Mohammadamin Azimi

Seismic Performance of RC Beam-Column Connections with Continuous Rectangular Spiral Transverse Reinforcements for Low Ductility Classes

The seismic performance of RC columns could be significantly improved by continuous spiral reinforcement as a result of its adequate ductility and energy dissipation capacity. Due to post-earthquake brittle failure observations in beam-column connections, the seismic behaviour of such connections could greatly be improved by simultaneous application of this method in both beams and columns. In this study, a new proposed detail for beam to column connection introduced as “twisted opposing rectangular spiral” was experimentally and numerically investigated and its seismic performance was compared against normal rectangular spiral and conventional shear reinforcement systems. In this study, three full scale beam to column connections were first designed in conformance with Eurocode (EC2-04) for low ductility class connections and then tested by quasistatic cyclic loading recommended by ACI Building Code (ACI 318-02). Next, the experimental results were validated by numerical methods. Finally, the results revealed that the new proposed connection could improve the ultimate lateral resistance, ductility, and energy dissipation capacity.

Evaluation of new spiral shear reinforcement pattern for reinforced concrete joints subjected to cyclic loading

Using continuous spiral reinforcements can greatly improve the seismic performance of reinforced concrete columns, in terms of ductility and energy dissipation capacity. The simultaneous incorporation of this method in beams and columns might influence the behaviour of beam–column connections as wide spectrums of brittle failure were observed in this region. A new proposed beam–column connection introduced as ‘twisted opposing rectangular spiral’ was investigated in this research in both experimental and numerical manners along with comparing its seismic performance with both normal rectangular spiral and conventional shear reinforcement systems. The design of three full-scale beam–column connections was performed according to Eurocode (EC8-04) for high ductility classes, and the quasi-static cyclic loading recommended by American Concrete Institute Building Code (ACI 318-08) was hired to conduct the seismic tests. Finally, the experimental results were validated by numerical results obtained from the finite element analysis of the three specimens. The results revealed improved ultimate lateral resistant, energy dissipation capacity and ductility for the new proposed connection.

Seismic and Progressive Collapse Assessment of New Proposed Steel Connection

The performance of a new proposed steel connection against seismic loading and progressive collapse was experimentally and numerically investigated in this paper. The seismic performance included interstory drift angle and flexural strength evaluated in accordance with 2010 AISC Seismic Provisions whereas progressive collapse assessment was based on satisfaction of the acceptance criteria by rotational capacities of the connection provided in UFC 4-023-03 guideline. The results confirmed that the new proposed connection was capable of achieving adequate rotational capacity and developing the full inelastic capacity of the connecting beam. In addition, an excellent cyclic behavior was demonstrated by proposed connection which enhance interstory drift angle. Based on the results the proposed connection has adequate intensity and ductility to classify it as full-strength and ductile connection.

Structural aspects of cold-formed steel section designed as U-shape composite beam

Composite beam construction usually associated with old-style Hot-Rolled Steel Section (HRSS) has proven to act much better in compare with Cold-Formed Steel Section (CFSS) sections due to thicker section. Due, it’s getting popular to replace HRSS with CFSS in some aspects as a composite beam. The advantages such as lightweight, cost effective and easy to install have contributed to the apply CFSS as a preferred construction material for composite beam. There is a few technical data available regarding the application of the usage of CFSS as a composite system, despite the potentials use for residential and light-weight industrial constructions. This paper presents an experimental tests results which have been conducted using CFSS as composite beam. Composite action of CFSS arranged as double beam with Self-Compacting Concrete (SCC) slab are integrated together with bolted shear connectors were used. A full-scale test comprised of 3 proposed composite beam specimens with bolted shear connector spaced at 300 mm interval of grade 8.8 was using single nut with washer on flange of CFS, cast to the slab and loaded until failed. The test show that the bolted shear connector yielded better capacity of ultimate strength and ultimate moment for the proposed composite beam. It can be concluded that, bolted shear connectors of 16 mm in diameter performed better than the other diameter size of bolted shear connectors.Composite beam construction usually associated with old-style Hot-Rolled Steel Section (HRSS) has proven to act much better in compare with Cold-Formed Steel Section (CFSS) sections due to thicker section. Due, it’s getting popular to replace HRSS with CFSS in some aspects as a composite beam. The advantages such as lightweight, cost effective and easy to install have contributed to the apply CFSS as a preferred construction material for composite beam. There is a few technical data available regarding the application of the usage of CFSS as a composite system, despite the potentials use for residential and light-weight industrial constructions. This paper presents an experimental tests results which have been conducted using CFSS as composite beam. Composite action of CFSS arranged as double beam with Self-Compacting Concrete (SCC) slab are integrated together with bolted shear connectors were used. A full-scale test comprised of 3 proposed composite beam specimens with bolted shear connector spaced at 3...

“Structural Post-Disaster Damage Classification with Consideration of Liquefaction Due To Flood: Manek Urai, Kelantan, Malaysia”

Natural disasters such as flood which are related to weather, occurring in a lot of places in the world. Environment deterioration and human life damage are the recorded results of floods. Between years 2006 till 2008 due to heavy monsoon rainfalls, a number of floods have generated along Malaysias in different parts of the country. The critical zones in term of flood damage are located in the east coast of peninsular Malaysia in the states of Kelantan, Terengganu and Pahang. Manek Urai, as a rural area due to its type of buildings was one of the most vulnerable areas during Kelantan flood in 2014. As a proven fact, the victims need to be informed about housing options at the first one week after disaster. The evaluation of building damage must be conducted quickly and exactly. It is a clear fact that building damage survey using proper damage chart is more effective. This paper presents the results of site investigation according to the damage chart for damage assessment, and classifies photographic data of Manek Urai area, based on the damage chart. In addition, the damage chart of timber structures affected by liquefaction is localized.