# Stressing State Analysis of SRC Column with Modeling Test and Finite Element Model Data
## 1 Introduction
In general, the study of SRC column tests and finite element studies has the following problems:  
1. The load-carrying capacity of SRC columns obtained based on the above restrained concrete principal structure model has significant uncertainty; \begin{table}
\begin{tabular}{c c c} \hline \hline
**Classical Constitutive Model** & **Ascending Segment** & **Descending Segment** & **Softening Factor** \\ \hline [PERSON], [PERSON] [1] & \(f_{c}=f_{cc}[2x-x^{2}]\) & \(f_{c}=f_{cc}-Z(\epsilon_{c}-\epsilon_{c2})\geq 0.3f_{cc}\) & \(Z=\frac{0.5}{\frac{1}{2}\rho_{\alpha}\sqrt{\frac{1}{2}}}\) \\ [PERSON] et al. [8] & \(f_{c}=f_{cc}=f_{cc}\big{[}2x-x^{2}\big{]}\) & \(f_{c}=f_{cc}-Z(\epsilon_{c}-\epsilon_{cc})\geq 0.2f_{cc}\) & \(Z=\frac{0.15f_{cc}}{\epsilon_{55}-\epsilon_{55}}\) \\ [PERSON] et al. [10] & \(f_{c}=E_{c}\epsilon_{c}\Big{[}1-\frac{1}{n}x^{n-1}\Big{]}\) & \(f_{c}=f_{cc}-E_{ds}(\epsilon_{c}-\epsilon_{cc})\geq 0.5f_{cc}\) & \(E_{ds}=\frac{11.2f_{cc}}{\rho_{\alpha}\sqrt{\frac{1}{2}}}\) \\ \hline \hline \end{tabular}
\end{table} 
Table 2: Expression of constitutive model of SRC column. 2. In engineering or research, force-displacement curves are often used to describe the evolution of SRC columns' working behavior and determine their load-carrying capacity. The strain or strain energy data output from tests or finite element models is not well utilized;
3. The SRC column bearing capacity study did not consider the coordinated working performance between the hoop reinforcement and the core concrete well. The above problems are common in structural engineering research. [PERSON] [16; 17; 18; 19; 20; 21; 22; 23; 24; 25; 26] deeply considered the above problems and challenged the uncertainty in the structural analysis process. [PERSON] emphasized that structural failure is an evolutionary process with a definite starting point, and there are apparent mutation laws and interaction laws between elements in the evolutionary process. The failure starting point of a structure, i.e., the moment when the stressing state of a structure changes from a steady state to an unsteady state, is more valuable for structural analysis and design. The general damage laws revealed based on the damage starting point of a structure have been: statically loaded steel nodes [17]; hysterically loaded reinforced masonry shear walls [18; 19]; steel frames [20]; steel pipe concrete columns [21]; concrete filled steel pipe arches [22; 23]; concrete filled steel pipe arch bridges [24]; continuous curved box girder bridges [25]; space mesh shells [26] and other structures; more than a dozen structures have been verified under different working conditions. In this paper, the axial loading test data of SRC columns from the literature [27] were cited, and finite element models were developed. Then, based on the structural stressing state theory and correlation modeling analysis method, the test and simulation data of SRC columns are modeled as stressing state characteristic pairs (mode-characteristic parameters). Next, the characteristic points P with deterministic characteristics are obtained by mutation analysis of the stressing state characteristic pairs and defined as the failure starting point. The reasonableness of the failure threshold is demonstrated by comparing the failure threshold obtained from the modeling tests and simulations with the results of the cloud diagram analysis.