By American Institute of Steel Construction
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Extra info for AISC - Design Guide 04 - Extended End-Plate Moment Connections
Muc=8083 k-in. OK 5. Determine for the Required End Plate Thickness End Plate Yield Line Mechanism Parameter = 8083 k-in. 52 in. > p fi = 1 3 / 4 in. 3) = 6 in. 4 in. = tan 30° tan 30° de = Vertical Edge Distance for Outside Bolt Holes = 11/4 in. 448 in. to satisfy local buckling requirements USE 1/2 in. × 6 in. × 101/2 in. stiffener (ASTM A572 Gr. 50) 11. 6 in. 5 kips/bolt USE tp = 7/8 in. (ASTM A572 Gr. 50 steel) Tear Out For 3 in. Spacing: 10. 375 in. 375 50 Fys 12. 87 in. 6. 16) Use CJP welds to develop the stiffener at the beam flange and at the end plate since the stiffener thickness is greater than 3/8 in.
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. 10 in. 860 in. ∴ Add Flange Stiffeners Assume ½ in. Stiffener Plates ts = ½ in. 01 in. 01 17.
50 steel) Tear Out For 3 in. Spacing: 10. 375 in. 375 50 Fys 12. 87 in. 6. 16) Use CJP welds to develop the stiffener at the beam flange and at the end plate since the stiffener thickness is greater than 3/8 in. 4 50 Requirement not satisfied. 9375 in. 19) By inspection, bearing controls for the 4 in. spacing and the innermost bolts. 97 in. 860 in. 5) Assume ½ in. Stiffener Plates = 807 kips > Vu = 40 kips OK ts = 1/2 in. 76 in. 860 in. 875 Yc = 13. Design Welds + See 4E Example. 022 in.
AISC - Design Guide 04 - Extended End-Plate Moment Connections by American Institute of Steel Construction