scholarly journals Elastic Web Buckling Stress and Ultimate Strength of H-Section Beams Dominated by Web Buckling

2020 ◽  
Vol 2020 ◽  
pp. 1-18
Author(s):  
Jiaxing Ma ◽  
Tao Wang ◽  
Yinhui Wang ◽  
Kikuo Ikarashi
Keyword(s):  
Ultimate Strength ◽  
Shear Force ◽  
Slenderness Ratio ◽  
Local Buckling ◽  
Elastic Buckling ◽  
Buckling Stress ◽  
Web Buckling ◽  
Buckling Coefficient ◽  
The Web ◽  
Good Agreement

Numerical analyses and theoretic analyses are presented to study the elastic buckling of H-section beam web under combined bending and shear force. Results show that the buckling stress of a single web with clamped edges gives a good agreement with the buckling stress of an H-section beam web when the local buckling of the beam is dominated by the web buckling. Based on theoretic analyses, a parametric study is conducted to simplify the calculation of buckling coefficients. The parameters involved are clarified first, and the improved equations for the buckling coefficient and buckling stress are suggested. By applying the proposed method, the web buckling slenderness ratio is defined. It is verified that the web buckling slenderness ratio has a strong correlation with the normalized ultimate strength of H-section beams when the buckling of the beams is dominated by web buckling. Finally, a design equation is proposed for the ultimate strength of H-section beams.

Shear Resistance of Trapezoidal Corrugated Web in Local Buckling

2014 ◽  
Vol 554 ◽  
pp. 421-425 ◽  
Author(s):  
Fathoni Usman
Keyword(s):  
Finite Element Method ◽  
Slenderness Ratio ◽  
Local Buckling ◽  
Shear Resistance ◽  
Experimental Results ◽  
The Finite Element Method ◽  
Corrugated Web ◽  
Shear Buckling ◽  
Buckling Coefficient ◽  
Good Agreement

This paper presents analytical studies using Eigenvalue buckling analysis in the Finite Element Method to determine shear buckling and subsequently determine shear resistance of thin plated member with trapezoidal corrugated web. The result is compared with experimental results. It is found that the proposed equations give good agreement to the experimental results. However, the buckling coefficient k is still not generate a good shear stress based on its slenderness ratio hw/tw.

Elastic Web Buckling Strength of Pultruded Flexural Members

2004 ◽  
Vol 261-263 ◽  
pp. 621-626 ◽  
Author(s):  
Soon Jong Yoon ◽  
Jae Ho Jung ◽  
Won Sup Jang
Keyword(s):  
Orthotropic Plate ◽  
Numerical Technique ◽  
Ritz Method ◽  
Local Buckling ◽  
Composite Plates ◽  
Buckling Strength ◽  
Simply Supported ◽  
Web Buckling ◽  
Buckling Coefficient ◽  
The Web

This paper presents the analytical investigations pertaining to the elastic buckling behavior of orthotropic composite plates. By the pultrusion process the structural shapes composed of orthotropic plate components are readily available in the construction market. When the member is utilized for the flexure, lateral-torsional buckling and local buckling behaviors must be taken into consideration. In the local buckling analysis, flange and web local buckling analyses must be conducted in the design of such a member. For finding the web buckling strength, the buckling equation for the orthotropic plate under linearly distributed in-plane forces is derived by using the Rayleigh-Ritz method. The boundary conditions of plate are assumed that the loaded edges are simply supported and the unloaded edges are simply supported or fixedly supported. The buckling coefficient of a plate having different orthogonal mechanical properties is found by using the numerical technique and the minimum buckling coefficient is suggested. In addition, simplified form of equation for predicting the minimum buckling coefficient for the plate is proposed. Brief discussion on the design criteria relating to the web local buckling is also provided.

Postyield Cyclic Buckling Criteria for Aluminum Shear Panels

2008 ◽  
Vol 75 (2) ◽  
Author(s):  
Sachin Jain ◽  
Durgesh C. Rai ◽  
Dipti R. Sahoo
Keyword(s):  
Slenderness Ratio ◽  
Inelastic Behavior ◽  
Test Results ◽  
Inelastic Buckling ◽  
Strength Deterioration ◽  
Buckling Stress ◽  
Scale Models ◽  
Web Buckling ◽  
Shear Strains ◽  
Logarithmic Relationship

Aluminum shear panels can dissipate significant amount of energy through hysteresis provided strength deterioration due to buckling is avoided. A detailed experimental study of the inelastic behavior of the full-scale models of shear panels of 6063-O and 1100-O alloys of aluminum is conducted under slow cyclic loading of increasing displacement levels. The geometric parameters that determine buckling of the shear panels, such as web depth-to-thickness ratio, aspect ratio of panels, and number of panels, were varied among the specimens. Test results were used to predict the onset of buckling with proportionality factor f in Gerard’s formulation of inelastic buckling. Moreover, a logarithmic relationship between buckling stress and slenderness ratio of the panel was observed to predict experimental data closely. These relations can be further used to determine the geometry of shear panels, which will limit the inelastic web buckling at design shear strains.

