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Journal articles on the topic 'Concrete plasticity damaged model'

Author: Grafiati

Published: 4 June 2021

Last updated: 2 February 2022

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1

Yang, Ke Jia, Zi Ling Xie, and Wei Li. "Application of RPC Constitutive Model in FEA." Applied Mechanics and Materials 578-579 (July 2014): 25–30. http://dx.doi.org/10.4028/www.scientific.net/amm.578-579.25.

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The damage evolution equation of RPC is established based on 2-parameter Weibull distribution. The constitutive relation of RPC is then calculated based on the damage evolution equation. The constitutive model of RPC is optimized by comparing experimental constitutive curve to models corresponding to different threshold strain. Based on the definition of damage index in ABAQUS, the damaged evolution equation in ABAQUS is recalculated based on the optimized constitutive relation. the concrete damaged plasticity model in ABAQUS is obtained using the aforementioned method. And the concrete damaged plasticity model is applied to three compression member and three simply supported beams with different reinforcements. The calculated stress-strain curve and deformation of three compression member and three beams is in accordance with the deformation characteristics of experiments, which verified the effectiveness of the proposed concrete damaged plasticity model of RPC.

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2

Ding, Hui, Jian Ping Wang, and Cheng Fan. "Application of Damaged Plasticity Model on Slab-Column Joints." Applied Mechanics and Materials 777 (July 2015): 13–17. http://dx.doi.org/10.4028/www.scientific.net/amm.777.13.

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By the analysis of reinforced concrete slab, combined with experiment tests the feasibility of damaged plasticity model for concrete. Using parametric analyses, further the plastic damage model of related parameters set methods were discussed, concrete dilatation Angle, viscous coefficient, tensile stiffness, tensile damage on the results, in order to the design of slab-column connections engineering personnel to provide the reference.

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3

Hanif, M. U., Z. Ibrahim, K. Ghaedi, A. Javanmardi, and S. K. Rehman. "Finite Element Simulation of Damage In RC Beams." Journal of Civil Engineering, Science and Technology 9, no. 1 (April 30, 2018): 50–57. http://dx.doi.org/10.33736/jcest.883.2018.

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A concrete damage model has been incorporated in finite element code ABAQUS as concrete damaged plasticity model to examine the sensitivity of the damage, as ABAQUS has the model that is capable of stiffness degradation in cracking which is the basis of fracture mechanics. Nonlinear constitutive relationships for concrete and steel have been incorporated in the model. The static and dynamic response of the structure at 10 different damage levels is studied and the sensitivity of the damage model towards the presence of non-linearity has been discussed. The concrete damaged plasticity model is capable of predicting formation of cracks in concrete beams against any kind of loads, as the results match with the experimental results. It can be concluded that the concrete damaged plasticity is a versatile tool for modeling RC structures and careful choice of solution procedures for dynamic analysis can lead to accurate modeling of concrete using a few routine laboratory test results of the materials.

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4

Dulinska, Joanna M. "Cooling Tower Shell under Asynchronous Kinematic Excitation Using Concrete Damaged Plasticity Model." Key Engineering Materials 535-536 (January 2013): 469–72. http://dx.doi.org/10.4028/www.scientific.net/kem.535-536.469.

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The paper presents the analysis of the dynamic response of a cooling tower to moderate earthquake. To represent inelastic behavior of the concrete material of the tower under dynamic loading, the concrete damaged plasticity constitutive model was assumed. The model consists of the combination of non-associated multi-hardening plasticity and scalar damaged elasticity to describe the irreversible damage that occurs during the fracturing process. Two different models of seismic excitation were used. Initially, a classical model of uniform kinematic excitation was applied. In this model it was assumed that excitation at all supports was identical. Then, a model of non-uniform kinematic excitation, typical for large multiple-support structures, was introduced. In that model the wave passage along the foundation ring was taken into account. It occurred that the assumption of asynchronous excitation led to the increase of the dynamic response of the tower with respect to the assumption of uniform ground motion. The tensile damage (cracking) in some parts of the tower appeared and the stiffness of the concrete was degraded when non-uniformity of excitation was considered. This was due to the quasi-static effects resulting from changes of subsoil geometry during the shock. The analysis indicated that the classical assumption of uniform excitation may lead to non-conservative assessment of the dynamic response of the shell described with concrete damaged plasticity model.

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5

Blikharskyy, Yaroslav. "Calculation of damage RC constructions according to deformation model." Theory and Building Practice 2020, no. 2 (November 20, 2020): 99–106. http://dx.doi.org/10.23939/jtbp2020.02.099.

