Behavior of heated damaged reinforced concrete beam-column joints strengthened with FRP

Al-Rousan, Rajai Z.; Alkhawaldeh, Ayah A.

doi:10.1016/j.cscm.2021.e00584

Cited by 8 publications

(7 citation statements)

References 39 publications

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“…It is worth mentioning that the SOLID65 element is distinguished for having the capabilities of cracking, crushing, and plastic deformation in three perpendicu-lar directions. However, in this experimental work, the SOLID65 element's capability of crushing failure has been overlooked because this type of failure was not noticed when the load was applied [23][24][25][26][27][28][29][30]. Hence, the simulated models' tensile strains depended only on ultimate failure and emerging of cracking [23][24][25][26][27][28][29][30].…”

Section: Modeling Methodologymentioning

confidence: 99%

“…However, in this experimental work, the SOLID65 element's capability of crushing failure has been overlooked because this type of failure was not noticed when the load was applied [23][24][25][26][27][28][29][30]. Hence, the simulated models' tensile strains depended only on ultimate failure and emerging of cracking [23][24][25][26][27][28][29][30]. The used Poisson's ratio for concrete ranges from 0.15 to 0.22 thus a representative value of 0.2 was selected [34].…”

Section: Modeling Methodologymentioning

confidence: 99%

“…Few in-depth studies have adopted the NLFEA method to numerically model structural elements that are exposed to seismic loadings [23][24][25][26][27][28][29][30] and to simulate the behavior of the structural elements that are reinforced/rehabilitated with FRP. The reason behind this limitation of such studies is that modeling concrete's shear cracking is rather difficult, especially in the region of confinement and bonding.…”

Section: Introductionmentioning

confidence: 99%

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NLFEA of Sulfate-Damaged Circular CFT Steel Columns Confined with CFRP Composites and Subjected to Axial and Cyclic Lateral Loads

et al. 2022

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It is rather costly and difficult to experimentally evaluate the performance of concrete-filled tubular (CFT) circular steel columns exposed to combined axial and cyclic lateral loads. This research paper uses the nonlinear finite element (NLFEA) technique to assess the influence of using carbon-fiber-reinforced polymer (CFRP) laminates on the structural response and failure mode of damaged-by-sulfate CFT circular steel columns. At the beginning, twenty-one CFT circular steel column models were devised and checked for soundness using the findings of previously conducted research. Next, the models were broadened to investigate how the models’ behavior was influenced by the CFRP number of layers and the level of sulfate damage. For experimental purposes, the numbers of CFRP layers were set to be zero, five, six, seven, eight, nine, and ten, while there were three levels of sulfate damage, namely: level 0 (undamaged), level 1 (73 days), and level 2 (123 days). Some of the models were left unconfined with CFRP wraps for comparison. The CFRP confinement was at the end of the models due to its importance regarding the models’ capacity of lateral load. The columns’ ends were confined to prevent the models from outward local buckling, which led to higher strength, bigger net drift, and enhanced energy dissipation. The NLFEA models were then appropriately modified and adjusted in accordance with credible previously conducted experimental research; after which, a parametric study was performed to investigate how the models’ behavior was affected by the number of CFRP layers and the level of axial load. The study found that the CFT circular steel column models’ performance significantly enhanced when the models were wrapped with five to ten CFRP layers. It must be mentioned, though, that using eight, nine, and ten CFRP layers gave almost similar results. In addition, the NLFEA results revealed that when the damaged-by-sulfate models were repaired externally with CFRP wraps, there was an improvement in the models’ cyclic behavior, as they showed a raise in the load capacity, an enhancement in the horizontal displacement, a greater displacement ductility, better energy dissipation, and little deterioration in secant stiffness. The study found that using wraps of CFRP proved a great efficiency with the change in the sulfate damage level.

