Hysteretic behavior comparison of austenitic and lean duplex stainless steel square hollow section members under cyclic axial loading

Kim, RiHa; Kim, Taesoo; Im, SeHyeok; Xi, Yunping

doi:10.1016/j.engstruct.2021.112227

Cited by 21 publications

(6 citation statements)

References 24 publications

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“…In Korea, structural behaviors on austenitic and lean duplex stainless steel square hollow section braced members under cyclic axial loading has been compared (Kim et al, 2021e). Experimental and numerical studies on single-shear and double-shear bolted connections with two and four bolts made of cold-formed lean duplex stainless steel (STS329FLD) simple tensile tests have been performed (Kim et al 2020b, 2021f).…”

Section: Introductionmentioning

confidence: 99%

Effects of material property and thickness on block shear strength in lean duplex stainless steel welded connections

Cho,

Kim,

Kim

2023

Advances in Structural Engineering

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Recently, studies have been carried out to apply lean duplex stainless steels, with less than 1.5% nickel, which provides higher material strength and lower cost compared with austenitic stainless steel for building structures. This study compared with existing experimental and finite element analysis results on the structural behaviours of cold-formed lean duplex stainless steel welded connections with different tensile strength (tensile strength-to-yield stress ratio) and plate thickness despite identical steel grade. The main variables are plate thickness and weld lengths. The material tensile strength of a 3.0 mm thick plate was 22% lower than that of a 1.5 mm thick plate. All specimens showed block shear facture in the base metal. Block shear strengths predicted by current design codes and the proposed equations from previous studies were compared with test strengths. KDS 41 31 00-19/AISC2016 and EC3 design specifications underestimated block shear capacity by on average 24%, 43%, respectively for 1.5 mm and 3.0 mm thick specimens, and equations suggested in previous studies of stainless steel welded connections did not sufficiently account for the influence of stress triaxiality by material property and plate thickness difference on the block shear strength of lean duplex stainless steel specimens. Therefore, thickness-dependent modified strength equations were recommended based on experimental and numerical studies of lean duplex stainless steel welded connections and comparison of carbon steel and other stainless steel connections.

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Section: Introductionmentioning

confidence: 99%

Effects of material property and thickness on block shear strength in lean duplex stainless steel welded connections

Cho,

Kim,

Kim

2023

Advances in Structural Engineering

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“…Additionally, based on the ratios between the numerical ultimate axial displacement and the estimated axial displacement at yielding, Zhou et al [28] proposed an expression to determine the normalized ultimate axial displacement, referred to as the compressive ductility coefficient, in terms of the local slenderness and the global slenderness of the member. Kim et al [29] also performed cyclic loading tests on square hollow section columns made of different austenitic and duplex stainless steel grades, and compared the buckling strengths, load-displacement hysteretic responses and the energy dissipation capacities of the different alloys. Among the findings reported in [29], it should be highlighted that austenitic specimens with the highest material strength showed a brittle behaviour after yielding due to the transformation of the microstructure from austenite to martensite and, consequently, their ductility and energy absorption capacities were lower than expected.…”

Section: Introductionmentioning

confidence: 99%

“…Kim et al [29] also performed cyclic loading tests on square hollow section columns made of different austenitic and duplex stainless steel grades, and compared the buckling strengths, load-displacement hysteretic responses and the energy dissipation capacities of the different alloys. Among the findings reported in [29], it should be highlighted that austenitic specimens with the highest material strength showed a brittle behaviour after yielding due to the transformation of the microstructure from austenite to martensite and, consequently, their ductility and energy absorption capacities were lower than expected. Regarding the global behaviour of stainless steel structures under seismic forces, the studies carried out by Di Sarno et al [30][31][32] can be highlighted, which revealed a considerable increase in the ultimate strength of carbon steel systems (moment resisting, braced and eccentrically braced frames) when introducing stainless steel dissipative elements.…”

