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1

Essa, Hesham S., and D. J. Laurie Kennedy. "Station Square revisited: distortional buckling collapse." Canadian Journal of Civil Engineering 21, no. 3 (1994): 377–81. http://dx.doi.org/10.1139/l94-040.

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After failure of the roof of the new Save-on-Foods store at the Station Square development in Burnaby, British Columbia, Canada, the government of British Columbia established a commissioner inquiry to investigate the causes of collapse. Collapse was attributed to an undersized W610 × 113 beam in the cantilever-suspended span arrangement and inadequate buckling resistance of the beam-column assembly. The analysis of the lateral-torsional buckling resistance of the collapsed beam in the commissioner's report did not take into account two counteracting effects: the detrimental effect of the load
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2

Zhang, He, Kai Wu, Chao Xu, Lijian Ren, and Feng Chen. "Buckling Analysis and Section Optimum for Square Thin-Wall CFST Columns Sealed by Self-Tapping Screws." Advances in Civil Engineering 2019 (January 15, 2019): 1–14. http://dx.doi.org/10.1155/2019/2658757.

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Two columns of thin-walled concrete-filled steel tubes (CFSTs), in which tube seams are connected by self-tapping screws, are axial compression tested and FEM simulated; the influence of local buckling on the column compression bearing capacity is discussed. Failure modes of square thin-wall CFST columns are, first, steel tube plate buckling and then the collapse of steel and concrete in some corner edge areas. Interaction between concrete and steel makes the column continue to withstand higher forces after buckling appears. A large deflection analysis for tube elastic buckling reflects that e
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3

Johnson, C. G., U. Jain, A. L. Hazel, D. Pihler-Puzović, and T. Mullin. "On the buckling of an elastic holey column." Proceedings of the Royal Society A: Mathematical, Physical and Engineering Sciences 473, no. 2207 (2017): 20170477. http://dx.doi.org/10.1098/rspa.2017.0477.

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We report the results of a numerical and theoretical study of buckling in elastic columns containing a line of holes. Buckling is a common failure mode of elastic columns under compression, found over scales ranging from metres in buildings and aircraft to tens of nanometers in DNA. This failure usually occurs through lateral buckling, described for slender columns by Euler’s theory. When the column is perforated with a regular line of holes, a new buckling mode arises, in which adjacent holes collapse in orthogonal directions. In this paper, we firstly elucidate how this alternate hole buckli
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4

Weng, Jian, Kang Hai Tan, and Chi King Lee. "Identifying Buckling Resistance of Reinforced Concrete Columns During Inelastic Deformation." International Journal of Structural Stability and Dynamics 20, no. 03 (2020): 2050029. http://dx.doi.org/10.1142/s0219455420500297.

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A simple solution method to identify buckling resistance of reinforced concrete (RC) columns during inelastic deformation is presented. Unlike conventional buckling solution methods, this proposed method predicts inelastic buckling loads of RC columns by directly solving the equilibrium differential equation under buckling. The method considers specific deflection configuration, end restraint conditions and inelastic material properties of the deformed column. In order to evaluate the reliability and accuracy of the proposed method, the results obtained from the purposed method are compared wi
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5

Turvey, G. J., and Y. Zhang. "Local Buckling of Axially Compressed, Pultruded GRP, WF-Section, Short Columns - Comparison of Experimental and FE Analysis Buckling Loads." Applied Mechanics and Materials 1-2 (September 2004): 87–92. http://dx.doi.org/10.4028/www.scientific.net/amm.1-2.87.

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The results of axial compression tests carried out on four pultruded GRP (Glass Reinforced Plastic) WF (Wide Flange) short columns are presented. The longitudinal elastic modulus, buckling loads and collapse loads have been obtained. The experimental buckling loads have been evaluated from the load versus end shortening (axial displacement) relationship and Southwell plots of deflection and bending strain test data. FE (Finite Element) buckling analyses of the short column buckling tests have also been carried out. It is shown that a two-dimensional model is able to predict local buckling mode
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6

Czechowski, Leszek, Adrian Gliszczyński, and Nina Wiącek. "The Collapse of Titanium C-Column due to Thermal Compression." Materials 13, no. 18 (2020): 4193. http://dx.doi.org/10.3390/ma13184193.

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The analysis of structures under higher temperature is important for predicting the ultimate strength of a structure. Therefore, many experimental tests on samples should be undertaken to observe their behaviour and to determine ultimate load. The present work includes the study on a thin-walled C-column made of titanium compressed in an elevated temperature. The phenomenon of buckling and the post-buckling state of columns were investigated during heating or compressing in higher temperature. The tests of compression were conducted for several temperature increments by assuming the same prelo
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7

Sui, Qianqian, Changliang Lai, and Hualin Fan. "Buckling analyses of double-shell octagonal lattice truss composite structures." Journal of Composite Materials 52, no. 9 (2017): 1227–37. http://dx.doi.org/10.1177/0021998317723446.

