Статті в журналах: "Slender beam"

1

Abo‐Hamd, Metwally. "Slender Composite Beam‐Columns." Journal of Structural Engineering 114, no. 10 (October 1988): 2254–67. http://dx.doi.org/10.1061/(asce)0733-9445(1988)114:10(2254).

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2

Olanitori, Lekan Makanju, and Damilola David Fregene. "Behavior of under and over-reinforced concrete slender beams at failure." Nigerian Journal of Technological Research 16, no. 3 (September 28, 2021): 16–22. http://dx.doi.org/10.4314/njtr.v16i3.3.

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The focus of this paper is to examine the behavior of under and over-reinforced concrete slender beams at failure. The total number of the beams were five, with the provision of the following percentage of tension reinforcements: 1.01% for beam 1 (B1), 1.51% for beam 2 (B2), 2.01% for beam 3 (B3), 2.62% for beam 4 (B4) and 3.01% for beam 5 (B5). The beams were loaded with point loads at the center, with shear span/depth ratio of 3.8. The actual ultimate load of the experimental beam B1 was 141% of the estimated ultimate, while for beams B2, B3, B4 and B5, the actual ultimate loads were between 68% and 87% of the estimated ultimate loads for the beams respectively. The reinforced concrete beams B1, B2 and B3 had the capacity to sustain large deformation under constant loads before their ultimate failure, hence will give warning about the impending failure. For beams B4 and B5, although failed at higher loads had limited rotation capacity, hence will not give warnings about the impending failure. Therefore, 2.01% tension reinforcement is recommended as the maximum to be provided, so that the beam section can behave as a ductile section.

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3

Yao, Zhenhan, Xiaoping Zheng, Han Yuan, and Jinlong Feng. "Research progress of high-performance BEM and investigation on convergence of GMRES in local stress analysis of slender real thin-plate beams." Engineering Computations 36, no. 8 (October 7, 2019): 2530–56. http://dx.doi.org/10.1108/ec-10-2018-0477.

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Purpose Based on the error analysis, the authors proposed a new kind of high accuracy boundary element method (BEM) (HABEM), and for the large-scale problems, the fast algorithm, such as adaptive cross approximation (ACA) with generalized minimal residual (GMRES) is introduced to develop the high performance BEM (HPBEM). It is found that for slender beams, the stress analysis using iterative solver GMRES will difficult to converge. For the analysis of slender beams and thin structures, to enhance the efficiency of GMRES solver becomes a key problem in the development of the HPBEM. The purpose of this paper is study on the preconditioning method to solve this convergence problem, and it is started from the 2D BE analysis of slender beams. Design/methodology/approach The conventional sparse approximate inverse (SAI) based on adjacent nodes is modified to that based on adjacent nodes along the boundary line. In addition, the authors proposed a dual node variable merging (DNVM) preprocessing for slender thin-plate beams. As benchmark problems, the pure bending of thin-plate beam and the local stress analysis (LSA) of real thin-plate cantilever beam are applied to verify the effect of these two preconditioning method. Findings For the LSA of real thin-plate cantilever beams, as GMRES (m) without preconditioning applied, it is difficult to converge provided the length to height ratio greater than 50. Even with the preconditioner SAI or DNVM, it is also difficult to obtain the converged results. For the slender real beams, the iteration of GMRES (m) with SAI or DNVM stopped at wrong deformation state, and the computation failed. By changing zero initial solution to the analytical displacement solution of conventional beam theory, GMRES (m) with SAI or DNVM will not be stopped at wrong deformation state, but the stress error is still difficult to converge. However, by GMRES (m) combined with both SAI and DNVM preconditioning, the computation efficiency enhanced significantly. Originality/value This paper presents two preconditioners: DNVM and a modified SAI based on adjacent nodes along the boundary line of slender thin-plate beam. In the LSA, by using GMRES (m) combined with both DNVM and SAI, the computation efficiency enhanced significantly. It provides a reference for the further development of the 3D HPBEM in the LSA of real beam, plate and shell structures.

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4

Zamani, A. R., and S. O. Oyadiji. "Analytical modelling of Kirschner wires in Ilizarov circular external fixator as pretensioned slender beams." Journal of The Royal Society Interface 6, no. 32 (July 22, 2008): 243–56. http://dx.doi.org/10.1098/rsif.2008.0251.

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Transfixing thin Kirschner wires (K-wires) are the key components of the Ilizarov fixator regarding its axial stiffness, which affects the mechanobiological environment in which bone is healed. Mechanically speaking, K-wires are slender beams that are axially tensioned, then fixed and transversely loaded. The existing solutions to such a problem either do not accommodate any axial loading prior to transverse loading, or do not account for the change in the axial load (reaction) due to transverse loading. Their applicability is also limited vis-à-vis applied loads and beam dimensions. This work seeks to address those problems by providing a mathematical formulation for a pretensioned slender beam that accounts for the change in the beam tension due to lateral loading. Central loading of a pretensioned beam was studied and new polynomial equations have been derived, the roots of which yield the final tension for a (i) long, slender and heavily loaded beam and (ii) relatively thicker beam subjected to a lower load. Results were produced and discussed for the specific application of pretensioned K-wires in circular (ring) external fixators in orthopaedics (such as Ilizarov's), which were checked (validated) via two- and three-dimensional finite-element analyses.

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5

Barbulescu, Horatiu, Dan B. Marghitu, and Uday Vaidya. "Spatial Impact of a Slender Beam." Journal of Engineering Materials and Technology 125, no. 4 (September 22, 2003): 368–71. http://dx.doi.org/10.1115/1.1605110.

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In this paper, the dynamics of the spatial impact of a slender beam is analyzed. The equations of motion are calculated using Kane’s impact method. The generalized momentum and generalized impulse of the beam are considered to find the equations of motion of the beam. The frictional phenomenon at the contact point is analyzed. For the case of impact without slipping, it is used the assumption that the tangential component of the velocity of separation is null. In the case with slipping, the tangential impulse (at the plane of impact) is computed. The sliding direction after impact is calculated. A simulation of the impact of beam with a surface is developed and the velocity of separation, force of impact and kinetic energy of the beam after impact are studied for different incident angles of the beam. The incident angle is varied from 0 deg to 57 deg. The results are function of the incident angle of impact.

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6

Jang, Jun Hwan, and Jae Hoon Kim. "EXPERIMENTAL VERIFICATION OF COUPLED STIFFNESS MATRIX IN MULTILAYER COMPOSITE STRUCTURE WITH COMPLEX CURVATURE." International Journal of Modern Physics: Conference Series 06 (January 2012): 634–39. http://dx.doi.org/10.1142/s2010194512003893.

