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Journal articles on the topic 'Stainless Steel Columns'

Author: Grafiati

Published: 4 June 2021

Last updated: 1 February 2022

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1

Zhang, Guo Xue, Chang Wei Wang, and Zhi Hao Zhang. "Strength Degradation and Energy Dissipation of Stainless Steel Reinforced Concrete Columns." Applied Mechanics and Materials 90-93 (September 2011): 1614–17. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.1614.

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Three specimens with ribbed stainless steel rebar and one specimen with ribbed ordinary steel rebar are tested concerning the strength degradation and energy dissipation of stainless steel reinforced concrete columns. The tests results indicate that the damage of the specimens exhibit ductile failure characteristics, and the reinforced concrete columns with stainless steel rebar damage to a lesser extent, appear good ductility and energy dissipation. The strength degradation of stainless steel reinforced column with high axial compression ratio is quite obvious, and with the increasing of the stirrup ratio of column with stainless steel rebar, the strength of column is enhanced.

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2

Jandera, Michal, Denny Syamsuddin, and Bretislav Zidlicky. "Stainless Steel Beam-Columns Behaviour." Open Civil Engineering Journal 11, no. 1 (June 30, 2017): 358–68. http://dx.doi.org/10.2174/1874149501711010358.

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There are several methods for considering the interaction between compression and bending for slender steel members. This is covered by the interaction formula and the general method, currently. For stainless steel, the structural design standards have been developed largely in-line and refer to carbon steel design guidelines. The current stainless steel interaction formula of axial force and bending moment given in EN 1993-1-4 was derived on limited results available. On the other hand, the general method may be used without any change for stainless steel according to the Eurocode despite the non-linear stress-strain behaviour, which obviously could lead to some drawbacks. Hence, the main objective of this paper is to compare the analysis results with existing Eurocode design formulas, the general method and some formula taken from experimental and parametric studies, showing their possible applicability, weaknesses and the need of further development. The conclusions are not applicable for stainless steel only, but they may be used for other non-linear materials such as aluminium alloys to some extent.

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3

Pichal, Radek, and Josef Machacek. "05.22: Stainless steel prestressed stayed columns." ce/papers 1, no. 2-3 (September 2017): 1219–24. http://dx.doi.org/10.1002/cepa.163.

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4

Tan, Qinghua, Leroy Gardner, and Linhai Han. "Performance of Steel-Reinforced Concrete-Filled Stainless Steel Tubular Columns at Elevated Temperature." International Journal of Structural Stability and Dynamics 19, no. 01 (December 20, 2018): 1940002. http://dx.doi.org/10.1142/s0219455419400029.

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Steel-reinforced concrete-filled stainless steel tubular (SRCFSST) columns combine the advantages of concrete-filled stainless steel tubular (CFSST) columns and steel-reinforced concrete (SRC) columns, resulting in excellent corrosion resistance, good economy, good ductility, and excellent fire resistance. Thus, SRCFSST columns have many potential structural engineering applications, especially in offshore structures. The performance of SRCFSST columns at elevated temperatures is investigated by finite element (FE) analysis in this paper. Firstly, FE models capable of capturing the full load-deformation response of structural members at elevated temperatures are developed and validated against relevant published tests on CFSST and SRC columns under fire conditions. Based on the validated FE models, the behavioral mechanisms of the SRCFSST columns under fire are explained by analysis of the sectional temperature distribution, typical failure modes, axial deformation versus time response, and load redistribution. Finally, the fire resistance of SRCFSST columns is evaluated in comparison to CFSST columns with equivalent sectional load-bearing capacity at ambient temperature or equivalent steel ratios. The results lay the foundation for the development of fire resistance design rules for SRCFSST columns.

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5

Vidya, K. C., and George M. Varghese. "Performance of Lean Duplex Stainless Steel Stub Columns with Stiffener." Applied Mechanics and Materials 857 (November 2016): 171–76. http://dx.doi.org/10.4028/www.scientific.net/amm.857.171.

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The stainless steel are employed in a wide range of structural application such as in bridges, storage tanks, reinforcing bars for concrete structure, etc. Among the various grade of stainless steel, austenitic grades are generally popular in construction industry which has nickel content 8-11%. The demand for a new form of a duplex stainless steel leads to the development of Lean Duplex Stainless Steel (LDSS), which has a low nickel content of about 1.5%. The paper is investigates the buckling performance of different shaped lean duplex stainless steel hollow stub column with stiffener. Also performance of LDSS stub column compared with concrete stub column. A non-linear static analysis of LDSS stub column was studied using ANSYS workbench.