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To reveal the compression failure modes of one-dimensional hierarchical double-shell octagonal lattice truss composite structures (DLTCSs), finite element modeling and equivalent continuum models were developed. DLTCS has three typical failure modes: (a) fracture of the strut, (b) global buckling, and (c) local buckling. Failure mode maps were constructed. It is found that column of long enough length will collapse at global buckling. When the column length decreases, the failure mode will turn to local buckling and strut fracture successively. Bay length greatly influences the buckling mode.
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8

Cui, Yao, Fengzhi Wang, and Satoshi Yamada. "Effect of Column Base Behavior on Seismic Performance of Multi-Story Steel Moment Resisting Frames." International Journal of Structural Stability and Dynamics 19, no. 01 (2018): 1940007. http://dx.doi.org/10.1142/s0219455419400078.

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Column base is one of the most important elements of steel structures. Exposed column base is commonly used in low-to-medium-rise steel moment resisting frames because of better constructability and low cost. To study the effect of exposed column base behavior on the seismic behavior of low-to-medium-rise steel moment resisting frames, a four-story, four-bay steel moment frame is studied by the nonlinear time history analysis. In the numerical analysis, two types of column base connections (rigid and semi-rigid) are considered. The width–thickness ratio of column and stiffness ratio of column
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9

Goel, Manmohan Dass, Chiara Bedon, Adesh Singh, Ashish Premkishor Khatri, and Laxmikant Madanmanohar Gupta. "An Abridged Review of Buckling Analysis of Compression Members in Construction." Buildings 11, no. 5 (2021): 211. http://dx.doi.org/10.3390/buildings11050211.

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The column buckling problem was first investigated by Leonhard Euler in 1757. Since then, numerous efforts have been made to enhance the buckling capacity of slender columns, because of their importance in structural, mechanical, aeronautical, biomedical, and several other engineering fields. Buckling analysis has become a critical aspect, especially in the safety engineering design since, at the time of failure, the actual stress at the point of failure is significantly lower than the material capability to withstand the imposed loads. With the recent advancement in materials and composites,
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10

Enss, G. C., R. Platz, and H. Hanselka. "Uncertainty in Loading and Control of an Active Column Critical to Buckling." Shock and Vibration 19, no. 5 (2012): 929–37. http://dx.doi.org/10.1155/2012/517081.

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Buckling of load-carrying column structures is an important design constraint in light-weight structures as it may result in the collapse of an entire structure. When a column is loaded by an axial compressive load equal to its individual critical buckling load, a critically stable equilibrium occurs. When loaded above its critical buckling load, the passive column may buckle. If the actual loading during usage is not fully known, stability becomes highly uncertain.This paper presents an approach to control uncertainty in a slender flat column structure critical to buckling by actively stabili
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11

Yidris, Noorfaizal, Nur Hazwani Isham, Ezanee Gires, and Ayad Mutafi. "The Effects of Loading Conditions on the Behaviour of Fixed-Ended Plain Channel Columns." Materials 13, no. 6 (2020): 1441. http://dx.doi.org/10.3390/ma13061441.

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The compressive behaviour of column members can be considerably affected by local buckling, material yielding and local end conditions. In this paper, the effects of the loading conditions at the ends of plain channel section columns subjected to uniformly compressed loading, and fixed conditions at the column ends with respect to global rotations, was examined. Finite element simulation was employed to look at the post-buckled response of thin-walled, plain channel section columns that covered the complete loading history of the compression columns from the onset of elastic local buckling thr
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12

Paik, Jeom Kee, Owen F. Hughes, and Alaa E. Mansour. "Advanced Closed-Form Ultimate Strength Formulation for Ships." Journal of Ship Research 45, no. 02 (2001): 111–32. http://dx.doi.org/10.5957/jsr.2001.45.2.111.

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The aim of this paper is to develop an advanced ultimate strength formulation for ship hulls under vertical bending moment. Since the overall failure of a ship hull is normally governed by buckling and plastic collapse of the deck, bottom, and sometimes the side shell stiffened panels, it is of crucial importance to accurately calculate the ultimate strength of stiffened panels in deck, bottom and side shell for more advanced ultimate strength analyses. In this regard, the developed formulation is designed to be more sophisticated than previous simplified theoretical methods for calculating th
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13

Yeshewawork Abebe, Daniel, and Jae Hyouk Choi. "Nonlinear Inelastic Buckling Behavior and Residual Strength of H-Section Steel Column." Advanced Materials Research 671-674 (March 2013): 927–35. http://dx.doi.org/10.4028/www.scientific.net/amr.671-674.927.