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This article presents results of a theoretical study of reinforced concrete beams with damaged reinforcement. The change of micro-hardness of a reinforcing rebar’s with a diameter of 20 mm of A500C steel in the radial direction is investigated and the thickness of the heat-strengthened layer is established. It is established that the thickness of the thermo-strengthened steel layer of the reinforcing bar with a diameter of 20 mm of A500C is approximately 3 mm. It is shown that the strength characteristics of this layer are on 50% higher compared to the core material of the rebar, while the plasticity characteristics are lower. The aim of the work is to determine the strength and deformability of reinforced concrete structures without damaging the reinforcement and in case of damage. Determining the impact of changes in the physical characteristics of reinforcement on the damage of reinforced concrete structures, according to the calculation to the valid norms, in accordance with the deformation model. To achieve the goal of the work, theoretical calculations of reinforced concrete beams were performed according to the deformation model, according to valid norms. This technique uses nonlinear strain diagrams of concrete and rebar and is based on an iterative method. According to the research program 3 beam samples were calculated. Among them were undamaged control sample with single load bearing reinforcement of ∅20 mm diameter – BC-1; sample with ∅20 mm reinforcement with damages about 40% without changes in the physical and mechanical properties of reinforcement – BD-2 and sample with ∅20 mm reinforcement with damages about 40% with changes in the physical and mechanical properties of reinforcement – BD-3. The influence of change of physical and mechanical characteristics of rebar’s on bearing capacity of the damaged reinforced concrete beams is established.

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6

Ni, Zhen Qiang, and Qin Shu Cui. "Numerical Simulation of Z-Shaped Column Joints in RC Frame Based on Damage Plasticity Model." Applied Mechanics and Materials 777 (July 2015): 173–78. http://dx.doi.org/10.4028/www.scientific.net/amm.777.173.

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This research selected Z-shaped section column joints in RC frame as the investigating object and considered the mechanical parameters extracted from physical model test results, proposed the finite element model of concrete damaged plasticity. Combining concrete damage plasticity model parameters on ABAQUS of concrete constitutive relationship from appendix C of Code for design of concrete structures (GB50010-2010), add the concept of damage factor to Energy equivalence principle, construct finite element model of Z-shaped column joints in RC frame, and simulated the test process under horizontal cyclic loading. The analysis results indicate that the finite element model can perfectly simulate action. It can reflect the mechanical properties of Z-shaped column joints in frame under horizontal cyclic loading, which is proved correct and reliable.

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7

Wu, Hai Lin, Xiao Fan Du, Shi He Qin, Yao Li, and Qun Li. "Influence of Concrete Tension Softening Properties on the Steel-Liner Reinforced Concrete Penstock." Applied Mechanics and Materials 275-277 (January 2013): 1544–48. http://dx.doi.org/10.4028/www.scientific.net/amm.275-277.1544.

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In combination with the practice of a large hydropower station, concrete damaged plasticity model is introduced into the steel-liner reinforced concrete penstock for the nonlinear analysis, the damage distribution rules of the surrounding concrete and the stresses of the steels are furtherly studied under the different tension softening characteristic curves, the conclusions can provide the reference for damage assessment of the surrounding concrete and the optimization allocation of the reinforcement for the penstock.

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8

Szwed, Aleksander, and Inez Kamińska. "Modification of Concrete Damaged Plasticity model. Part I: Modified plastic potential." MATEC Web of Conferences 117 (2017): 00160. http://dx.doi.org/10.1051/matecconf/201711700160.

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9

Hafezolghorani, Milad, Farzad Hejazi, Ramin Vaghei, Mohd Saleh Bin Jaafar, and Keyhan Karimzade. "Simplified Damage Plasticity Model for Concrete." Structural Engineering International 27, no. 1 (February 2017): 68–78. http://dx.doi.org/10.2749/101686616x1081.

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10

Voyiadjis, George Z., Ziad N. Taqieddin, and Peter I. Kattan. "Anisotropic damage–plasticity model for concrete." International Journal of Plasticity 24, no. 10 (October 2008): 1946–65. http://dx.doi.org/10.1016/j.ijplas.2008.04.002.

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11

Ahmed, Bilal, George Z. Voyiadjis, and Taehyo Park. "Damaged plasticity model for concrete using scalar damage variables with a novel stress decomposition." International Journal of Solids and Structures 191-192 (May 2020): 56–75. http://dx.doi.org/10.1016/j.ijsolstr.2019.11.023.

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12

Wosatko, Adam, Michał Szczecina, and Andrzej Winnicki. "Selected Concrete Models Studied Using Willam’s Test." Materials 13, no. 21 (October 24, 2020): 4756. http://dx.doi.org/10.3390/ma13214756.

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Willam’s test is a quick numerical benchmark in tension–shear regime, which can be used to verify inelastic (quasi-brittle) material models at the point level. Its sequence consists of two separate steps: uniaxial tension accompanied with contraction—until the tensile strength is attained; and next for softening (cracking) of the material—tension in two directions together with shear. A rotation of axes of principal strains and principal stresses is provoked in the second stage. That kind of process occurs during the analysis of real concrete structures, so a correct response of the material model at the point level is needed. Some familiar concrete models are selected to perform Willam’s test in the paper: concrete damaged plasticity and concrete smeared cracking—distributed in the commercial ABAQUS software, scalar damage with coupling to plasticity and isotropic damage—both implemented in the FEAP package. After a brief review of the theory, computations for each model are discussed. Passing or failing Willam’s test by the above models is concluded based on their results, indicating restrictions of their use for finite element computations of concrete structures with predominant mixed-mode fracture.

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13

Zhou, Feng, and Guangxu Cheng. "A Coupled Plastic Damage Model for Concrete considering the Effect of Damage on Plastic Flow." Mathematical Problems in Engineering 2015 (2015): 1–13. http://dx.doi.org/10.1155/2015/867979.

