Steel Buildings in Europe

Title APPENDIX D Worked Example: Design of portal frame using elastic analysis 34 of 44 4 - 115 The expression for C my depends on the values of  h and  .  = 351 298  =  0,849.  h = s h M M = 356 351 = 0,986 Therefore C my is calculated as: C my = h 0,95 0, 05   =    0,95 0, 05 0,986 1,0 EN 1993-1-1 Annex B Table B.3 k yy =                        2175 ; 1 1, 0 0,8 127 2175 min 1, 0 1 1, 065 0, 2 127 =   min 1, 05; 1, 047 = 1,047 EN 1993-1-1 Annex B Table B.2 b,Rd y,Ed yy b, y,Rd Ed M M k N N  = 517 1, 047 356 2175 127  = 0,779 < 1,0 OK The member satisfies the in-plane buckling check. 7.11. Validity of rafter section In Section 7.8 it has been demonstrated that the cross-sectional resistance of the section is greater than the applied forces. The out-of-plane and in-plane buckling checks have been verified in Sections 7.9 and 7.10 for the appropriate choice of restraints along the rafter. Therefore it is concluded that the IPE500 section in S355 steel is appropriate for use as rafter in this portal frame. 8. Haunched length The haunch is fabricated from a cutting of an IPE 550 section. Checks must be carried out at end and quarter points, as indicated in the figure below. 3 1 2 4 5 5° 2740 IPE 450 IPE 500 725 3020 685 685 685 685