Steel Buildings in Europe

Title Appendix B Worked Example: Design of a truss node with gusset 5 of 44 5 - 84 Partial Factor Resistance of weld:  M2 = 1,25 (recommended value) EN 1993-1-8 Table 2.1 NOTE Internal forces in the truss members (see Figure B.6) All axial forces are applied in the gusset plate XOZ plane: Tension axial force at an angle to normal OY of  1 = 42°: N 1,Ed = 406,9 kN Tension axial force on the normal OY so  2 = 0° N 2,Ed = 2,6 kN Compression axial force at an angle to normal OY of  3 = -41,3° N 3,Ed = -609,4 kN 2.2. Stresses in the gusset cross-section in front of welds The approach is based on a linear-elastic analysis that leads to a safe estimation of the resistance of the welded joint. EN 1993-1-8 2.4(2) 2.2.1. Design forces in the gusset plate at the chord web face The effects of the small eccentricity e Y from the chord axis will be neglected. The gusset plate section is verified for the following forces: N g,Ed Axial force at an eccentricity of e Z = 30 mm to the centreline of the gusset plate V g,Ed shear force With:    3 i 1 i i g,Ed ) cos(  N N    3 i 1 i i g,Ed ) sin(  N V and g,Ed M , the moment resulting from the eccentricity, g,Ed Z g,Ed e N M  Then: N g,Ed = -152,83 kN V g,Ed = 674,47 kN M g,Ed = 4,585 kNm Note: the high axial force component N g,Ed is due to the local point load at the joint and the self weight of the truss. 2.2.2. Normal stress Assuming a uniform distribution of the load in the section, the normal stress is: I v M A N g g,Ed g g,Ed g,max   