Journal articles: 'Buckling (Mechanics) Lateral loads'

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Huang, Wenjun, Deli Gao, and Yinghua Liu. "Buckling Analysis of Tubular Strings With Connectors Constrained in Vertical and Inclined Wellbores." SPE Journal 23, no. 02 (December 12, 2017): 301–27. http://dx.doi.org/10.2118/180613-pa.

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Summary A new concept is proposed in the local tubular mechanical model, which provides a more-sophisticated description of tubular mechanical behaviors from a local perspective. The principles and assumptions for the local mechanical model are presented. Under these assumptions, the mechanical behaviors of tubular strings with connectors under nonbuckling/lateral-buckling, interhelical-buckling, and intrahelical-buckling modes in vertical and inclined wellbores are studied. The critical interhelical-buckling and intrahelical-buckling loads are deduced with the assumed load-displacement curve and potential-energy factor. The contact states under every buckling mode are divided into no contact, point contact, and wrap contact, and the critical contact loads are deduced with critical contact conditions. The results of critical buckling loads, critical contact loads, contact forces, and maximum bending moments are compared, and these results are given in explicit forms for the convenience of application. The results show that buckling mode transforms from nonbuckling/lateral buckling to interhelical buckling to intrahelical buckling, and contact state transforms from no contact to point contact to wrap contact with the increase of axial force. The effects of connectors on buckling behaviors are determined by both the geometric and mechanical parameters of tubular strings with connectors. Connectors can inhibit the buckling problem and increase the axial force and torque transfer, but may increase the possibility of tubular failure. Therefore, these two effects of connectors should be considered comprehensively in the optimal design of connectors on tubular strings.

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PI, Y. L., M. A. BRADFORD, N. S. TRAHAIR, and Y. Y. CHEN. "A FURTHER STUDY OF FLEXURAL-TORSIONAL BUCKLING OF ELASTIC ARCHES." International Journal of Structural Stability and Dynamics 05, no. 02 (June 2005): 163–83. http://dx.doi.org/10.1142/s0219455405001568.

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This paper uses both a virtual work approach and a static equilibrium approach to study the elastic flexural-torsional buckling of circular arches under uniform bending, or under uniform compression. In most studies of the elastic flexural-torsional buckling of arches under uniform compression produced by uniformly-distributed radial loads, the directions of the radial loads are conventionally assumed not to change but to remain parallel to their initial directions during buckling. In practice, the uniform compression may be produced by hydrostatic loads or by uniformly-distributed radial loads that are directed to a specific point during buckling. In addition, there are discrepancies between existing solutions for the elastic flexural-torsional buckling moment and load of arches under uniform bending or under uniform compression which need to be clarified. Closed form solutions for the buckling moment and load are developed. The discrepancies among the existing solutions for the elastic flexural-torsional buckling moment and load of arches are clarified and the sources for the discrepancies are identified. It is found that the lateral components of hydrostatic loads and of uniformly-distributed radial loads that are always directed toward the center of the arch increase the flexural-torsional buckling resistance of an arch under uniform compression. It is also found that first-order buckling deformations are sufficient for static equilibrium approaches for the flexural-torsional buckling analysis of arches. The rational static equilibrium approach for the flexural-torsional buckling in the present study is effective.

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Bank, L. C., M. Nadipelli, and T. R. Gentry. "Local Buckling and Failure of Pultruded Fiber-Reinforced Plastic Beams." Journal of Engineering Materials and Technology 116, no. 2 (April 1, 1994): 233–37. http://dx.doi.org/10.1115/1.2904278.

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An experimental investigation of the local compression flange buckling and failure of commercially produced pultruded fiber-reinforced plastic (FRP) I-shaped beams is described in this paper. Results of tests on pultruded E-glass/polyester and E-glass/vinylester composite material beams are described. The test configuration was designed to cause local buckling and ultimate failure of the compression flange of the beams and to prevent global lateral-torsional buckling. The beams were stiffened to prevent crippling and warping at the supports, and local tensile failure at the load points. All beams were monitored with strain gages and LVDT’s. Buckling loads, failure loads, buckling stresses, deflections, and failure modes are reported. Effective mechanical properties of the beams, obtained from overall flexural and shear strain data, are presented. A discussion of the different failure characteristics of the polyester and the vinylester beams is provided.

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Seifi, Rahman, and Ali Reza Kabiri. "Effects of lateral loads and constraints on buckling of cracked thin plates under compressive edge loads." Meccanica 48, no. 10 (June 28, 2013): 2525–39. http://dx.doi.org/10.1007/s11012-013-9766-z.

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Peek, R., and M. El-Bkaily. "Postbuckling Behavior of Unanchored Steel Tanks Under Lateral Loads." Journal of Pressure Vessel Technology 113, no. 3 (August 1, 1991): 423–28. http://dx.doi.org/10.1115/1.2928777.

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A simplified approach is described for determining the extent of plastic buckling of the tank wall near the base (elephant’s foot bulging) for ground-supported unanchored liquid storage tanks subjected to seismic overturning moments. The method is applied to a 100-ft diameter and 40-ft high tank with a roof. Results show that the ultimate seismic overturning moment that can be withstood by the tank is 31 percent higher than the overturning moment at which elephant’s foot bulging begins. The reason for this is redistribution of vertical compressive stresses in the tank wall: initially these vertical compressive stresses are concentrated over a small contact length. However, as the elephant’s foot bulge develops, the size of the contact length increases, resulting in a more favorable distribution of stresses.

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Hieu, Pham Thanh, and Hoang Van Tung. "Postbuckling behavior of CNT-reinforced composite cylindrical shell surrounded by an elastic medium and subjected to combined mechanical loads in thermal environments." Journal of Thermoplastic Composite Materials 32, no. 10 (September 5, 2018): 1319–46. http://dx.doi.org/10.1177/0892705718796551.

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Cylindrical shells are usually buckled under complex and combined loading conditions. This article presents an analytical approach to investigate the buckling and postbuckling behaviors of cylindrical shells reinforced by single-walled carbon nanotubes, surrounded by an elastic medium, exposed to thermal environments, and subjected to combined axial compression and lateral pressure loads. Carbon nanotubes (CNTs) are imbedded into matrix phase by uniform distribution or functionally graded distribution along the thickness direction. The properties of constituents are assumed to be temperature dependent, and effective properties of CNT-reinforced composite (CNTRC) are determined by an extended rule of mixture. Governing equations are based on the classical shell theory (CST) taking von Karman–Donnell nonlinearity and surrounding elastic foundations into consideration. Three-term form of deflection is assumed to satisfy simply supported boundary conditions, and Galerkin method is applied to obtain nonlinear load–deflection relations from which buckling loads and postbuckling equilibrium paths are determined. Numerical examples are carried out to show the effects of CNT volume fraction, distribution types, thermal environments, preexisting nondestabilizing lateral pressure and axial compression loads, and elastic medium on the buckling and postbuckling behaviors of CNTRC cylindrical shells.

