - Design Guide 04 - Extended End-Plate Moment Connections by American Institute of Steel Construction