International Concrete Abstracts Portal

The losses in the structural performance of reinforced concrete members with corroded rebars are caused by the loss in the effective cross-sectional area of concrete due to cracking in the cover concrete, loss in the mechanical performance of rebars due to the loss in their cross-sectional area, and loss in the bond performance of concrete with rebars. Accordingly, the mechanism of the reduction in the performance of concrete structural members with corroded rebars may be elucidated using the finite element method (FEM), if the constitutive law for each material factor can be derived using the degree of rebar corrosion as a parameter. The purpose of this study is to investigate the relationship between the degree of rebar corrosion and the structural performance of RC beams damaged by rebar corrosion with the FEM. As a result, the structural performance of RC beams damaged by rebar corrosion can be analyzed with the FEM using experimentally determined material models representing the bond properties between concrete and the corroded rebars and the mechanical properties of corroded rebars. So, it is needed to investigate the bond properties and the mechanical properties of the corroded rebar considering degree of rebar corrosion to evaluate the strength of RC beams damaged by rebar corrosion with cross section analysis method which has been used conventionally.

Current codes of reinforced concrete design, mainly concerned with ductile steel reinforcements, do not yet address the use of brittle FRP (Fiber Reinforced Plastic) tendons. In order to use them more frequently in structural applications in industry, reliable design methods and code coefficients should be established, taking into account the material properties. This paper discusses the flexural design of concrete beams prestressed with FRP tendons with emphasis on the strength reduction factors in the USD (Ultimate Strength Design Method). According to the code requirements, the reduction factor should consider the degree of ductility. New reduction factors for the flexural design are recommended based on a reliability analysis, in which the target reliability indices have been set in due consideration of the ductility. The recommended factors range from 0.7 to 0.9 depending upon the degree of ductility. The factors are lower than that (=0.9) of beams with steel reinforcements, allowing for the possible lack of ductility in beams with FRP tendons.

To deepen the understanding of shear behaviour in beams without transverse reinforcement, the relative importance of two major contributing elements to concrete shear resistance(V), such as the friction at crack faces and the residual tensile stresses between cracks, was explained by comparing two analytical methods based on the truss model concept. One is called the Modified Compression Field Theory(MCFT) " considering the two elements explicitly, and the other the Crack Friction Truss Model(CFTM) more dominantly the former element in determining the concrete shear resistance. To evaluate their validity in considering such complex behaviour, the predictions were also made for twenty KAIST beam tests, designed more likely to the development of the size effect law based on the fracture mechanics concept. Experimental findings with varying of shear span-to-depth and longitudinal reinforcement (pt) ratios, and beam depths were well captured by the two methods, and the complete analysis results obtained from the MCFT enabled additional explanations that were difficult to measure in tests. In addition, the simplified Vc+ Vs approach, but including the empirical factor to reflect the size effect, predicted test results with reasonable accuracy.

objective of this study is to investigate the seismic performance of repaired structural walls. The structural walls under consideration have specific details that have been widely used in Korea. In this study three isolated large-scale wall specimens were made. After testing, all specimens were repaired. The aspect ratio under consideration is 1 to 3. Because of the space limitation of the laboratory the dimensions of all walls are the same. The aspect ratio was controlled by the combination of axial and lateral forces using the special test setting. The walls were tested using the incremental pseudo static cyclic loads until failure occurs. After that, only the damaged regions are repaired using a concrete with the same properties of the original concrete. The sectional area was unchanged after repairing. The severely yielded reinforcements were replaced by new reinforcement having the same sectional area and properties. Also, epoxy resins were used to fill the cracks in the damaged walls. From this study the capacities of repaired structural walls with specific details after severely damaged is evaluated and compared with those of the corresponding original specimens.

This study proposes a new design formula for the development of positive moment reinforcement in tension. A review of current design code provisions for the end anchorage at simply supported beams shows unsatisfactory requirement for flexural bond strength and that an additional length beyond simple supports is needed. The code provisions neglect a tensile force increase due to shear force and hence, the formulas assume zero tensile force at simple support locations. This paper shows that the treatment for both the flexural bond strength and anchorage requirements is necessary for the safe detailing of reinforcement at beam end regions. Investigation of bond-related failures in these regions shows that it is necessary to differentiate between the anchorage force and flexural bond strength along the bar. Comparison between bond strengths required by current design concept and the proposed formula shows a need for modification of current code provisions for end anchorage.