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BACKGROUND, DESIGN AND CONSTRUCTION OF A TWO-STOREY, TWO-BY-ONE BAY, REINFORCED CONCRETE SLOTTED BEAM SUPERASSEMBLY
INTRODUCTION
Requirements for seismic design were introduced to New Zealand in 1935 (CAE, 1999). Reinforced concrete has remained a popular construction material since this time, and throughout subsequent revisions. During the 1960’s the use of precast concrete construction gained popularity through the introduction of precast flooring systems. This was followed by a rapid increase in the use of precast elements as part of the primary lateral load resisting system in the 1980’s.
Building performance during historical earthquakes, and extensive laboratory tests, have shown that well detailed monolithic reinforced concrete structures perform well during large earthquakes. Construction methods with precast concrete have evolved to primarily involve joining together precast elements to achieve comparable levels of performance to an equivalent monolithic system.
However, as shown by recent earthquakes, including the Canterbury earthquake sequence in 20102011 (Kam et al., 2012) traditional monolithic reinforced concrete structures have had to be demolished due to prohibitive repair costs. Two of the main contributors to the cost of repair are residual drift and structural damage.
Residual drift occurs when the structure does not return to plumb following an earthquake. The building needs to be righted because it can not only impair the seismic performance of the structure during subsequent earthquakes, but also impose severe serviceability issues.
Structural damage within a monolithic concrete moment resisting frame primarily stems from plastic hinge zones. In a traditional monolithic structure the energy is dissipated through alternative tensile and compressive yielding of the top and bottom longitudinal reinforcement over loading reversals. This mechanism results in there being an offset in the neutral axes at the beam ends, this geometry results in beam elongation. Shear transfer through a plastic hinge zone is by way of equivalent truss mechanism. The horizontal component of the diagonal shear strut causes tensile forces, and hence strains, to be larger than compressive. These accumulating tensile strains cause a further material contribution to beam elongation. The cumulative effect of combined geometric and material contributions to beam elongation is the potential to form an unintended inelastic mechanism and tearing of the floor diaphragm. Floor diaphragm damage has been shown to inhibit lateral force transfer and in extreme cases cause floor collapse (Bull, 2004; Matthews, 2004).
These deficiencies with current design in reinforced concrete need to be rectified. Efforts to date have primarily focussed on developing low damage connection using dry jointed ductile connections or PREcast Seismic Structural System (PRESSS) technology (Pampanin, 2005; Priestley, 1996; Priestley et al., 1999). Whilst these systems directly address connection damage they require additional solutions to limit floor and column damage caused by beam elongation. There can be a cost premium to use this type of system that can make it comparatively less attractive to a client.
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