###### Abstract
Furthermore, piezoceramic materials can also enable electromechanical impedance (EMI) technology [24] and the smart aggregates (SAs) based active sensing method in SHM [25]. By comparing the changes of electrical impedance signals before and after structural damage, EMI technology can be used to diagnose the structural damage due to the electromechanical coupling characteristics of piezoceramics [26]. Active sensing technology judges the damage condition of the structure according to the change of the signal in the transmission process. The SAs based active sensing methods have many advantages such as sensitivity to the initial damage of the effects of sensing and driving. Thus, compared with EMI technology, the algorithm is easy to understand and analyze and does not need to use large-scale equipment. [PERSON] et al. Proposed an SA-based active sensing method for monitoring the bonding performance of GFRP bars and concrete structures through experiment research [27]. [PERSON] et al. prepared different types of damage in CFRP-reinforced concrete columns, which proved the feasibility of monitoring the CFRP-concrete interfacial damage based on the active sensing method of PZT patch and SA [28]. However, the research on the method and mechanism of monitoring the interface damage of CFRP-concrete by piezoceramic transducer is still limited. In addition, most studies only observed the beginning of debonding; how the damage developed to induce debonding and the expansion of the debonding region have not yet been realized. So far, the research methods for the location and severity of debonding damage have not formed a complete set of system. Although researchers found that the self-sensing of the piezoceramic transducer can effectively monitor the CFRP-concrete interfacial damage, the damage type is difficult to identify and the feasibility of damage detecting needs further verification in practice. Anchoring of the end zones has been one of the biggest problems in the RC beams with NSM pre-stressed CFRP plates. To prevent debonding failures, the CFRP must be mechanically anchored. Different techniques using bolted metal plates have been tested as well as decreasing the thickness of the CFRP at the ends to lower the stresses in the concrete-CFRP interface. The results have proven effective. Multilayer application of CFRP has been tested to achieve a different prestressing profile on the concrete beam [5,6]. [PERSON] et al. determined the optimal location of CFRP bond based on a large number of experimental studies [5,6]. However, the location of FRP jackets is very important factor towards a resilient design. [PERSON] et al. proposed an optimized strengthening scheme for reinforced concrete frame structures using plastic hinges of CFRP constrained columns with different layers [29]. A single objective function was defined and the optimization was carried out by two different meta-heuristic algorithms-namely, genetic algorithm and particle swarm optimization. This technique enhances their ductility and increases the resiliency of the structure. In the previous research and analysis, the strengthening method of CFRP is determined and the influence of the applied prestress, the size and quantity of CFRP and the anchoring method on the strengthening structure is discussed. In most experiments, the bond length of CFRP is the same as that of the structure, so the engineering application and economic problems are ignored. The optimal arrangement of CFRP needs to be solved. Predetermined CFRP application modes are used in most CFRP reinforcement evaluation researches. Few researches involve optimization methods based on structural properties and thus propose optimized retrofit solutions to save the cost of CFRP materials. Most of the research on CFRP reinforcement has been conducted on independent components, rather than treating them as part or whole of the structure. However, in practical engineering, engineers are most concerned about the response of the structure as a whole.