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TAKAGI, J., and M. OHSAKI. "DESIGN OF LATERAL BRACES FOR COLUMNS CONSIDERING CRITICAL IMPERFECTION OF BUCKLING." International Journal of Structural Stability and Dynamics 04, no. 01 (March 2004): 69–88. http://dx.doi.org/10.1142/s0219455404001136.

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The present paper discusses the design of column-type structures, which are composed of columns and lateral braces attached perpendicular to the columns. Buckling of the braces of this kind of structures directly leads to global buckling of the columns. The brace-buckling modes are successfully detected by considering higher-order geometrically nonlinear relations and by introducing Green's strain into the total potential energy of the structure. Sensitivity analysis of the eigenvalues of the tangent stiffness matrix under fixed load condition is carried out with respect to imperfections of the nodal locations. Furthermore, the critical imperfection that most drastically reduces the eigenvalues are calculated and buckling loads of the imperfect systems are evaluated. The numerical results show that the second or higher eigenmode of the tangent stiffness matrix of the perfect system should be sometimes used for estimating the buckling load of the imperfect system. Design examples are presented using the proposed method, and they are compared with those in accordance with an allowable-stress design standard. The results show a possibility of reducing the sizes of the brace sections.

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Wang, Chun Sheng, Xiao Liang Zhai, and Jing Wei Zhu. "Bending Experimental Investigation for Concrete-Filled Rectangular Tubular Flange Composite Girders." Advanced Materials Research 255-260 (May 2011): 1307–10. http://dx.doi.org/10.4028/www.scientific.net/amr.255-260.1307.

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A new steel-concrete composite girder which is an I-shaped girder with concrete-filled rectangular tubular flange was proposed in this paper. The web depth of the new composite girder is reduced, and lateral torsion buckling stiffness is improved, which can increase the buckling capacity of the girder. In order to study the bending capacity of concrete-filled rectangular tubular flange composite girders (CFRTFCG), the static tests of CFRTFCG with flat and corrugated webs under concentrate lateral loads had been performed. Based on the test results, the bending limit load capacity and mechanical behavior of the specimens were obtained, the bending failure mechanisms of CFRTFCG were also summarized.

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de Faria, A. R., and J. S. Hansen. "Buckling Optimization of Composite Axisymmetric Cylindrical Shells Under Uncertain Loading Combinations." Journal of Applied Mechanics 68, no. 4 (February 7, 2000): 632–39. http://dx.doi.org/10.1115/1.1311962.

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Optimal elastic buckling loads of composite axisymmetric circular cylinders under uncertain loading conditions are investigated. The mechanical loads applied to the cylinder are a combination of axial compression, lateral pressure, and torsion. Additionally, these loads are allowed to vary within a certain class of admissible loads during the optimization search, as opposed to the restriction of fixed loads in the traditional optimization. The consideration of a degree of uncertainty in the mechanical loads leads to optimal designs which are inherently insensitive to perturbations and/or randomness in the applied loads.

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Ghorbanpour Arani, A., M. Mohammadimehr, A. R. Saidi, A. Arefmanesh, and Q. Han. "Pasternak effect on the buckling of embedded single-walled carbon nanotubes using non-local cylindrical shell theory." Proceedings of the Institution of Mechanical Engineers, Part C: Journal of Mechanical Engineering Science 225, no. 12 (August 4, 2011): 3045–59. http://dx.doi.org/10.1177/0954406211409511.

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In this article, the buckling analysis of a single-walled carbon nanotube using the non-local cylindrical shell theory under general loading embedded on the Winkler- and Pasternak-type foundations is presented. The effect of the surrounding elastic medium such as the Winkler-type spring constant and the Pasternak-type shear constant is taken into account in the present formulations. The non-local and local critical buckling loads are obtained under general loading such as the axial compression, lateral pressure, and torsional loading, and it is concluded from the results that the non-local critical buckling load under general loading is lower than the local critical buckling load. It is seen that the Winkler-type spring constant and Pasternak-type shear constant increase the non-local critical buckling load under general loading, therefore the difference between the presence and the absence of the Pasternak-type shear constant is large.

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Brangwynne, Clifford P., Frederick C. MacKintosh, Sanjay Kumar, Nicholas A. Geisse, Jennifer Talbot, L. Mahadevan, Kevin K. Parker, Donald E. Ingber, and David A. Weitz. "Microtubules can bear enhanced compressive loads in living cells because of lateral reinforcement." Journal of Cell Biology 173, no. 5 (June 5, 2006): 733–41. http://dx.doi.org/10.1083/jcb.200601060.

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Cytoskeletal microtubules have been proposed to influence cell shape and mechanics based on their ability to resist large-scale compressive forces exerted by the surrounding contractile cytoskeleton. Consistent with this, cytoplasmic microtubules are often highly curved and appear buckled because of compressive loads. However, the results of in vitro studies suggest that microtubules should buckle at much larger length scales, withstanding only exceedingly small compressive forces. This discrepancy calls into question the structural role of microtubules, and highlights our lack of quantitative knowledge of the magnitude of the forces they experience and can withstand in living cells. We show that intracellular microtubules do bear large-scale compressive loads from a variety of physiological forces, but their buckling wavelength is reduced significantly because of mechanical coupling to the surrounding elastic cytoskeleton. We quantitatively explain this behavior, and show that this coupling dramatically increases the compressive forces that microtubules can sustain, suggesting they can make a more significant structural contribution to the mechanical behavior of the cell than previously thought possible.

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Villalba Sanchis, Ignacio, Ricardo Insa, Pablo Salvador, and Pablo Martínez. "An analytical model for the prediction of thermal track buckling in dual gauge tracks." Proceedings of the Institution of Mechanical Engineers, Part F: Journal of Rail and Rapid Transit 232, no. 8 (March 19, 2018): 2163–72. http://dx.doi.org/10.1177/0954409718764194.

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In rail transport, track gauge is one of the principal factors that condition the passage of trains. For technical and economic reasons, in some circumstances it is necessary to build and operate the so-called dual gauge track, in which a third rail is added to allow operation of trains in two separate gauges. Although the problem of lateral buckling of rail tracks under thermal loading has been well researched, the addition of the third rail increases the steel area subjected to thermal loads, and thus requires a more accurate analysis. The objective of this paper is to develop an analytical model to analyse the lateral buckling under thermal loads on dual gauge tracks. An in-depth analysis of the effects of the thermal track buckling response produced by each fundamental parameter is presented and discussed. It is found that the risk of buckling is more in dual gauge tracks when compared with the conventional tracks. Finally, this model establishes a mechanism that can be used to perform a more effective infrastructure management policy.

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Le Grognec, Philippe, Alain Nême, and Jie Cai. "Investigation of the Torsional Effects on the Lateral Buckling of a Pipe-Like Beam Resting on the Ground under Axial Compression." International Journal of Structural Stability and Dynamics 20, no. 09 (August 2020): 2050110. http://dx.doi.org/10.1142/s0219455420501102.