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Section: Modeling Methodologymentioning

confidence: 99%

Section: Modeling Methodologymentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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NLFEA of Sulfate-Damaged Circular CFT Steel Columns Confined with CFRP Composites and Subjected to Axial and Cyclic Lateral Loads

et al. 2022

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“…In this study, the temperatures are shown in figure 8, with the conventional model reaching 958 °C, while the CFRP beam, GFRP beam, and AFRP beam registered temperatures of 953 °C, 939 °C, and 963 °C, respectively. Notably, a substantial temperature difference of approximately 200 °C existed between the core and the top layer of the beam [18]. Nodal temperatures help to establish the thermal boundary conditions for structural analysis, allowing for a more comprehensive understanding of how temperature variations influence the structural response.…”

Section: Nodal Temperaturementioning

confidence: 99%

Transient state analysis of rehabilitated RC beams using finite element modelling and prediction using an artificial neural network

2024

Eng. Res. Express

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The present research develops and verifies a simpler numerical approach for analyzing the thermal transient state of rehabilitated concrete beams reinforced with various types of FRP (fiber-reinforced polymer) subjected to high temperatures and specifically built as under-reinforced concrete beams. This approach offers a straightforward, efficient, and exact instrument for numerical analysis. The proposed analytical technique has been validated by load-displacement curves and cross-section temperature data, indicating its dependability and practicality. Subsequently, the validated approach was used to examine the impact of significant variables on the outcome and restoration of FRP-reinforced concrete beams at high temperatures. The methodology gives the Comparing conventional and CFRP, GFRP, AFRP reinforced beams using beam, truss, and shell elements. Thermal and UDL loads were applied, mesh at 25mm x 25mm. Transient analysis contrasts performance via displacement and temperature. The temperature vs. displacement curve shows the FRP comparisons. Identifying the critical temperature before failure is crucial, emphasizing the curve's significance in assessing structural performance and potential failure points. Nodal temperatures ranged 939-963°C (rehabilitated) vs 958°C (conventional). 200°C difference affects thermal boundary conditions for structural analysis and Conventional peaks at 320°C, while AFRP, GFRP, and CFRP reach 358°C, 385°C, and 390°C respectively. CFRP lasts 2400 minutes. Neural network models demonstrate effective generalizability, enabling satisfactory predictions of RC beam rehabilitation with CFRP laminates within the study's parameter range.

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“…The connections between column and beam [1], known as column-beam joints, are critical components of RC (Reinforced Concrete) constructions [2]. Many criteria influence the performance of RC column-beam junctions, including reinforcement details [3], concrete strength [4], and relative stiffness between column and beam [5].…”

Section: Introductionmentioning

confidence: 99%

Rehabilitation of damaged RC exterior beam-column joint using various configurations of CFRP laminates subjected to cyclic excitations

Palanisamy

Kumarasamy²

2023

Matéria (Rio J.)

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In this research, an investigational study on the use of CFRP laminates with 4 types of configurations (Series-A: laminated with confinement wrap, Series-B: single flat & L wrap, Series-C: confinement wrap, and Series-D: double flat & confinement wrap) to repair partially damaged reinforced cement composite column-beam joints is presented. The project's primary goal was to examine how retrofitting configurations affected the behaviour of repaired RC column-beam junctions when subjected to cyclic loads (FL + RL). To examine the effectiveness of repairs for enhancing the stiffness, strength capacity, and behaviour of damaged RC joints (Partially -25%, 50%, and 75%), seventeen samples were fabricated and investigated. Cyclic loading was used to test the control specimen all the way to failure. Sixteen samples were subjected to a load level that was around 75% of the projected pre-failure load (26 kN) under seismic condition. The maximum load, ductility index, and load versus displacement were all used to analyse the data. Also, CFRP debonding and the failure modes due to fracture pattern were observed. The findings highlighted the significance of repairing and improving joint performance. All repaired joints have increased strength that is virtually as strong as the beam-column joint's actual shear strength. As a result, compared to the reference specimen, the Series-D joints had a substantially greater strength capacity (30.77%).

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Behavior of heated damaged reinforced concrete beam-column joints strengthened with FRP

Cited by 8 publications

References 39 publications

NLFEA of Sulfate-Damaged Circular CFT Steel Columns Confined with CFRP Composites and Subjected to Axial and Cyclic Lateral Loads

NLFEA of Sulfate-Damaged Circular CFT Steel Columns Confined with CFRP Composites and Subjected to Axial and Cyclic Lateral Loads

Transient state analysis of rehabilitated RC beams using finite element modelling and prediction using an artificial neural network

Rehabilitation of damaged RC exterior beam-column joint using various configurations of CFRP laminates subjected to cyclic excitations

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