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6

Wu, Bo, Shixiang Xu, and Guoxue Zhang. "Study on Cumulative Damage Law of Stainless Steel-Reinforced Concrete Columns under Step Impact Loading." Advances in Materials Science and Engineering 2019 (October 10, 2019): 1–8. http://dx.doi.org/10.1155/2019/4076145.

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In this study, an ultrahigh drop hammer impact test system was adopted for multiple horizontal impact tests on stainless steel-reinforced concrete columns and ordinary-reinforced concrete columns with the same longitudinal reinforcement diameter. The damage performance after impact was studied, and the finite element model was established. The test measured the impact force, displacement, cracking of the specimen during the impact, and the concrete damage near the bottom of the specimen. The test results showed that the failure mode of the stainless steel-reinforced concrete specimen under multiple impacts was the same as that of the ordinary reinforced concrete specimen. Under the same impact conditions, the maximum impact force, the maximum displacement, and the damage degree of stainless steel-reinforced concrete column specimen were lower than those of the ordinary reinforced concrete specimen.

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7

Ellobody, Ehab, Sheikha Alfazari, Wadha Alghafri, and Asma Aladawi. "Eccentrically loaded SFRC-filled stainless steel columns." Proceedings of the Institution of Civil Engineers - Structures and Buildings 172, no. 7 (July 2019): 502–11. http://dx.doi.org/10.1680/jstbu.17.00165.

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8

Lopes, Nuno, and Paulo M. M. Vila Real. "Fire resistance of tubular stainless steel columns." Revista de Estrutura do Aço 3, no. 1 (2014): 51. http://dx.doi.org/10.17648/aco-2238-9377-3-1-4.

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9

Choi, Jun-Hyeok. "Seismic retrofit of reinforced concrete circular columns using stainless steel wire mesh composite." Canadian Journal of Civil Engineering 35, no. 2 (February 2008): 140–47. http://dx.doi.org/10.1139/l07-079.

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An experimental study on seismic retrofit of typical circular columns with lap splice details utilizing stainless steel wire mesh (SSWM) composites was conducted. One column without lap splices and two columns with different lap splice lengths were tested under “as-built” condition. Three columns retrofitted with SSWM were constructed and tested under reversed cyclic loading. Brittle failure was observed in the “as-built” model column due to the bond deterioration of the lap spliced longitudinal reinforcement. Retrofitted columns wrapped with SSWM composites in the potential plastic hinge region resulted in a stable hysteresis response with increased capacity and ductility. This study indicates that significant improvement in flexural strength and ductility can be achieved using this retrofitting method.

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10

M.A. Kadhim, Majid. "Numerical modelling of concrete-filled stainless steel slender columns loaded eccentrically." World Journal of Engineering 17, no. 5 (July 17, 2020): 697–707. http://dx.doi.org/10.1108/wje-09-2019-0268.

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Purpose This paper is aimed at clarifying the behaviour of concrete-filled stainless steel tube (CFSST) slender columns. Based on the review of previous works, it can be found that the pieces of research on the behaviour of CFSST slender columns are very rare and the existing studies, to the author’s knowledge, have not covered this topic in greater depth. The purpose of this paper is to investigate the structural response and strength capacity of eccentric loaded long CFSST columns. Design/methodology/approach In this paper, a new finite element (FE) model is presented for predicting the nonlinear behaviour of CFSST slender columns under eccentric load. The FE model developed accounts for confinement influences of the concrete in-filled material. In addition, the initial local and overall geometric imperfections were introduced in the numerical model in addition to the inelastic response of stainless steel. The interaction between the stainless section and concrete in-filled was modelled using contact pair algorithm. The FE model was then verified against an experimental work presented in the literature. The ultimate strengths, axial load–lateral displacement and failure mode of CFSST slender columns predicted by the FE model were validated against corresponding experimental results. Findings The simulation results show that the improvement in the column strengths (compared to hollow section) is less significant when the composite columns have small width-to-thickness ratio. Finally, comparisons were made between the results obtained from FE simulation and those computed from the Eurocode 4 (EC4). It has been found that the EC4 predictions in most analysed cases are conservative for composite columns analysed under a combination of axial load and uniaxial or biaxial bending. However, the conservatism of the code is reduced with a higher slenderness ratio of the composite columns. Practical implications The simulation results throughout this research were compared with the corresponding Eurocode predictions. Originality/value This paper provides new findings about the structural behaviour of CFSST columns.