Section: Introductionmentioning

confidence: 99%

Rotation capacity of cold-formed stainless steel RHS beams under cyclic loading

González‐de‐León

Arrayago

Real

et al. 2022

Journal of Constructional Steel Research

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“…At member level, experimental studies on the hysteretic behaviour of austenitic and duplex (Nip et al 2010b;Zhou et al 2018;Fang et al 2018;Kim et al 2021;) members under cyclic loading (subjected to either axial, bending loads, or to a combination of both) are worth mentioning, as well as numerical studies proposing expressions to estimate the ultimate rotation and axial displacement of such elements as a function of the width-to-thickness ratio (Fang et al 2018;Zhou et al 2018). Note that these expressions were only valid for the loading combinations considered in the corresponding studies.…”

Section: Geometric Nonlinearity and Eurocode Design Approaches For In...mentioning

confidence: 99%

“…The loading was applied at the top end of the specimens by imposing a horizontal displacement controlled by a MTS 243.60-02 hydraulic actuator. It should be mentioned that, unlike the loading scheme given in (Fang et al 2018), no axial load was applied at the top of the specimens because the aim of this work is the investigation of the cyclic response under pure bending, which had not been investigated before to the best of the authors' knowledge -note that the tests conducted by Nip et al (2010b), Zhou et al (2018) and Kim et al (2021) were under cyclic axial loading and those conducted by Fang et al (2018) were under axial loads and cyclic bending. The loading section was carefully designed to prevent local failure.…”

Section: Description Of the Specimensmentioning

confidence: 99%

Structural behaviour of stainless steel frames. Safety against accidental seismic actions

