Critical load for buckling of solid wood elements with a high slenderness ratio determined based on elastica theory

Holzforschung ◽  
2021 ◽  
Vol 0 (0) ◽  
Author(s):  
Hiroshi Yoshihara ◽  
Makoto Maruta
Keyword(s):  
Critical Load ◽  
Slenderness Ratio ◽  
Solid Wood ◽  
Western Hemlock ◽  
Compressive Deformation ◽  
Elastic Buckling ◽  
Bending Deformation ◽  
Minimum Value ◽  
Elastica Theory ◽  
Displacement Based

Abstract Buckling tests were conducted using slender specimens of western hemlock. In the tests, the slenderness ratio was varied from 132 to 418 in which elastic buckling was induced, and the values of the critical load for buckling were obtained. When the deflection of the specimen was calculated from the loading-line displacement based on elastica theory, the value of deflection/load initially decreased because the compressive deformation was more dominant than the bending deformation. In contrast, when the load increased, the bending deformation became dominant, and the deflection/load-deflection relation exhibited linearity. These tendencies indicated that the transition from compression to bending was induced around the minimum value of the deflection/load. Therefore, it was recommended to determine the critical load for buckling using the load at the minimum value of the deflection/load where the deflection was calculated from the loading-line displacement.

A Study of Axial Compression in the ASME B&PV Code for Pipe Supports and Restraints

2016 ◽  
Author(s):  
Phillip E. Wiseman ◽  
Zara Z. Hoch
Keyword(s):  
Axial Compression ◽  
Pressure Vessel ◽  
Slenderness Ratio ◽  
Elastic Buckling ◽  
Allowable Stress ◽  
Linear Elastic ◽  
Division 1 ◽  
Asme Code ◽  
American Society ◽  
Allowable Stress Design

Axial compression allowable stress for pipe supports and restraints based on linear elastic analysis is detailed in the American Society of Mechanical Engineers (ASME) Boiler and Pressure Vessel Code, Section III, Division 1, Subsection NF. The axial compression design by analysis equations within NF-3300 are replicated from the American Institute of Steel Construction (AISC) using the Allowable Stress Design (ASD) Method which were first published in the ASME Code in 1973. Although the ASME Boiler and Pressure Vessel Code is an international code, these equations are not familiar to many users outside the American Industry. For those unfamiliar with the allowable stress equations, the equations do not simply address the elastic buckling of a support or restraint which may occur when the slenderness ratio of the pipe support or restraint is relatively large, however, the allowable stress equations address each aspect of stability which encompasses the phenomena of elastic buckling and yielding of a pipe support or restraint. As a result, discussion of the axial compression allowable stresses provides much insight of how the equations have evolved over the last forty years and how they could be refined.

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 NUMERICAL SIMULATION ANDCONSTRUCTAL DESIGN APPLIED TO THE STUDY OF ELASTIC BUCKLING IN THIN STEEL PLATES WITH OBLONG PERFORATIONS

2018 ◽  
Vol 8 (20) ◽  
Author(s):  
Emilio Gabriel Gonçalves Folzke ◽  
Thiago Da Silveira ◽  
João Paulo Silva Lima ◽  
Luiz Alberto Oliveira Rocha ◽  
Elizaldo Domingues Dos Santos ◽  
...  
Keyword(s):  
Critical Load ◽  
Volume Fraction ◽  
Design Method ◽  
Steel Plates ◽  
Constructal Theory ◽  
Elastic Buckling ◽  
The Finite Element Method ◽  
Perforated Plates ◽  
Constructal Design ◽  
Thin Steel

