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|Title:||NON LINEAR ANALYSIS OF RC STRUCTURE FOR DYNAMIC LOADING|
NON LINEAR ANALYSIS
|Abstract:||An extensive study of the material models of concrete and steel available in ABAQUS v6.9 was carried out and Linear Elasticity, Concrete Smeared Cracking and Concrete Damaged Plasticity material models of concrete and Classical metal plasticity material model of steel were chosen to represent the elastic and plastic behaviour of these materials. Various parameters that were required to define a material model were also studied in detail. Detail of various methods available to model the bond between concrete and steel has also been presented. Effect of meshing and type of element; chosen for stress analysis viz, first order hexahedral and second order hexahedral first order tetrahedral and second order tetrahedral elements are studied with the help of a cantilever beam. Twelve different models with three mesh densities viz, two, four and six elements along the depth and four types of elements viz. first order hexahedral, second order hexahedral, first order tetrahedral, second. order tetrahedral elements were analysed for this study. Linear hexahedral element is found to be more consistent compared to other elements for all the mesh densities studied such that percentage error in displacement for linear hexahedral element is in between 4% to 7.5%. Stress Analysis is done for two different experiments carried out by Bresler & Scordelis (1963) and Burns & Seiss (1962). The first beam that was tested by Bresler &. Scordelis (1963) had no shear reinforcement and the second beam that was tested by Burns & Seiss (1962) had shear reinforcement. Clear span for both the beams were same. Validation of the two material models of concrete is done with respect to the two beams. Also, a beam column joint was analysed by taking Concrete Damage Plasticity model, which was sbjected to a cyclic load applied at the tip of the beam. It is found out that only by the use of Concrete i Damage plasticity model, the finite element model is able to predict the complete non linear response of structure. Finally a comparison of the two material models of concrete by analysing two different beams tested by Bresler & Scordelis (1963) and Burns & Seiss (1962) respectively is done. For the purpose of comparison based on the effect of combination of mesh size and tension stiffening parameter on the analysis, eighteen different models were made by taking three different mesh densities viz. 50 mm, 75 mm and 100 mm element sizes respectively and six different tension stiffening parameter values ranging from 0.001 to 0.006. Based on the comparison data it is concluded that Concrete Damage Plasticity model is the suitable concrete model to carry out a non-linear analysis of a structure subjected to dynamic loading.|
|Appears in Collections:||MASTERS' DISSERTATIONS (Civil Engg)|
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