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A nonlinear analytical approach for evaluating the inelastic buckling and residual strength of column member is presented in this study. A steel column member subjected to an axial compression load will shorten in the direction of load. If the load increased until the column buckles, the shortening will stop and the column will suddenly bend or deform laterally and may at the same time twist in a direction perpendicular to its longitudinal axis. However; before final buckling or collapse, steel column member has a tendency of plastic deformation. The issue has been much discussed along with th
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14

N., Parthasarathi, Satyanarayanan K.S., Thamilarau V., Prakash M., and Adithya Punnapu. "Linear analysis of a two-dimensional multistorey reinforced concrete frame under high temperature at different column locations." Journal of Structural Fire Engineering 10, no. 3 (2019): 317–23. http://dx.doi.org/10.1108/jsfe-03-2018-0007.

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Purpose The purpose of this study is to investigate the influence of progressive collapse under high temperature for a reinforced concrete (RC) frame. An analytical programme was analysed for a two-bay five-storey RC frame exposed to high temperature at different column locations. Design/methodology/approach The effects of high temperature protections and locations (i.e. corner, middle and intermediate) on collapse conditions and load distributions were studied for the steady-state linear analysis using finite element software. Findings The results show that the frame will not collapse suddenl
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15

Parnaíba, Monaliza Araújo, and Patrício Luiz de Andrade. "Análise da estabilidade de colunas com variação da seção transversal e/ou módulo de elasticidade via Método das Diferenças Finitas." Revista Principia - Divulgação Científica e Tecnológica do IFPB 1, no. 46 (2019): 61. http://dx.doi.org/10.18265/1517-03062015v1n46p61-69.

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The sizing of columns necessarily requires a buckling stability analysis. This is a serious phenomenon in slender structures that needs to be avoided, since the structure can collapse without previous warning. Structural components such as columns with varying cross sections and material changes along their length are common in buildings and bridges. Moreover, obtaining the critical column loads with this configuration is not contemplated in the Euler critical load expression. Therefore, it is important to develop a numerical tool for column analysis with cross section variation and elasticity
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16

Croll, J. G. A., and C. P. Ellinas. "A Design Formulation for Axisymmetric Collapse of Stiffened and Unstiffened Cylinders." Journal of Energy Resources Technology 107, no. 3 (1985): 350–55. http://dx.doi.org/10.1115/1.3231198.

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A procedure, developed for predicting the elastic-plastic general axisymmetric collapse of stiffened and unstiffened cylinders, is presented. This permits the formulation of reliable lower bounds to collapse loads for any combination of radial pressure and axial loadings, with any prescribed forms and levels of initial geometric imperfection, in a simple, “column-type,” analysis. The approach provides a unified format for the treatment of isotropic and orthotropic cylinder buckling, which is compact and design orientated.
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17

Fakharifar, Mostafa, Genda Chen, Mahdi Arezoumandi, and Mohamed ElGawady. "Hybrid Jacketing for Rapid Repair of Seismically Damaged Reinforced Concrete Columns." Transportation Research Record: Journal of the Transportation Research Board 2522, no. 1 (2015): 70–78. http://dx.doi.org/10.3141/2522-07.

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This study proposes hybrid jacketing for rapid repair of seismically damaged concrete columns for bridge safety. The hybrid jacketing for a reinforced concrete (RC) column is composed of a thin cold-formed steel sheet wrapped around the column and its outside prestressing strands. Although the prestressing strands can prevent buckling of the confining steel sheet, the steel sheet can in turn prevent the prestressing strands from cutting into the concrete. The hybrid jacketing concept was validated with testing of a large-scale RC column with lap splice deficiency typical of pre-1970 bridge con
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18

Nethercot, David A., Patrick A. Kirby, and Abdussalam M. Rifai. "Columns in partially restrained construction: analytical studies." Canadian Journal of Civil Engineering 14, no. 4 (1987): 485–97. http://dx.doi.org/10.1139/l87-073.

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The American Institute of Steel Construction Proposed Load and Resistance Factor Design Specification recognizes the ability of connections that function as less than fully rigid to transmit limited moments and to provide some measure of end restraint to columns in its definition of partially restrained (PR) construction. An analytical procedure for determining the response up to collapse of subassemblages in which semirigid beam-to-column connections are present is derived. This employs a nonlinear finite element column analysis together with analytical representation of experimentally determ
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19

Zaruma, Santiago R., and Larry A. Fahnestock. "Seismic Stability of Buckling-Restrained Braced Frames." Key Engineering Materials 763 (February 2018): 924–31. http://dx.doi.org/10.4028/www.scientific.net/kem.763.924.