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A coupled plastic damage model with two damage scalars is proposed to describe the nonlinear features of concrete. The constitutive formulations are developed by assuming that damage can be represented effectively in the material compliance tensor. Damage evolution law and plastic damage coupling are described using the framework of irreversible thermodynamics. The plasticity part is developed without using the effective stress concept. A plastic yield function based on the true stress is adopted with two hardening functions, one for tensile loading history and the other for compressive loading history. To couple the damage to the plasticity, the damage parameters are introduced into the plastic yield function by considering a reduction of the plastic hardening rate. The specific reduction factor is then deduced from the compliance tensor of the damaged material. Finally, the proposed model is applied to plain concrete. Comparison between the experimental data and the numerical simulations shows that the proposed model is able to describe the main features of the mechanical performances observed in concrete material under uniaxial, biaxial, and cyclic loadings.

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14

Li, Ben-ben, Hai-bei Xiong, Jia-fei Jiang, and Yang Zhan. "Damage plasticity model for passively confined concrete." MATEC Web of Conferences 275 (2019): 02016. http://dx.doi.org/10.1051/matecconf/201927502016.

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This paper presents a modified concrete damage plasticity model (CDPM) for passively confined concrete within the concrete damage plasticity theory frame in ABAQUS. The modified CDPM can be used to simulate concrete under non-uniform passive confinement, for example, Fiber-reinforced polymer (FRP)-confined square concrete columns. The modification of CDPM includes a flow rule and a strain hardening/softening criterion in which dilation angle and yield stress are important parameters. Based on the true-triaxial experiment results of passively confined concrete, the dilation angle and yield stress were determined considering different confinement stiffness and non-uniform confinement stiffness ratio. Finally, the modified CDPM were incorporated in the ABAQUS model. The prediction of the finite element model of FRP-confined square concrete columns shows good prediction accuracy.

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15

Dulinska, Joanna M., and Dorota Jasinska. "Performance of Steel Pipeline with Concrete Coating (Modeled with Concrete Damage Plasticity) Underseismic Wave Passage." Applied Mechanics and Materials 459 (October 2013): 608–13. http://dx.doi.org/10.4028/www.scientific.net/amm.459.608.

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The paper presents the analysis of the dynamic response of a steel pipeline with concrete coating to a real earthquakeregistered in central Poland in 2012. The peak ground acceleration of the shock was scaled up to maximal values predicted for this seismic zone. To represent theinelastic behavior of the material of the concrete coating under dynamic loading, the concrete damaged plasticity constitutive model was assumed.The modelallows to describeplastic strains and irreversible tensile and compression damage that occurs during the cracking process.For seismic analysis two models (uniform and non-uniform) of kinematic excitation were applied. In the modelof uniform excitation it was assumed that the motion of all supports was identical. Inthe model of non-uniform excitation, typical for long structures, the wave passage along the pipelinewith different velocities (500, 400 and 300 m/s) was taken into account. It occurred that for the model of uniform excitation the concrete material of the coating remained elastic with no tensile damage. For the model of non-uniform excitation, inelastic behaviour of the coating was observed. The plastic strain areas appeared above all supports. The tensile damage (cracking) wasalso noticed in these areas: the lower wave velocity was assumed, the greater area of concrete coating was affected by plastic strains and tensile damage (cracking). It was the consequence of the quasi-static effects which resulted from ground deformations imposed on the pipeline during the seismic shock.

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16

Huan, Yi, Qin Fang, Li Chen, and Yadong Zhang. "Evaluation of blast-resistant performance predicted by damaged plasticity model for concrete." Transactions of Tianjin University 14, no. 6 (October 29, 2008): 414–21. http://dx.doi.org/10.1007/s12209-008-0071-1.

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Kamińska, Inez, and Aleksander Szwed. "Modification of Concrete Damaged Plasticity model. Part II: Formulation and numerical tests." MATEC Web of Conferences 117 (2017): 00161. http://dx.doi.org/10.1051/matecconf/201711700161.

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18

Shen, Xinpu, Lu Yang, and Fusheng Zhu. "A Plasticity-Based Damage Model for Concrete." Advances in Structural Engineering 7, no. 5 (October 2004): 461–67. http://dx.doi.org/10.1260/1369433042863260.

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19

Belyakov, Nikita, Olga Smirnova, Aleksandr Alekseev, and Hongbo Tan. "Numerical Simulation of the Mechanical Behavior of Fiber-Reinforced Cement Composites Subjected Dynamic Loading." Applied Sciences 11, no. 3 (January 26, 2021): 1112. http://dx.doi.org/10.3390/app11031112.

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The problem of damage accumulation in fiber-reinforced concrete to structures supporting underground workings and tunnel linings against dynamic loading is insufficiently studied. The mechanical properties were determined and the mechanism of destruction of fiber-reinforced concrete with different reinforcement parameters is described. The parameters of the Concrete Damaged Plasticity model for fiber-reinforced concrete at different reinforcement properties are based on the results of lab experiments. Numerical simulation of the composite concrete was performed in the Simulia Abaqus software package (Dassault Systemes, Vélizy-Villacoublay, France). Modeling of tunnel lining based on fiber-reinforced concrete was performed under seismic loading.

