In this paper, the flexural characteristics of stainless steel (SS) reinforced concrete beams are studied and analyzed. We mainly focus on their crack mode, failure mode, load-deflection curve, and bearing capacity. Six beams with test parameters, including the diameter of reinforcement, the type of the reinforcement, and the stirrup spacing, were tested in 4-point bending. The test results indicate that the failure mode of SS reinforced concrete beam can be divided into three stages: elastic stage, cracking stage, and failure stage. The midspan section deformation of SS reinforced concrete beam conforms to the assumption of plane section. Under the same reinforcement condition, the normal section and the oblique section bearing capacities of the SS reinforced concrete beams are significantly higher than those of the ordinary reinforced concrete beams. In addition, the prediction of cracking moment and bearing capacity calculated by ACI 318-14 and GB 50010-2010 was also evaluated. The calculation results of the two codes were safe and conservative, and GB 50010-2010 provided more accurate prediction of cracking moments. Furthermore, to verify the reliability of the test results, finite element models were established and the analytical results corroborated well with the test results.

The purpose of this paper is to study the method for determining the parameters of ABAQUS CDP model based on the concrete stress-strain curve provided by the code for concrete structure design. A finite element model was established to calibrate the value of the stress-strain curve cutoff and the damage factor of the concrete, and a calculation method of damage factor was recommended. The results show that the relative errors between first crack load, ultimate load and deflection at ultimate load with the experimental results were less than 5%. It is accordingly concluded that the finite element analysis results adequately reflected the experimental results.

To study the mechanical properties of stainless-steel-reinforced concrete (SSRC) columns under eccentric compression, one ordinary reinforced concrete column and eight SSRC columns were designed for eccentric compression load tests. The eccentricity and reinforcement ratio were considered as the variation parameters. The cracking and failure modes of the SSRC columns were studied. The effects of the variation parameters on the longitudinal strain, concrete strain, lateral displacement, and ultimate load were analyzed. The test results demonstrated that the failure modes of SSRC columns under eccentric compression are similar to those of ordinary reinforced columns. Eccentricity significantly affected the failure modes of the SSRC columns. Under the same eccentricity, the reinforcement ratio had negligible effect on the lateral displacement corresponding to the ultimate load. The mechanical properties of SSRC columns under small eccentric compression were better than expected; however, the ultimate loads under large eccentric compression were proposed. The ultimate load–bending moment curves obtained were consistent with the results of the test and finite element analysis. Based on the experimental results, the force characteristic coefficient was set as 2.7 for calculating the long-term crack width.

The purpose of this paper is to study the bond behavior between stainless steel bar and concrete. Through the bonding test between reinforcement and concrete, the average bonding force and the distribution of the bonding force between stainless steel bar and concrete are studied. The test results showed that the bond performance between stainless steel bars and concrete was excellent. Within a certain range, the bond performance between stainless steel bars and concrete was proportional to the compressive strength of concrete. The bonding performance of stainless steel bars and concrete was related to the diameter of reinforcement. The larger the diameter of reinforcement, the greater the average bonding stress between reinforcement and concrete. In addition, the area affected by the bonding stress between reinforcement and concrete showed a linear growth trend with the diameter of reinforcement roughly affected as 10 times as the diameter of reinforcements. Stainless bar were similar to ordinary bar, and the peaks of their bond stress with concrete were roughly distributed near the loading end. As the load increased, the effective bond length increased slowly, while the peak stress increased significantly. The peak stress showed an internal shift only when the specimen was near damage.