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Buckling Restrained Braced Frames (BRBFs) are widely used as seismic force resisting systems due to their ductility and energy dissipation. However, because of the modest overstrength and relatively low post-yielding stiffness, BRBFs subjected to seismic loading may be susceptible to concentrations of story drift and global instability triggered by P-∆ effects. Due to the use of simplistic methods that are based on elastic stability, current code design provisions do not address seismic stability rigorously and do not consider the particular inelastic response of a system. Design strategies ar
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20

Yidris, Noorfaizal, Mohamed Thariq Hameed Sultan, Mohammad Yazdi Harmin, and Azmin Shakrine Mohd Rafie. "Local-Overall Flexural Interaction of Pinned-Ended Thin-Walled I-Section Columns." Applied Mechanics and Materials 564 (June 2014): 444–48. http://dx.doi.org/10.4028/www.scientific.net/amm.564.444.

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The structural performance of thin-walled compression members are subject to the effects of local buckling, interaction between buckling modes, loading end conditions and material yielding and that due to these effects the compressive carrying capability of thin-walled members can be significantly diminished. This paper employs the finite element simulation to examine the local-overall flexural interaction response of pinned-ended thin-walled I-section columns that covers the complete compressed loading history from the onset of elastic local buckling through the nonlinear elastic and elasto-p
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21

Koetaka, Yuji, Koichi Taniguchi, and Iathong Chan. "Numerical Model of Cold Press-Formed Square Steel Tube Columns Considered with Degradation Behavior due to Local Buckling and/or Fracture." Key Engineering Materials 763 (February 2018): 533–40. http://dx.doi.org/10.4028/www.scientific.net/kem.763.533.

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In steel building structures, local buckling and/or fracture of columns could occur during strong ground motions, furthermore complete collapse might be induced due to the column strength degradation. In this paper, cold press-formed square tube columns are targeted, and numerical model being able to trace precisely degradation behavior is proposed. In order to take account of both local buckling and fracture with low computational costs, multi-spring model which consists of some uni-axial springs is adopted. Axial force-deformation relationships of uni-axial springs are provided on flat area
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22

Park, Robert. "Ductile Design Approach for Reinforced Concrete Frames." Earthquake Spectra 2, no. 3 (1986): 565–619. http://dx.doi.org/10.1193/1.1585398.

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In the design of multistorey moment-resisting reinforced concrete frames to resist severe earthquakes the emphasis should be on good structural concepts and detailing of reinforcement. Poor structural concepts can lead to major damage or collapse due to column sidesway mechanisms or excessive twisting as a result of soft storeys or lack of structural symmetry or uniformity. Poor detailing of reinforcement can lead to brittle connections, inadequate anchorage of reinforcement, or insufficient transverse reinforcement to prevent shear failure, premature buckling of compressed bars or crushing of
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23

Tang, D. M., M. A. Ilgamov, and E. H. Dowell. "Buckling and Post-buckling Behavior of a Pipe Subjected to Internal Pressure." Journal of Applied Mechanics 62, no. 3 (1995): 595–600. http://dx.doi.org/10.1115/1.2895987.

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It is well known that a thin elastic shell under external pressure may undergo buckling and collapse. Less well known is that a hollow beam under internal pressure may buckle as an Euler column. This is the subject of the present study. The buckled deflection and natural frequency about the buckled configuration of a vertical pipe with clamped (y-axis) and hinged (z-axis) boundary conditions at the lower support location, considering the influence of internal pressure and initial (manufactured) curvature, has been studied analytically and experimentally. The buckling and post-buckling behavior
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24

Gong, Lixin, and Stelios Kyriakides. "On the Crushing Stress of Open Cell Foams." Journal of Applied Mechanics 73, no. 5 (2005): 807–14. http://dx.doi.org/10.1115/1.2047608.

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The compressive response of many foams is characterized by an initial linearly elastic regime which is terminated by instability. For open cell foams instability leads to localized buckling and collapse of zones of cells. Local collapse in these zones is terminated by contact between cell ligaments. In the process collapse spreads to neighboring cells hitherto intact. The spreading of collapse occurs at a well-defined load plateau and continues until most of the cells are thus affected when the material response regains stiffness once more. This type of three-regime compressive response was re
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25

Lee, Kyungkoo, and Bozidar Stojadinovic. "A plastic collapse method for evaluating rotation capacity of full-restrained steel moment connections." Theoretical and Applied Mechanics 35, no. 1-3 (2008): 191–214. http://dx.doi.org/10.2298/tam0803191l.

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An analytical method to model failure of steel beam plastic hinges due to local buckling and low-cycle fatigue is proposed herein. This method is based on the plastic collapse mechanism approach and a yield-line plastic hinge (YLPH) model whose geometry is based on buckled shapes of beam plastic hinges observed in experiments. Two limit states, strength degradation failure induced by local buckling and low-cycle fatigue fracture, are considered. The proposed YLPH model was developed for FEMA-350 WUF-W, RBS and Free Flange connections and validated in comparisons to experimental data. This mode
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26

Raffaele, Domenico, Giuseppina Uva, Francesco Porco, and Andrea Fiore. "Buckling of Rectangular Isolated R.C. Columns: Closed-form Approximation for Interaction Domains." Open Construction and Building Technology Journal 7, no. 1 (2013): 129–37. http://dx.doi.org/10.2174/1874836801307010129.