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The paper presents an experimental verification for calculating coupled stiffness matrix in complex curvature composite structure. The results of the analytical procedure using Variational Asymptotic Beam Sectional Analysis also indicate that the calculation of 2-D, beam, cross-sectional properties can then be incorporated into and 1-D beam analysis expressed coupled stiffness matrix. This paper presents the 2-D cross-sectional analysis of active anisotropic beams. Comparison between the analytical and experimental results shows that the proposed analytical procedure can provide an accurate and efficient prediction of the both deflection and flexural stiffness of multilayer composite slender structure. Verified comparison results can be used to efficiently design accurate complex slender structure properties for preliminary design and optimization.

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7

Lefevre, Baptiste, Frédéric Tayeb, Lionel du Peloux, and Jean-François Caron. "A 4-degree-of-freedom Kirchhoff beam model for the modeling of bending–torsion couplings in active-bending structures." International Journal of Space Structures 32, no. 2 (June 2017): 69–83. http://dx.doi.org/10.1177/0266351117714346.

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Gridshells are lightweight structures made of interconnected slender beams. Due to large displacements, high interaction between the beams, and bending–torsion coupling, modeling gridshells requires specific non-linear numerical tools to reach convergence within a reasonable time. In this article, the development of such a tool is presented. It is based on the Kirchhoff beam theory and uses the dynamic relaxation method. First, from Kirchhoff’s equations, the internal forces and moments acting on a beam are obtained. Once this mathematical work is done, the dynamic relaxation method is used in order to get the static equilibrium configuration of the beam. This new approach is tested on several examples and validated for slender beams with arbitrary rest-state configuration and cross sections. In particular, results for ribbons with high bending–torsion coupling are presented. Finally, this process enables the fast and precise modeling of gridshells including bending–torsion coupling.

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8

Celebi, K., and N. Tutuncu. "Free vibration analysis of functionally graded beams using an exact plane elasticity approach." Proceedings of the Institution of Mechanical Engineers, Part C: Journal of Mechanical Engineering Science 228, no. 14 (January 9, 2014): 2488–94. http://dx.doi.org/10.1177/0954406213519974.

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Exact natural frequencies of functionally graded beams are determined using plane elasticity theory. The analysis yields infinitely many frequencies. For verification purposes, a comparison with the existing beam theory results is performed and a close agreement is observed for slender members. The elasticity solutions are general in the sense that they are valid for slender members as well as short and thick structural elements. Both flexural and axial free vibration mode shapes are presented for top and bottom surfaces and the effect of the beam thickness is discussed. The exact results presented herein can be used as benchmarks for future research of free vibration behavior of short and thick functionally graded material beams.

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9

PATEL, VIPULKUMAR ISHVARBHAI, QING QUAN LIANG, and MUHAMMAD N. S. HADI. "NUMERICAL ANALYSIS OF CIRCULAR CONCRETE-FILLED STEEL TUBULAR SLENDER BEAM-COLUMNS WITH PRELOAD EFFECTS." International Journal of Structural Stability and Dynamics 13, no. 03 (April 2013): 1250065. http://dx.doi.org/10.1142/s0219455412500654.

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This paper presents a new numerical model for the nonlinear analysis of circular concrete-filled steel tubular (CFST) slender beam-columns with preload effects, in which the initial geometric imperfections, deflections caused by preloads, concrete confinement and second order effects are incorporated. Computational algorithms are developed to solve the nonlinear equilibrium equations. Comparative studies are undertaken to validate the accuracy of computational algorithms developed. Also included is a parametric study for examining the effects of the preloads, column slenderness, diameter-to-thickness ratio, loading eccentricity, steel yield stress and concrete confinement on the behavior of circular CFST slender beam-columns under eccentric loadings. The numerical model is demonstrated to be capable of predicting accurately the behavior of circular CFST slender beam-columns with preloads. The preloads on the steel tubes can affect significantly the behavior of CFST slender beam-columns and must be taken into account in the design.

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10

Stempin, Paulina, and Wojciech Sumelka. "Dynamics of Space-Fractional Euler–Bernoulli and Timoshenko Beams." Materials 14, no. 8 (April 7, 2021): 1817. http://dx.doi.org/10.3390/ma14081817.

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This paper investigates the dynamics of the beam-like structures whose response manifests a strong scale effect. The space-Fractional Euler–Bernoulli beam (s-FEBB) and space-Fractional Timoshenko beam (s-FTB) models, which are suitable for small-scale slender beams and small-scale thick beams, respectively, have been extended to a dynamic case. The study provides appropriate governing equations, numerical approximation, detailed analysis of free vibration, and experimental validation. The parametric study presents the influence of non-locality parameters on the frequencies and shape of modes delivering a depth insight into a dynamic response of small scale beams. The comparison of the s-FEBB and s-FTB models determines the applicability limit of s-FEBB and indicates that the model (also the classical one) without shear effect and rotational inertia can only be applied to beams significantly slender than in a static case. Furthermore, the validation has confirmed that the fractional beam model exhibits very good agreement with the experimental results existing in the literature—for both the static and the dynamic cases. Moreover, it has been proven that for fractional beams it is possible to establish constant parameters of non-locality related to the material and its microstructure, independent of beam geometry, the boundary conditions, and the type of analysis (with or without inertial forces).

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11

Kien, Nguyen Dinh. "Vibration frequency of prestress slender beams resting on Winkler elastic foundation." Vietnam Journal of Mechanics 28, no. 4 (December 31, 2006): 241–51. http://dx.doi.org/10.15625/0866-7136/28/4/5583.

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The present paper investigates the vibration frequency of slender beams prestressing by axial force and resting on an elastic Winkler foundation by the finite element method. A beam element taking the effects of both the prestress and foundation support into account is formulated using the expression of strain energy. Using the developed element, the natural frequencies of beams having various boundary conditions are computed for different values of the axial force and foundation stiffness. The influence of the axial force and the foundation stiffness on the frequency of the beams is investigated. The effect of partial support by the foundation and the type of mass matrices on the vibration frequency of the beam is also studied and highlighted.

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12

Chalioris, Kosmidou, and Karayannis. "Cyclic Response of Steel Fiber Reinforced Concrete Slender Beams; an Experimental Study." Materials 12, no. 9 (April 29, 2019): 1398. http://dx.doi.org/10.3390/ma12091398.