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11

Arrais, Flávio, Nuno Lopes, and Paulo Vila Real. "Numerical study of fire resistance of stainless steel circular hollow section columns." Journal of Fire Sciences 38, no. 2 (March 2020): 156–72. http://dx.doi.org/10.1177/0734904119888823.

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Stainless steel has countless desirable characteristics for a structural material. Although initially more expensive than conventional carbon steel, stainless steel structures can be competitive due to their smaller need for fire protection material and lower life-cycle cost, thus contributing to a more sustainable construction. The most common stainless steel groups used in structural applications are the austenitic, ferritic and austenitic–ferritic (also known as Duplex grades). This work presents a numerical study on the behaviour of stainless steel circular hollow section members under axial compression at elevated temperatures, with different cross-section slenderness. The numerically obtained ultimate load-bearing capacities are compared with simplified calculation formulae from Eurocode 3 for columns under fire situation. A parametric study, considering different stainless steel grades from the aforementioned groups, cross-sectional classes and slendernesses, is here presented for different elevated temperatures. The numerical analyses were performed with the finite element programme SAFIR, with material and geometric non-linear analysis considering imperfections. Comparisons between the numerical results and the Eurocode 3 rules demonstrated that a specific design approach must be developed for stainless steel columns under fire situation.

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12

Jindra, Daniel, Zdeněk Kala, and Jiří Kala. "Validation of Stainless-Steel CHS Columns Finite Element Models." Materials 14, no. 7 (April 4, 2021): 1785. http://dx.doi.org/10.3390/ma14071785.

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Stainless-steel elements are increasingly used in a wide range of load-bearing structures due to their strength, minimal maintenance requirements, and aesthetic appearance. Their response differs from standard steels; therefore, it is necessary to choose a different procedure when creating a correct computational model. Seven groups of numerical models differing in the used formulation of elements integration, mesh density localization, nonlinear material model, and initial geometric imperfection were calibrated. The results of these advanced simulations were validated with published results obtained by an extensive experimental approach on circular hollow sections columns. With regard to the different slenderness of the cross-sections, the influence of the initial imperfection in the form of global and local loss of stability on the response was studied. Responses of all models were validated by comparing the averaged normalized ultimate loads and the averaged normalized deflections with experimentally obtained results.

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13

Taheri, Hafez, George Charles Clifton, Ping Sha Dong, Michail Karpenko, Gary M. Raftery, and James B. P. Lim. "Seismic Tests of Welded Moment Resisting Connections Made of Laser-Welded Stainless Steel Sections." Key Engineering Materials 763 (February 2018): 440–49. http://dx.doi.org/10.4028/www.scientific.net/kem.763.440.

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Steel structures are well established as the preferred material for constructing seismic resisting systems in New Zealand and around the world. While the majority of steel framing is made of carbon steel, stainless steel is increasingly being considered for designing exposed steel structures. Because of significant differences in the mechanical properties between the two materials, seismic resisting system design rules for connections between carbon steel members may not be applicable, at least without modification, to connections between stainless steel members. This study has investigated the seismic performance of welded T-shaped beam-column moment resisting connections made of structural stainless steel beams and columns manufactured by laser welding. The paper included the results of three large-scale T-shaped specimens, of varying sizes, subjected to seismic loads. The grade of laser-fused stainless steel was 304 L and its specification was according to ASTM A276. The sections were subject to the seismic tests in accordance with the SAC protocol given in ANSI/AISC 341-10. The results shows substantial amount of energy dissipation by welded moment resisting stainless steel connections along with a high ductility capability and dependable behaviour in the inelastic range.

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14

Zhang, Guoxue, Zhihao Zhang, and Changwei Wang. "Seismic Performance of Stainless Steel Reinforced Concrete Columns." Advanced Science Letters 4, no. 8 (August 1, 2011): 3119–23. http://dx.doi.org/10.1166/asl.2011.1739.

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15

Dobrić, Jelena, Jovana Ivanović, and Barbara Rossi. "Behaviour of stainless steel plain channel section columns." Thin-Walled Structures 148 (March 2020): 106600. http://dx.doi.org/10.1016/j.tws.2020.106600.