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Interaction domains for the buckling of isolated R.C. columns are an efficient and versatile instrument for the assessment of the resistance at Ultimate Limit State, and allow the optimization of the structural geometry and reinforcement ratio. The paper presents the procedure for deriving interaction domains for rectangular symmetrically reinforced columns, providing a detailed analysis of the load-carrying capacity for various classes of concrete and reinforcement steel bars. Domains have been obtained according to the model-column method, taking into account the uncertainties both in geomet
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27

Cirpici, Burak Kaan. "Design analysis of a steel industrial building with wide openings exposed to fire." Challenge Journal of Structural Mechanics 6, no. 3 (2020): 99. http://dx.doi.org/10.20528/cjsmec.2020.03.001.

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In order to design a fire-resistant steel structure, the change in the physical and mechanical properties of the steel at high temperatures must be known. As the temperature of steel structural elements increases during fire, their strength decreases considerably. After a certain temperature, these strength drops reach critical levels. Therefore, collapses and various deformations (buckling, arching, etc.) occur. To prevent these collapses during the fire, various fire protection materials must be applied to the structural members such as column and beam. Columns are the most critical structur
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28

Le, Jia-Liang, and Zdeněk P. Bažant. "Mechanics of Collapse of WTC Towers Clarified by Recent Column Buckling Tests of Korol and Sivakumaran." International Journal of Structural Stability and Dynamics 17, no. 09 (2017): 1771011. http://dx.doi.org/10.1142/s0219455417710110.

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The previously formulated model of the gravity-driven collapse of the twin towers of the World Trade Center (WTC) on September 11, 2011 was shown to match all the existing observations, including the video record of the crush-down motion of the top part of tower during the first few seconds, the seismically recorded duration of collapse, the size distribution of particles caused by impact comminution of concrete floor slabs, the loud booms due to near-sonic lateral ejection velocity of air and dust, and precedence of the crush-down collapse mode before the crush-up. Nevertheless, different deg
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29

Yin, Yan, and Tang Li. "Numerical Simulation of Fire Resistance Performance for Planar Frame with Concrete Filled Steel Tubular Columns and Steel Beams." Applied Mechanics and Materials 94-96 (September 2011): 755–58. http://dx.doi.org/10.4028/www.scientific.net/amm.94-96.755.

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In this paper, the fire resistance performance of the unprotected two-layer and two-cross planar frame, which is composed of concrete filled steel tubular columns and steel beams, was analyzed under local fire by ANSYS. After analyzing the structure with the method of hot - structural coupling using standard heating curve ISO-834, some consequence were obtained such as the regularity of temperature field distribution of beams and columns and the fire endurance and critical temperature of the structure. It turned out that the bottom flange at the end of the beams appeared local buckling when th
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30

Zhong, Weihui, Xiaoyan Song, and Baoqian Ma. "Analysis of Anti-Collapse Performance of Beam–Column Substructure with Welded Flange-Bolted Web Connection in Minor-Axis Direction Under Different Span Ratios." International Journal of Structural Stability and Dynamics 19, no. 01 (2018): 1940005. http://dx.doi.org/10.1142/s0219455419400054.

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The failure modes, mechanical properties, and resistance mechanisms of beam–column substructures with welded flange-bolted web connection in the minor-axis direction under different span ratios (1:0.6, 1:1.0, 1:1.4) were compared and analyzed under the condition of progressive collapse. The beam–column substructures included three columns and two beams, and monotonic static loading tests were conducted using the alternate load path method. The test results indicated that the specimens began to fracture at the beam tension flange; and then, part of the main internal force was transferred by the
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31

Imanpour, Ali, Robert Tremblay, Martin Leclerc, and Romain Siguier. "Development of a Hybrid Simulation Computational Model for Steel Braced Frames." Key Engineering Materials 763 (February 2018): 609–18. http://dx.doi.org/10.4028/www.scientific.net/kem.763.609.

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Hybrid simulation is an economical structural testing technique in which the critical part of the structure expected to respond in the inelastic range is tested physically whereas the rest of the structure is modelled numerically using a finite element analysis program. The article describes the development of a computational model for the hybrid simulation of the seismic collapse of a steel two-tiered braced frame structure due to column buckling. The column stability response in multi-tiered braced frames is first presented using a pure numerical model of the braced frame studied. The develo
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32

Wierzbicki, Krzysztof, Piotr Szewczyk, Wiesław Paczkowski, Tomasz Wróblewski, and Szymon Skibicki. "Torsional Stability Assessment of Columns Using Photometry and FEM." Buildings 10, no. 9 (2020): 162. http://dx.doi.org/10.3390/buildings10090162.