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Reinforced concrete (RC) beams under cyclic loading usually suffer from reduced aggregate interlock and eventually weakened concrete compression zone due to severe cracking and the brittle nature of compressive failure. On the other hand, the addition of steel fibers can reduce and delay cracking and increase the flexural/shear capacity and the ductility of RC beams. The influence of steel fibers on the response of RC beams with conventional steel reinforcements subjected to reversal loading by a four-point bending scheme was experimentally investigated. Three slender beams, each 2.5 m long with a rectangular cross-section, were constructed and tested for the purposes of this investigation; two beams using steel fibrous reinforced concrete and one with plain reinforced concrete as the reference specimen. Hook-ended steel fibers, each with a length-to-diameter ratio equal to 44 and two different volumetric proportions (1% and 3%), were added to the steel fiber reinforced concrete (SFRC) beams. Accompanying, compression, and splitting tests were also carried out to evaluate the compressive and tensile splitting strength of the used fibrous concrete mixtures. Test results concerning the hysteretic response based on the energy dissipation capabilities (also in terms of equivalent viscous damping), the damage indices, the cracking performance, and the failure of the examined beams were presented and discussed. Test results indicated that the SFRC beam demonstrated improved overall hysteretic response, increased absorbed energy capacities, enhanced cracking patterns, and altered failure character from concrete crushing to a ductile flexural one compared to the RC beam. The non-fibrous reference specimen demonstrated shear diagonal cracking failing in a brittle manner, whereas the SFRC beam with 1% steel fibers failed after concrete spalling with satisfactory ductility. The SFRC beam with 3% steel fibers exhibited an improved cyclic response, achieving a pronounced flexural behavior with significant ductility due to the ability of the fibers to transfer the developed tensile stresses across crack surfaces, preventing inclined shear cracks or concrete spalling. A report of an experimental database consisting of 39 beam specimens tested under cyclic loading was also presented in order to establish the effectiveness of steel fibers, examine the fiber content efficiency and clarify their role on the hysteretic response and the failure mode of RC structural members.

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13

Gu, Qian, and Shaofan Chen. "The In-Plane Ultimate Load of I-section Beam-Columns with Slender Web." Advances in Structural Engineering 1, no. 1 (January 1997): 11–22. http://dx.doi.org/10.1177/136943329700100103.

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Similar to plate girders with slender web, a welded I-section beam-column does not fail when its web buckles. To take advantage of this post-local-buckling strength, this paper at first presents a method for calculating the M-P-φ relationship of I-sections with buckled web and residual stresses. The in-plane ultimate load of beam-columns with slender web can then be calculated by using this M-P-φ relationship. Nine eccentrically loaded specimens were tested to failure. The agreement between the calculated and test results confirms the validity of the analytical method. Furthermore, a simplified design formula is presented for predicting the in-plane capacity of beam-columns with slender web.

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14

PERCIVALE, DANILO, and FRANCO TOMARELLI. "FROM SPECIAL BOUNDED DEFORMATION TO SPECIAL BOUNDED HESSIAN: THE ELASTIC–PLASTIC BEAM." Mathematical Models and Methods in Applied Sciences 15, no. 07 (July 2005): 1009–58. http://dx.doi.org/10.1142/s0218202505000650.

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Slender beams with small cracks described by Γ limits: a description of an elastic-perfectly plastic beam or rod is obtained as a variational limit of 2D or 3D bodies with damage at small scale satisfying the Kirchhoff kinematic restriction on the deformations.

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15

Vokál, Marek, and Michal Drahorád. "Non–Linear Analysis of Slender Masonry Beam." Transactions of the VŠB – Technical University of Ostrava, Civil Engineering Series. 17, no. 2 (December 1, 2017): 151–60. http://dx.doi.org/10.1515/tvsb-2017-0039.

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Abstract This paper deals with numerical analysis and design of slander prismatic masonry beams loaded predominantly by axial force and bending moment in plane of the principal moment of inertia. Because of the material non-linearity, classical mathematical theory of slender columns cannot be applied for masonry elements, therefore the proposed method uses iterative non–linear calculation considering both material and geometrical non–linearity.

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16

Pinarbasi, Seval. "Stability Analysis of Nonuniform Rectangular Beams Using Homotopy Perturbation Method." Mathematical Problems in Engineering 2012 (2012): 1–18. http://dx.doi.org/10.1155/2012/197483.

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The design of slender beams, that is, beams with large laterally unsupported lengths, is commonly controlled by stability limit states. Beam buckling, also called “lateral torsional buckling,” is different from column buckling in that a beam not only displaces laterally but also twists about its axis during buckling. The coupling between twist and lateral displacement makes stability analysis of beams more complex than that of columns. For this reason, most of the analytical studies in the literature on beam stability are concentrated on simple cases: uniform beams with ideal boundary conditions and simple loadings. This paper shows that complex beam stability problems, such as lateral torsional buckling of rectangular beams with variable cross-sections, can successfully be solved using homotopy perturbation method (HPM).

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17

Syms, Richard, and Dixi Liu. "Buckling Electrothermal NEMS Actuators: Analytic Design for Very Slender Beams." Micro 2, no. 1 (January 13, 2022): 54–67. http://dx.doi.org/10.3390/micro2010003.

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Analytic approximations are presented for the response of buckling-mode electrothermal actuators with very slender beams with a width-to-length ratio of W/L≤0.001 of the type found in nanoelectromechanical systems (NEMS). The results are found as closed-form solutions to the Euler beam bending theory rather than by an iterative numerical solution or a time-consuming finite element analysis. Expressions for transverse deflections and stiffness are presented for actuators with the common raised cosine and chevron pre-buckled shapes. The approximations are valid when the effects of bending dominate over those of axial compression. A few higher-order approximations are also presented for less slender beams with 0.001≤W/L≤0.01.

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18

Awaludin, Ali, and Urwatul Wusqo. "Flexural Resistance of LVL Sengon Beams with Lateral Stiffener at Both Ends." MEDIA KOMUNIKASI TEKNIK SIPIL 27, no. 2 (December 30, 2021): 170–78. http://dx.doi.org/10.14710/mkts.v27i2.35911.

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Slender beams (beams having a large section height to width ratio ( )) are commonly used in a structure that needs a large bending moment capacity. However, the use of slender beams in a structure is susceptible to overturning and torsion occurrence. Therefore, lateral bracing is usually placed in several points of the beam to prevent lateral-torsional buckling. In this study, a three-point bending test was conducted to evaluate the capacity of 250 mm x 50 mm x 2500 mm Laminated Veneer Lumber (LVL) beams made from Sengon. Two lateral supports were placed at both ends to prevent the beam's lateral displacement. The bending test result shows that the ultimate load of the LVL beam reach 27.88 kN before failure. Furthermore, the LVL beams' bending capacity was calculated using the mechanical properties provided by several previous studies. The LVL beam's capacity was predicted using manual calculation (based on SNI 7973: 2013) and numerical analysis. Numerical analysis was performed using ABAQUS software, and the results were evaluated using the Tsai-Hill and maximum strain failure criterion. The results showed that the maximum strain criterion provides a better prediction of the LVL beam's capacity than Tsai-Hill failure criterion.