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20

Han, Xue, and Zheng Liu. "Numerical Simulation on the Form of Reinforcement of Reinforced Concrete Beam with Openings." Applied Mechanics and Materials 444-445 (October 2013): 884–88. http://dx.doi.org/10.4028/www.scientific.net/amm.444-445.884.

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In order to research the stress performance of reinforced concrete beam with different forms of reinforcement around the openings, a numerical simulation on reinforced concrete beam with circle openings is made by using the finite element software. The constitutive relation of concrete offered by the 2010 edition of code for design of concrete structures and the concrete damaged plasticity model is adopted in this article. The damage factor is introduced in the process of modeling, which can reflect the damage of beams with different forms of reinforcement directly and help to reveal the failure mechanism of members. Thus we can propose the optimization of reinforcement method.

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21

George, Jobin, J. S. Kalyana Rama, M. V. N. Siva Kumar, and A. Vasan. "Behavior of Plain Concrete Beam subjected to Three Point Bending using Concrete Damaged Plasticity (CDP) Model." Materials Today: Proceedings 4, no. 9 (2017): 9742–46. http://dx.doi.org/10.1016/j.matpr.2017.06.259.

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22

Fedoroff, Alexis, and Kim Calonius. "Using the Abaqus CDP model in impact simulations." Rakenteiden Mekaniikka 53, no. 3 (July 4, 2020): 180–207. http://dx.doi.org/10.23998/rm.79723.

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The understanding and assessment of accidental crash scenarios on reinforced concrete structures is of high interest for safety issues. Although experimental research on this topic has already a long and successful history, there are many issues waiting to be solved as far as numerical simulations are concerned. In this article some particularities of the Abaqus Concrete Damaged Plasticity (CDP) model are investigated with the purpose of using efficiently the CDP model in impact loaded reinforced concrete structure simulations. In particular, the sensitivity of the simulation response with respect to model parameters and element size is studied. The simulation response is compared to measurements from benchmark impact tests on reinforced concrete plates.

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23

Zhao, Shaoyu, Shuli Fan, Jie Yang, and Sritawat Kitipornchai. "A spherical smart aggregate sensor based electro-mechanical impedance method for quantitative damage evaluation of concrete." Structural Health Monitoring 19, no. 5 (December 2, 2019): 1560–76. http://dx.doi.org/10.1177/1475921719888963.

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In this study, the concrete damage induced by compression is evaluated quantitatively using spherical smart aggregate sensor based on electro-mechanical impedance method. The sensitivity of the spherical smart aggregate sensor embedded in concrete cubes is investigated by comparing the electrical signals recorded during the compressive process with those of the smart aggregate sensor embedded in concrete cubes. Furthermore, the finite element model of concrete cube with an embedded spherical smart aggregate sensor is developed to simulate the concrete compressive tests. The concrete damaged plasticity constitutive model is utilized to simulate the concrete damage process. The numerical model is verified with the experimentally measured compressive test results. Finally, the damage volume ratio is presented to quantify the damage level of concrete based on the numerical model. The relationship between the root mean square deviation index of the conductance signatures obtained from experiments and the damage volume ratio computed by numerical simulation is established to quantify the concrete damage level. The results show that the spherical smart aggregate sensor is more sensitive than the smart aggregate sensor in monitoring the three-dimensional concrete structures. The proposed empirical fitting curve can effectively evaluate the concrete damage level quantitatively.

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Szczecina, M., and A. Winnicki. "Selected Aspects of Computer Modeling of Reinforced Concrete Structures." Archives of Civil Engineering 62, no. 1 (March 1, 2016): 51–64. http://dx.doi.org/10.1515/ace-2015-0051.

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Abstract The paper presents some important aspects concerning material constants of concrete and stages of modeling of reinforced concrete structures. The problems taken into account are: a choice of proper material model for concrete, establishing of compressive and tensile behavior of concrete and establishing the values of dilation angle, fracture energy and relaxation time for concrete. Proper values of material constants are fixed in simple compression and tension tests. The effectiveness and correctness of applied model is checked on the example of reinforced concrete frame corners under opening bending moment. Calculations are performed in Abaqus software using Concrete Damaged Plasticity model of concrete.

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Cao, Peng, Decheng Feng, and Changjun Zhou. "A Modified Damage-Plasticity Coupled Area-Weighted Nonlocal Model for Simulating Ductile Fracture and Softening Behaviors of Materials." Mathematical Problems in Engineering 2014 (2014): 1–10. http://dx.doi.org/10.1155/2014/862543.

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A nonlocal damage-plasticity coupled area-weighted model was proposed to investigate the fracture process of the ductile fracture materials with softening behavior, such as asphalt concrete materials. The model can overcome the mesh sensitivity problem in the analysis. A subroutine of ABAQUS software was developed to apply this nonlocal damage-plasticity coupled area-weighted model into finite element analysis. Then, the subroutine was adopted in finite element models to simulate several loading conditions. The results indicate that the nonlocal damage-plasticity coupled area-weighted model and the subroutine describe the softening behavior of asphalt concrete materials better than traditional softening models. And the robustness and stability of the proposed model were also justified. The proposed model provides a concrete and accurate alternate to predict the damage condition of asphalt concrete.

