Analysis and modelling of the seismic behaviour of high ... - Ingegneria

4. SEISMIC RESPONSE OF PARTIAL-STRENGTH COMPOSITE JOINTS
3 (2001), in frame web panels of beam-to-column connections the following
assessment is permitted:
where
V
V
wp, Ed
wp, Rd
≤ 1,0
( 4.21 )
Vwp,Ed is the design shear force in the web panel due to the action effects,
taking into account the plastic resistance of the adjacent dissipative zones in
beams or connections;
Vwp,Rd is the shear resistance of the web panel according to J 3.5.1 of Annex C
of the Eurocode 3. It is not required to take into account the effects of the
stresses of axial force and bending moment on the plastic resistance in shear.
The shear resistance of the columns, in dissipative zones, should be
determined on the basis of the structural steel section alone, unless special
details are provided to mobilize the shear resistance of the concrete
encasement.
A possible system of internal actions that the panel zone of an interior beam-to-
column connection may have to withstand is shown in Figure 4.13. Under this
system of forces, shear deformation of the web panel zone occurs. A key
simplification in this analysis is that the beam moments are replaced by an
equivalent couple, with the forces acting at mid-depth of the beam flanges.
Figure 4.13. Internal actions of an interior beam-to-column joint
Under the assumption, the effective shear force in the web panel Vwp,Ed of an
interior column at the structure collapse in the seismic design situation can be
calculated as follows:
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