By American Institute of Steel Construction
Read or Download AISC - Design Guide 04 - Extended End-Plate Moment Connections PDF
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Additional info for AISC - Design Guide 04 - Extended End-Plate Moment Connections
M. (1999), Evaluation of the Inelastic Rotation Capability of Extended End-Plate Moment Connections, Research Report No. CE/VPI-ST99/13, submitted to Metal Building Manufacturers Association, Cleveland, Ohio and American Institute of Steel Construction, Chicago, Illinois, September 1999. R. M. (1983a). “Strength of Two Tension Bolt Flush End-Plate Connections,” Research Report No. FSEL/MBMA 83-03, Fears Structural Engineering Laboratory, School of Civil Engineering and Environmental Science, University of Oklahoma, Norman, Oklahoma.
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. 1) = 11,470 k-in. 75(11,470)=8603 k-in. > 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.
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. End plate is unstiffened, therefore this step is not required. Minimum Fillet Weld size 5/16 in. 6FyAfb. This recommended minimum weld design force is based upon engineering judgement and intended to preclude small weld sizes on comparatively larger beams sized for stiffness, and to account for the variations in the distribution of the flange force across the weld length.
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