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

3. SEISMIC BEHAVIOUR OF BOLTED END PLATE BEAM-TO-COLUMN STEEL JOINTS
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Specimen t p Bolt diameter Column t cf Displacement
(mm) (mm) (mm) test procedure
JA1-2A 12 20 HEA180 9.5 SDTP - 1
JA1-2B 12 20 HEA180 9.5 SDTP - 1
JA1-2C 12 20 HEA180 9.5 SDTP - 3
JA1-2D 12 20 HEA180 9.5 SDTP - 4
JA1-2E 12 20 HEA180 9.5 SDTP - 5
JA1-2E 12 20 HEA180 9.5 SDTP - 6
JA1-2M 12 20 HEA180 9.5 Monotonic
JA1-2R 12 20 HEA180 9.5 SDTP - 7
JB1-3A 18 20 HEB180 14 SDTP - 1
JB1-3B 18 20 HEB180 14 SDTP - 1
JB1-3C 18 20 HEB180 14 SDTP - 3
JB1-3D 18 20 HEB180 14 SDTP - 4
JB1-3E 18 20 HEB180 14 SDTP - 5
JB1-3F 18 20 HEB180 14 SDTP - 6
JB1-3M 18 20 HEB180 14 Monotonic
JB1-3R 18 20 HEB180 14 SDTP - 7
JB1-4 18 24 HEB180 14 SDTP - 1
JA2-4 18 24 HEA280 13 SDTP - 1
Table 3.3. Properties of Complete Joints
All bolts are 8.8 grade bolts preloaded to the 40% of the actual yield strength in
order to roughly simulate the condition corresponding to the pretension induced by
hand tightening up to the snug tight condition. The geometries of the components
(Tee stubs, bolts and column section) are coupled in such a way to cover a range
of relative component stiffness (Tee stub thickness to bolt diameter for the isolated
Tee stubs and Tee stub thickness to column flange thickness for the coupled Tee
stubs and full joint specimens) of significance for practical interest.