Incorporation of the seismic response control system plays a vital role in structural engineering. Conventional method of structural design involves the higher flexibility and lower damping characteristics during the application of seismic loads which leads to inelastic deformation to an acceptable limit. Modern technique of seismic energy dissipation aims towards achieving stringent performance requirement. This paper aims towards analysis of structural response of the benchmark building with semi active damper namely magnetorheological damper. The magnetorheological damper work depends on the Structural Control Algorithm and Current input. G+5 Reinforced Concrete Building response is studied with a connection of large scale 200KN MR Damper (MRD) for three proposed numerical models, namely Kelvin Voight Model, Hyperbolic Tangent model and Maxwell Non-linear Slider model. The predictive ability of numerical models is analyzed for varying current. For simulating seismic application three earthquake data were considered, El Centro, Imperial Valley and Northridge. Numerical models of MR Damper are studied under varying current and exponential value. The comparison of displacement and base Shear of the structure response gives satisfactory response in the analysis.
Masonry is used as a construction material since old age. It is a cheaper construction material compared to R.C.C. and also requires comparatively less construction skills. During an earthquake, the masonry wall constructed following the codal provisions shows preliminary behaviour in the in-plane direction of wall and it has lesser deformation in the out-of-plane direction of the wall. Although, the strength and stiffness of the Un-Reinforced Masonry (URM) walls were reduce due to sizes and positions of openings, the relationship between the seismic capacity of the walls and the position and size of opening in walls are not clear. Researchers in the past mostly explored the in-plane behaviour of solid masonry wall without opening. Considering the openings in these walls can significantly affect the strength of the masonry wall. Hence, in the present study, an attempt is made to understand the effect of varying opening sizes (4 different combinations of door and/or window openings) in unreinforced masonry wall using finite element software CATIA. From this software, URM walls were modeled and load based quasi-static analysis were done in in-plane direction. The collapse mechanisms of the masonry walls and crack patterns are studied from the analysis and a key output from this work is the characterization of the relationships between the sizes and positions of openings and the in-plane performance of masonry walls.
Nowadays, one of the fastest growing technique is an Insulated Concrete Form (ICF). It has advantages like cost-effective, less maintenance, soundproof, energy-efficient, waterproof and disaster-resistant. ICF wall panels are made by interlocking Fibre Cement Board (FCB) sheet which poured in placed concrete. In this study, the behaviour of the ICF wall panel under axial compression is examined with experimental and analytical methods. ICF wall panels cast with various thickness and dense FCB are tested under axial compression. ICF panels with 1.2gm3/cm dense FCB with changing width of 6mm and 10mm were casted for experimental analysis. The experiments were carried out in an universal testing machine with the capacity of 600 kN. The maximum peak load of 540 kN is observed in FCB of 10mm thick and the maximum displacement of 13mm is observed in FCB80 at the peak load. An analytical investigation is carried with Euler’s crippling load equation and an average variation of 12% is observed between analytical and experimental results. It is concluded that the ICF system of construction provides desirable plastic behaviour against axial compressive loading. Hence ICF is recommended for construction to get the maximum benefits of the wall while it reaches ultimate strain.
The purpose of the link column frame is to provide acceptable collapse prevention performance and to allow for easy repairs following a moderate earthquake. The experimental and analytical studies that are presented in this article mainly focus on the behavior of normal and link column reinforced concrete (RC) frames with different connection configurations. Quasi-static cyclic load experimental results are presented and discussed for seven 1:3 scaled RC frames with and without link columns. There are various connections between the main beam and the link column. With respect to experimental results and using ANSYS software, the finite element model related to these frames is made and calibrated, and then nonlinear analysis under cyclic static loading is performed. The experimental results show that the yield strength and ultimate strength capacities of the link column frames increase with a decrease in relative story drifts, especially in the hinged link column frame that was designed according to IS 12303-1987, Criteria for Design of RCC Hinges. Greater amounts of energy were dissipated by the link column frame, which has a hinge connection designed according to IS 12303-1987; this connection was found to be more effective and reliable. When compared with the normal frame, the link column frame with the proper connection dissipates more energy by shear yielding of the link beam. The additional link provides extra stiffness to the entire system.
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