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19

Tao, M., and W. Zhang. "Dynamic Stability of a Flexible Spinning Cylinder Partially Filled With Liquid." Journal of Applied Mechanics 69, no. 5 (August 16, 2002): 708–10. http://dx.doi.org/10.1115/1.1458554.

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Dynamic stability of a flexible spinning cavity cylinder partially filled with liquid is discussed in the paper. The cylinder is assumed to be slender. Choosing characteristic quantities and estimating the orders of magnitude of all terms in the governing equations and boundary conditions, the three-dimensional flow in the slender cylinder is reduced to a quasi-two-dimensional flow. Using the known formulas of a two-dimensional dynamic force acting on the rotor and regarding the slender cylinder as a Bernoulli-Euler beam, the perturbed equations of the liquid-filled beam-wise cylinder are derived. The analytical stability criteria as well as the stability boundaries are obtained. The results further the study of this problem.

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20

LIU, Z. S., S. SWADDIWUDHIPONG, F. S. CUI, W. HONG, Z. SUO, and Y. W. ZHANG. "ANALYTICAL SOLUTIONS OF POLYMERIC GEL STRUCTURES UNDER BUCKLING AND WRINKLE." International Journal of Applied Mechanics 03, no. 02 (June 2011): 235–57. http://dx.doi.org/10.1142/s1758825111000968.

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One of the unique properties of polymeric gel is that the volume and shape of gel can dramatically change even at mild variation of external stimuli. Though a variety of instability patterns of slender and thin film gel structures due to swelling have been observed in various experimental studies, many are not well understood. This paper presents the analytical solutions of swelling-induced instability of various slender and thin film gel structures. We have adopted the well developed constitutive relation of inhomogeneous field theory of a polymeric network in equilibrium with a solvent and mechanical load or constraint with the incremental modulus concept for slender beam and thin film gel structures. The formulas of buckling and wrinkle conditions and critical stress values are derived for slender beam and thin film gel structures under swelling-induced instability using nonlinear buckling theories of beam and thin film structures. For slender beam structure, we construct the stability diagram with the distinct stable and unstable zones. The critical slenderness ratio and corresponding critical stresses are provided for different dimensionless material parameters. For thin film gel structures, we consider the thin film gel on an elastic foundation with different stiffness. The analytical solutions of critical stress and corresponding wrinkle wavelength, as well as buckling condition (or critical chemical potential) are given. These analytical solutions will provide a guideline for gel structure design used in polymeric gels MEMS and NEMS structures such as sensors and actuators. More importantly, the work provides a theoretical foundation of gel structure buckling and wrinkle, instability phenomena are different from normal engineering or material buckling.

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21

Mirza, S. A., and B. W. Skrabek. "Statistical Analysis of Slender Composite Beam‐Column Strength." Journal of Structural Engineering 118, no. 5 (May 1992): 1312–32. http://dx.doi.org/10.1061/(asce)0733-9445(1992)118:5(1312).

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22

Milisavljevic, Branko M. "On lateral buckling of a slender cantilever beam." International Journal of Solids and Structures 32, no. 16 (August 1995): 2377–91. http://dx.doi.org/10.1016/0020-7683(94)00224-k.

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23

Vlajic, Nicholas, Fisher Ng, and Timothy Fitzgerald. "Large-Amplitude Vibrations of a Slender Cantilevered Beam." IFAC-PapersOnLine 55, no. 27 (2022): 460–65. http://dx.doi.org/10.1016/j.ifacol.2022.10.555.

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24

Hutchinson, J. R. "Shear Coefficients for Timoshenko Beam Theory." Journal of Applied Mechanics 68, no. 1 (August 15, 2000): 87–92. http://dx.doi.org/10.1115/1.1349417.

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The Timoshenko beam theory includes the effects of shear deformation and rotary inertia on the vibrations of slender beams. The theory contains a shear coefficient which has been the subject of much previous research. In this paper a new formula for the shear coefficient is derived. For a circular cross section, the resulting shear coefficient that is derived is in full agreement with the value most authors have considered “best.” Shear coefficients for a number of different cross sections are found.

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25

Behdinan, K., M. C. Stylianou, and B. Tabarrok. "STATIC AND DYNAMIC ANALYSIS OF FLEXIBLE BEAMS: A CONSISTENT UPDATED LAGRANGIAN FORMULATION." Transactions of the Canadian Society for Mechanical Engineering 21, no. 2 (June 1997): 141–77. http://dx.doi.org/10.1139/tcsme-1997-0010.

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A study of static and dynamic analysis of slender beams undergoing large deflections is undertaken here. the Euler-Bernoulli hypothesis is employed and the beam deforms with large rotations but small strains. Initially the static analysis, using the consistent updated Lagrangian techniques which accounts for full non-linearity of the beam is undertaken and is then extended to dynamic analysis. Several examples illustrating the implementation and the performance of the proposed formulation are included and a comparison with results obtained by the co-rotational method is provided.

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26

Lee, Young Sup. "Effect of Integral Feedback Control Forbeam Tip Pointing." Advanced Materials Research 717 (July 2013): 541–45. http://dx.doi.org/10.4028/www.scientific.net/amr.717.541.

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This paper presents the effect of an integral feedback controller for minimizing the pointing error at the tip of a very flexible and slender cantilever beam to follow a command signal. A piezoeletric PZT actuator patch isbonded on near the clamped end of the cantilever beam. Also it is considered that a position sensor is located near the tip of the beam but it is not attached on the beam. The beam is designed to be lightly damped and its step response withoutcontrol is quite long. But because of the non-collocation of the sensor and actuator, the plant response is non-minimum phase. After an intensive computer simulation, it is noted that the integral controller can reduce the settling time with proper stability and control gains. Also an analysis and comparison of the integral controller with a proportional-integral controller for the pointing error minimization of the very flexible and slender beam is described in detail.

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27

Shebl, Hazem, and Amr El-Nemr. "Moment Redistribution of Shear-Critical GFRP Reinforced Continuously Supported Slender Beams." Civil Engineering Journal 7 (December 26, 2021): 13–31. http://dx.doi.org/10.28991/cej-sp2021-07-02.