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16

Ribeiro, Danielle M., Pedro C. G. da S. Vellasco, Luciano R. O. de Lima, Ricardo R. de Araújo, and André T. da Silva. "NUMERICAL EVALUATION OF DUPLEX STAINLESS STEEL STAYED COLUMNS." ce/papers 3, no. 5-6 (December 2019): 252–61. http://dx.doi.org/10.1002/cepa.1200.

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17

Afshan, Sheida, Ou Zhao, and Leroy Gardner. "12.03: Buckling curves for stainless steel tubular columns." ce/papers 1, no. 2-3 (September 2017): 3481–90. http://dx.doi.org/10.1002/cepa.403.

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18

Rasmussen, Kim J. R., and Jacques Rondal. "Explicit Approach to Design of Stainless Steel Columns." Journal of Structural Engineering 123, no. 7 (July 1997): 857–63. http://dx.doi.org/10.1061/(asce)0733-9445(1997)123:7(857).

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19

Young, Ben, and Yahua Liu. "Experimental Investigation of Cold-Formed Stainless Steel Columns." Journal of Structural Engineering 129, no. 2 (February 2003): 169–76. http://dx.doi.org/10.1061/(asce)0733-9445(2003)129:2(169).

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20

Lam, Dennis, and Leroy Gardner. "Structural design of stainless steel concrete filled columns." Journal of Constructional Steel Research 64, no. 11 (November 2008): 1275–82. http://dx.doi.org/10.1016/j.jcsr.2008.04.012.

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21

Tuezney, Stijn, Kathleen Lauwens, Sheida Afshan, and Barbara Rossi. "Buckling of stainless steel welded I-section columns." Engineering Structures 236 (June 2021): 111815. http://dx.doi.org/10.1016/j.engstruct.2020.111815.

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22

Al-Khazraji, Ahmed Naif, Samir Ali Al-Rabii, and Hameed Shamkhi Al-Khazaali. "Improvement of Dynamic Buckling Behavior of Intermediate Aluminized Stainless Steel Columns." Al-Khwarizmi Engineering Journal 13, no. 1 (March 31, 2017): 26–41. http://dx.doi.org/10.22153/kej.2017.08.003.

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This paper experimentally investigated the dynamic buckling behavior of AISI 303 stainless steel aluminized and as received intermediate columns. Twenty seven specimens without aluminizing (type 1) and 75 specimens with hot-dip aluminizing at different aluminizing conditions of dipping temperature and dipping time (type 2), were tested under dynamic compression loading (compression and torsion), dynamic bending loading (bending and torsion), and under dynamic combined loading (compression, bending, and torsion) by using a rotating buckling test machine. The experimental results werecompared with tangent modulus theory, reduced modulus theory, and Perry Robertson interaction formula. Reduced modulus was formulated to circular cross-section for the specimens of type (1).The experimental results obtained showed an advantageous influence of hot-dip aluminizing treatment on the dynamic buckling behavior of AISI 303 stainless steel intermediate columns. The improvements based on the average value of critical stress were19.4 % for intermediate columns type (2) compared with columns type (1) under dynamic compression loading, 8.7 % for intermediate columns type (2) compared with columns type (1) under dynamic bending loading, and 16.5 % for intermediate columns type (2) compared with columns type (1) under dynamic combined loading.

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23

Zhang, Guo Xue, Chang Wei Wang, and Jia Wei Huang. "Nonlinear Analysis on Stainless Steel Reinforced Concrete Columns under Low-Cyclic Load." Applied Mechanics and Materials 256-259 (December 2012): 588–91. http://dx.doi.org/10.4028/www.scientific.net/amm.256-259.588.

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In order to study the elastic-plastic mechanics properties of the stainless steel reinforced concrete columns under low-cyclic load, the engineering open-source earthquake simulation system OpenSees is used to carry out the numerical simulation. The comparison between the computed results and the pseudo-static test results shows that the OpenSees may stimulate the mechanical properties of the stainless steel reinforced concrete columns by using the fiber element model, both of the skeleton curves and hysteretic curves are well agreement with the tests results.

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24

Jasim AL Akawai, Hussain, Khalid Mershid Aweed, and Shawthab Ali Jaber. "Finite Element Method Analysis of Normal and Corrosion Buckling with ANSYS17 Program for Stainless Steel 304 Alloy." International Journal of Engineering & Technology 7, no. 4.7 (September 27, 2018): 245. http://dx.doi.org/10.14419/ijet.v7i4.7.20557.