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This paper deals with the lateral buckling behavior of an axially compressed beam interacting with the ground on which it is resting. Such a simple model is supposed to reproduce the same trends as observed during the lateral buckling of offshore pipelines on the seabed. In such practical analyses, the pipe-soil interaction relates the ground to the neutral axis of the pipeline. It is shown that, although such a constraint significantly affects the buckling behavior of the pipeline, it cannot reflect the torsional component of the buckling modes. However, this component is encountered in practice and may further modify the critical loads. Therefore, in this present preliminary study, the interaction between the beam in hand and the surrounding ground is modeled by a connection (a continuous distribution of lateral springs) related to the bottom line of the beam. In this way, the real contact between the soil and the bottom line of a pipe is mimicked, allowing for both flexural and torsional deformations in the buckling response. The problem is investigated analytically using an Euler–Bernoulli beam model with an isotropic linear elastic constitutive law and also an elastic interaction law. Original analytical solutions are derived and compared to numerical results obtained through finite element computations. In comparison with classical solutions (with the connection related to the neutral axis), new types of buckling modes may appear when considering torsional effects, depending on the boundary conditions, with generally much lower critical loads. These first results are certainly representative of some features of the global/localized lateral buckling of offshore pipelines, indicating that torsional effects should also be taken into account in such more comprehensive analyses.

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Rungamornrat, Jaroon, Nidvichai Watcharakorn, Thai Binh Nguyen, Suraparb Keawsawasvong, Tinh Quoc Bui, and Chung Van Nguyen. "Efficient Adaptive Procedure for Buckling Analysis of Skeletal Structures." International Journal of Structural Stability and Dynamics 20, no. 04 (April 2020): 2050047. http://dx.doi.org/10.1142/s0219455420500479.

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An efficient numerical technique is proposed for determining the buckling load of two-dimensional skeletal structures. The key formulation is based upon the principle of stationary total potential energy and the solution procedure follows the concept of Rayleigh–Ritz approximation. A crucial aspect of the proposed technique is to supply the adaptivity to the solution space allowing the accurate representation of the buckled shape via a simple iterative scheme. The bases of such solution space are constructed in an elementwise fashion using the exact, closed-form buckled shape. An element axial force contained in the element shape functions is chosen as an adaptive parameter and the exact buckled shape of each element is achieved when such adaptive parameter converges to the element buckling load. In this study, various effects including the lateral restraints, shear deformation, and material nonlinearity are taken into account, and this, as a result, allows plane frames with/without lateral bracings, columns resting on elastic foundations, inelastic columns, and those with shear deformation to be treated. Results from an extensive numerical study have indicated that the proposed technique yields highly accurate buckling loads, comparable to the analytical and reference solutions, without the mesh refinement. In addition, a relatively low number of iterations is required to achieve the converged buckling load.

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TAKAYANAGI, Masaaki, Kunio KOKUBO, and Hideaki NAGASIMA. "Buckling of prestressed axisymmetric tanks subjected to lateral load." Transactions of the Japan Society of Mechanical Engineers Series A 51, no. 462 (1985): 539–44. http://dx.doi.org/10.1299/kikaia.51.539.

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Villalba, Ignacio, Ricardo Insa, Pablo Salvador, and Pablo Martinez. "Methodology for evaluating thermal track buckling in dual gauge tracks with continuous welded rail." Proceedings of the Institution of Mechanical Engineers, Part F: Journal of Rail and Rapid Transit 231, no. 3 (August 4, 2016): 269–79. http://dx.doi.org/10.1177/0954409715626957.

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In the National Spanish railway network, two types of track gauge with continuous welded rails are currently in use: the “Iberian” wide gauge (1668 mm) and the standard gauge (1435 mm). In order to improve links and freight traffic between different lines and with the rest of Europe, a dual gauge track with three rails was developed. This solution modifies the classical track configuration, so it is necessary to develop new methodologies and studies to understand its behavior. Among other loads applied on a continuous welded rail track, a considerable rise in temperature induces compressive stresses in the three rails that can lead to lateral track buckling. Moreover, on dual gauge tracks, the addition of the third rail increases the axial compression, which may lead to track instability. For this reason, a three-dimensional continuous welded rail model is developed in this study to be used for dual gauge track buckling analysis on straight tracks subjected to temperature load. The continuous welded rail dual gauge track model consists of beam, solid and spring elements, in which a non-linear behaviour of the ballast is considered. The results obtained may be used to predict the buckling capacity of the continuous welded rail on dual gauge tracks with respect to different parameters such as lateral resistance, lateral imperfections, sleeper spacing or torsional stiffness.

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Choi, Sup, Jung Ju Lee, and Dong Chun Lee. "Thermal Buckling of Laminated Composite Beams with Embedded Shape Memory Alloy Actuators." Journal of Composite Materials 34, no. 18 (September 2000): 1529–47. http://dx.doi.org/10.1106/gxxu-bevy-d4u0-fy5f.

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In this paper, the thermal buckling and postbuckling behaviours of a composite beam with embedded shape memory alloy (SMA) wires are investigated experimentally and analytically. For the purpose of enhancing the critical buckling temperature and reduction of the lateral deflection on thermal buckling and postbuckling, the characteristics of thermal buckling are investigated through the use of the shape recovery force. The results of thermal buckling tests using uniformly heated and clamped composite beam specimens with embedded SMA wire actuators are discussed. The temperature-load-deflection behaviour records present quantitatively how the shape recovery force affects the thermal buckling behaviour. For this experiment, we considered the initial geometric imperfections, the slenderness ratio of the beam and the embedding position of the SMA wire actuators. The experimental results show that the shape recovery force reduces the thermal expansion of the composite laminated beam. This results in an increase of the critical buckling temperature and a reduction of the lateral deflection of the beams.

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Jin, M., and HY Qi. "Initial post-buckling analysis of a fixed–fixed strut." Mathematics and Mechanics of Solids 24, no. 11 (February 6, 2019): 3403–9. http://dx.doi.org/10.1177/1081286518825391.

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In this paper, the initial post-buckling of a fixed–fixed strut in compression at the first bifurcation point is analyzed. Using the Fourier series of the lateral deflection, the second variation of the potential energy is proved, analytically, to be semi-positive definite when the compression is equal to the Euler critical load. The fourth variation of the potential energy is positive when the disturbance of the lateral deflection matches the buckling mode. Based on Koiter’s initial post-buckling theory, the equilibrium of the straight state of the strut is stable at the stability limit; when the compression slightly exceeds the Euler critical load, the curved shape at initial post-buckling is stable.

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Soltani, Masoumeh, Behrouz Asgarian, and Foudil Mohri. "Improved Finite Element Model for Lateral Stability Analysis of Axially Functionally Graded Nonprismatic I-beams." International Journal of Structural Stability and Dynamics 19, no. 09 (August 28, 2019): 1950108. http://dx.doi.org/10.1142/s0219455419501086.