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Fiber-Reinforced Concrete (FRC) is a competitive solution for the durability of reinforced structures. This paper aims to observe moment redistribution behavior occurring due to flexural and shear loading in GFRP reinforced continuous concrete beams. A rectangular cross-section was adopted in this study with dimensions of 200 mm in width and 300 mm in depth with a constant shear span-to-depth ratio of 3. The reinforcement ratio for the top and bottom were equal at sagging and hogging moment regions. A finite element model was created using ANSYS and validated with the existing experimental results in the literature review. Based on the literature review, the parametric study was conducted on twelve beam specimens to evaluate the influence of concrete compressive strength, transversal GFRP stirrups ratio, and longitudinal reinforcement ratio on the redistribution of the moment in beams. Several codes and guidelines adopted different analytical models. The CSA S806 adopted the modified compression field theory in predicting the shear capacity of the simply supported beams. Recently, various researchers encountered several factors and modifications to account for concrete contribution, longitudinal and transverse reinforcement. A comparison between the predicting shear capacity of the generated finite element model and the analytical model and the existing data from literature was held. The generated finite element model showed a good agreement with experimental results while the beam specimens failed in shear after undergoing significant moment redistribution from hogging to sagging moment region. Doi: 10.28991/CEJ-SP2021-07-02 Full Text: PDF

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28

Ahmed, Mizan, Qing Quan Liang, and Ahmed Hamoda. "Fiber element modeling of circular double-skin concrete-filled stainless-carbon steel tubular columns under axial load and bending." Advances in Structural Engineering 25, no. 5 (January 10, 2022): 1114–35. http://dx.doi.org/10.1177/13694332211065187.

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Анотація:

Circular concrete-filled double-skin steel tubular (CFDST) columns with external stainless-steel are high-performance composite columns that have potential applications in civil construction including the construction of offshore structures, bridge piers, and transmission towers. Reflecting the limited research performed on investigating their mechanical performance, this study develops a computationally efficient fiber model to simulate the responses of short and slender beam-columns accounting for the influences of material and geometric nonlinearities. Accurate material laws of stainless steel, carbon steel, and confined concrete are implemented in the mathematical modeling scheme developed. A new solution algorithm based on the Regula-Falsi method is developed to maintain the equilibrium condition. The independent test results of short and slender CFDST beam-column are utilized to validate the accuracy of the theoretical solutions. The influences of various column parameters are studied on the load-axial strain [Formula: see text] curves, load-lateral deflection [Formula: see text] curves, column strength curves, and interaction curves of CFDST columns. Design formulas are suggested for designing short and beam-columns and validated against the numerical results. The computational model is found to be capable of simulating the responses of CFDST short and slender columns reasonably well. Parametric studies show that the consideration of the concrete confinement is important for the accuracy of the prediction of their mechanical responses. Furthermore, high-strength concrete can be utilized to enhance their load-carrying capacity particularly for short and intermediate slender beam-columns. The strengths of CFDST columns computed by the suggested design model are in good agreement with the test and numerical results.

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29

Zhou, Peng, Ying Liu, and Xiaoyan Liang. "Analytical Solutions for Large Deflections of Functionally Graded Beams Based on Layer-Graded Beam Model." International Journal of Applied Mechanics 10, no. 09 (November 2018): 1850098. http://dx.doi.org/10.1142/s1758825118500989.

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The objective of this paper is to investigate the large deflection of a slender functionally graded beam under the transverse loading. Firstly, by modeling the functionally graded beam as a layered structure with graded yield strength, a unified yield criterion for a functionally graded metallic beam is established. Based on the proposed yielding criteria, analytical solutions (AS) for the large deflections of fully clamped functionally graded beams subjected to transverse loading are formulated. Comparisons between the present solutions with numerical results are made and good agreements are found. The effects of gradient profile and gradient intensity factor on the large deflections of functionally graded beams are discussed in detail. The reliability of the present analytical model is demonstrated, and the larger the gradient variation ratio near the loading surface is, the more accurate the layer-graded beam model will be.

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30

Tang, Rui, He Tian, and Dajing Shang. "Faster Calculation of the Low-Frequency Radiated Sound Power of Underwater Slender Cylindrical Shells." Mathematical Problems in Engineering 2020 (April 8, 2020): 1–10. http://dx.doi.org/10.1155/2020/3939160.

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Based on the fact that beam-type modes play the main role in determining the sound radiation from an underwater thin slender (length-to-radius ratio L/a>20) elastic cylindrical shell, an equivalent-beam method is proposed for calculating the low-frequency radiated sound power of underwater thin slender unstiffened and stiffened cylindrical shells. The natural bending frequencies of the cylindrical shell are calculated by analytical and numerical methods and used to solve equivalent Young’s modulus of the equivalent beam. This approach simplifies the vibration problem of the three-dimensional cylindrical shell into that of a two-dimensional beam, which can be used to simplify the calculation process of radiated sound power. Added mass is used to approximate the fluid-structure coupling, further simplifying the calculation process. Calculation examples of underwater simply supported unstiffened and stiffened cylindrical shells verify the proposed method by comparison with analytical and numerical results. Finally, the effects of the size and spacing of the stiffeners on the sound radiation characteristics of underwater free-free stiffened cylindrical shells are discussed. The proposed method can be extended to the rapid calculation of the sound radiation characteristics of underwater slender complex cylindrical shells in the low-frequency range.

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31

Lei, Tuo, Yifei Zheng, Renjun Yu, Yukang Yan, and Ben Xu. "Dynamic Response of Slope Inertia-Based Timoshenko Beam under a Moving Load." Applied Sciences 12, no. 6 (March 16, 2022): 3045. http://dx.doi.org/10.3390/app12063045.

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In this paper, the dynamic response of a simply supported beam subjected to a moving load is reinvestigated. Based on a new beam theory, slope inertia-based Timoshenko (SIBT), the governing equations of motion of the beam are derived. An analytical solution is presented by using a coupled Fourier and Laplace–Carson integral transformation method. The finite element solution is also developed and compared with the analytical solution. Then, a comparative study of three beam models based on the SIBT, Euler–Bernoulli and Timoshenko, subjected to a moving load, is presented. The results show that for slender beams, the dynamic responses calculated by the three theories have marginal differences. However, as the ratio of the cross-sectional size to beam length increases, the dynamic magnification factors for the mid-span displacement obtained by the SIBT and Timoshenko beams become larger than those obtained by the Euler–Bernoulli beams. Furthermore, until the ratio is greater than 1/3, the difference between the calculated results of the SIBT and Timoshenko beams becomes apparent.

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32

Chinivar, Supriya N., and Kadir C. Sener. "Behavior and Capacity of Moment-Frame Members and Connections during Fire." Fire 6, no. 2 (February 19, 2023): 78. http://dx.doi.org/10.3390/fire6020078.

