TY - GEN
T1 - Modelling of one-sided unstiffened beam-to-column joint
AU - Zamorowski, J.
AU - Gremza, G.
N1 - Publisher Copyright:
© 2019 Czech Technical University in Prague, Czech Republic.
PY - 2019
Y1 - 2019
N2 - In unstiffened beam-to-column joints and in end-plate joints of beams with a few rows of bolts below the tension flange, as in (Kawecki et al. 2013, Kawecki & Kozłowski 2017), the load capacity of the bolts in the row below the tension flange of the beam may be exceeded at the value of the bending moment Mj,Ed ≤ Mj,Rd,whereMj,Rd – design moment resistance of these joint determined according to the formula (6.25) in EN 1993-1-8. In such cases, there is a need to reduce the design moment resistance according to point 6.2.4.2 of this standard, so that the forces in the internal row of bolts or in the group of rows do not exceed the capacity of the T-stub which imitate this row or group of rows. This work presents the full calculation model of the unstiffened beam-to-column joint, together with numerical example, in which the need of reduction of design moment resistance of such joint, which is not taken into account in the examples published in available literature as well as in computer programs, was demonstrated.
AB - In unstiffened beam-to-column joints and in end-plate joints of beams with a few rows of bolts below the tension flange, as in (Kawecki et al. 2013, Kawecki & Kozłowski 2017), the load capacity of the bolts in the row below the tension flange of the beam may be exceeded at the value of the bending moment Mj,Ed ≤ Mj,Rd,whereMj,Rd – design moment resistance of these joint determined according to the formula (6.25) in EN 1993-1-8. In such cases, there is a need to reduce the design moment resistance according to point 6.2.4.2 of this standard, so that the forces in the internal row of bolts or in the group of rows do not exceed the capacity of the T-stub which imitate this row or group of rows. This work presents the full calculation model of the unstiffened beam-to-column joint, together with numerical example, in which the need of reduction of design moment resistance of such joint, which is not taken into account in the examples published in available literature as well as in computer programs, was demonstrated.
UR - https://www.scopus.com/pages/publications/85079248394
M3 - Conference contribution
AN - SCOPUS:85079248394
SN - 9780367335038
T3 - Stability and Ductility of Steel Structures - Proceedings of the International Colloquia on Stability and Ductility of Steel Structures, 2019
SP - 1300
EP - 1308
BT - Stability and Ductility of Steel Structures - Proceedings of the International Colloquia on Stability and Ductility of Steel Structures, 2019
A2 - Wald, František
A2 - Jandera, Michal
PB - CRC Press/Balkema
T2 - International Colloquia on Stability and Ductility of Steel Structures, 2019
Y2 - 11 September 2019 through 13 September 2019
ER -