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26

Zeng, Xiang. "Finite Element Analysis of Square RC Columns Confined by Different Configurations of Transverse Reinforcement." Open Civil Engineering Journal 11, no. 1 (June 30, 2017): 292–302. http://dx.doi.org/10.2174/1874149501711010292.

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Introduction:Square reinforced concrete (RC) columns with the confinement effect of transverse reinforcement perform well in ductility and have been used widely in RC structures. Its behavior is the classic topic of anti-seismic and anti-collapse analysis of RC structures. With the advancement of the finite element (FE) analysis technology, the general-purpose simulation tools such as ABAQUS and ANSYS have been universally used to analyze the behavior of structures and members, where the material constitutive model is a key problem in the analysis.Methods:In this study, a new uniaxial compressive stress-strain curve of the confined concrete considering confinement effect of transverse reinforcement in square RC columns was proposed for the concrete damaged plasticity model in ABAQUS to solve the problem that there is no proper uniaxial compressive stress-strain curve for the concrete damaged plasticity model to describe the behavior of concrete confined by transverse reinforcement. Based on the proposed stress-strain relationship, a FE model was developed to analyze the behaviour of laterally confined RC columns under concentric loading.Results:The finite element model is able to predict the response of the confined RC columns from different experiments with reasonable accuracy. Finally, a parametric study was conducted in order to evaluate the effect of confinement reinforcement configuration on the behavior of core concrete in square section.

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Dulinska, Joanna M., and Izabela J. Murzyn. "Seismic Performance of a Concrete Highway Tunnel Using a Concrete Damage Plasticity Model." Key Engineering Materials 711 (September 2016): 966–73. http://dx.doi.org/10.4028/www.scientific.net/kem.711.966.

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In the paper a non-linear dynamic response of a concrete highway tunnel to a natural earthquake is presented. The acceleration time history of the registered shock was applied as seismic excitation acting in three directions. The peak ground acceleration (PGA) of the shock was 0.5 g. A three-dimensional FE model of the concrete tunnel section (600 m long) and surrounding soil layers was created with the ABAQUS software. To represent the inelastic behavior of the tunnel under the earthquake, a concrete damage plasticity model was assumed as a constitutive model for the concrete. A model of spatially varying ground motion, which takes so called “wave passage effect” was implemented for the dynamic analysis. Two velocities of seismic wave propagation were assumed: 500 and 1000 m/s. These velocities are typical for soft and stiff bedrock, respectively. It turned out that in case of stiffer bedrock, in which seismic waves propagate faster, the damage pattern shows less cracking than in case of soft bedrock. The distribution of plastic and damage computed indices also allowed to assess the impact of the shock on the structure. It turned out that the analyzed shock with PGA of 0.5 g was strong enough to cause severe destruction (cracking) in the tunnel lining. Finally, the transverse pattern of cracks, that was obtained from the calculations, was in good agreement with damages observed during severe earthquakes.

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Tao, Y., and J. F. Chen. "Concrete Damage Plasticity Model for Modeling FRP-to-Concrete Bond Behavior." Journal of Composites for Construction 19, no. 1 (February 2015): 04014026. http://dx.doi.org/10.1061/(asce)cc.1943-5614.0000482.

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Ansari, MD Imteyaz, and Pankaj Agarwal. "Damage Index Evaluation of Concrete Gravity Dam Based on Hysteresis Behavior and Stiffness Degradation Under Cyclic Loading." International Journal of Structural Stability and Dynamics 17, no. 01 (January 2017): 1750009. http://dx.doi.org/10.1142/s0219455417500092.

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An assessment of seismic vulnerability of concrete gravity dams based on the fragility curves needs a well-defined damage index (DI) to define different states of damage. The DI formulation for other types of structures is not applicable to concrete gravity dams due to the change in failure mechanism. In this study, a definition of DI based on the factor of safety against sliding is attempted and correlated with the DI formulation based on the natural period of the structure and the maximum crest displacement with cumulative energy dissipation. The proposed DI relies on the nonlinear behavior of the concrete gravity dam model under cyclic testing. The hysteresis behavior is also verified through the finite element analysis by considering the damaged plasticity behavior of concrete.

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Arjmandi, Seyyed Aliasghar, and Maryam Yousefi. "Numerical Modelling of Seismic Behavior of Retrofitted RC Beam-Column Joints." Civil Engineering Journal 4, no. 7 (August 2, 2018): 1728. http://dx.doi.org/10.28991/cej-03091108.

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In the event of an earthquake, the beam-column joints in the reinforced concrete moment-resisting frame structures are affected by a high level of deformations and stresses. Due to these deformations and stresses, the joint can be damaged and even fractured in some cases. The failure of the beam-column joint can cause the building to collapse. In recent years, particular attention has been paid to strengthening joints in the substandard RC buildings. In this paper, the beam-column joint is investigated considering the nonlinear behavior for concrete and steel. For concrete, the damage plasticity model and for reinforcing steels bilinear plasticity model is used. Several examples of tested joints in the technical literature have been modeled before and after strengthening, then numerical and experimental results are compared. Seismic performance of joints has also been studied. The results of this research show good agreement between the results of finite element model and experimental results. Moreover, the retrofitting method have shown could improves the seismic performance of the joint.