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Анотація:

This paper focuses on investigating the structural behavior of members and connections that are part of moment frames under the combined effect of bending moment and thermally induced axial force during a compartment-fire event. The finite-element analysis method was employed to conduct this study using models benchmarked against experimental data from several past studies while utilizing temperature-dependent material models. A numerical parametric study on typical floor beams with slender elements for compression were conducted under combined bending and axial loading to develop interaction-capacity curves at temperatures representing fire events. The results were compared against the member-strength equations provided in the AISC Specification. The analysis results demonstrated that the AISC beam-column strength equations including the combined effects of axial-load and bending moment provided reasonable estimates for member-slenderness ratios greater than 60, but overestimated the strength of beams with slender elements for low member-slenderness ratios. Combined-load-strength studies were also conducted on a typical connection used in moment frames. The moment-connection behavior was governed by failure modes exhibited at the ends of floor beams. Therefore, the interaction equations available for beam columns resulted in conservative estimates and are recommended for calculating moment-connection capacity during compartment-fire scenarios.

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33

Zhang, Jian Xun, Qing Hua Qin, Wei Long Ai, Zheng Jin Wang, and Tie Jun Wang. "Large Deflection of a Pin-Supported Slender Geometrically Asymmetric Sandwich Beam under Transverse Loading." Key Engineering Materials 535-536 (January 2013): 405–8. http://dx.doi.org/10.4028/www.scientific.net/kem.535-536.405.

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The objective of this work is to study the large deflection of a pin-supported slender geometrically asymmetric metal foam core sandwich beam under transverse loading by a flat punch. Based on the yield criterion for geometrically asymmetric metal foam core sandwich structure, analytical solution for the large deflection of a pin-supported slender sandwich beam is obtained, in which the interaction of bending and stretching induced by large deflection is considered. The finite element results confirm the accuracy of the analytical solutions. The effects of asymmetric factor and boundary condition on the structural response of the asymmetric sandwich beam are discussed in detail. It is shown that the axial stretching induced by large deflection plays an important role in the load-carrying and energy absorption capacities of geometrically asymmetric sandwich structure.

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34

Han, Sang Whan, Jin Wook Kang, and Chan Hee Han. "Shear Strength Equation for Slender Diagonally Reinforced Coupling Beam." Journal of the Earthquake Engineering Society of Korea 20, no. 6 (November 1, 2016): 361–68. http://dx.doi.org/10.5000/eesk.2016.20.6.361.

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35

Salem, A. H., M. El Aghoury, F. F. El Dib, and M. T. Hanna. "Strength of biaxially loaded slender I-section beam-columns." Canadian Journal of Civil Engineering 34, no. 2 (February 1, 2007): 219–27. http://dx.doi.org/10.1139/l06-091.

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Анотація:

The strength of a slender section is governed by local buckling of its elements. The local buckling mode is mainly affected by the width to thickness ratios of elements forming the section and the member slenderness ratio. A nonlinear finite element model was developed in this paper to study the effect of the mentioned factors on the capacity of biaxially loaded slender I-section beam–columns. A group of I sections was selected with varying flange width to flange thickness and web width to web thickness ratios. Different member slenderness ratios were chosen to study the different modes of failure. The results show that the linear interaction equation is safe and provides a good fit to the ultimate capacity of members with intermediate slenderness ratios. It is conservative, however, for short member slenderness ratios. Lastly, compared with the newly developed finite element model, the 1996 edition of the American Iron and Steel Institute specification for cold-formed steel structural members and the European Committee for Standardization Eurocode 3 conservatively predict the capacity of members, especially for large ratios of minor axis to major axis bending.Key words: structural engineering, steel, stability, buckling, biaxial loads, ultimate strength.

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36

Lippmann, H. "Free rigid/plastic plane bending of a slender beam." Ingenieur-Archiv 60, no. 5 (1990): 293–302. http://dx.doi.org/10.1007/bf00538830.

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37

Vales, Jan, Zdenek Kala, and Jindrich Melcher. "Application of Fuzzy Set Theory to the Serviceability Limit State of a Steel Beam under Bending." Applied Mechanics and Materials 769 (June 2015): 91–96. http://dx.doi.org/10.4028/www.scientific.net/amm.769.91.

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Анотація:

Deformations of an I-section steel beam under equal end moments are studied in this article. Initial geometric imperfection of the beam axis was introduced according to the Eurocode standard. Numerical studies have shown that the lateral deflection of slender beams under major axis bending can be relatively high. The acceptability of high values of lateral deflections within the framework of the serviceability limit state is discussed. In the next part of the paper, the limit value of maximum deflection was introduced as a fuzzy number. Fuzzy analysis of the maximum moment, which causes maximum deflection, was performed. The slenderness values of beams for which the serviceability limit state is the limiting condition for design were identified.

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38

Wang, Gang. "Analysis of bimorph piezoelectric beam energy harvesters using Timoshenko and Euler–Bernoulli beam theory." Journal of Intelligent Material Systems and Structures 24, no. 2 (September 27, 2012): 226–39. http://dx.doi.org/10.1177/1045389x12461080.

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Анотація:

Single-degree-of-freedom lumped parameter model, conventional finite element method, and distributed parameter model have been developed to design, analyze, and predict the performance of piezoelectric energy harvesters with reasonable accuracy. In this article, a spectral finite element method for bimorph piezoelectric beam energy harvesters is developed based on the Timoshenko beam theory and the Euler–Bernoulli beam theory. Linear piezoelectric constitutive and linear elastic stress/strain models are assumed. Both beam theories are considered in order to examine the validation and applicability of each beam theory for a range of harvester sizes. Using spectral finite element method, a minimum number of elements is required because accurate shape functions are derived using the coupled electromechanical governing equations. Numerical simulations are conducted and validated using existing experimental data from the literature. In addition, parametric studies are carried out to predict the performance of a range of harvester sizes using each beam theory. It is concluded that the Euler–Bernoulli beam theory is sufficient enough to predict the performance of slender piezoelectric beams (slenderness ratio > 20, that is, length over thickness ratio > 20). In contrast, the Timoshenko beam theory, including the effects of shear deformation and rotary inertia, must be used for short piezoelectric beams (slenderness ratio < 5).

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39

Słowik, Marta. "Analysis of fracture processes in reinforced concrete beams without stirrups." Frattura ed Integrità Strutturale 15, no. 57 (June 22, 2021): 321–30. http://dx.doi.org/10.3221/igf-esis.57.23.

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The analysis of fracture processes which led to shear failure in reinforced concrete beams without transverse reinforcement was performed on the basis of test results from the author’s own experimental investigation and numerical simulations. The variable parameters during the experiment were a beam’s length and a shear span. It was observed that the character of failure in the beams depended on the beam’s length and the span-to-depth ratio. In slender beams characterized by the shear span-to-depth ratio 3.4 and 4.1, the formation of the critical diagonal crack caused a brittle, sudden failure and the shear capacity was low. In short beams, when the shear span-to-depth ratio was 1.8 and 2.3, the failure process had a more stable character with a slow developing of inclined cracks and the significantly higher load capacity was reached. The activation of various shear transfer mechanisms was examined with regard to the slenderness of the member and the transition between a beam action which took place in slender beams to an arch action which predominated in short beams was described.