ABSTRACTBuckling is an instability phenomenon that can happen when a slender plate is subjected to axial compression loads. In addition, perforated plates are often necessary in the engineering field. Throughout this article, the Constructal Design Method, which is based on the Constructal Theory, has been used to evaluate the influence of the hole on thin steel plates under elastic buckling. For that, the different types of holes analyzed were both transversal and longitudinal oblong. They were all placed in the center of the plate. The geometry of the hole varied according to the degree of freedom H0/L0, which relates the dimensions of each type of different hole. The size of the perforation are varied by means the hole volume fraction (f) parameter, that represents the relation between the volume of the hole and the total volume of the plate (without hole). The main goal is to achieve the greatest critical load for the perforated plates. To do so, the ANSYS software, based on the Finite Element Method (FEM), has been used to numerically analyze the elastic buckling in each case. It has been observed the importance of the geometry when seeking superior performances: through a simple fluctuation of the geometry of the hole, once the volume fraction was kept constant, it was possible to achieve a significant increase on the critical loads. Key words: Buckling; Computational Modeling; Critical Load; Constructal Design.

Buckling of a spherical shell embedded in an elastic medium loaded by a far-field hydrostatic pressure

2001 ◽  
Vol 36 (6) ◽  
pp. 535-544 ◽  
Author(s):  
S-L Fok ◽  
D. J Allwright
Keyword(s):  
Hydrostatic Pressure ◽  
Spherical Shell ◽  
Critical Load ◽  
Elastic Medium ◽  
Upper Bound ◽  
Mode Number ◽  
Elastic Buckling ◽  
Far Field ◽  
Buckling Mode ◽  
Geometric Constants

Elastic buckling of a spherical shell, embedded in an elastic material and loaded by a far-field hydrostatic pressure is analysed using the energy method together with a Rayleigh—Ritz trial function. For simplicity, only axisymmetric deformations are considered and inextensional buckling is assumed. The strains within the structure that are pre-critical are assumed to be small for the linear theory to be applicable. An expression is derived relating the pressure load to the buckling mode number, from which the upper-bound critical load can be determined. It is found that the presence of the surrounding elastic medium increases the critical load of the shell and the corresponding buckling mode number. However, the results also show that the strain of the shell at the point of instability may not be small for typical values of material and geometric constants.

scholarly journals Experimental Investigation on Axial Compression of Resilient Nail-Cross-Laminated Timber Panels

2021 ◽  
Vol 13 (20) ◽  
pp. 11257
Author(s):  
Moncef L. Nehdi ◽  
Yannian Zhang ◽  
Xiaohan Gao ◽  
Lei V. Zhang ◽  
Ahmed R. Suleiman
Keyword(s):  
Axial Compression ◽  
Slenderness Ratio ◽  
Orientation Angle ◽  
Solid Wood ◽  
Design Parameters ◽  
Type Number ◽  
Cross Laminated Timber ◽  
Compression Load ◽  
Compression Performance ◽  
Compressive Performance

Conventional cross-laminated timber is an engineered wood product consisting of solid-sawn lumber panels glued together. In this study, the structural behavior of solid wood panels of Nail-Cross-Laminated Timber (NCLT) panels connected with nails instead of glue was studied. The failure mode and nail deformation of the novel NCLT panels under axial compression load using eight full-scale NCLT panels was investigated. The effects of four key design parameters, namely, the nail type, number of nails, nail orientation angle, and nail slenderness ratio on axial compression performance of NCLT panels were also analyzed. In addition, a formula for predicting the axial compression bearing capacity of NCLT panels was developed. For calculation of the slenderness ratio, the moment of inertia of the full section or the effective section was determined based on the nail type, number of nails, angle of nail orientation and number of layers of the plate. Results showed that specimens connected by tapping screws had best compressive performance.

scholarly journals Seismic bridge pier analysis for pile foundation by force and displacement based approaches

2015 ◽  
Vol 13 (2) ◽  
pp. 155-166
Author(s):  
NP.R. Singh ◽  
Hemant Vinayak
Keyword(s):  
Pile Foundation ◽  
Seismic Analysis ◽  
Slenderness Ratio ◽  
Soft Soil ◽  
Time History ◽  
Bridge Pier ◽  
Base Shear ◽  
Displacement Based ◽  
Shear Demand ◽  
Analytical Approaches

