Selected Aspects of Computer Modeling of Reinforced Concrete Structures

Szczecina, Michał; Winnicki, A.

doi:10.1515/ace-2015-0051

Cited by 18 publications

(14 citation statements)

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“…Its well-known elastic and plastic material properties were put as input in Abaqus and introduced to the program as embedded regions in concrete. Such an assumption is capable of demonstrating a real-like reinforced concrete behavior [ 53 , 54 ], however it needs to be noted that no-slip is expected in this method through the interfaces between concrete and steel bars.…”

Section: Phase II Detailsmentioning

confidence: 99%

Seismic Protection of RC Buildings by Polymeric Infill Wall-Frame Interface

2021

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This paper is aimed at investigating the usage of flexible joints in masonry infilled walls surrounded by reinforced concrete (RC) frames. For this purpose, a real-size specimen was numerically created and exposed to the seismic loads. In order to evaluate both in-plane and out-of-plane performances of the infill walls, the system was chosen as a box shaped three-dimensional structure. In total, three different one-story constructions, which have single bays in two perpendicular directions, were modeled. The first type is the bare-frame without the infill walls, which was determined as a reference system. The second and third types of buildings are conventional mortar joint and PolyUrethane Flexible Joint (PUFJ) implemented ones, respectively. The influence of these joints on the material level are investigated in detail. Furthermore, general building dynamic characteristics were extracted by means of acceleration and displacement results as well as frequency domain mode shapes. Analyses revealed that PUFJ implementation on such buildings has promising outcomes and helps to sustain structural stability against the detrimental effects of earthquakes.

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Section: Phase II Detailsmentioning

confidence: 99%

Seismic Protection of RC Buildings by Polymeric Infill Wall-Frame Interface

2021

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“…2-b. Due to the dilation angle's value is in the range of 5° to 42° for traditional concrete [13], [14], [15], [16], [17], [18], this study focuses on the sensitivity of this parameter and its relation with steel reinforcement ratio.…”

Section: Concrete Damage Plasticitymentioning

confidence: 99%

Employment of damage plasticity constitutive model for concrete members subjected to high strain-rate

Altaee¹,

Kadhim²,

Altayee³

et al. 2020

Proceedings of the Proceedings of the 1st International Multi-Disciplinary Conference Theme: Sustainable Development and Smart

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Concrete damage plasticity (CDP) model is used to model the concrete damage through using ABAQUS software. Among several input parameters that should be defined in CDP model, the dilation angle (ψ), eccentricity parameter and tensile behaviour, have been identified as a significant influence on the finite element (FE) results for concrete modelling under static loading while limited studies examined these parameters for concrete subjected to impact load and high-strain rate. This study aims to focus on numerical modelling of impact-loaded concrete, examine and calibrate the above CDP model parameters using three-dimensional FE modelling. Several values of dilation angles, ψ, of 30 to 55 0 and eccentricity parameter of 0.1 to 0.2 have been used to capture the test behaviour. The model tensile softening behaviour was also investigated using three models, bilinear stress-strain, tri-linear stress-strain and stress-crack opening displacement. The FE results revealed that the value of dilation angle ranged 45-50 0 , the eccentricity parameter and tri-linear stress-strain model of tensile softening provided better correlations with test results in terms of displacement-time plots and cracking paths.

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“…Concrete parameters were assumed as following: Young's modulus E = 35 GPa, Poisson's ratio n = 0.167, dilation angle y = 30 degrees, eccentricity e = 0.1. The value of dilation angle was based on suggestion of Jankowiak [8], Genikomsou and Polak [9] and Szczecina and Winnicki [10,11]. The ratio of maximum compressive stresses in biaxial to maximal stresses in uniaxial state was 1.16.…”

Section: Model Numeryczny Belek żElbetowychparametry I Założeniamentioning

confidence: 99%

“…Przyjęto następujące parametry betonu: moduł Younga E = 35 GPa, współczynnik Poissona n = 0,167, kąt dylatancji y = 30 stopni, współczynnik ekscentryczności e = 0,1. Wartość kąta dylatacji przyjęto na podstawie prac Jankowiaka [8], Genikomsou i Polak [9] oraz Szczeciny i Winnickiego [10,11]. Stosunek maksymalnych naprężeń ściskających w stanie dwuosiowym do naprężeń maksymalnych w stanie jednoosiowym przyjęto równy 1,16.…”

Section: Model Numeryczny Belek żElbetowychparametry I Założeniaunclassified

Numerical Modeling of Reinforced Concrete Beams, Including the Real Position of Reinforcing Bars

Szczecina

Tworzewski

Uzarska

2018

SAE

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A b s t r a c tThe article presents comparison of the results obtained from reinforced concrete beams experimental studies with the use of ARAMIS system (digital image correlation) with the results gained from numerical modeling. During studies, deviation from the plane of reinforced concrete beams was observed. Inventory of rebars positions in cross-section of this beams showed significant deviations. Analysis carried out in the work [1] revealed the impact of improperly embedded longitudinal reinforcement on the occurrence of horizontal displacements. Based on the collected data, numerical models of two selected reinforced concrete beams with correct and incorrect positon of the reinforcing bars were made using the Concrete Damaged Plasticity model in Abaqus software. It has been shown that premature interruption of the calculation appeared in models taking into account deviations in the position of reinforcing bars. However, the occurrence of horizontal displacements was still confirmed by numerical model for beams with incorrect positioning of rebars. S t r e s z c z e n i e W artykule przedstawiono porównanie wyników badań eksperymentalnych belek żelbetowych z wykorzystaniem systemu ARAMIS (korelacja obrazu cyfrowego) z wynikami uzyskanymi w wyniku modelowania numerycznego. W wykonanych badaniach zaobserwowane zostało odchylenie z płaszczyzny belek żelbetowych, spowodowane niezgodnym z projektem rozmieszczeniem prętów zbrojenia, co potwierdzono w pracy [1]. Inwentaryzacja położenia prętów zbrojeniowych w przekroju poprzecznym belek wykazała ich znaczne odchylenia. Na podstawie zebranych danych, w oprogramowaniu Abaqus, przy użyciu modelu Concrete Damaged Plasticity, wykonano numeryczne modele dwóch wybranych belek żelbetowych z prawidłowym oraz nieprawidłowym rozmieszczeniem prętów. Stwierdzono przedwczesne przerwanie obliczeń dla modeli uwzględniających odchylenie w położeniu prętów zbrojeniowych. Mimo to opracowany model numeryczny potwierdza występowanie przemieszczeń poziomych w belkach z niewłaściwym rozmieszczeniem prętów.

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Selected Aspects of Computer Modeling of Reinforced Concrete Structures

Abstract: The paper presents some important aspects concerning material constants of concrete and stages of modeling

Cited by 18 publications

References 2 publications

Seismic Protection of RC Buildings by Polymeric Infill Wall-Frame Interface

Seismic Protection of RC Buildings by Polymeric Infill Wall-Frame Interface

Employment of damage plasticity constitutive model for concrete members subjected to high strain-rate

Numerical Modeling of Reinforced Concrete Beams, Including the Real Position of Reinforcing Bars

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