Steel Buildings in Europe

Title APPENDIX A Worked Example: Design of a continuous chord connection using splice plate connections 14 of 24 5 - 67 7.6. Design of net cross-section For a connection in tension, the design plastic resistance of the net cross- section at bolt holes should be verified:   b 1 net,Rd V,Ed n F N where n b is the number of bolts located in the considered net cross-section. EN 1993-1-8 Table 3.2 7.6.1. Web component The net cross-section is taken as 2 0,w w w w,net 1852,5mm 3    A A d t The design resistance is: 657 , 64kN M0 w,net y w,net,Rd    f A N Then: 288, 21kN 3 96, 07 657 , 64 3 1 V,Ed,w w,net,Rd       F N 7.6.2. Plate component The net cross-section is taken as 2 0,w p p p,net 1470mm 3    A A d t The design resistance is: 521,85kN M0 p,net y p,net,Rd    f A N Then: 3 48, 03 144,10kN 521,85 3 1 V,Ed,w w,net,Rd       F N 7.7. Design for block tearing The Figure A.9 shows the block tearing for the web and for the plate. EN 1993-1-8 3.10.2 (1) 7.7.1. Web component The bolt group is subjected to concentric loading. And with: 2 0 w 2 nt 1125mm ( 2 2 )    p d t A 2 0 w 1 1 nv 1312,5mm 1,5 ) 2(     d t e p A EN 1993-1-8 3.10.2 (2) Then: 728, 01kN eff,1,Rd  V 576,42kN 728, 01 w eff,1,Rd    N V 7.7.2. Plate component Two block tearing are defined. For the both, the shear area is the same, so the case giving the minimum area subjected in tension is considered. The bolt group is subjected to concentric loading. EN 1993-1-8 3.10.2 (2) And with: 2 0 p 2 nt 420mm ) ( 2    e d t A 2 0 p 1 1 nv 1050mm 1,5 ) 2(     d t e p A