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This paper presents a numerical analysis of the load-carrying capacity of steel open-section columns of a coal power plant structure. The structure was subjected to soil subsidence, which led to considerable structural deformations and damages. As a result, additional stresses appeared in the structure, and the static scheme of the structure was changed. To assess the influence of structural changes on the safety of the structure, a detailed investigation was necessary. Laser scanning was used to collect information concerning the geometry of structural elements. Results of the scanning were i
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33

Jármai, Károly, and Máté Petrik. "Optimization and comparison of different standards for compressed welded box columns." Pollack Periodica 15, no. 1 (2020): 3–14. http://dx.doi.org/10.1556/606.2020.15.1.1.

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Abstract Stability is one of the most critical problems in the design of welded metal structures, since in many cases instability causes failure or collapse of the structures. The present study aims to show the minimum mass design procedure for welded steel box columns loaded by a compression force. The normal stresses and overall stability are calculated for pinned columns. The dimensions of the box columns are optimized by using constraints on global stability, local buckling of webs and flanges. Different design rules and standards are compared: Eurocode 3, Japan Railroad Association, Ameri
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34

Mohsenzadeh, Vahid, and Lydell D. A. Wiebe. "Effect of Beam-Column Connection Fixity on Collapse Performance of a Six-Storey Special Concentrically Braced Frame." Key Engineering Materials 763 (February 2018): 157–64. http://dx.doi.org/10.4028/www.scientific.net/kem.763.157.

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Concentrically braced frames are one of the most common seismic force resisting systems because of their high strength and stiffness. In current practice, the gusset plates that connect the brace to the adjacent beams and columns can increase the strength and stiffness of the connection significantly. This strength and stiffness can provide a reserve of lateral force resisting capacity during a large earthquake, which may play a role in the seismic collapse behaviour of the braced frame. An alternative connection has recently been proposed as a means of ensuring that brace buckling occurs only
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35

Korol, R. M., and K. S. Sivakumaran. "Reassessing the Plastic Hinge Model for Energy Dissipation of Axially Loaded Columns." Journal of Structures 2014 (February 13, 2014): 1–7. http://dx.doi.org/10.1155/2014/795257.

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This paper investigates the energy dissipation potential of axially loaded columns and evaluates the use of a plastic hinge model for analysis of hi-rise building column collapse under extreme loading conditions. The experimental program considered seven axially loaded H-shaped extruded aluminum structural section columns having slenderness ratios that would be typical of floor-to-ceiling heights in buildings. All seven test specimens initially experienced minor-axis overall buckling followed by formation of a plastic hinge at the mid-height region, leading to local buckling of the flanges on
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36

Sasy Chan, Yung William, Zhi Zhou, Zhenzhen Wang, and Jinping Ou. "Prior and post peaks compressive behavior of concrete-filled double-skin tubular columns with BFRP-punched-in outer steel and BFRP-circular inner steel." Advances in Structural Engineering 23, no. 13 (2020): 2911–27. http://dx.doi.org/10.1177/1369433220922491.

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Fiber-reinforced polymer composites have been widely used to design fiber-reinforced polymer–based confined concrete columns with potential benefits. However, it is critical to design a column with sufficient post-peak performance that can prevent its collapse at the rupture of the fiber-reinforced polymer tube. This article presents the experimental results on the prior and post peaks behavior of concrete-filled double-skin tubular columns with basalt fiber-reinforced polymer (BFRP)–punched-in outer steel and BFRP-circular inner steel (BFST-DSTCs). Twenty-two specimens were tested under axial
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Muftah, Fadhluhartini, Mohd Syahrul Hisyam Mohd Sani, Mohd Fakri Muda, and Shahrin Mohammad. "Assessment of Connection Arrangement of Built-Up Cold-Formed Steel Section under Axial Compression." Advanced Materials Research 1043 (October 2014): 252–57. http://dx.doi.org/10.4028/www.scientific.net/amr.1043.252.

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Cold-formed steel (CFS) with several of the advantages is selected in construction activity as structural and non-structural element. CFS with variety of shape, dimension and grade is chosen to replace traditional material that largely used before. In the study, CFS is utilised as a compression member to support beams element in the building. The column made with CFS is important to sustain the load and build the stable equilibrium circumstances. The column stability is the big issue that must be discussed and determined to prevent the buckling load, unmanageable deflection and lastly building
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Zhang, Xiangming, Lingkai Huang, Libao Zhu, Yuhang Tang, and Anwen Wang. "Ultimate Longitudinal Strength of Composite Ship Hulls." Curved and Layered Structures 4, no. 1 (2017): 158–66. http://dx.doi.org/10.1515/cls-2017-0012.