scholarly journals Flexural Elastic Buckling Stress of Batten Type Light Gauge Built-Up Member

2017 ◽  
Vol 25 (2) ◽  
pp. 161-172 ◽  
Author(s):  
Kazuya Mitsui ◽  
Atsushi Sato
Keyword(s):  
Slenderness Ratio ◽  
Shear Wall ◽  
Elastic Buckling ◽  
Test Results ◽  
Current Standard ◽  
Buckling Strength ◽  
Buckling Stress ◽  
Strength Based ◽  
Energy Equilibrium ◽  
Compression Member

Abstract In Japan, built-up member composed with light gauge is used for studs of shear wall. Flexural buckling stress of built-up compression member is evaluated by effective slenderness ratio. The effective slenderness ratio of light gauge built-up compression member is proposed for heavy sections; however, it is not verified that it can be adopted in light gauge. In this paper, full scale testing of light gauge built-up members are conducted. From the test results, it is shown that current Standard overestimates the buckling strength. Based on energy equilibrium theory, modified effective slenderness ratio for light gauge built-up member is derived. The validity of the modified effective slenderness ratio is shown with test results.

scholarly journals Buckling Behavior and Effective Width Design Method for Thin Plates with Holes under Stress Gradient

2021 ◽  
Vol 2021 ◽  
pp. 1-20
Author(s):  
Yanli Guo ◽  
Xingyou Yao
Keyword(s):  
Aspect Ratio ◽  
Ultimate Strength ◽  
Design Method ◽  
Slenderness Ratio ◽  
Stress Gradient ◽  
Perforated Plate ◽  
Fe Analysis ◽  
Effective Width ◽  
Buckling Behavior ◽  
Buckling Coefficient

This paper aims at investigating the elastic buckling behavior and the effective width method (EWM) to predict the ultimate strength of the simply supported rectangular plates under gradient stress (SSRPSG) with circular or rectangular holes. The analytical models of SSRPSG with circular or rectangular holes were established by using the finite-element (FE) software ABAQUS. The FE parametric study covered the aspect ratio, slenderness ratio, and stress gradients of plate and the dimension and spacing of holes. The FE analysis included eigenvalue buckling analysis and ultimate strength analysis. The eigenvalue results show that the buckling coefficient of the perforated plate gradually decreases, and subsequently, it gradually increases with the increase of the dimension of the hole. The buckling mode changes from the buckling including hole to the buckling of plate strip adjacent to hole at the section of the hole. The increasing stress gradient causes an increasing effect on buckling coefficient. The buckling coefficients are less affected by the aspect ratio and the slenderness ratio of the perforated plate and the spacing of hole when the hole spacing meets a certain limitation. The buckling coefficient equations of the SSRPSG with circular or rectangular holes were developed according to results obtained by FE analysis. Finally, the effective width design method was developed based on FE results and developed buckling coefficient equations. The comparisons on ultimate strength between FE results and the predicted results for SSRPSG with circular and rectangular holes and between the predicted results and test results for perforated columns and beams indicate that the proposed effective width design method is accurate, which can be used to predict the ultimate strength of SSRPSG with circular or rectangular holes.

A Simplified Formula for Calculating the Elastic Distortional Bucking Stress of Steel Channel Bending Members with Complex Edge Stiffeners and Intermediate Stiffeners in Elements

2013 ◽  
Vol 405-408 ◽  
pp. 648-651
Author(s):  
Chun Gang Wang ◽  
Da Qian Zhao ◽  
Xin Yong Yu
Keyword(s):  
Distortional Buckling ◽  
Finite Strip ◽  
Buckling Stress ◽  
Buckling Coefficient ◽  
The Web ◽  
Simplified Formula

In order to research the simplified formulas of bending steel channels with complex edge stiffeners for their elastic distortional buckling stress, each 70 members for lipped channels with complex edge stiffeners, Σ style channels with complex edge stiffeners and channels with complex edge stiffeners and intermediate V type stiffeners in the web were numerical analyzed by the finite strip software CUFSM. Based on the existed expression for local bucking and introducing distortional buckling coefficient, each of the suggested simplified formulas for distortional buckling stress of the above members were summarized. Besides, formulas for lipped channels with complex edge stiffeners and channels with complex edge stiffeners and intermediate V type stiffeners in the web were united as one. All the formulas were confirmed for their availability.

Part III. Local Buckling of Monocoque Structures

1938 ◽  
Vol 42 (328) ◽  
pp. 319-333
Keyword(s):  
Cross Section ◽  
Slenderness Ratio ◽  
Local Buckling ◽  
Critical Distance ◽  
Free Length ◽  
Buckling Stress ◽  
The Cross

In case of normal monocoque aeroplane fuselages relatively strong rings are spaced at distances equal to diameter of the fuselage, failure of the structure always occurs by instability of the most stressed stringer. The buckling stress, however, is mostly very low, especially, when the number of stringers is great and consequently the cross section of one stringer is small. The value of the stress at failure may be raised by spacing the rings nearer and reducing thereby the free length and, consequently, the slenderness ratio of the stringers. In this case the rings should be constructed of lighter sections in order to balance the increment of weight of the whole structure due to the greater number of rings.By decreasing gradually the interval between rings a critical distance is reached when the most stressed stringer does not buckle between adjacent rings, but forces one or more supporting rings to deform simultaneously. This form of instability will in the following be termed local buckling of the monocoque structure.