González de León

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(English) Stainless steel is one of the most promising construction materials due to its long service life, low maintenance requirements, excellent mechanical properties and high residual value. Nevertheless, for an efficient design with stainless steel, it is fundamental to account for the nonlinear effects of the material at all structural levels. Stainless steel design codes have improved significantly in recent decades, although they are still far from being as comprehensive as those for carbon steel, on which they are usually based. There has been little progress in the design of stainless steel structural systems subjected to static forces, and even less in the seismic design of stainless steel structures, for which no standard exists in Europe or the US. This thesis constitutes a significant step towards the understanding of the performance of stainless steel systems under different loading types, addressing aspects of the global behaviour of stainless steel structures under static and seismic forces with the aim of proposing design expressions that guarantee more optimised and safer structures. Thus, this thesis presents the first known comprehensive experimental programme on stainless steel systems, in which four austenitic portal frames were tested under vertical and horizontal loading, and a detailed explanation of the different problems encountered in the planning and testing process is given in the document. The obtained results made it possible to validate, with experimental evidence, the design prescriptions included the Eurocode for the consideration of second order effects accounting for the influence of the nonlinear response of the material through the amplification of the horizontal forces. In addition, an alternative design method for the in-plane design of stainless steel structures under static loading is presented. The method is based on performing a second order structural analysis, and the material nonlinearities and different structural imperfections are considered by reducing the stiffness of the members through a set of proposed factors, requiring only cross-section checks to be performed. In contrast to the commonly adopted European approach, where a first order nonlinear material analysis is performed, this alternative design approach is typical of the US regulatory framework. Regarding the cyclic behaviour of stainless steel structures, this thesis investigates experimentally and numerically the performance of stainless steel cold-formed rectangular hollow section members under cyclic loading, focusing on the rotation capacities. The correct estimation of the rotation capacity allows establishing the actual capacity of the structure. A simple formulation to estimate the rotation capacity is proposed in terms of the local slenderness, and calibrated for the three main stainless steel families, which in turn allows the description of the full moment-rotation curves. Furthermore, this thesis studies the seismic performance of stainless steel moment resisting frames designed according to the new European design rules for carbon steel systems. Design adaptations and a new design formula to effectively account for material nonlinearities in the seismic design of these structures are proposed. The actual behaviour factors of stainless steel frames are assessed from a number of case studies, and new values of the behaviour factors for stainless steel moment resisting frames in the European and US design frameworks are recommended. Finally, this thesis investigates the post-necking behaviour of stainless steels under monotonic loading and proposes preliminary values for the key parameters of two common ductile fracture models to provide a material model that defines the response of stainless steels up to failure. One possible application of such model would be in the simulation of joint failure, which can be implemented in new design approaches that study structures as a whole, such as the Direct Design Method. (Español) El acero inoxidable es uno de los materiales de construcción más prometedores debido a su larga vida útil, escasa necesidad de mantenimiento, excelentes propiedades mecánicas y alto valor residual. Sin embargo, para un diseño eficiente con acero inoxidable, es fundamental tener en cuenta los efectos no lineales del material en todos los niveles estructurales. Los códigos de diseño del acero inoxidable han mejorado notablemente en las últimas décadas, aunque aún distan mucho de ser tan exhaustivos como los del acero al carbono, en los que suelen basarse. Se ha avanzado poco en el proyecto de sistemas estructurales de acero inoxidable sometidos a cargas estáticas, y menos aún en el diseño sísmico de estructuras de acero inoxidable, para el que no existe ninguna norma en Europa ni en los Estados Unidos. Esta tesis constituye un avance significativo hacia la comprensión del comportamiento de los sistemas de acero inoxidable bajo diferentes tipos de carga, abordando aspectos del comportamiento global de las estructuras de acero inoxidable bajo cargas estáticas y sísmicas con el objetivo de proponer expresiones de cálculo que garanticen estructuras más optimizadas y seguras. Así, esta tesis presenta el primer programa experimental conocido sobre sistemas de acero inoxidable sometidos a cargas verticales y horizontales, y ofrece una explicación detallada de los diferentes problemas encontrados en el proceso de planificación y ensayo. Los resultados obtenidos permitieron validar, con pruebas experimentales, las prescripciones de cálculo incluidas en el Eurocódigo para la consideración de los efectos de segundo orden teniendo en cuenta la influencia de la respuesta no lineal del material a través de la amplificación de las fuerzas horizontales. Además, se presenta un método de cálculo alternativo para el diseño de estructuras de acero inoxidable bajo cargas estáticas. El método se basa en la realización de un análisis estructural de segundo orden, y las no linealidades del material y las diferentes imperfecciones estructurales se consideran reduciendo la rigidez de los elementos mediante un conjunto de factores propuestos, requiriendo únicamente la comprobación de la sección transversal. En cuanto al comportamiento cíclico de las estructuras de acero inoxidable, esta tesis investiga experimental y numéricamente el comportamiento de los elementos de acero inoxidable de sección hueca rectangular conformados en frío bajo cargas cíclicas, centrándose en las capacidades de rotación. La estimación correcta de la capacidad de rotación es de suma importancia porque permite establecer la capacidad real de la estructura. A partir de los resultados obtenidos, se propone una formulación sencilla para estimar la capacidad de rotación en términos de la esbeltez local, que se calibra para las tres principales familias de acero inoxidable, y que permite describir las curvas momento-rotación completas. Además, esta tesis estudia el comportamiento sísmico de pórticos resistentes a momento de acero inoxidable diseñados según las nuevas normas europeas de cálculo para sistemas de acero al carbono. Se proponen adaptaciones de las normas y una nueva fórmula para considerar la no linealidad del material en el diseño sísmico de estas estructura. También se evalúan los factores de comportamiento reales de los pórticos de acero inoxidable a partir de una serie de casos estudiados, y se recomiendan nuevos valores de estos factores en los marcos de diseño europeo y estadounidense. Por último, esta tesis investiga el comportamiento de los aceros inoxidables bajo cargas monotónicas después de alcanzar su resistencia última, y propone valores preliminares para los parámetros clave de dos modelos comunes de fractura dúctil. Una posible aplicación de dichos modelos sería en la simulación del fallo de uniones, que puede implementarse en nuevos enfoques de cálculo que estudian las estructuras en su conjunto, como el Método de Diseño Directo.

show abstract

Hysteretic behavior comparison of austenitic and lean duplex stainless steel square hollow section members under cyclic axial loading

Cited by 21 publications

References 24 publications

Effects of material property and thickness on block shear strength in lean duplex stainless steel welded connections

Effects of material property and thickness on block shear strength in lean duplex stainless steel welded connections

Rotation capacity of cold-formed stainless steel RHS beams under cyclic loading

Structural behaviour of stainless steel frames. Safety against accidental seismic actions

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