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In the present research the effect of corrosion on buckling behavior of 304 stainless steel with increasing of compressive dynamic loads was studied. There are two types of the columns, long columns and intermediate columns were used. For compression test, there are 24 columns specimens were used in the dynamic axis, 12 columns tests were carried out with increasing in the dynamic axis of compressive load, while for the corrosion test was performed by using 12 specimens were buried for two months under the ground before tested them. The allowable deflection in lateral axis is 1% in the length of column. When the deflection in lateral axis reaches 1% and does not increase more than it, and when removing the applied load, the column will return back to the normal state. This is defined critical buckling of columns. To calculate the original deflection. The digital gauge was employed at the distance about 0.7 for the column length at the fixed end of column. has alarm system was used to define critical buckling and to avoid the failure of the specimen and installed at the distance equal to 0.7 of the column length from fixed end. The empirical results showed that the effect of negatively corrosion on mechanical properties of alloys with 2.53% reduction of ultimate tensile strength comparing with non corroded specimens, in the other hand the corrosion will reduce the critical buckling load by 6% for two months. The experimental results comparing with the theoretical results obtained by Perry Robertson and Euler. Johnson with the results analyzed by ANASYS17. The results of this work are agreed with Perry-Robertson and Euler- Johnson by a safety factor about (1, 3) and 3 respectively while the results of ANASYS showed that agreement with the calculated and measured values by safety factor about (2).

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25

Uy, Brian, Zhong Tao, Fei-Yu Liao, and Lin-Hai Han. "Modelling of Concrete-Filled Stainless Steel Columns in Fire." IABSE Symposium Report 96, no. 1 (January 1, 2009): 25–34. http://dx.doi.org/10.2749/222137809796205674.

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26

Zou, Naizhong, Tsui Yusheng, Sun Jiahe, and Lu Wanzhen. "Stainless steel capillary columns for high temperature gas chromatography." Journal of High Resolution Chromatography 16, no. 3 (March 1993): 188–91. http://dx.doi.org/10.1002/jhrc.1240160311.

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27

Lopes, Nuno, Paulo Real, Luís da Silva, and Jean-Marc Franssen. "Axially Loaded Stainless Steel Columns in Case of Fire." Journal of Structural Fire Engineering 1, no. 1 (March 2010): 43–60. http://dx.doi.org/10.1260/2040-2317.1.1.43.

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28

Han, Lin-Hai, Feng Chen, Fei-Yu Liao, Zhong Tao, and Brian Uy. "Fire performance of concrete filled stainless steel tubular columns." Engineering Structures 56 (November 2013): 165–81. http://dx.doi.org/10.1016/j.engstruct.2013.05.005.

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29

Ng, K. T., and L. Gardner. "Buckling of stainless steel columns and beams in fire." Engineering Structures 29, no. 5 (May 2007): 717–30. http://dx.doi.org/10.1016/j.engstruct.2006.06.014.

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30

Tondini, Nicola, Barbara Rossi, and Jean-Marc Franssen. "Experimental investigation on ferritic stainless steel columns in fire." Fire Safety Journal 62 (November 2013): 238–48. http://dx.doi.org/10.1016/j.firesaf.2013.09.026.

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31

Xing, Zhe, Ou Zhao, Merih Kucukler, and Leroy Gardner. "Testing of stainless steel I-section columns in fire." Engineering Structures 227 (January 2021): 111320. http://dx.doi.org/10.1016/j.engstruct.2020.111320.

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32

Filipović, Aljoša, Jelena Dobrić, Dragan Buđevac, Nenad Fric, and Nancy Baddoo. "Experimental study of laser-welded stainless steel angle columns." Thin-Walled Structures 164 (July 2021): 107777. http://dx.doi.org/10.1016/j.tws.2021.107777.

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33

Filipović, Aljoša, Jelena Dobrić, Nancy Baddoo, and Primož Može. "Experimental response of hot-rolled stainless steel angle columns." Thin-Walled Structures 163 (June 2021): 107659. http://dx.doi.org/10.1016/j.tws.2021.107659.

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34

Tokgoz, Serkan, Cengiz Dundar, Sedat Karaahmetli, and Ruken Ozel. "Research on concrete-filled stainless steel tubular composite columns." Structures 33 (October 2021): 703–19. http://dx.doi.org/10.1016/j.istruc.2021.04.065.