Ultimate Strength of Uniaxially Compressed Mild Steel Plate at Elevated Temperatures

2013 ◽  
Vol 4 (4) ◽  
pp. 245-258
Author(s):  
V. Raja ◽  
M. Kumar ◽  
P. Jayabalan
Keyword(s):  
Mild Steel ◽  
Ultimate Strength ◽  
Elevated Temperatures ◽  
Numerical Study ◽  
Slenderness Ratio ◽  
Steel Plates ◽  
Offshore Platforms ◽  
Buckling Stress ◽  
Aspect Ratios ◽  
Fire Accidents

Mild steel plates used in buildings and offshore platforms are prone to fire accidents. These plates being ductile are designed effectively for buckling and ultimate strength characteristics under static loads. These characteristics get drastically affected due to reduction in stiffness of the stress strain characteristics of mild steel with increase in temperatures. This paper presents a numerical study conducted on clamped plates at elevated constant temperature for the assessment of reduced buckling and ultimate strengths. Coupled Nonlinear static thermal analysis on clamped plates was performed using standard FE software ANSYS®. Both geometric and material nonlinearities are considered in the analysis. The study comprises of plates with varying aspect ratio (1 to 4) and breadth to thickness (28 to 128) at constant elevated temperatures of 0 °C, 200 °C, 400 °C, 600 °C and 800 °C. Nondimensional plate slenderness ratios based on AISC and Eurocode at elevated temperature was evaluated. Several charts showing normalised buckling stress vs temperature and normalised ultimate strength vs temperature for varied nondimensional plate slenderness ratio and plate aspect ratios are drawn. The buckling and ultimate strengths from this study are found to be underestimated in comparison to Eurocode and AISC calculations. The reduction in buckling and ultimate strength was found to be significant beyond 400 °C. It is observed that for all plate aspect ratios, the effect of plate breadth to thickness ratio is important for temperatures below 500°C and at 800°C ultimate strength of plate is only about 10% of that of at normal temperature.

Local Buckling of Stiffeners in Ship Plating

1998 ◽  
Vol 42 (01) ◽  
pp. 56-67 ◽  
Author(s):  
Jeom Kee Paik ◽  
Anil K. Thayamballi ◽  
Young Eel Park
Keyword(s):  
Local Buckling ◽  
Stiffened Panel ◽  
Stiffened Panels ◽  
Buckling Strength ◽  
Compressive Loads ◽  
Governing Differential Equation ◽  
Web Buckling ◽  
Buckling Coefficient ◽  
Approximate Expressions ◽  
Basic Investigation

The aim of the present study is to analytically investigate the characteristics of local buckling of the stiffener web in the stiffened panels under uniaxial compressive loads. A plate-stiffener combination model is used as representative of the stiffened panel. The elastic buckling condition for the stiffener web is analytically derived by solving the characteristic value problem involving the governing differential equation under the corresponding loading and boundary conditions. A series of analyses of stiffener web buckling strength for varying proportions of plating and web/flange is carried out. Based on the computed results, a basic investigation of stiffener web buckling is made. Closed-form approximate expressions for predicting the buckling strength of the stiffener web are derived taking into account the influence of rotational restraints at the plate-stiffener web connection and stiffener web-flange intersections. Design considerations for potentially preventing buckling of the stiffener web are then discussed. The computed basic results for the stiffener web buckling coefficient are documented.

Elastic buckling of rectangular fiber-metal laminated plates under uniaxial compression

2019 ◽  
Vol 33 (12) ◽  
pp. 1629-1651 ◽  
Author(s):  
George SE Bikakis ◽  
Costas D Kalfountzos ◽  
Efstathios E Theotokoglou
Keyword(s):  
Finite Element Method ◽  
Finite Element ◽  
Aspect Ratio ◽  
Mode Shapes ◽  
Elastic Buckling ◽  
Simple Method ◽  
Buckling Stress ◽  
Buckling Coefficient ◽  
Fiber Metal ◽  
Element Method

In this article, the elastic buckling response of rectangular simply supported and clamped fiber-metal laminates (FMLs) subjected to uniaxial compressive loading is investigated using the finite element method and eigenvalue buckling analysis. Using validated finite element method (FEM) models, the buckling coefficient-aspect ratio diagrams and the mode shapes of nine GLARE grades are obtained and studied along with the diagrams and the mode shapes of three unidirectional glass-epoxy composites and monolithic 2024-T3 aluminum. It is found that the critical average buckling stress and the buckling load of the materials increases for increasing metal volume fraction, when the plate aspect ratio is greater than 1.5. The rule of mixtures is evaluated and found to be a simple method to estimate approximately the average critical buckling stress of the GLARE plates. An approximate formula is derived for the estimation of the critical buckling coefficient of the GLARE plates using the buckling coefficients of their constituents. The applicability of the results to thermoplastic-based FMLs is discussed.

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