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Abstract A simple analytical model to estimate the longitudinal strength of ship hulls in composite materials under buckling, material failure and ultimate collapse is presented in this paper. Ship hulls are regarded as assemblies of stiffened panels which idealized as group of plate-stiffener combinations. Ultimate strain of the plate-stiffener combination is predicted under buckling or material failure with composite beam-column theory. The effects of initial imperfection of ship hull and eccentricity of load are included. Corresponding longitudinal strengths of ship hull are derived in a st
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MEIMAND, VAHID ZEINODDINI, LORI GRAHAM-BRADY, and BENJAMIN WILLIAM SCHAFER. "IMPERFECTION SENSITIVITY AND RELIABILITY USING SIMPLE BAR-SPRING MODELS FOR STABILITY." International Journal of Structural Stability and Dynamics 13, no. 03 (2013): 1250075. http://dx.doi.org/10.1142/s0219455412500757.

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The objective of this paper is to demonstrate how simple bar-spring models can illustrate elementary and advanced structural behavior, including stability, imperfection sensitivity, and plastic collapse. In addition, the same bar-spring models also provide a ready means for assessing structural reliability. Bar-spring models for a column (both post-buckling stable and unstable), a frame, and a plate are all developed. For each model the influence of geometric imperfections are explicitly introduced and the ultimate strength considering plastic collapse of the supporting springs derived. The de
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Kurt, Efe G., Barış Binici, Özgür Kurç, Erdem Canbay, Akpınar, and Güney Özcebe. "Seismic Performance of a Deficient Reinforced Concrete Test Frame with Infill Walls." Earthquake Spectra 27, no. 3 (2011): 817–34. http://dx.doi.org/10.1193/1.3609876.

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A two-story, three-bay RC frame with code incompliant seismic design and detailing is tested using continuous pseudodynamic test method for three scale levels of Düzce ground motion. The ground motion produced minimum, significant, and severe damage states on the test structure. Diagonal cracking of the infill wall, column damage in the form of cover spalling and rebar buckling, and complete disintegration of the infill wall were the important observed damage events for the three scale levels, respectively. Nonlinear time history analyses were able to estimate the story displacement response w
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Tenderan, Randy, Takanori Ishida, Yu Jiao, and Satoshi Yamada. "Seismic Performance of Ductile Steel Moment-Resisting Frames Subjected to Multiple Strong Ground Motions." Earthquake Spectra 35, no. 1 (2019): 289–310. http://dx.doi.org/10.1193/111217eqs235m.

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This study evaluates the seismic performance of steel moment-resisting frames (SMRFs) under multiple strong ground motions. The cumulative damage of beam members is used as the main damage index. A cumulative damage formula is generated based on the experimental results of the steel beam-to-column connection test considering the ductile fracture. Local buckling of members is not considered in this study. Six SMRF models with two parameters (the number of stories and the strength of the column base) are analyzed by conducting an inelastic response analysis. Three different ground motion intensi
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Rahnavard, Rohola, Navid Siahpolo, Mohammad Naghavi, and Akbar Hassanipour. "Analytical Study of Common Rigid Steel Connections under the Effect of Heat." Advances in Civil Engineering 2014 (2014): 1–10. http://dx.doi.org/10.1155/2014/692323.

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One of the most important members of steel structure’s connection region is beam-to-column connection. Rigid connection in steel moment frame has special role in the behavior of these structures and the fire resistance of these connections can be important. In this paper the behaviors of three common types of rigid connections in Iran under the effect of heat were studied by the use of numerical finite element methods through ABAQUS software. The models were verified by the use of an experimental model through elastic and plastic amplitudes up to collapse and during numerical results, and the
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Makhdoumi, Hamed, Seyyed Hesam Madani, Mehdi Shahraki, Mostafa Khodarahmi, and Naser Nosratzehi. "Comparison and Evaluation of Retrofitting Different Modes of Concrete Structures by FRP." Advanced Materials Research 1129 (November 2015): 242–48. http://dx.doi.org/10.4028/www.scientific.net/amr.1129.242.

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Abstract. After recent earthquakes in the majority of seismic areas around the world including our country Iran and considering the irretrievable casualties and economic lost due to these earthquakes, natural catastrophic mitigation committees, research and scientific centers that are responsible for providing structural and seismic codes presented the concept of performance design, study of lifelines and retrofit and rehabilitation of existing and vital structures and the majority of researches in the field of earthquake engineering and structural engineering is focused on retrofit of structu
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RUANGRASSAMEE, ANAT, and ARCHAWIN SAWAROJ. "SEISMIC ENHANCEMENT OF REINFORCED-CONCRETE COLUMNS BY REBAR-RESTRAINING COLLARS." Journal of Earthquake and Tsunami 06, no. 03 (2012): 1250015. http://dx.doi.org/10.1142/s1793431112500157.