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This paper investigates the lateral buckling of simply supported nonprismatic I-beams with axially varying materials by a novel finite element formulation. The material properties of the beam are assumed to vary continuously through the axis according to the volume fraction of the constituent materials based on an exponential or a power law. The torsion governing equilibrium equation of the simply supported beam with free warping is numerically solved by employing the power series approximation. To this end, all the mechanical properties and displacement components are expanded in terms of the power series to a known degree. Then the shape functions are obtained by representing the deformation shape of the axially functionally graded (AFG) web and/or flanges tapered thin-walled beam in a power series form. At the end, new [Formula: see text] elastic and buckling stiffness matrices are exactly determined from the weak form expression of the governing equation. Three comprehensive examples each of axially nonhomogeneous and homogeneous tapered beams with doubly symmetric I-sections are presented to evaluate the effects of different parameters such as axial variation of material properties, tapering ratio and load height parameters on the lateral buckling strength of the beam. The numerical outcomes of this paper can serve as a benchmark for future studies on lateral-torsional critical loads of AFG beams with varying I-sections.

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Hussein, Ahmad Alaa, and Ahmad Jabbar Hussain Alshimmeri. "Comparative Study of Structural Behavior for Asymmetrical Castellated (Concavely - Curved Soffit) Steel Beams with Different Strengthening Techniques." Key Engineering Materials 895 (August 3, 2021): 177–89. http://dx.doi.org/10.4028/www.scientific.net/kem.895.177.

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The Asymmetrical Castellated concavely – curved soffit Steel Beams with RPC and Lacing Reinforcement improves compactness and local buckling (web and flange local buckling), vertical shear strength at gross section (web crippling and web yielding at the fillet), and net section ( net vertical shear strength proportioned between the top and bottom tees relative to their areas (Yielding)), horizontal shear strength in web post (Yielding), web post-buckling strength, overall beam flexure strength, tee Vierendeel bending moment and lateral-torsional buckling, as a result of steel section encasement. This study presents two concentrated loads test results for seven specimens Asymmetrical Castellated concavely – curved soffit Steel Beams section encasement by Reactive powder concrete (RPC) with laced reinforcement. The encasement of the Asymmetrical Castellated concavely – curved soffit Steel Beams consists of, flanges unstiffened element height was filled with RPC for each side, and laced reinforced which are used inclined continuous reinforcement of two layers on each side of the Asymmetrical Castellated concavely – curved soffit Steel Beams web. The inclination angle of lacing reinforcement concerning the longitudinal axis is 45. Seven specimens with seven different configurations will be prepared and tested under two concentrated loads at the mid-third of the beam span. The tested specimen's properties are: unconfined Asymmetrical Castellated Steel Beams (Reference1), second model; Asymmetrical Castellated concavely – curved soffit Steel Beams (web and flange) confined with (RPC) only, third model; Asymmetrical Castellated concavely – curved soffit Steel Beams (web and flange) confined with (RPC) and laced reinforcement, fourth model; is same as the third model but it has one web opening with increase the depth of web post by 10 %, 20%, and 30 % as a gap between top and bottom parts of Asymmetrical Castellated concavely – curved soffit Steel Beams respectively. The results that have been obtained from the experimental part and the numerical analysis results by ABAQUS demonstrated that the increase of the gap leads to an increase in the load against the deflection curve. Sample CB8 with 122 mm gap has gained the highest load against deflection when compared with either reference sample without gap and other samples with 65 mm and 105 mm gap for concavely–curved soffit Steel Beams.

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Bedon, Chiara. "Simplified Lateral Torsional Buckling (LTB) Analysis of Glass Fins with Continuous Lateral Restraints at the Tensioned Edge." Mathematical Problems in Engineering 2021 (March 24, 2021): 1–21. http://dx.doi.org/10.1155/2021/6667373.

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Within multiple design challenges, the lateral torsional buckling (LTB) analysis and stability check of structural glass members is a well-known issue for design. Typical examples can be found not only in glass slabs with slender bracing members but also in facades and walls, where glass fins are used to brace the vertical panels against input pressures. Design loads such as wind suction give place to possible LTB of fins with LR at the tensioned edge and thus require dedicated tools. In the present investigation, the LTB analysis of structural glass fins that are intended to act as bracers for facade panels and restrained via continuous, flexible joints acting as lateral restraints (LRs) is addressed. Geometrically simplified but refined numerical models developed in Abaqus are used to perform a wide parametric study and validate the proposed analytical formulations. Special care is spent for the prediction of the elastic critical buckling moment with LRs, given that it represents the first fundamental parameter for buckling design. However, the LR stiffness and resistance on the one side and the geometrical/mechanical features of the LR glass members on the other side are mutually affected in the final LTB prediction. In the case of laminated glass (LG) members composed of two or more glass panels, moreover, further design challenges arise from the bonding level of the constituent layers. A simplified but rational analytical procedure is thus presented in this paper to support the development of a conservative and standardized LTB stability check for glass fins with LR at the tensioned edge.

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Yücesoy, Ahmet, and Safa Bozkurt Coşkun. "Lateral-Torsional Stability of Rectangular Prismatic Beams Using Some Analytical Approximation Techniques." International Journal of Structural Stability and Dynamics 20, no. 02 (January 21, 2020): 2050027. http://dx.doi.org/10.1142/s0219455420500273.

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The paper presents simple computational algorithms for analyzing the lateral-torsional buckling of prismatic beams with rectangular cross-sections under bending action due to uniform and nonuniform loads by the Adomian decomposition method (ADM) and variational iteration method (VIM). Unlike the numerical techniques that lead to a discretization process, the proposed method allows us to derive the solution in terms of an analytical function for the problem considered. Although the governing equations of the problem appear as a system of two coupled variable coefficient ordinary differential equations, they reduce to a single equation for rectangular beams. The buckling loads for different loading conditions are computed, with the results for the simple beam compared with previous available results by the differential transformation method (DTM), variational iteration method (VIM) and finite element method (FEM) based on coupled governing equations. The results clearly show the efficiency and advantage of the present technique over those based on the coupled governing equations using the DTM and VIM in view of the number of terms required to obtain the convergent solution.

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JINGUUJI, Takashi, Akihiro NISHIMURA, and Takahiko KUNOH. "Analysis on lateral buckling load of beams by multi-component loadcell." Transactions of the Japan Society of Mechanical Engineers Series A 54, no. 504 (1988): 1518–24. http://dx.doi.org/10.1299/kikaia.54.1518.

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Kiral, Zeki, M. Evren Toygar, Binnur Gören Kiral, and Onur Sayman. "Effect of the root crack on the lateral buckling loads and natural frequencies of sandwich composite beams." Composites Part B: Engineering 53 (October 2013): 308–13. http://dx.doi.org/10.1016/j.compositesb.2013.04.060.