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Kamińska, Inez. "A general form of Drucker-Prager type smooth and convex plastic potential. Part 2: Implementation in elastoplastic damaged material." MATEC Web of Conferences 196 (2018): 01041. http://dx.doi.org/10.1051/matecconf/201819601041.

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The new potential proposed in [1] is used to modify Concrete Damaged Plasticity [2] model. The formulas for plastic multiplier and elastoplastic stiffness tensor are derived and simple numerical test are performed to confirm validity of the change. Predictions of the modified model and the original model are compared. The comparison shows similar character of the resultant curves, although for some cases a distinct quantitative difference between the models is revealed.

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32

Rafiqul Islam, Mohammad, Abbas Ali, Md Jahir Bin Alam, Tanvir Ahmad, and Salman Sakib. "Analysis of damage-plasticity model of concrete under uniaxial compression loading." International Journal of Engineering & Technology 10, no. 1 (January 21, 2021): 29. http://dx.doi.org/10.14419/ijet.v10i1.30878.

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Concrete is a quasi-brittle material and shows different behavior in compression and tension. It shows elastic behavior at initial stage and damage-plasticity behavior beyond elastic limit. Therefore, development of material behavior model of concrete is a complex phenomenon. In this study, concrete damage plasticity theory has been described under experiment on concrete cylinder considering uni-axial compression loading and interpreted with analytical data calculated using CEB-FIP model code equation. The code has divided the stress-strain curve for concrete compression into three sections according to concrete’s elastic and non-elastic behaviors. Those three sections have been considered to calculate analytical data. In experiment, concrete behavior has been observed in two phases. The damage value for different stresses at the various points on the stress strain curve has been calculated. According to analytical data, the concrete shows elastic behavior up to 8.3MPa stress point and no damage occur in the concrete within the limit. However, in experimental data, concrete shows elastic behavior up to only 2.28MPa and damage occurred beyond the stress. Finally, the percentage of damage of concrete due to compression obtained from analysis and experiment has been assessed and compared. Above 32 percent of concrete damage is found for 22.5 MPa in both cases.

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33

Indriyantho, Bobby Rio, Imadeddin Zreid, Robert Fleischhauer, and Michael Kaliske. "Modelling of High Velocity Impact on Concrete Structures Using a Rate-Dependent Plastic-Damage Microplane Approach at Finite Strains." Materials 13, no. 22 (November 16, 2020): 5165. http://dx.doi.org/10.3390/ma13225165.

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Concrete is known as a quasi-brittle material and the microplane model has been proven to be a powerful method to describe its constitutive features. For some dynamic cases, however, numerous microplane models used successfully at small strains are not sufficient to predict the nonlinear behaviour of damaged concrete due to large deformations. In this contribution at hand, a combined plasticity-damage microplane model extended to the finite strain framework is formulated and regularised using implicit gradient enhancement to achieve mesh insensitivity and to obtain more stable finite element solutions. A modified smooth three surface Drucker–Prager yield function with caps is introduced within the compression-tension split. Moreover, a viscoplastic consistency formulation is implemented to deliver rate dependency at dynamic cases. In case of penetration into concrete materials, the proposed model is equipped with an element erosion procedure to yield a better approximation of crack patterns. Numerical examples on impact cases are performed to challenge the capability of the newly proposed model to existing experimental data.

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Dulinska, Joanna M., and Dorota Jasinska. "Plastic Behavior of Integral Bridge, Consisting of Supporting Steel Beams and Concrete Superstructure, under Spatially Varying Seismic Shock." Key Engineering Materials 626 (August 2014): 438–43. http://dx.doi.org/10.4028/www.scientific.net/kem.626.438.

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The paper presents the dynamic response of an integral bridge to an earthquake registered in Central Europe. The acceleration history of the shock was scaled up to peak ground accelerations predicted for this seismic zone (0.4 g). The seismic action was implemented in the form of two models of three dimensional kinematic excitation: uniform and non-uniform (spatially varying). In the uniform model the assumption was made that the motion of all supports of the bridge was identical. In the case of the spatially varying excitation the wave passage effect was taken into consideration, assuming that the seismic wave propagated along the bridge forcing subsequent supports of the bridge to repeat the same motion with a time delay dependent on the wave velocity. The structural system of the integral bridge consisted of steel girders and crossbars whereas the superstructure was made of a concrete material. To represent the inelastic behavior of the integral bridge during the earthquake, plastic models of both the steel and the concrete material were implemented. For the steel material the classical metal plasticity model with the dynamic failure model of progressive damage, provided by the ABAQUS software, was applied. For the concrete material of the superstructure the concrete damaged plasticity constitutive model was taken into consideration. It turned out that when the non-uniform excitation model was imposed, the tensile damage (cracking) and the degradation of the support zones of the concrete deck were more significant than in case of uniform excitation. The non-uniform excitation model also caused considerably higher inelastic strains of the steel girders and crossbars than the uniform model. This resulted from quasi-static effects caused by ground deformations imposed on the bridge supports during the seismic shock.