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35

Tokgoz, Serkan. "Tests on plain and steel fiber concrete-filled stainless steel tubular columns." Journal of Constructional Steel Research 114 (November 2015): 129–35. http://dx.doi.org/10.1016/j.jcsr.2015.07.013.

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36

Rodrigues, João Paulo C., and Luís Laím. "Comparing fire behaviour of restrained hollow stainless steel with carbon steel columns." Journal of Constructional Steel Research 153 (February 2019): 449–58. http://dx.doi.org/10.1016/j.jcsr.2018.10.027.

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37

Xu, R. D., X. Huang, K. J. Kramer, and M. D. Hawley. "On-Column Reduction of Catecholamine Quinones in Stainless Steel Columns during Liquid Chromatography." Analytical Biochemistry 231, no. 1 (October 1995): 72–81. http://dx.doi.org/10.1006/abio.1995.1505.

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38

Mohammed, Asif, and Katherine A. Cashell. "Structural Behaviour and Fire Design of Duplex and Ferritic Stainless Steel CHS Stub Columns." International Journal of Steel Structures 21, no. 4 (June 24, 2021): 1280–91. http://dx.doi.org/10.1007/s13296-021-00502-0.

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AbstractThis paper investigates the structural behaviour and design of duplex and ferritic stainless steel stub columns with a circular hollow cross-section (CHS) at elevated temperature. A numerical model is developed to supplement the limited test results on stainless steel CHS stub columns in the literature. Following validation, the numerical approach is employed to gain an understanding of the critical behavioural characteristics which have not previously been studied. In addition, the paper considers and extends the continuous strength method (CSM) to include duplex and ferritic stainless steel for CHS stub columns in fire. The CSM employs a base curve linking the cross-section resistance to its deformation capacity and implements an elastic, linear hardening material model. The cross-sectional resistances obtained from the proposed CSM are compared with those from the numerical analysis, as well as with the standardised procedures in the European, American and Australia/New Zealand design standards. It is demonstrated that CSM can lead to more accurate and less scattered strength predictions than current design codes.

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39

Lin, Qingjie, Yu Chen, and Chao Liu. "Mechanical properties of circular nano-silica concrete filled stainless steel tube stub columns after being exposed to freezing and thawing." Nanotechnology Reviews 8, no. 1 (December 31, 2019): 600–618. http://dx.doi.org/10.1515/ntrev-2019-0053.

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AbstractExperimental research on circular nano-silica concrete filled stainless steel tube (C-CFSST) stub columns after being exposed to freezing and thawing is carried out in this paper. All of forty specimens were tested in this paper, including nine C-CFSST specimens at normal temperature, 28 short columns of C-CFSST for freeze-thaw treatment and three circular hollow stainless steel stub columns. The failure mode, load-displacement curves, load-strain curves and load-bearing capacity were obtained and analyzed in this paper. The main parameters explored in the test include the number of freeze-thaw cycles (N=0, N=50, N=75, and N=100), wall thickness (T=1.0mm, T=1.2mm, T=1.5mm) andnano-silica concrete strength (fc=20MPa, fc=30MPa, fc=40MPa). The result shows that C-CFSST short columns at normal temperature and subjected to freezing and thawing follow similar failure mode. The effect of freeze-thaw cycles (N) of 50 on bearing capacity of C-CFSST column was maximal, and then the influence of N on the bearing capacity of specimens was small when N reached to 75, finally the effect of N on bearing capacity of C-CFSST column was large when N reached to 100. The bearing capacity of C-CFSST columns increases with increasing wall thickness. In addition, the loss percentage of bearing capacity of specimens (fc=40MPa) for freeze-thaw treatment is maximal, and the loss percentage of bearing capacity of specimens (fc=30MPa) for freeze-thaw treatment is minimal. According to the test results, this paper proposed a formula to calculate the bearing capacity of C-CFSST short columns for freeze-thaw treatment.

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40

Shen, Yanfei, and Rolando Chacón. "Effect of Uncertainty in Localized Imperfection on the Ultimate Compressive Strength of Cold-Formed Stainless Steel Hollow Sections." Applied Sciences 9, no. 18 (September 12, 2019): 3827. http://dx.doi.org/10.3390/app9183827.