Seismic analysis of bridge pier supported on pile foundation requires consideration of soil-pile-structure (kinematic and inertial) interactions. This paper presents the design forces generated for bridge piers with varying height and constant diameter for medium and soft soils in earthquake probability zones considering contribution of soil-pile-structure interactions by developed analytical approaches. The results have shown that the difference in base shear demand between force based and displacement based approach and that between capacity spectrum and displacement based method in general decreases with the increase in slenderness ratio of the pier. The base shear demand by non-linear time history analysis has been found to be much higher compared to that by other methods. The relationship between height and pier cross-section has been developed for different soils and seismic zones such that the base shear demands by force based and displacement based method are of the same order. The overall value of the slenderness ratio works out to be such that failure of the pile shall be as a short column for both medium and soft soil.

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.

Experimental Study on High-Performance Buckling-Restrained Braces with Perforated Core Plates

2018 ◽  
Vol 19 (01) ◽  
pp. 1940004 ◽  
Author(s):  
Liang-Jiu Jia ◽  
Yang Dong ◽  
Hanbin Ge ◽  
Kana Kondo ◽  
Ping Xiang
Keyword(s):  
Experimental Study ◽  
Shear Deformation ◽  
High Performance ◽  
Numerical Study ◽  
Slenderness Ratio ◽  
Compressive Deformation ◽  
Plane Shear ◽  
Buckling Restrained Braces ◽  
Out Of Plane ◽  
Global Buckling

The compressive deformation is mainly contributed by axial compressive deformation and high-order in-plane and out-of-plane global buckling deformation for conventional buckling-restrained braces (BRBs). A novel type of all-steel BRBs with perforated core plates, termed as perforated BRBs (PBRBs), are proposed in this study, where shear deformation can occur in addition to the aforementioned deformations in a conventional BRB under compression. Experimental study was carried out using five specimens with different configurations of holes under cyclic loading. Stable hysteretic properties, high ductility, and energy dissipation capacity were obtained for the PBRBs. The effects of two parameters, i.e. the slenderness ratio of the chord and hole spacing factor defined as the ratio of the hole length to the hole spacing, on seismic performance of the specimens were investigated. The compressive deformation mechanisms of the PBRBs were further investigated through a numerical study. The compressive deformation was found to be composed of axial compressive deformation, flexural deformation owing to in-plane and out-of-plane global buckling, and in-plane shear deformation of the latticed core plate.

Effect of specimen configuration and orthotropy on the Young’s modulus of solid wood obtained from a longitudinal vibration test

Holzforschung ◽  
2020 ◽  
Vol 0 (0) ◽  
Author(s):  
Hiroshi Yoshihara ◽  
Makoto Maruta
Keyword(s):  
Young’S Modulus ◽  
Transverse Direction ◽  
Young's Modulus ◽  
Longitudinal Vibration ◽  
Longitudinal Direction ◽  
Solid Wood ◽  
Western Hemlock ◽  
Width Ratio ◽  
Vibration Test ◽  
Length Width

AbstractYoung’s modulus in the longitudinal direction was measured by a longitudinal vibration (LV) test on western hemlock specimens with various length/width ratios. The effects of the configuration and orthotropy of the specimen on the measurement of Young’s modulus was investigated through subsequent finite element (FE) calculations. The experimental results suggested that Young’s modulus could not be obtained accurately when the length/width ratio of the specimen was in a certain range. The FE calculations revealed that Young’s modulus in the transverse direction and Poisson’s ratio in the length-width plane, as well as the length/width ratio, affected the Young’s modulus value. However, the results showed that when the length/width ratio of the specimen was larger than 10, Young’s modulus could be measured accurately with the LV test with a reduction in the effect of orthotropy.

Sign in / Sign up

Export Citation Format

Share Document