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<p>To further enhance the flexural capacity and ductility of reinforced concrete (RC) beams, this study proposes an innovative strengthening method. This approach, referred to as Carbon Fiber Reinforced Polymer (CFRP) and Engineered Cementitious Composite (ECC) strengthened beam (CESB), involves bonding CFRP sheets and ECC layers to the tension zones of RC beams for collaborative strengthening. Initially, a systematic investigation of the CESB system was conducted using advanced numerical simulation techniques. Subsequently, the simulation results were rigorously compared with experimental data to validate the accuracy of the numerical model. Through detailed analysis, the validity and precision of the model were successfully confirmed. Based on this foundation, a comprehensive parametric study was performed utilizing the validated numerical model. Factors considered included the cross-sectional area of the CFRP sheet, the thickness of the ECC layer, and the rebar ratio. The findings indicate that the rebar ratio has the most significant influence on the flexural capacity of CESB. Specifically, increasing the rebar ratio enhances the ultimate load of CESB by 31.07%. Additionally, increasing the cross-sectional area of the CFRP sheet proves to be an exceptionally effective method for significantly improving the flexural capacity of CESB. For instance, when the cross-sectional area of the CFRP sheet is increased to 70.14&#xa0;mm², the ultimate bearing capacity of CESB increases by 137.17%. Conversely, reducing the thickness of the ECC layer from 30&#xa0;mm to 10&#xa0;mm decreases the ultimate bearing capacity of CESB by 8.39%. Furthermore, the cross-sectional area of the CFRP sheet substantially affects the ductility of CESB. Once the cross-sectional area exceeds 23.38&#xa0;mm², further increases lead to a reduction in CESB’s ductility. In addition, it is found that the reinforced beam has only one failure mode, namely, steel yielding followed by CFRP rupture. A predictive model developed through multiple linear regression is expressed, with a coefficient of determination (R²) of 0.991, indicating excellent fitting accuracy. This study provides a solid theoretical basis for the engineering application of CESB.</p>

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Flexural behavior of RC beams strengthened with CFRP sheets and ECC layers

  • 期刊论文

  • 出版模式：

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  • 发表日期：

    2025年7月9日

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  • Xiaobing Hou,
  • Ziyi Song,
  • Han Song,
  • Xingyao Wang,
  • Junhua Guo,
  • Songqiang Wan,
  • Jingli Yang,
  • Hongbo Xiao,
  • Yanfen Gong,
  • Long Liu

摘要

To further enhance the flexural capacity and ductility of reinforced concrete (RC) beams, this study proposes an innovative strengthening method. This approach, referred to as Carbon Fiber Reinforced Polymer (CFRP) and Engineered Cementitious Composite (ECC) strengthened beam (CESB), involves bonding CFRP sheets and ECC layers to the tension zones of RC beams for collaborative strengthening. Initially, a systematic investigation of the CESB system was conducted using advanced numerical simulation techniques. Subsequently, the simulation results were rigorously compared with experimental data to validate the accuracy of the numerical model. Through detailed analysis, the validity and precision of the model were successfully confirmed. Based on this foundation, a comprehensive parametric study was performed utilizing the validated numerical model. Factors considered included the cross-sectional area of the CFRP sheet, the thickness of the ECC layer, and the rebar ratio. The findings indicate that the rebar ratio has the most significant influence on the flexural capacity of CESB. Specifically, increasing the rebar ratio enhances the ultimate load of CESB by 31.07%. Additionally, increasing the cross-sectional area of the CFRP sheet proves to be an exceptionally effective method for significantly improving the flexural capacity of CESB. For instance, when the cross-sectional area of the CFRP sheet is increased to 70.14 mm², the ultimate bearing capacity of CESB increases by 137.17%. Conversely, reducing the thickness of the ECC layer from 30 mm to 10 mm decreases the ultimate bearing capacity of CESB by 8.39%. Furthermore, the cross-sectional area of the CFRP sheet substantially affects the ductility of CESB. Once the cross-sectional area exceeds 23.38 mm², further increases lead to a reduction in CESB’s ductility. In addition, it is found that the reinforced beam has only one failure mode, namely, steel yielding followed by CFRP rupture. A predictive model developed through multiple linear regression is expressed, with a coefficient of determination (R²) of 0.991, indicating excellent fitting accuracy. This study provides a solid theoretical basis for the engineering application of CESB.