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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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YUEN, Y. P., and J. S. KUANG. "MASONRY-INFILLED RC FRAMES SUBJECTED TO COMBINED IN-PLANE AND OUT-OF-PLANE LOADING." International Journal of Structural Stability and Dynamics 14, no. 02 (January 5, 2014): 1350066. http://dx.doi.org/10.1142/s0219455413500661.

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The structural responses of infilled frames subjected to combined in-plane and out-of-plane loadings are usually analyzed by separately applying in-plane and out-of-plane loads. The interaction effect of in-plane and out-of-plane loads on the structural behavior of the frames is ignored; thus errors in predicting the actual force-transfer mechanisms and modes of failure of the structures can be incurred. To solve the problem, this paper presents a discrete finite element modeling technique, which employs a damage-based cohesive crack representation of fracture behavior of masonry infills, followed by a study on the force-transfer mechanisms and failure modes of the anchored and unanchored infilled reinforced concrete (RC) frames subjected to interactive in-plane and out-of-plane loads. The analysis indicates that under out-of-plane loading the diagonal compressive thrust of masonry-infill walls, which is induced by in-plane lateral loading and acts on the walls, may reduce the in-plane load capacity of the RC frame by up to 50% and cause buckling of infill walls. On the other hand, the anchorage can effectively prevent the separation of infill walls from the bounding frame and provide stabilizing forces to the walls against buckling.

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Shen, H.-S. "Postbuckling of composite laminated plates under biaxial compression combined with lateral pressure and resting on elastic foundations." Journal of Strain Analysis for Engineering Design 33, no. 4 (May 1, 1998): 253–61. http://dx.doi.org/10.1243/0309324981512977.

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A postbuckling analysis is presented for a simply supported, composite laminated rectangular plate subjected to biaxial compression combined with lateral pressure and resting on a two-parameter (Pasternak-type) elastic foundation. The initial geometrical imperfection of the plate is taken into account. The formulations are based on the classical laminated plate theory, including plate-foundation interaction. The analysis uses a perturbation technique to determine the buckling loads and postbuckling equilibrium paths. Numerical examples are presented that relate to the performances of antisymmetric angle-ply and symmetric cross-ply laminated plates subjected to combined loading and resting on Pasternak-type elastic foundations from which results for Winkler elastic foundations are obtained as a limiting case. The influence played by a number of effects, among them foundation stiffness, the plate aspect ratio, the total number of plies, fibre orientation and initial lateral pressure, is studied. Typical results are presented in dimensionless graphical form.

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Tekin Atacan, A., and R. F. Yükseler. "Snap-Through Buckling of Hinged-Hinged Initially Imperfect Beams Undergoing Finite Deflections Subjected to Lateral Concentrated Midpoint Loads." Mechanics of Solids 54, no. 7 (December 2019): 1119–30. http://dx.doi.org/10.3103/s0025654419070136.

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Li, Yu, Jin-Wu Jiang, Weiping Zhu, and Tienchong Chang. "Buckling of cylindrical shells subjected to a finite number of lateral loads: application to single-walled carbon nanotubes." Nanotechnology 31, no. 20 (March 4, 2020): 205711. http://dx.doi.org/10.1088/1361-6528/ab72b8.

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Challamel, Noël, and Chien Ming Wang. "Exact lateral–torsional buckling solutions for cantilevered beams subjected to intermediate and end transverse point loads." Thin-Walled Structures 48, no. 1 (January 2010): 71–76. http://dx.doi.org/10.1016/j.tws.2009.08.006.

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Khenyab, Ali Yousuf, Hussein Fadhil Ajaj, and Rawa Ahmed Helal. "Effect of Underground Corrosion on the Buckling of Al Alloy 6061-T4 Columns under Increasing Load." Al-Nahrain Journal for Engineering Sciences 21, no. 3 (September 1, 2018): 417–27. http://dx.doi.org/10.29194/njes.21030416.

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This research deals with the extent to which corrosion affects the behavior of buckling for 6061-T4 aluminum alloy under increasing compressive dynamic loads. Two types of columns, long, and intermediate were used.1% of the length column is the allowable lateral deflection. This is called the critical buckling of the columns. For the purpose of calculating the critical deflection, a digital dial gauge was used and set at a distance of 0.7 of column length from the fixed end condition for the column. The experimental analysis revealed that the corrosion time negatively affects the mechanical properties of materials such as the corroded specimens of 60 days (The least time to observe the corrosion of aluminum in the soil) which have approximately 2.7 % reduction in ultimate strength compared with the non-corroded specimen. Increasing the corrosion time reduces the critical load such as the maximum reduction will be 4.24% in critical buckling load for 60 days’ corrosion time. The results obtained were experimentally compared with the theoretical formulas of the Perry-Robertson and Euler-Johnson formula with the results of the ANSYS. It was found that the Perry-Robertson formula has a good agreement with the experimental results with a safety factor of 1.2, while the Euler-Johnson formula agreed with the experimental results taking a safety factor of 1.5. The ANSYS results showed a good agreement between the measured and calculated values by taking 1.1 factor of safety.

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Kasiviswanathan, M., and Akhil Upadhyay. "Flange buckling behaviour of FRP box-beams: A parametric study." Journal of Reinforced Plastics and Composites 37, no. 2 (November 8, 2017): 105–17. http://dx.doi.org/10.1177/0731684417736142.

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FRP is gaining popularity in civil engineering applications due to their high specific strength and stiffness, lightweight and tailoring ability. Meantime, box beam applications have also been increased in bridges due to their high inherent torsional stiffness. The combination of FRP and box-beam is ideal in lightweight bridges. However, being a thin-walled structure, designs are often governed by stability. In the FRP box-beam, two types of buckling are possible, i.e. flange and web buckling. In this paper, flange buckling behaviour of simply supported FRP box-beam subjected to lateral load has been studied with emphasis on the effect of moment gradient and rotational restraint. Web buckling is precluded by adopting thicker webs. Extensive numerical studies have been conducted to identify the parameters which significantly affect the flange buckling. The significance of defined parameters has been shown with the help of generic curves and bar charts, which will be helpful to the designers at the preliminary stage.

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Lindner, Joachim, and Rainer Aschinger. "Load-carrying capacity of cold-formed beams subjected to overall lateral-torsional buckling and local plate buckling." Journal of Constructional Steel Research 31, no. 2-3 (January 1994): 267–87. http://dx.doi.org/10.1016/0143-974x(94)90013-2.

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NAGASHIMA, Hideaki, Kunio KOKUBO, Masaaki TAKAYANAGI, and Kouichi SAITOH. "Experimental study on dynamic buckling of cylindrical tanks. (3rd Report, Buckling modes under static lateral and axial load, and harmonic excitation)." Transactions of the Japan Society of Mechanical Engineers Series A 55, no. 517 (1989): 1992–97. http://dx.doi.org/10.1299/kikaia.55.1992.