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Zhang, Hao, Zi Hang Zhang, and Yong Qiang Li. "Nonlinear Dynamic Analysis of Prefabricated Concrete Shear Wall Structure under Seismic Excitation." Applied Mechanics and Materials 873 (November 2017): 259–63. http://dx.doi.org/10.4028/www.scientific.net/amm.873.259.

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The dynamic behavior of the prefabricated and cast in situ concrete shear wall structures subjected to seismic loading is investigated by finite element method. This paper adopted a prefabricated concrete shear wall in a practical engineering. The Precise finite element models of prefabricated and cast in situ concrete shear wall were established respectively by ABAQUS. The damaged plasticity model of concrete and kinematic hardening model of reinforcing steel were used. The top displacement, top acceleration, story drift ratio and base shear forceof prefabricated and cast in situ concrete shear wall under different seismic excitation were compared and analyzed. The earthquake resistant behaviorsof the two kinds of structuresare analyzed and compared. Results show that the performances of PC structure were equal to the cast-in-situ ones.

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Jing, Hang, and Yong Quan Li. "Nonlinear Finite Element Analysis of Layered Steel Fiber Reinforced Concrete Beam." Applied Mechanics and Materials 166-169 (May 2012): 616–19. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.616.

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A simplified finite element model for analysis of the Layered steel fiber beams with the concrete damaged plasticity model has been presented. The numerical simulation of load-deflection curve of layered steel fiber reinforced concrete beam under three-point loads is performed using ABAQUS. The results of simulation are generally in conformance with the experiment. The results of numerical simulation show that layered steel fiber has little contribution to the elastic capacity of concrete beam. But it can improve the ultimate bearing capacity of concrete beam obviously. The bending collapse style of layered steel fiber reinforced concrete beam is different from plain concrete beam evidently with obvious ductile characteristic.

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Li, Shiwei, Yongqing Yang, Wangqing Wen, and Aiguo Yan. "Theoretical Framework for Creep Effect Analysis of Axially Loaded Short CFST Columns under High Stress Levels." Advances in Civil Engineering 2020 (May 21, 2020): 1–11. http://dx.doi.org/10.1155/2020/5694630.

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Due to its excellent mechanical performances, axially loaded concrete-filled steel circular tube (CFST) columns have been widely used in structural engineering. As an important long-term behaviour of CFST structures, the creep has an obvious nonlinear property under high stress levels, which makes the influence of creep more complicated. In this study, to analyze the impacts of nonlinear creep effect on the behaviour of axially loaded short CFST columns, a complete theoretical framework for coupling analysis of 3D creep effect and material nonlinearity was presented. First, the concrete damaged plasticity model with a uniform constraint (UCCDP) was established to simulate the plasticity and damage evolution of a concrete core. Next, based on the UCCDP, a method of 3D nonlinear creep analysis and a corresponding numerical analysis method were established and implemented in the ABAQUS secondary platform. Finally, by comparing the predicted results with the experimental results, it was observed that the method proposed to predict the creep of axially loaded short CFST columns had satisfactory accuracy.

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Li, Zhen Bao, Chen Wang, and Wen Jing Wang. "The FEM Analysis of Mechanical Properties of RC Short Columns under Oblique Horizontal Seismic Action." Applied Mechanics and Materials 368-370 (August 2013): 1808–11. http://dx.doi.org/10.4028/www.scientific.net/amm.368-370.1808.

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Simulation analyses of RC short columns are conducted under oblique horizontal seismic action monotonically using ABAQUS software. Concrete damaged plasticity model is used for concrete. Ideal elastic-plastic model is taken for steels. The results show that when the axial compression ratio was relatively low, the capacity of the columns increased with the increasing of load angle, because of the effect of tensile bars. For the relatively high axial compression ratio, the bearing capacity decreased with the increasing of angle, because of the effect of concrete in compression area.

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Joshani, M., S. S. R. Koloor, and Redzuan Abdullah. "Damage Mechanics Model for Fracture Process of Steel-Concrete Composite Slabs." Applied Mechanics and Materials 165 (April 2012): 339–45. http://dx.doi.org/10.4028/www.scientific.net/amm.165.339.

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Composite slab construction using permanent cold-formed steel decking has become one of the most economical and industrialized forms of flooring systems in modern building structures. Structural performance of the composite slab is affected directly by the horizontal shear bond phenomenon at steel-concrete interface layer. This study utilizes 3D nonlinear finite element quasi-static analysis technique to analyze the shear bond damage and fracture mechanics of the composite slabs. Fracture by opening and sliding modes of the plain concrete over the corrugated steel decking had been modeled with concrete damaged plasticity model available in ABAQUS/Explicit module. The horizontal shear bond was simulated with cohesive element. Cohesive fracture properties such as fracture energy and initiation stress were derived from horizontal shear bond stress versus end slip curves. These curves were extracted from bending tests of narrow width composite slab specimens. Results of the numerical analyses match the experimental results accurately. This study demonstrated that the proposed finite element model and analysis procedure can predict the behavior of composite slabs accurately. The procedure can be used as a cheaper alternative to experimental work for investigating the ultimate strength and actual fracture and damage behavior of steel-concrete composite slab systems.

