Steel Buildings in Europe

Part 5: Joint Design 5 - 88 Block tearing resistance N bt,Rd is the block tearing resistance 2 2 2 1 1 1 1 2 2 2 Figure A e p e e p e p e p e Figure B For a concentrically loaded bolt group: N bt,Rd = V eff,1,Rd V eff,1,Rd = M0 fp,nv y,p M2 fp,nt u,p 3   f A f A  [EN 1993-1-8 §3.10.2(2)] For eccentrically loaded bolt group: N bt,Rd = V eff,2,Rd V eff,2,Rd = M0 fp,nv y,p M2 fp,nt u,p 3 0,5   f A f A  [EN 1993-1-8 §3.10.2(3)] where: f y,uc is the yield strength of the upper column f u,uc is the ultimate tensile strength of the the upper column A fp,nv is the net area of the flange cover plate subjected to shear A fp,nv = 2 t p ( e 1 + ( n 1 – 1) p 1 – ( n 1 – 0,5) d 0 ) A fp,nt is the net area of the flange cover plate subjected to tension If p 2 ≤ 2 e 2 A fp,nt = t p ( p 2 – d 0 ) (Figure A) If p 2 > 2 e 2 A fp,nt = t p ( 2 e 2 – d 0 ) (Figure B)  M2 is the partial factor for the resistance of net sections Check for significant net tension: If y,uc f,uc f,uc Ed f t b F > 0,1 then preloaded bolts should be used [4] . where: t f,uc is the flange thickness of the upper column