With the development of modern society, people put forward higher requirements for building safety, which makes the construction project face new challenges. Reinforced concrete frame structure as a common engineering type, although the construction technology has been relatively mature, but its earthquake collapse ability still needs to be strengthened. This paper analyzes the specific factors that affect the seismic collapse ability of reinforced concrete frame structure, summarizes the previous research results, and puts forward innovative application of fiber-reinforced polymer (FRP) composite materials, play the role of smart materials, improve the isolation and energy dissipation devices, etc., to promote the continuous optimization of reinforced concrete frame structure design, and show better seismic performance.

The Modified Ibarra–Medina–Krawinkler (ModIMK) model, based on phenomenology, is widely used by earthquake engineering researchers due to its fast computation and effectiveness in simulating the performance deterioration of structural components. In the past, the main study objects were reinforced concrete (RC) square columns. However, RC circular columns have seldom been studied, and their ModIMK model still needs to be developed. For this reason, we collected the pseudo-static test data of 80 circular columns and calibrated the model parameters of each component; through the regression method, empirical equations between the design parameters and the hysteretic model parameters were established, i.e., the ModIMK model was determined. Using the hysteretic model in this work, the hysteretic responses of eight circular columns were predicted and found to be well fitted to the test hysteretic responses, verifying the model’s accuracy. This work enabled a more comprehensive and accurate application of the ModIMK model in earthquake engineering studies involving RC circular columns.

Twelve reinforced concrete (RC) railway platform canopies were designed for zones with different seismic fortification intensities (SFIs) in accordance with the Code for Seismic Design of Buildings (2024 Edition) GB/T 50011-2010. Numerical models were created in OpenSees for each structure under three conditions: no corrosion, 5% corrosion loss of reinforcement, and 15% corrosion loss of reinforcement, using the Modified Ibarra–Medina–Krawinkler (ModIMK) hysteretic model. Through IDA, seismic collapse fragility was assessed in accordance with the requirements of the Standard for Anti-collapse Design of Building Structures T/CECS 392-2021. The results are: (1) Double-column canopies strongly resist deterioration from reinforcement corrosion. Each structure with different SFIs meets the code’s collapse probability limit under all three corrosion levels when subjected to the maximum considered earthquake (MCE) and the extreme considered earthquake (ECE, an earthquake larger than MCE). (2) When subjected to MCE, Single-column canopies with different SFIs also meet the code’s collapse probability limit under the three corrosion levels. (3) When subjected to ECE, the collapse probability of single-column canopies with 5% corrosion increases compared to uncorroded structures at SFIs ranging from 6 to 8; for SFIs 8.5 and 9, the collapse probability decreases. The structure with SFI 8.5 has the highest risk and does not comply with the code. (4) When subjected to ECE, the collapse probability of the single-column canopy with 15% corrosion increases significantly compared to uncorroded structures at all SFIs. Structures with SFIs ranging from 7.5 to 9 fail to meet code requirements. This paper systematically investigates the collapse fragility of platform canopies with different seismic fortification intensities in China, examining three corrosion states: no corrosion, 5% corrosion, and 15% corrosion. It provides important guidance for the rational design of platform canopies and for analyzing the impact of corrosion levels on their collapse behavior.