## 1 Introduction  
During earthquakes, the RC beam-column joints are the most susceptible element of the RC structure [1]. Consequently, numerous strengthening strategies were reported to enhance the capability of contemporary beam-column joints (BCJs) during seismic events [2]. Among the materials utilized by the researchers for this purpose, there are steel fibers [3], RC jackets [4], RC chamfers [5], fiber-reinforced composites ([6], hybrid fiber reinforced concrete with ultra-high performance [7], FRP laminates [8], CFRP pores [9], geosynthetic materials [10], and sheets and strips of fiber-reinforced polymers (FRP) [11, 12, 13]. Compared to other techniques, FRP systems are more popular as a strengthening solution because of their light weight [14], durability, ductility, significant resistance to corrosion, and easy handling [15; 16; 17; 18]. Therefore, the focus of the research will be FRP systems. Most of the recommended approaches for strengthening or retrofitting beam-column junctions were determined to be appropriate, as evidenced by the testing findings. However, developing a standard and universal analytical model or technique for analyzing the behavior of beam-column joints reinforced with various types of retrofitting schemes remains a challenge. The analytical models of beam-column joints differ in strengthening procedures and materials. The objective of all analytical models was to determine how much the shear strength of the beam-column junction increased because of joint confinement by the strengthening approach. The shear strength of the joint is utilized to specify the contribution of the applied strengthening procedure in the majority of the analytical models [19; 20]. In the procedures provided by codes and standards for the design of structures strengthened with externally bonded FRP (American Concrete Institute ([21]; Canadian Standards Association [22]; Federation Internationale du Beton [23]; National Research Council (CNR) [24], there are no expressions for determining the increased strength of beam-column joints strengthened with FRP or other materials. There are several analytical models for various strengthening procedures in the literature review. However, each analytical model has flaws that make it impossible to apply in certain circumstances or is dependent on assumptions. As a result, the findings were different from the actual model. [PERSON] and [PERSON]'s model [25] is the first analytical model of the FRP reinforced beam-column connection. Many assumptions were made, such as the beam-column reinforcements not degrading in bond and the joint being properly detailed, preventing it from being utilized for pre-seismic joints. Later, [PERSON] and [PERSON] [26] proposed an expanded version of [PERSON] and [PERSON]'s hypothesis [25]. Stress equilibrium and strain compatibility in the joint core were used to create formulas to characterize various damage-limit states associated with the crushing of concrete or the debonding or failure of the FRP. However, the suggested model attracted little attention due to the intricacy of the resultant equations and the substantial computational effort necessary in its practical implementation. [PERSON] and [PERSON]'s work was expanded by [27]. The approach is then extended to calculate the diagonal tensile stresses of the joint. Due to the intricacy of the resulting equations and the requirement for significant computing effort for implementation, this model, similar to [PERSON] and [PERSON]'s [26], received little attention. [PERSON] [28] demonstrated a design technique to estimate joint shear (JS) stress. There were two major flaws in the suggested model. The first problem is that it is difficult to justify the usage of FRP jackets to enclose the joint core completely because a substantial portion of a square or rectangular portion, such as the cross-section of joints, remains unwrapped even when entirely wrapped.