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Liu, Airong, Hanwen Lu, Jiyang Fu, and Yong-Lin Pi. "Lateral-Torsional Buckling of Circular Steel Arches under Arbitrary Radial Concentrated Load." Journal of Structural Engineering 143, no. 9 (September 2017): 04017129. http://dx.doi.org/10.1061/(asce)st.1943-541x.0001858.

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Pi, Y. L., M. A. Bradford, and G. S. Tong. "Elastic lateral–torsional buckling of circular arches subjected to a central concentrated load." International Journal of Mechanical Sciences 52, no. 6 (June 2010): 847–62. http://dx.doi.org/10.1016/j.ijmecsci.2010.02.003.

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Eltaher, Mohamed A., Nazira Mohamed, Salwa Mohamed, and Lila F. Seddek. "Postbuckling of Curved Carbon Nanotubes Using Energy Equivalent Model." Journal of Nano Research 57 (April 2019): 136–57. http://dx.doi.org/10.4028/www.scientific.net/jnanor.57.136.

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This paper presents a novel numerical procedure to predict nonlinear buckling and postbuckling stability of imperfect clamped–clamped single walled carbon nanotube (SWCNT) surrounded by nonlinear elastic foundation. Nanoscale effect of CNTs is included by using energy-equivalent model (EEM) which transferring the chemical energy between carbon atoms to mechanical strain energy. Young’s modulus and Poisson’s ratio for zigzag (n, 0), and armchair (n, n) carbon nanotubes (CNTs) are presented as functions of orientation and force constants by using energy-equivalent model (EEM). Nonlinear Euler-Bernoulli assumptions are proposed considering mid-plane stretching to exhibit a large deformation and a small strain. To simulate the interaction of CNTs with the surrounding elastic medium, nonlinear elastic foundation with cubic nonlinearity and shearing layer are employed. The governing nonlinear integro-partial-differential equations are derived in terms of only the lateral displacement. The modified differential quadrature method (DQM) is exploited to obtain numerical results of the nonlinear governing equations. The static problem is solved for critical buckling loads and the postbuckling deformation as a function of applied axial load, curved amplitude, CNT length, and orientations. Numerical results show that the effects of chirality angle and curved amplitude on static response of armchair and zigzag CNTs are significant. This model is helpful especially in mechanical design of NEMS manufactured from CNTs.

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Kobelev, V. "Effect of static axial compression on the natural frequencies of helical springs." Multidiscipline Modeling in Materials and Structures 10, no. 3 (October 7, 2014): 379–98. http://dx.doi.org/10.1108/mmms-12-2013-0078.

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Purpose – The purpose of this paper is to address the practically important problem of the load dependence of transverse vibrations for helical springs. At the beginning, the author develops the equations for transverse vibrations of the axially loaded helical springs. The method is based on the concept of an equivalent column. Second, the author reveals the effect of axial load on the fundamental frequency of transverse vibrations and derive the explicit formulas for this frequency. The fundamental natural frequency of the transverse vibrations of the spring depends on the variable length of the spring. The reduction of frequency with the load is demonstrated. Finally, when the frequency nullifies, the side buckling spring occurs. Design/methodology/approach – Helical springs constitute an integral part of many mechanical systems. A coil spring is a special form of spatially curved column. The center of each cross-section is located on a helix. The helix is a curve that winds around with a constant slope of the surface of a cylinder. An exact stability analysis based on the theory of spatially curved bars is complicated and difficult for further applications. Hence, in most engineering applications a concept of an equivalent column is introduced. The spring is substituted for the simplification of the basic equations by an equivalent column. Such a column must account for compressibility of axis and shear effects. The transverse vibration is represented by a differential equation of fourth order in place and second order in time. The solution of the undamped model equation could be obtained by separation of variables. The fundamental natural frequency of the transverse vibrations depends on the current length of the spring. Natural frequency is the function of the deflection and slenderness ratio. Is the fundamental natural frequency of transverse oscillations nullifies, the lateral buckling of the spring with the natural form occurs. The mode shape corresponds to the buckling of the spring with moment-free, simply supported ends. The mode corresponds to the buckling of the spring with clamped ends. The author finds the critical spring compression. Findings – Buckling refers to the loss of stability up to the sudden and violent failure of seed straight bars or beams under the action of pressure forces, whose line of action is the column axis. The known results for the buckling of axially overloaded coil springs were found using the static stability criterion. The author uses an alternative approach method for studying the stability of the spring. This method is based on dynamic equations. In this paper, the author derives the equations for transverse vibrations of the pressure-loaded coil springs. The fundamental natural frequency of the transverse vibrations of the column is proved to be the certain function of the axial force, as well as the variable length of the spring. Is the fundamental natural frequency of transverse oscillations turns to be to zero, is the lateral buckling of the spring occurs. Research limitations/implications – The spring is substituted for the simplification of the basic equations by an equivalent column. Such a column must account for compressibility of axis and shear effects. The more accurate model is based on the equations of motion of loaded helical Timoshenko beams. The dimensionless for beams of circular cross-section and the number of parameters governing the problem is reduced to four (helix angle, helix index, Poisson coefficient, and axial strain) is to be derived. Unfortunately, that for the spatial beam models only numerical results could be obtained. Practical implications – The closed form analytical formulas for fundamental natural frequency of the transverse vibrations of the column as function of the axial force, as well as the variable length of the spring are derived. The practically important formulas for lateral buckling of the spring are obtained. Originality/value – In this paper, the author derives the new equations for transverse vibrations of the pressure-loaded coil springs. The author demonstrates that the fundamental natural frequency of the transverse vibrations of the column is the function of the axial force. For study of the stability of the spring the author uses an alternative approach method. This method is based on dynamic equations. The new, original expressions for lateral buckling of the spring are also obtained.

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SHEN, HUI-SHEN, and Y. XIANG. "POSTBUCKLING OF PRESSURE-LOADED PIEZOLAMINATED CYLINDRICAL SHELLS WITH TEMPERATURE DEPENDENT PROPERTIES." International Journal of Structural Stability and Dynamics 07, no. 01 (March 2007): 1–22. http://dx.doi.org/10.1142/s0219455407002150.

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A postbuckling analysis is presented for a shear deformable laminated cylindrical shell with piezoelectric actuators subjected to lateral or hydrostatic pressure combined with electric and thermal loads. The material properties are assumed to be dependent on the temperature. The governing equations are based on higher-order shear deformation shell theory with a von Kármán-Donnell-type of kinematic nonlinearity. The nonlinear prebuckling deformations and initial geometric imperfections of the shell are both taken into account. A singular perturbation technique is employed to determine the buckling pressure and postbuckling equilibrium paths. The numerical illustrations concern the postbuckling behavior of pressure-loaded, perfect and imperfect, cross-ply laminated cylindrical shells with fully covered or embedded piezoelectric actuators under different sets of thermal and electric loading conditions. The results reveal that the temperature rise has a significant effect on the buckling pressure and postbuckling behavior of piezolaminated cylindrical shells when the temperature-dependent properties are taken into account, but it only has a very small effect under temperature-independent case. In contrast, the control voltage has a small effect on the buckling pressure and postbuckling behavior of piezolaminated cylindrical shells.

