Foreign research has shown that the bank franchise value is the important mechanism of the bank's risk self-discipline. However, the relationship between the franchise value and the risk behavior of our bank must be based on our special financial background. Before the implementation of explicit deposit insurance system in China, there has been an implicit deposit insurance system guaranteed by the government. The traditional literature suggests that the implicit deposit insurance system provides a strong guarantee for commercial banks, which may weaken the risk discipline effect of the bank's franchise value, and the reasonable explicit deposit insurance system is superior to the implicit deposit insurance system. In the financial context of the explicit deposit insurance system, the self-discipline effect of the franchise value will be repaired. Based on the reality of establishing an explicit deposit insurance system in China, this paper uses the Tobin Q value to measure the franchise value of 16 listed banks in China. The relationship between the franchise value and risk of bank before and after the introduction of explicit deposit insurance is studied by using panel data model. The results show that before the implementation of the explicit deposit insurance system, the self-discipline effect of the franchise value is completely ineffective in the context of the government-guaranteed implicit deposit insurance system. The cross-item coefficient of the explicit deposit insurance system and the franchise value is significantly negative. It shows that the implementation of the explicit deposit insurance system has played a role in restoring the self-discipline effect of the bank's franchise value.

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The thermal stress due to temperature rise may increase the element strain and internal forces, which may lead to the failure of the deployment of deployable structure. However, few works are carried out to study the dynamic performance of the flexible multibody under different temperatures, especially for deployable structures that work in space environments. Based on this idea and formulation of finite element methods, the dynamic equations of the system considering the temperature effect are derived. Then two examples, a parallel four-bar linkage and a non-parallel four-bar linkage, are presented in this paper to study the influence of thermal loading on the structural behavior during the motion. The results show that the effect of temperature changes is slight for the parallel four-bar linkage, but the influence is significant for the non parallel four-bar linkage. It can be concluded that the former case may be more suitable for the deployable structures in space environment.

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The in-plane elastic buckling of a steel column under thermal loading is investigated. The column is pinned at its ends, with two linear elastic springs that model the restraint provided by adjacent members in a structural assemblage or an elastic foundation. Across a section, the temperature is assumed to be linearly distributed. Based on a nonlinear strain-displacement relationship, the energy method is used to obtain the equilibrium and buckling equations. Then the buckling of columns with three different thermal loading cases is studied. The results show that the analytical formulas can be used to evaluate the critical temperature for elastic buckling. The thermal gradient plays a positive role in improving the stability of columns. Comparing these predictions with uniform temperature distribution over cross section, it can be shown that the buckling load is seriously underestimated. It can also be found that axial restraints can significantly affect the column elastic buckling loads. The critical temperature decreases with an increase of restraint stiffness. Furthermore, the effect of axial stiffness increases when increasing the thermal gradients and decreasing the slenderness ratio of columns. buckling, steel column, thermal restraint, analytical analysis, elasticity Citation: Cai J G, Feng J, Zhao Y Z, et al. Stability of axially restrained steel columns under temperature action.The stability of axially-loaded columns at ambient temperature is a classical problem. The prediction of elastic buckling loads can be obtained with the classical Euler equation [1, 2]. However, the behavior of columns at elevated temperatures is vastly different from that of those under ambient temperature. General background information about the behavior of steel structures at elevated temperatures can be referred to books written by Buchanan [3] and Wang [4]. The fire resistance of steel columns has been investigated by many researchers. Culver [5] studied the stability of wide-flanged steel columns subjected to elevated temperature using a finite difference approach. He then extended this research to steel columns subjected to thermal gradients [6]. Poh and Bennetts [7, 8] gave a numerical model for the critical temperature of steel columns based on the experimental results for elastic steel columns. Franssen et al. [9-11] predicted the critical temperature of axially loaded members with a nonlinear computer code. Yang et al. [12] examined the structural behavior of steel columns subjected to thermal loads by loading a series of steel H columns to their limit states at specified temperature levels. Based on Rankine's principle, a simple analytical formula was derived to determine the compressive resistance of steel columns subjected to fire conditions [13], and then Tang et al. modified this method based on test results [14]. The column should be often supported by other structural elements or elastic foundations, the behavior of a steel column in fire is mostly affected by these thermal restraint. Neves [15,16] studied the i...