Bearing failure in stainless steel bolted connections

Abstract

Although the mechanical behaviour of stainless steel and carbon steel differs significantly, design provisions for stainless steel connections in current standards are essentially based on the rules for carbon steel. For bolted connections, the design resistances in EN 1993-1-4 and the SCI/Euro Inox Design Manual for Structural Stainless Steel are based on those in EN 1993-1-8 and EN 1993-1-3 with only some minor modifications. In this paper, an investigation into the bearing behaviour of stainless steel connections between both thick and thin plates has been conducted. Numerical models for previously tested specimens in austenitic and ferritic stainless steel have been developed and validated. The validated models were then used to perform parametric studies to investigate the key variables affecting the bearing failure of bolted connections; these include edge distance e 2 , end distance e 1 and plate thickness t. The investigation showed the deformation behaviour of stainless steel connections to be somewhat different from that of carbon steel connections, with stainless steel exhibiting pronounced strain hardening. However, the locations of fracture initiation obtained from the numerical models matched those observed during experimental studies of both carbon steel and stainless steel connections and this feature has been used as the basis for defining a consistent, strength based criterion of failure. The results of the parametric studies have been utilised as the basis for design provisions for bearing failure in stainless steel bolted connections that cover both the ultimate and the serviceability limit states and which are both more economic and more straightforward than the present EC3 provisions.

Reliability analysis of structural stainless steel design provisions

“…While the obtained γ M2 values are below the current value of 1.25 by a considerable margin, these are based on relatively few test data points, especially for bearing failure, and a more comprehensive physical test database is clearly needed. Numerical studies of stainless steel shear connections in [50,51] have also noted the conservatism in the current Eurocode provisions, and revised design expressions were proposed.…”

A study on Cold-formed Steel Frame Connection: A review

“…NSF and bearing capacity were examined in stainless CFS bolted connections. The edge distance namely e2 and bolt configuration were the main parameters that affect the net section rupture of bolted connection [18]. From that research, a recommend design equation for net section capacity of stainless steel connection was verified by statistical and numerical analysis [17].…”

“…In fact, there are two equations of bearing design for two conditions. The first condition is checked by fracture, whereas the second condition looks the deformation under the service loads [18]. Subsequently, a finite element model consists of bolted connection in thin-walled stainless steel plates under static shear was occurred [19].…”

Bearing Capacities of the Structure and Joint of JUNO Central Detector

“…Fan et al [20,21] studied the nonlinear stress-strain behavior, anisotropy and cold hardening properties of stainless steel materials through mechanical property tests and conducted stub column tests to investigate the failure phenomenon, process and mechanism of stainless steel stub columns withstood axial and eccentric load. Salih et al [22][23][24] performed a numerical research on the bearing capacity of stainless steel connections between both thick and thin plates, and the FE predicted results were validated by the test results. The previous studies mainly focused on the respective mechanical behaviors of acrylic (PMMA) and stainless steel, however, little attention was paid to the bearing capacity of the connection of acrylic and stainless steel.…”