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Zhu, Bo-Li, Yan-Lin Guo, and Chi Zhang. "Global buckling behaviours and design of uniform-section BRBs considering lateral load effects." Journal of Constructional Steel Research 186 (November 2021): 106928. http://dx.doi.org/10.1016/j.jcsr.2021.106928.

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De'nan, Fatimah, Nor Salwani Hashim, and Lim Cheng Kuan. "The structural efficiency of tapered steel section with perforation under lateral torsional buckling behaviour." World Journal of Engineering 17, no. 6 (September 21, 2020): 845–58. http://dx.doi.org/10.1108/wje-07-2019-0189.

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Purpose Tapered section can resist maximum stress at a single location while the stresses are considerably lower at the rest of the member; therefore, it could have higher structural efficiency compared to conventional section. It could also satisfy functional requirements while reducing weight and cost in many fields of civil construction. Perforation in the steel section also eases the integration of Mechanical and Electrical (M&E) services such as ventilation pipes and electrical cables within the structural depths of the beam. In this analysis, the structural efficiency of tapered steel section with perforation under lateral-torsional buckling behaviour is investigated. Design/methodology/approach A total of 81 models are analysed using LUSAS software and five variables are investigated which involved perforation sizes, perforation shapes, perforation layout, tapering ratio and flange and Web thickness. Buckling moment is obtained from the analysis results in LUSAS software, while self-weight and structural efficiency are manually calculated. Findings Perforation size of 0.75 D has the highest structural efficiency, although it can withstand a smaller buckling load. This is due to its lower self-weight compared to other perforation sizes. The square perforation shape also has the highest structural efficiency compared to circular perforation and diamond perforation. An increment of percentage in structural efficiency of the square perforation shape with 0.75 D is the highest at 3.07%. The circular perforation shape with 0.75 D (Open-Open-Open perforation layout) has the highest increment of percentage in structural efficiency which is 2.37%. The tapering ratio of 0.3 is the most efficient and an increment of percentage in structural efficiency is 114.36%. The flange thickness of 0.02 m and Web thickness of 0.015 m has the highest structural efficiency at 45.756 and 29.171, respectively. Originality/value In conclusion, a section should be able to resist the large buckling moment and has a lower self-weight to achieve high structural efficiency.

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Zhu, CY, YH Zhao, and L. Sun. "Seismic performance of FRP-reinforced concrete-filled thin-walled steel tube considering local buckling." Journal of Reinforced Plastics and Composites 37, no. 9 (February 10, 2018): 592–608. http://dx.doi.org/10.1177/0731684418756514.

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The objective of this study is to investigate the seismic performance of fiber-reinforced polymer-reinforced concrete-filled thin-walled steel tube (CFTST). Twelve specimens with different fiber-reinforced polymer types (glass fiber-reinforced polymer and carbon fiber-reinforced polymer) and reinforcing modes were tested under constant axially compressive load and cyclic lateral load. The failure mode and lateral load versus displacement relationship for each specimen were recorded during testing. The strength, ductility, and energy dissipation capacity were analyzed accordingly. Further, a stress–strain relationship and a restoring force model of the fiber-reinforced polymer confining steel tube with local buckling were proposed. A hysteretic model for the fiber-reinforced polymer-reinforced CFTST was developed subsequently. The results indicate that the seismic performance of fiber-reinforced polymer-reinforced CFTST can be effectively improved by optimizing the fiber-reinforced polymer type and corresponding reinforcing scheme. Carbon fiber-reinforced polymer and glass fiber-reinforced polymer are suitable materials for the confinement and bending reinforcement of the column, respectively. The modeling results show the energy imported into the column is mainly dissipated by the thin-walled steel tube. The energy dissipation proportion of the steel tube, concrete core, and longitudinal fiber-reinforced polymer are >80%, 10%–20%, and <8%, respectively. The energy dissipation value of the steel tube can be improved more than 40% after effectively restraining the local buckling.

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Chau, K. T. "Antisymmetric Bifurcations in a Compressible Pressure-Sensitive Circular Cylinder Under Axisymmetric Tension and Compression." Journal of Applied Mechanics 60, no. 2 (June 1, 1993): 282–89. http://dx.doi.org/10.1115/1.2900791.

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This paper examines antisymmetric bifurcations of geometric diffuse modes, including buckling and surface rumpling modes, for a compressible pressure-sensitive circular cylinder of finite length under axisymmetric loadings. The analysis includes the effects of nonnormality, transverse isotropy, and confining stress on the appearance of antisymmetric geometric diffuse modes and their relationship to the onset of localization. The long wavelength limit of the eigenvalue equation is found corresponding to the Euler’s buckling load; the short wavelength limit corresponds to the eigenstress for the surface rumpling mode if the cylinder is incompressible and satisfies plastic normality. If the lateral stress is nonzero, a finite solution exists for the antisymmetric long wavelength limit; for the cases that the in-plane bulk modulus becomes unbounded, this finite eigenstress equals to the plane-strain results obtained by Chau and Rudnicki (1990). The lowest possible bifurcation stresses are plotted for various constitutive parameters by combining the results of the bifurcation analyses for both the axisymmetric (Chau, 1992) and the antisymmetric modes. This eigenvalue surface also provides a condition that determines whether buckling (antisymmetric) or bulging (axisymmetric) appears first for a fixed specimen geometry under compression. For typical specimen size (length/radius ratio from 4 to 6), the numerical results suggest that the first possible bifurcation is always the antisymmetric buckling mode under compression; however, for specimen sizes with length/radius ratio approximately less than π/2, bulging mode becomes the first possible bifurcation. The hypothesis that the prepeak and antisymmetric bifurcation triggers the subsequent localization of deformation is further discussed.

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Taha, Mohamed. "Recursive Differentiation Method for Boundary Value Problems: Application to Analysis of a Beam-Column on an Elastic Foundation." Journal of Theoretical and Applied Mechanics 44, no. 2 (June 1, 2014): 57–70. http://dx.doi.org/10.2478/jtam-2014-0010.

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Abstract In the present work, the recursive differentiation method (RDM) is introduced and implemented to obtain analytical solutions for differential equations governing different types of boundary value prob- lems (BVP). Then, the method is applied to investigate the static behaviour of a beam-column resting on a two parameter foundation subjected to different types of lateral loading. The analytical solutions obtained using RDM and Adomian decomposition method (ADM) are found similar but the RDM requires less mathematical effort. It is indicated that the RDM is reliable, straightforward and efficient for investigation of BVP in finite domains. Several examples are solved to describe the method and the obtained results reveal that the method is convenient for solving linear, nonlinear and higher order ordinary differential equations. However, it is indicated that, in the case of beam-columns resting on foundations, the beam-column may be buckled in a higher mode rather than a lower one, then the critical load in that case is that accompanies the higher mode. This result is very important to avoid static instability as it is widely common that the buckling load of the first buckling mode is always the smaller one, which is true only in the case of the beam-columns without foundations.