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When reinforced-concrete columns are subjected to lateral cyclic loading, columns usually suffer failures at plastic hinges. If the buckling of longitudinal reinforcements at plastic hinges can be prevented or delayed, columns are expected to carry gravity loads at a higher ductility level. In this study, the rebar-restraining collar (RRC) was developed to improve the post-buckling behavior of longitudinal reinforcements. The behavior was investigated under monotonic loading tests of reinforcing bars with the RRCs and the cyclic loading tests of two reinforced-concrete bridge columns with and
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Błażejewski, Paweł, and Jakub Marcinowski. "Buckling resistance of vertical stiffeners of steel silos for grain storage." Budownictwo i Architektura 12, no. 2 (2013): 189–96. http://dx.doi.org/10.35784/bud-arch.2129.

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In steel silos fabricated from horizontally corrugated sheets, the vertical stiffeners (columns) sustain vertical forces as a result of friction of a bulk material against the silo wall. Columns are usually of cold formed steel sections. Due to the fact that stiffener failures are the most frequent cause of silos collapses, it is important to estimate accurately their resistance. The paper deals with numerical modelling of the elastic-plastic collapse of columns. Geometrically and materially nonlinear analyses (GMNIA) were carried out in which imperfections were taken into account. The imperfe
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Šapalas, Vaidotas. "STRAIN-STRESS EXPERIMENTAL BEHAVIOUR OF TAPERED COLUMNS IN SINGLE-SPAN FRAMES/TRAPECINIŲ KOLONŲ VIENANAVIUOSE RĖMUOSE DEFORMACIJŲ-ĮTEMPIŲ BŪVIS." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 6, no. 2 (2000): 82–86. http://dx.doi.org/10.3846/13921525.2000.10531570.

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Two single-span frame tests were carried out. The width of frame is 6m, column's height 4.17m. Frame supports are pinned. Connection between column and beam is rigid. Beam of the frame was loaded with two vertical and one horizontal loads. The stability of tappered columns was analysed in frame plane and in perpendicular plane, according to [1] and [2] methods. All deflections were calculated taking into account support movements. During the first frame test R1-1 the tapered column collapsed at the load 2V=400kN and H=200 kN (vertical and horizontal loads). During the second test R1-2 the tape
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Vecchi, Francesca, and Beatrice Belletti. "Capacity Assessment of Existing RC Columns." Buildings 11, no. 4 (2021): 161. http://dx.doi.org/10.3390/buildings11040161.

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Existing reinforced concrete (RC) members, designed in accordance with obsolete codes, are often characterized by high stirrup spacing. The collapse mechanisms generated by high stirrup spacing are typically related to the buckling of longitudinal reinforcement and can be accentuated when corrosion takes place. In this paper, new refined material constitutive laws for steel, including inelastic buckling and corrosion of reinforcement, are implemented in a fixed crack model suitable for RC elements subjected to cyclic loadings called the PARC_CL 2.1 crack model. The effectiveness of the propose
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Trahair, N. S., Y.-L. Pi, M. J. Clarke, and J. P. Papangelis. "Plastic Design of Steel Arches." Advances in Structural Engineering 1, no. 1 (1997): 1–9. http://dx.doi.org/10.1177/136943329700100102.

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The in-plane failure modes of steel arches range from the extremes of plastic collapse for stocky arches with significant bending actions to elastic buckling for slender arches in uniform compression. Between these extremes, failure involves an interaction between plastic collapse and elastic buckling which depends on the arch profile, support conditions, loading, and slenderness, and is influenced by geometrical imperfections and residual stresses. Few design codes give methods for designing steel arches against in-plane failure. The methods that are used are essentially based either on the b
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Tremblay, Robert, Denis Mitchell, and René Tinawi. "Damage to industrial structures due to the 27 February 2010 Chile earthquake." Canadian Journal of Civil Engineering 40, no. 8 (2013): 735–49. http://dx.doi.org/10.1139/cjce-2012-0197.

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This paper provides a summary of the damage to industrial facilities in the Mw 8.8 Chile earthquake of 27 February 2010. The types of damage observed include failure of elevated tanks, collapse and cracking of concrete silos, buckling of steel silos, collapse of conveyor systems, failure of steel bins, and failure of anchor rods. Damage to industrial buildings included buckling of bracing members, failure of brace connections, shear failures of reinforced concrete columns, and shear failures of heavily loaded steel girders. Aspects of the current Chilean design code for industrial structures a
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Seo, Ji Hye, Deok Hee Won, Woo Sun Park, and Seung Jun Kim. "Buckling Behavior of Circular Steel Tubes under Fire." Key Engineering Materials 763 (February 2018): 270–78. http://dx.doi.org/10.4028/www.scientific.net/kem.763.270.

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Recently, several lives were lost because of the collapse of structures under fire. Steel members are mainly used in the columns and beams of buildings for improving construction efficiency. The fire resistance of steel structure is very important because when it don’t have fire resistive covering, it rapidly changes with high temperature. In fire resistance design of steel, steel structure must have fire resistive covering. But many facilities as temporary facilities, parking lot don’t have it. The buckling behavior of steel structures under fire is also significant because it can cause local
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