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40

Silveira, Marcos, Bento R. Pontes, and José M. Balthazar. "Influence of Nonlinear Stiffness on the Dynamics of a Slender Elastic Beam under Torsional Oscillations." Applied Mechanics and Materials 706 (December 2014): 159–69. http://dx.doi.org/10.4028/www.scientific.net/amm.706.159.

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This study focuses on analysing the effects of nonlinear torsional stiffness on the dynam-ics of a slender elastic beam under torsional oscillations, which can be subject to helical buckling.The helical buckling of an elastic beam confined in a cylinder is relevant to many applications. Someexamples include oil drilling, medical cateters and even the conformation and functioning of DNAmolecules. A recent study showed that the formation of the helical configuration is a result of onlythe torsional load, confirming that there is a different path to helical buckling which is not related tothe sinusoidal buckling, stressing the importance of the geometrical behaviour of the beam. A lowdimensional model of an elastic beam under torsional oscillations is used to analyse its dynamical be-haviour with different stiffness characteristics, which are present before and after the helical buckling.Hardening and softening characteristics are present, as the effects of torsion and bending are coupled.With the use of numerical algorithms applied to nonlinear dynamics, such as bifurcation diagramsand basins of attraction, it is shown that the nonlinear stiffness can shift the bifurcations and inducechanges in the stability of the desirable and undesirable solutions. Therefore, the proper modellingof these stiffness nonlinearities seems to be important for a better understanding of the dynamicalbehaviour of such beams

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41

Arslan, Guray. "CRACKING SHEAR STRENGTH OF RC SLENDER BEAMS WITHOUT STIRRUPS/SANKABOMIS NEARMUOTŲ LIAUNŲ GELŽBETONINIŲ SIJŲ ATSPARUMAS SKERSINEI JĖGAI." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 14, no. 3 (September 30, 2008): 177–82. http://dx.doi.org/10.3846/1392-3730.2008.14.14.

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Анотація:

This study presents alternative cracking shear strength equations for slender reinforced concrete (RC) beams without stirrups. More than 80 data has been obtained from existing sources of RC beam shear test results covering a wide range of beam properties and test methods. The proposed cracking shear strength equations are applied to existing test data for normal strength concrete (NSC) and high‐strength concrete (HSC) slender beams and the results are compared with those predicted by the ACI 318 equations. It can be also noted that the test results are in better agreement with proposed cracking shear strengths. However, because the test data for high‐strength concrete members are very limited, further research is required to verify these equations. Santrauka Pateikta alternatyvi sankabomis nearmuotų liaunų gelžbetoninių sijų pleišėjimo stiprio įstrižajame pjūvyje skaičiavimo formulė. Surinkta daugiau nei 80 gelžbetoninių sijų eksperimentinių duomenų, kurie apima platų geometrinių matmenų, medžiagų savybių ir bandymo metodų spektrą. Šiai duomenų imčiai atliktas lyginamasis statistinis pleišėjimo stiprio įstrižajame pjūvyje skaičiavimas taikant pasiūlytąją formulę bei ACI 318 projektavimo normų priklausomybę. Derėtų pabrėžti, kad pasiūlyta išraiška gautas geresnis teorinių ir eksperimentinių skaičiavimo rezultatų sutapimas. Vis dėlto aukšto stiprio betono sijų eksperimentinių duomenų kiekis yra ribotas. Todėl pasiūlyta priklausomybė turėtų būti tobulinama, tiksliau įvertinama betono stiprio įtaka.

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42

Kala, Zdeněk. "RELIABILITY ANALYSIS OF THE LATERAL TORSIONAL BUCKLING RESISTANCE AND THE ULTIMATE LIMIT STATE OF STEEL BEAMS WITH RANDOM IMPERFECTIONS." Journal of Civil Engineering and Management 21, no. 7 (July 10, 2015): 902–11. http://dx.doi.org/10.3846/13923730.2014.971130.

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The paper deals with the analysis of reliability of a hot-rolled steel IPE-beam designed according to Eurocodes. A beam at its ultimate limit state is considered. The load acting on the beam consists of permanent and long-term single variation actions. The beam is loaded with end bending moments about the major principal axis. The beam is susceptible to lateral torsional buckling between the end supports. Reliability of the beam is assessed using probabilistic analysis based on the Monte Carlo method. Failure probability is a function of the random variability of the loadcarrying capacity and the random variability of load effects. The variability of the load-carrying capacity is influenced by the variability of initial imperfections. Imperfections are considered according to experimental research. Numerical studies showed that the failure probability is significantly misaligned. High values of failure probability were obtained for slender beams, for beams loaded only by permanent load action, and for beams loaded only by long-term single variation load. In further studies the values of partial safety factors of load and resistance were calibrated so that the failure probability had a target value of 7.2E–5. Relatively high values of partial safety factors were obtained especially for beams with high slenderness.

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43

Bauchau, O. A. "A Beam Theory for Anisotropic Materials." Journal of Applied Mechanics 52, no. 2 (June 1, 1985): 416–22. http://dx.doi.org/10.1115/1.3169063.

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Beam theory plays an important role in structural analysis. The basic assumption is that initially plane sections remain plane after deformation, neglecting out-of-plane warpings. Predictions based on these assumptions are accurate for slender, solid, cross-sectional beams made out of isotropic materials. The beam theory derived in this paper from variational principles is based on the sole kinematic assumption that each section is infinitely rigid in its own plane, but free to warp out of plane. After a short review of the Bernoulli and Saint-Venant approaches to beam theory, a set of orthonormal eigenwarpings is derived. Improved solutions can be obtained by expanding the axial displacements or axial stress distribution in series of eigenwarpings and using energy principles to derive the governing equations. The improved Saint-Venant approach leads to fast converging solutions and accurate results are obtained considering only a few eigenwarping terms.

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44

Duan, Lan, Li Zheng, Chun Sheng Wang, and Jing Yu Hu. "Shear Resistance Study of Hybrid I-Beams Fabricated by HPS 485W and Q345 Steels." Advanced Materials Research 255-260 (May 2011): 1311–14. http://dx.doi.org/10.4028/www.scientific.net/amr.255-260.1311.

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This paper evaluates the shear resistance of hybrid I-beams fabricated by high performance steel and conventional steel. A number of hybrid I-beams are modeled and analyzed to determine their shear failure mechanism characteristics, considering parameters of web slenderness (hw/tw), frame action from end-stiffeners, ratio of flange width to web depth (bf/hw) and panel numbers. The analyses conclude that, in shear resistance calculation, plate beam with inter and slender webs often fail in inelastic or elastic shear buckling while ultimate shear resistance of compact webs is given by the shear strength of the material. What’s more, more rigid stiffeners provide more fixity to flange plates and increase the post-buckling resistance of plate beam. For plate beam with several panels, the shear stress at the ultimate load is similar. Finally, the I-beams with larger flange width to web depth ratio would develop larger shear strengths and then shear deformation cause formation of plastic hinges.

