Three partially pre-stressed interior beam-column sub-assemblages (SI) and two partially pre-stressed exterior beam-column sub-assemblages (SE) made of reactive powder concrete as test specimens were numerically modeled using a finite element program. The objective of this study was to investigate the behavior of the SI and SE numerical models. The numerical model inputs were: material data, details of test specimen dimensions, and test specimen reinforcements. The numerical models were subjected to the same loads as those applied experimentally. The numerical modeling results were hysteretic and backbone curves and stress distribution contours. The numerical model outputs showed good similarity with the experimental results. The stress distribution contours of the numerical models correlated with the crack patterns in the joint zone of the test specimens. The behavior of the SI numerical models differed from the SE numerical models due to various stresses on the beam plastic joints and the joint zones.

Abstract. Reactive powder concrete (RPC) is an alternative to normal concrete (NC) allowing for significantly higher strength of partially pre-stressed concrete structures. In the Indonesian national standard SNI 03-2847SNI 03- -2013SNI 03- (2013 and the American standard ACI 318-14 (2014), the partial pre-stressed ratio (PPR) is limited to a maximum of 25.0 percent to ensure that pre-stressed concrete structures remain ductile and capable to dissipate seismic energy sufficiently. The objective of this experimental study was to investigate the hysteretic performance of partially pre-stressed-RPC (PP-RPC) for both interior and exterior beam-column joint sub-assemblages. Four specimens with different levels of PPR were tested with a combination of constant axial compression and cyclic lateral loads. The PPR used for the first and the second two specimens were 22.8% and 33.8%, respectively. The strength of the RPC was 101.60 MPa for all specimens. The results showed that increasing the PPR of PP-RPC improves its hysteretic performance. The best performing specimen, with a PPR of 33.8%, had a ductility that was 1.97 times that of the specimen with a PPR of 22.8%.

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This study covered numerical analysis models of lightweight concrete panels with a variety of thicknesses and door opening positions. The objective of this study was to determine the influence of the dimension of lightweight concrete nonstructural panels with door openings in resisting static lateral loads. The lightweight concrete became generally used since its’ effectiveness in reducing gravity loads. Therefore, the lateral deformation of buildings due to the earthquake became smaller. However, the behavior of the lightweight concrete panels as non-structural elements still needed to be explored, especially under influence of structural elements when an earthquake occurred. There were three variations of the door opening positions on the panels. The varied thicknesses were 40 mm, 50 mm, and 60 mm with and without the addition of wire mesh reinforcement. The panels were subjected to increased static monotonic loads until the panels were collapsed. The analysis results were the relation curves of loads and deformations, and the shapes of deformation that occurred on each model. The analysis results of each panel showed different behaviors and values. In general, the variation of thickness resulted in the conclusion that the thickest panels were able to resist higher loads. The use of wire mesh affected significantly panel behavior. The panels with wire mesh became more rigid so that the resisted loads were higher, but the deformation became smaller, and vice versa while the panel without a wire mesh resisted lower loads but the deformation became larger.

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