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

3. SEISMIC BEHAVIOUR OF BOLTED END PLATE BEAM-TO-COLUMN STEEL JOINTS
M/M pl,Rd
1.2
1
0.8
0.6
0.4
0.2
0
Limit = 35 mrad
JB1-3A
JB1-3B
JB1-3M
0 0.2 0.4 0.6 0.8 1 1.2
φ/(M pl,Rd L b /E s I b )
Figure 3.22. Classification of the JB1-3 Complete
Joint for Lb = 8m
3.6 Validation of the component method
The complete set of measured parameters provides detailed information on the
responses of the various components to the applied displacement history. These
data enable a quantitative appraisal of the role played by each component, pointing
out the effect of relative stiffness and strength of the components associated with
geometry and material of the specimen. The attention is hence focused on the use
of these data in order to for check the general validity of the joint model by
component with reference to the approximation of the cyclic response.
A first appraisal can be achieved by comparing the response of the same individual
component as part of different specimens (isolated Tee stub, coupled Tee stub and
complete joint). Such a comparison is somehow difficult because of the type of
displacement history adopted, which determines the amplitude of the inelastic
cycles as a multiple of the elastic limit displacement. As this parameter depends on
the specimen, a direct comparison of cyclic responses related to different
specimens is not feasible. However, reference can be made to the maximum and
minimum values of parameters such as forces and displacements, ductility indices
and absorbed energy.
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