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Stainless steel has excellent corrosion resistance properties, considerable long-term durability, and good mechanical strength. Hollow sections are a versatile and efficient form for construction applications. The use of cold-formed stainless steel rectangular hollow section (RHS) and square hollow section (SHS) in construction industry grasps the attention of designers conceiving long-term, cost-effective structures. For cold-formed RHS and SHS, localized imperfection (ω) resulting from rolling and fabrication process is inevitable. ω has inherent variability and has no definitive characterization. In this paper, statistical analysis of the maximum value of ω collected from available experimental data is conducted. A new approach utilizing Fourier series to generate the three-dimensional (3D) models of members with random ω is proposed. Probabilistic studies based on the proposed 3D models are then carried out to evaluate the effect of uncertainty in ω on the ultimate compressive strength of stainless steel columns with cold-formed RHS and SHS. A total of 21 columns that are prone to local buckling reduction are studied. The results show that uncertainty in ω has a considerable influence on the columns with relatively higher cross-sectional slenderness.

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41

Sandron, S., B. Heery, V. Gupta, D. A. Collins, E. P. Nesterenko, P. N. Nesterenko, M. Talebi, et al. "3D printed metal columns for capillary liquid chromatography." Analyst 139, no. 24 (2014): 6343–47. http://dx.doi.org/10.1039/c4an01476f.

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3D printing of metal alloys, both stainless steel and titanium, has been used for the creation of long capillary columns (600 mm) within small footprint designs (30 mm × 58 mm) for use in high-pressure liquid chromatography applications.

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42

Miyoshi, Takao. "Ultimate strength of stainless steel columns with welded box section." IABSE Symposium Report 104, no. 12 (May 13, 2015): 1–8. http://dx.doi.org/10.2749/222137815815775312.

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Hassanein, M. F., Yong-Bo Shao, M. Elchalakani, and A. M. El Hadidy. "Flexural buckling of circular concrete-filled stainless steel tubular columns." Marine Structures 71 (May 2020): 102722. http://dx.doi.org/10.1016/j.marstruc.2020.102722.

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Pichal, Radek, and Josef Machacek. "Buckling and Post-buckling of Prestressed Stainless Steel Stayed Columns." Procedia Engineering 172 (2017): 875–82. http://dx.doi.org/10.1016/j.proeng.2017.02.089.

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PICHAL, Radek, and Josef MACHACEK. "BUCKLING AND POST-BUCKLING OF PRESTRESSED STAINLESS STEEL STAYED COLUMNS." Engineering Structures and Technologies 9, no. 2 (June 14, 2017): 63–69. http://dx.doi.org/10.3846/2029882x.2016.1277169.

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Abstract:

Prestressed stayed compression members are frequently required as very slender load-bearing structural components by both investors and architects. Behavior of these members depends on their geometrical and material properties, prestressing and boundary conditions. In the paper are discussed respective critical buckling loads and post-buckling paths with regards to 2D and 3D GMNIA (geometrically and materially nonlinear analysis with imperfections) using ANSYS software. Former tests and recent detailed analyses of other authors are commented with respect to the 3D analysis, level of imperfections, boundary conditions at central crossarm (fixed or sliding stays) and nonlinear stainless steel material.

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Huang, Yuner, and Ben Young. "Structural performance of cold-formed lean duplex stainless steel columns." Thin-Walled Structures 83 (October 2014): 59–69. http://dx.doi.org/10.1016/j.tws.2014.01.006.

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Yang, Lu, Menghan Zhao, Dongchen Xu, Fan Shang, Huanxin Yuan, Yuanqing Wang, and Yong Zhang. "Flexural buckling behavior of welded stainless steel box-section columns." Thin-Walled Structures 104 (July 2016): 185–97. http://dx.doi.org/10.1016/j.tws.2016.03.014.

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Campione, Giuseppe, Liborio Cavaleri, and Maurizio Papia. "Stainless Steel Grids for Confinement of Clay Brick Masonry Columns." Journal of Structural Engineering 142, no. 7 (July 2016): 04016038. http://dx.doi.org/10.1061/(asce)st.1943-541x.0001510.

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Puklický, Libor. "The Use of Stainless Steel in Structures: Columns under Compression." IOP Conference Series: Materials Science and Engineering 960 (December 10, 2020): 032073. http://dx.doi.org/10.1088/1757-899x/960/3/032073.

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Rasmussen, K. J. R., and G. J. Hancock. "Design of Cold‐Formed Stainless Steel Tubular Members. I: Columns." Journal of Structural Engineering 119, no. 8 (August 1993): 2349–67. http://dx.doi.org/10.1061/(asce)0733-9445(1993)119:8(2349).

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