## 5 Shear Capacity of Joint Core  
According to the seismic design concept of the strong core zone, the core zone should not shear yield when the steel bars at the end of the beam yield, and the core zone shear force when the beam end section reaches its flexural bearing capacity is taken as its calculated shear force value. The joint is analyzed as an isolated body (see Figure 37 for the stress diagram of the joint core), and the bearing reaction at the top and bottom of the column produces a bending moment and shear force on the joint core. When the height and stiffness of the upper and lower columns of the node are the same, the bending moment of the upper and lower column ends is the same, the shear force is the same, and the direction is opposite. The shear force at the end of the beam and column only exists in the shear compression area of the beam and column sections. According to the balance of the bending moments at nodes, the sum of the bending moments at column ends is equal to the sum of the bending moments at beam ends and opposite in direction. At the same time, the joint core is subjected to the axial load of the column. It can be seen that the core shear force can be obtained from the equilibrium condition. \[V_{\rm j}=(f_{jk}A_{s}^{b}+f_{jk}A_{s}^{t})-V_{\rm c}=\frac{M_{\rm b}^{\rm t}+ M_{\rm b}^{\rm r}}{h_{\rm b0}-a_{s}^{\prime}}(1-\frac{h_{\rm b0}-a_{s}^{ \prime}}{H_{\rm c}-h_{\rm b}}) \tag{14}\]  
where:  
\(V_{\rm j}\)--the shear force in the nodal core zone;  
\(V_{\rm c}\)--the support shear at the base of the column;  
\(M_{\rm b}^{\rm t}\)--the value of the bending moment at the end of the beam to the left and right of the joint;  
\(M_{\rm c}^{\rm b}\)--bending moment value at the bottom and top of the column;  
\(f_{\rm gk}\)--the standard value of the tensile strength of reinforcement;  
\(H_{\rm c}\)--the distance between the upper column and the lower column counter-bending point of the joint;  
\(a_{s}^{\prime}\)--the distance from the joint force point of the longitudinal reinforcement under compression in the beam to the near edge of the section;  
\(h_{\rm b0}\)--the effective height of the beam cross section;  
\(h_{b}\)--the height of the beam section. According to the test and finite element numerical analysis in this paper, it is found that the stress characteristics of the new assembled beam-column joints are different from the existing assembled monolithic concrete frame but close to the mechanical characteristics of the semi-rigid beam-column joints of steel structures. The stress form is simple and the force transmission is clear. The shear force of the joints is borne by the corbel and the bending moment is borne by the bolt. As the semi-rigid connection is under a negative bending moment, the neutral axis of the bolt group is at the top surface of the corbel, the bolt deformation is larger, and the upper part between the beam end and the column is separated under the ultimate load and the squeezing pressure in this part is 0. The calculated value of the node core zone shear force can be obtained. \[V_{\rm j}=V_{c} \tag{15}\] \begin{table}
\begin{tabular}{c c c c c} \hline \hline \multirow{2}{*}{**Node**} & **Total Energy** & \multirow{2}{*}{**The Average Equivalent**} & \multirow{2}{*}{**Energy Dissipation**} \\
**Number** & **Consumption Energy (kj)** & & & **Coefficient** \\ \hline J1 (+) & 89.19 & 0.136 & 0.141 & 0.855 & 0.886 \\ J1 (\(-\)) & & 0.142 & & 0.892 & \\ J2 (\(+\)) & 99.43 & 0.139 & 0.148 & 0.873 & 0.930 \\ J2 (\(-\)) & & 0.156 & & 0.980 & \\ J3 (\(+\)) & 119.52 & 0.138 & 0.154 & 0.867 & 0.967 \\ J3 (\(-\)) & & 0.170 & & 1.16 & \\ \hline \hline \end{tabular}
\end{table} 
Table 11: Energy consumption capacity indicators. Table 12 shows the calculated values of the shear bearing capacity of the joints of specimens J1 and J2 according to Formula (14) compared to the test values. The material strengths in the calculations are taken from the measured values.