Author(s): A. G. Tsonos
The seismic performance of four one-half scale exterior beam-column
subassemblages is examined.
All specimens were typical of new structures and
incorporated full seismic details in current building codes, such as a weak
girder-strong column design philosophy.
The subassemblages were subjected to
a large number of inelastic cycles.
The tests indicated that current design
procedures could sometimes result in excessive damage to the joint regions.
cannot be underestimated as it may lead the ductile moment-resisting frames of
modern structures to premature lateral instability.
beam-column frames, beams, columns, connections, cyclic loads,
earthquake resistant structures, hinges (structural), reinforced concrete, shear
properties, structural analysis.
The key to the design of ductile moment-resisting frames is that the beam-to-column
connections and columns must remain essentially elastic throughout the
load history to insure the lateral stability of the structure.
If the connections or
columns exhibit stiffness and/or strength deterioration with cycling, collapse due
to Ρ -∆effects or to the formation of a storey mechanism may be unavoidable
Four one-half scale beam-column subassemblages were designed and
constructed in turn, according to Eurocode 2  and Eurocode 8 , according
to ACI 318 (1999)  and ACI-ASCE Committee 352 (1985) , and according
to the new Greek Earthquake Resistant Code (E.R.C.-1995)  and the new
Greek Code for the Design of Reinforced Concrete Structures (C.D.C.S.-1995)
Size: 878 kb
Paper DOI: 10.2495/ERES050421
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