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Shi, Yan, Zhanhong Zhang, Hongguo Qin, Xiangyu Zhao, and Xiong Yang. "Lateral Seismic Response and Self-Centering Performance of a Long-Span Railway Continuous Beam-Arch Bridge." Shock and Vibration 2020 (August 5, 2020): 1–15. http://dx.doi.org/10.1155/2020/4547532.

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Based on the seismic isolation design concept of functional separation, a seismic isolation system with bearings and braces combination for railway bridge was proposed. The sliding bearings afford the vertical loads, and the self-centering energy dissipation brace (SCED) and buckling restrained brace (BRB) control the horizontal displacement of the beam, so the functional separation was achieved under the combined action. Taking a long-span railway continuous beam-arch bridge as an example, the corresponding analysis model was established to study lateral seismic response and the girder’s displacement pattern of the continuous beam-arch bridge under the earthquake excitations. The seismic response of bridges with different seismic isolation schemes was studied. The result showed that the presence of arch rib in a continuous beam-arch bridge amplifies the transverse displacement response of the girder compared with that in a continuous beam bridge of equal mass. The seismic isolation system with sliding bearings and energy dissipation braces can control the relative displacement between the pier and beam greatly, and the SCED can reduce or even eliminate the residual displacement between pier and beam. Furthermore, under the strong ground motions, the combined use of SCED and BRB can achieve the seismic isolation to the maximum extent when the self-centering force ratio ζ, the ratio of self-centering force to superstructure weight, is 0.074.

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Gao, Fei, Fan Yang, Hongping Zhu, and Hongjun Liang. "Lateral-torsional buckling behaviour of concrete-filled high-strength steel tubular flange beams under mid-span load." Journal of Constructional Steel Research 176 (January 2021): 106398. http://dx.doi.org/10.1016/j.jcsr.2020.106398.

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Talaeitaba, Sayed Behzad, Hamed Esmaeili, and Mohammad Ebrahim Torki. "On the effect of reduced boundary elements in steel shear walls." International Journal of Structural Integrity 8, no. 1 (February 6, 2017): 2–24. http://dx.doi.org/10.1108/ijsi-10-2015-0045.

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Purpose Steel shear walls have recently received exclusive remark. Respective of most building code requirements, design of shear wall vertical boundary elements (VBEs) and local boundary elements (LBEs) against web yielding triggers exaggerated stiffness. The extent of stiffness reduction effects in boundary elements thus calls for more exhaustive investigation. The paper aims to discuss these issues. Design/methodology/approach To this end, FEM-based push-over curves demonstrating base shear vs roof displacement, and von Mises plastic strains were scrutinized in half-scale and full-size models. Analyses were in perfect conformity with experimental data. Findings With reference to the AISC requirement, up to 35 percent decrease in the VBE moments of inertia could be imparted in higher levels without the ultimate load capacity nor displacement to failure being reduced. Also considered was open shear walls with reduced or minimum-design LBEs, the latter being used in continuous or abridged form. LBEs could be used with a moment of inertia 80 percent smaller than required if only used in a continuous form. The effect due to opening geometry was negligible on loading capacity but distinguished on the post-yielding buckling-induced softening. Practical implications Light-weight design of low- to medium-level steel structures against earthquake loads. Originality/value With respect to continuous walls, the results are more comprehensive than those existing in the literature in that they combine the effects due to scale and orientation (horizontal or vertical) of boundary elements. The results for open shear walls are not only comprehensive but also original in a sense that they account for the influences induced by the opening type (door or window), orientation (horizontal or vertical), and design (full-length or abridged) of boundary elements, in reduced form, on the lateral stiffness of the frame.

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van Bogaert, P., and S. van Bogaert. "Mechanics of Bend-Over-Sheave (Shoeshine) Fatigue Testing of Cord-Rubber Laminates." Tire Science and Technology 39, no. 3 (September 1, 2011): 168–92. http://dx.doi.org/10.2346/1.3637742.

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Abstract The Bend-Over-Sheave test is used for screening reinforcement cords used in tires, especially on fatigue interply delamination as well as rubber-fabric and rubber-cord adhesion degradation. The typical cyclic load of tension-tension of the sidewalls or tension-compression of the belt can be achieved by the proper definition of two-ply laminates bent over a sheave. The objective of this paper is to define relevant fatigue test conditions that can predict the performance of new materials. A finite element model of the Bend-Over-Sheave test configuration is presented and shows that, for the test arrangements studied in this paper, flanged wheels should be used to prevent lateral buckling in the compressed cords. Besides, a simplified model enables us to determine the different factors that have significant effect on the strain levels in the cords. The material of the cords, the rubber hardness (“Shore”), and the sample manufacturing process are shown to have an influence on the specimen strain levels. The test conditions, i.e., the sheave radius, the traction force, and the contact angle between the sheave and the sample, also affect the behavior specimen strain levels. On the other hand, if the sample length is higher than a certain value, it is shown not to have a significant effect on the results.

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Liu, Lulu, Hanwen Lu, Airong Liu, Yong-Lin Pi, and Mark Andrew Bradford. "Lateral-Torsional Buckling of Shear Deformable Monosymmetric Steel I-Section Arches with Elastic Rotational-End Restraints under a Central Concentrated Load." Journal of Structural Engineering 147, no. 2 (February 2021): 04020321. http://dx.doi.org/10.1061/(asce)st.1943-541x.0002877.

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Davidson, James S., and Chai H. Yoo. "Effects of Distortion on Strength of Curved I-Shaped Bridge Girders." Transportation Research Record: Journal of the Transportation Research Board 1845, no. 1 (January 2003): 48–56. http://dx.doi.org/10.3141/1845-06.

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The curved I-shaped plate girders used in bridges with curved alignment are subjected to forces that cause significant distortion of the cross section during construction and during application of live loads after the deck has hardened. Furthermore, the addition of curvature reduces the vertical bending stiffness, increases deflection nonlinearities, and changes stability characteristics of behavior. Although the design equations of the AASHTO Guide Specifications for Horizontally Curved Highway Bridges are formulated to address these behavioral issues, design and construction engineers often are not familiar with the difficulties curvature introduces and do not understand the relationship between distortion and deflection amplification with the design equations. Analytical research conducted as part of the FHWA Curved Steel Bridge Research Project was used to highlight and describe the effects of curvature on the strength and stability of curved I-girder bridge superstructures. Issues described include the following: ( a) effects of cross-frame and diaphragm spacing on system behavior, ( b) effects of curvature on the lateral-torsional stability of curved I-shaped beams, ( c) effects of warping stresses on flange buckling, ( d) effects of curvature on web behavior, and ( e) effects of curvature on initiation and propagation of yield stresses in the girders of curved I-girder frames.

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Journal articles on the topic 'Buckling (Mechanics) Lateral loads'

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