Steel Buildings in Europe

Title APPENDIX A Worked Example: Design of a continuous chord connection using splice plate connections 7 of 24 5 - 60 With 0,w w 0,f f net 3 4 A A d t d t    For the full tension area, one checks: 2222, 7 kN 1728, 4 0,9 M0 y M2 u net      Af f A So, the holes for fasteners in the web should be considered. EN 1993-1-1 6.2.5 (5) Design resistance for bending With for a IPE 330: pl y W , = 153,7 cm 3 d z = 50 mm = distance from centre of holes of flange to z-z axis   0,f f z holes pl,y, 4 d t d W  = 55,2 cm 3 The design plastic moment resistance of the net section is:   M0 y holes pl,y, pl,y pl,Rd  f W W M   = 34,967 kNm EN 1993-1-1 6.2.5(2) 4.4. Combination M + N – Verification The following criterion should be verified: N,Rd Ed M M  EN 1993-1-1 6.2.9.1(1) With: net,Rd Ed N N n  = 0,938   ) / ;0,5 min ( 2 A b t A a f   = 0,412 EN 1993-1-1 6.2.9.1(3) We obtain :                   2 pl,Rd N,Rd 1 1 a n a M M = 6,99 kNm M Ed = 1,71 < M N,Rd = 6,99 kNm OK 5. Distribution of the internal forces EN 1993-1-8 2.5 Note that the web is in the horizontal plane. 5.1. Axial force The axial force is distributed between the web and the flanges. This distribution is based on the ratio of the gross cross-section of the web and the flanges. The fillets are appointed to the flange. So, with:    f w w ( 2 ) t t A h 2302,5 mm 2    ) / 2 ( w f A A A 3958,5 mm 2 (per flange) Then: N N A A / Ed w N,w  = 576,4 kN   / 2 N,w Ed N,f N N N   = 495,5 kN