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45

Effendi, Mahmud Kori, and Ali Awaludin. "Nonlinear Finite Element Analysis of Flexural Laminated Veneer Lumber (LVL) Sengon Slender Beam." Civil Engineering Dimension 24, no. 2 (October 3, 2022): 85–92. http://dx.doi.org/10.9744/ced.24.2.85-92.

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Laminated Veneer Lumber (LVL) is one of the engineered wood products consisting of wood veneers that are glued and pressed together. In this study, the behavior of LVL Sengon slender beam is numerically investigated by means of nonlinear finite element analysis (FEA), where only half of the experimental beam was modeled due to symmetry of the load configuration. The LVL Sengon wood material used Hill failure criterion with isotropic hardening rules, and its mechanical properties in both tension and compression are modelled according to its mechanical properties in tension obtained from the clear specimen test. The contact analysis is defined for each contacting and contacted elements. The FEA results well agreed with the experimental results in term of the load-deflection curve and failure mode of the beam. It is found that the lateral support has no effect on the stiffness of the beam. The beam stiffness and ultimate load increase by the increase of beam height-to-width ratio (𝑑/𝑏).

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46

Robinson, Mouafo Teifouet Armand, and Zhenyu Wang. "The effect of the TMD on the vibration of an offshore wind turbine considering three soil-pile-interaction models." Advances in Structural Engineering 24, no. 12 (April 16, 2021): 2652–68. http://dx.doi.org/10.1177/13694332211008316.

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In this paper we propose the use of the power series method and the Newmark-Beta algorithm to study the mitigation by the tuned mass damper (TMD) of an offshore wind turbine(OWT). The monopile of the OWT is taken as slender beam buried in a homogeneous soil while the tower is considered as tapered slender beam. Mathematically, both monopile and tower are modeled as elastic Euler-Bernoulli beams, with a point mass at the tower top representing the rotor nacelle assembly (RNA). First of all, the power series method is utilized to calculate the first natural frequencies of AF and CS models. The obtained results are compared with the first natural frequency of DS model obtained from FEM-Abaqus with good satisfaction. Next, the obtained mode shapes are used to establish the system of ordinary differential equations (ODE) governing the dynamic of OWT subjected to a TMD. Afterwards, the Newmark-Beta algorithm is employed to solve the ODE. Accuracy of the introduced approach is verified by setting a comparison between our results with those obtained using FEM-Abaqus. Finally, the influence of several parameters on the performance of TMD is shown in some plots.

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47

Saifullah, Halwan Alfisa, Kenichiro Nakarai, Nobuhiro Chijiwa, Koichi Maekawa, and Stefanus Kristiawan. "Influence of Longitudinal Reinforcement Ratio on Shear Strength of RC Slender Beam Under Different Loading Rates." Applied Mechanics and Materials 897 (April 2020): 91–97. http://dx.doi.org/10.4028/www.scientific.net/amm.897.91.

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. A primary current focus in concrete shear design is how to ensure the shear resistance of the concrete structures to withstand the possible adverse creep effects during the service life. All shear-carrying actions are supposed to depreciate due to the enhanced critical shear cracks under sustained loads. However, only a few studies that evaluated the performance of concrete structures failing in shear due to long-term loading. As the longitudinal tensile reinforcement strain influences the shear strength of RC beam, the shear resistance of the beam under sustained load may also be affected by the amount of longitudinal reinforcement. The present study aims at investigating the influence of flexural reinforcement ratio on the shear creep failures of reinforced concrete (RC) beams without stirrups by non-linear finite element analysis. In this study, the numerical model of RC beams with reinforcement ratios varying from 0.4% to 3.2% was evaluated under different loading rates. A loading rate of 1000 and 10000 times slower than the static loading rate were adopted to reveal the creep effects of RC beams.

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48

CARDOSO, M. T. S. A., and M. C. V. LIMA. "Wind load effect on the lateral instability of precast beams on elastomeric bearing supports." Revista IBRACON de Estruturas e Materiais 13, no. 3 (June 2020): 593–602. http://dx.doi.org/10.1590/s1983-41952020000300009.

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Abstract The behavior of slender precast beams related to lateral stability in the transitional and in service phases is worrying. The presence of geometric imperfections aggravates and makes the problems of instability more susceptible. The main objective of this work is to evaluate the behavior of concrete beams on elastomeric bearings and to analyze the influence of variables such as: concrete strength, wind load and bearing compression stiffness. For the numerical nonlinear analysis the software ANSYS based on the Finite Element Method was used. The analyses show that the influence of the strength of the concrete is significant in the lateral stability of the beam. The wind load represents a considerable decrease in the contact (lift off) between the beam and the bearing. Finally, the combination of these factors can result in a critical stress situation in the beam, and it is not possible to have equilibrium, causing its toppling.

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49

Yang, Y. H., and S. F. Chen. "Out-of plane Behaviour of I-Section Beam-columns with Slender Web." Advances in Structural Engineering 1, no. 3 (July 1998): 169–76. http://dx.doi.org/10.1177/136943329800100301.

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Анотація:

This article, being a companion paper of Gu and Chen (1997), concerns the out-of-plane behavior (lateral-torsional buckling) of welded I-section beam-columns with slender web. Theoretical and experimental studies show that relaxing the strict limit of web slenderness in traditional I-section beam-column design is possible and efficient. Web buckling/deflection does not seriously reduce the out-of-plane bearing capacity of such beam-columns. Design formulas are proposed for practical application to members with web slenderness 60 to 120.

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50

Khiem, Nguyen Tien, and Duong The Hung. "A closed-form solution for free vibration of multiple cracked Timoshenko beam and application." Vietnam Journal of Mechanics 39, no. 4 (December 27, 2017): 315–28. http://dx.doi.org/10.15625/0866-7136/9641.

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Анотація:

A closed-form solution for free vibration is constructed and used for obtaining explicit frequency equation and mode shapes of Timoshenko beams with arbitrary number of cracks. The cracks are represented by the rotational springs of stiffness calculated from the crack depth. Using the obtained frequency equation, the sensitivity of natural frequencies to crack of the beams is examined in comparison with the Euler-Bernoulli beams. Numerical results demonstrate that the Timoshenko beam theory is efficiently applicable not only for short or fat beams but also for the long or slender ones. Nevertheless, both the theories are equivalent in sensitivity analysis of fundamental frequency to cracks and they get to be different for higher frequencies.

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