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Grassl, P. "On a damage–plasticity approach to model concrete failure." Proceedings of the Institution of Civil Engineers - Engineering and Computational Mechanics 162, no. 4 (December 2009): 221–31. http://dx.doi.org/10.1680/eacm.2009.162.4.221.

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Yazdani, S., and H. L. Schreyer. "Combined Plasticity and Damage Mechanics Model for Plain Concrete." Journal of Engineering Mechanics 116, no. 7 (July 1990): 1435–50. http://dx.doi.org/10.1061/(asce)0733-9399(1990)116:7(1435).

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Abu‐Lebdeh, Taher M., and George Z. Voyiadjis. "Plasticity‐Damage Model for Concrete under Cyclic Multiaxial Loading." Journal of Engineering Mechanics 119, no. 7 (July 1993): 1465–84. http://dx.doi.org/10.1061/(asce)0733-9399(1993)119:7(1465).

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Cicekli, Umit, George Z. Voyiadjis, and Rashid K. Abu Al-Rub. "A plasticity and anisotropic damage model for plain concrete." International Journal of Plasticity 23, no. 10-11 (October 2007): 1874–900. http://dx.doi.org/10.1016/j.ijplas.2007.03.006.

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Zreid, Imadeddin, and Michael Kaliske. "A gradient enhanced plasticity–damage microplane model for concrete." Computational Mechanics 62, no. 5 (March 6, 2018): 1239–57. http://dx.doi.org/10.1007/s00466-018-1561-1.

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45

Nguyen, P. C., D. D. Pham, T. T. Tran, and T. Nghia-Nguyen. "Modified Numerical Modeling of Axially Loaded Concrete-Filled Steel Circular-Tube Columns." Engineering, Technology & Applied Science Research 11, no. 3 (June 1, 2021): 7094–99. http://dx.doi.org/10.48084/etasr.4157.

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Predicting the behavior of concrete in a Concrete-Filled Steel Tubular (CFST) column is challenging due to the sensitivity to input parameters such as the size of the cross-section, the material modeling, and the boundary conditions. The present paper proposes a new modified finite element model to predict the behavior and strength of a CFST subjected to axial compression. The development is based on the concrete damaged plasticity model, with its stress-strain relationship revised from the available model. The predicted accuracy of the modified model is verified via a wide range of experimental tests. The proposed model has more accuracy than the available models in predicting the ultimate compression strength. The results show good agreement with the test data, allowing its use in modeling CFST columns.

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Wang, Q., K. K. Hou, J. Lu, Q. H. Dong, D. P. Yao, and Z. Lu. "Study on concrete damaged plasticity model for simulating the hysteretic behavior of RC shear wall." IOP Conference Series: Materials Science and Engineering 789 (June 6, 2020): 012065. http://dx.doi.org/10.1088/1757-899x/789/1/012065.

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Genikomsou, Aikaterini S., and Maria Anna Polak. "Finite element analysis of punching shear of concrete slabs using damaged plasticity model in ABAQUS." Engineering Structures 98 (September 2015): 38–48. http://dx.doi.org/10.1016/j.engstruct.2015.04.016.

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48

Li, Xian-Xing (Lambert). "Parametric study on numerical simulation of missile punching test using concrete damaged plasticity (CDP) model." International Journal of Impact Engineering 144 (October 2020): 103652. http://dx.doi.org/10.1016/j.ijimpeng.2020.103652.

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Gholampour, Aliakbar, and Togay Ozbakkaloglu. "Finite Element Analysis of Constitutive Behavior of FRP-Confined Steel Fiber Reinforced Concrete." Key Engineering Materials 737 (June 2017): 511–16. http://dx.doi.org/10.4028/www.scientific.net/kem.737.511.

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This study presents the analysis of the constitutive behavior of fiber-reinforced polymer (FRP)-confined steel fiber reinforced concrete (SFRC) using a newly developed concrete damage-plasticity approach. Finite element (FE) analysis is conducted based on Lubliner’s model. The new concrete damage-plasticity approach accurately incorporates the effects of the steel fiber volume fraction and aspect ratio, confinement level, concrete strength, and nonlinear dilation behavior of confined concrete. New failure surface and flow rule were established using the experimental database. In order to validate the damage-plasticity model, the predictions from the FE analysis are compared with both experimental results and predictions of an accurate existing model for FRP-confined plain concrete. The analysis results indicate that the proposed approach accurately predicts the compressive behavior of FRP-confined SFRC.

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Shekarbeigi, Mehdi, and Hasan Sharafi. "Constitutive Model for Concrete: An Overview." Current World Environment 10, Special-Issue1 (June 28, 2015): 782–88. http://dx.doi.org/10.12944/cwe.10.special-issue1.94.

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In the last three decades, the constitutive modelling of concrete evolved considerably. This paper describes various developments in this field based on different approaches such anelasticity, plasticity, continuum damage mechanics, plastic fracturing, endochronic theory, microplane models, etc. In this article the material is assumed to undergo small deformations. Only time independent constitutive models and the issues related to their implementation are discussed

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