scholarly journals From shear centre to eigenwrenches

2021 ◽  
Vol 161 ◽  
pp. 107478
Author(s):  
Jonathan P. Stacey ◽  
Matthew P. O’Donnell ◽  
Charles J. Kim ◽  
Mark Schenk
Keyword(s):  
Shear Centre

Profile beams with adaptive bending–twist coupling by adjustable shear centre location

2012 ◽  
Vol 24 (3) ◽  
pp. 334-346 ◽  
Author(s):  
Wolfram Raither ◽  
Andrea Bergamini ◽  
Paolo Ermanni
Keyword(s):  
Flexural Rigidity ◽  
Variable Stiffness ◽  
Structural Elements ◽  
Lightweight Structures ◽  
Load Carrying ◽  
Structural Concept ◽  
Simulation And Experiment ◽  
Coupling Stiffness ◽  
Shear Centre

Semi-active structural elements based on variable stiffness represent a promising approach to the solution of the conflict of requirements between load-carrying capability and shape adaptivity in morphing lightweight structures. In the present work, a structural concept with adaptive bending–twist coupling aiming at a broad adjustment range of coupling stiffness while maintaining high flexural rigidity is investigated by analysis, simulation and experiment.

A review of the problem of the shear centre(s)

1998 ◽  
Vol 10 (6) ◽  
pp. 369-380 ◽  
Author(s):  
Ugo A. Andreaus ◽  
Giuseppe C. Ruta
Keyword(s):  
Shear Centre

Biaxial bending of cold-formed angle members

1984 ◽  
Vol 11 (4) ◽  
pp. 933-942 ◽  
Author(s):  
Murty K. S. Madugula ◽  
Sujit K. Ray
Keyword(s):  
Exact Solution ◽  
Compressive Strength ◽  
Computer Program ◽  
Cross Section ◽  
Simultaneous Equations ◽  
Biaxial Bending ◽  
Total Stress ◽  
The Cross ◽  
The Galerkin Method ◽  
Shear Centre

Theoretical load–deflection relationships for cold-formed angles under biaxial bending using the Galerkin method are presented. The computational difficulties encountered in the exact solution of differential equations of equilibrium involving 12 unknown constants in 12 simultaneous equations are pointed out. A computer program for pinned-end boundary conditions was developed to estimate the deflection components of the shear centre, to calculate the total stress at various points in the cross section, and to predict the ultimate strength of the cold-formed angle sections connected by one leg. Failure is assumed to have occurred when the total stress at any point on the cross section reaches the value of yield stress, compressive or tensile, or when there is a change of sign for at least one of the deflection components. A table giving the ultimate compressive strength of two commonly used cold-formed angles for various gauge distances is included. The theoretical load–deflection curves are compared with experimental results and typical curves for three test specimens are also presented.

Cross-sectional properties of cold-formed angles

1984 ◽  
Vol 11 (3) ◽  
pp. 649-655 ◽  
Author(s):  
Murty K. S. Madugula ◽  
Sujit K. Ray
Keyword(s):  
Key Words ◽  
Cross Sectional Area ◽  
Sectional Area ◽  
Cross Sectional ◽  
Buckling Loads ◽  
Moments Of Inertia ◽  
Flexural Buckling ◽  
Failure Loads ◽  
Shear Centre

Cross-sectional properties of both equal and unequal leg cold-formed angle sections are presented. Besides cross-sectional area, location of centroid, moments of inertia, and torsional constant, the properties listed include the location of shear centre and the magnitude of warping constant. These two latter properties are required for determining failure loads of angles subjected to torsional–flexural buckling. Also listed are two important parameters, β1, and β2, that are required for the calculation of theoretical buckling loads of eccentrically loaded columns. Key words: buckling, cold-formed angles, columns, cross-sectional properties, shear centre, stability, torsional–flexural buckling, warping constant.

Some Notes on the Shear Centre of Thin-Walled Open Sections

1943 ◽  
Vol 47 (395) ◽  
pp. 383-389
Author(s):  
T. Haas
Keyword(s):  
Strength Of Materials ◽  
Open Section ◽  
The Subject ◽  
Thin Walled ◽  
Shear Centre

Advanced textbooks of strength of materials dealing with the shear centre give examples of the simplest sections only (e.g., Ref. 1, Art. 8). Numerous articles in the technical press are devoted to the subject, and the method to find the shear centre of any open section is now well established (Ref. 2). However, the number of readily usable solutions for sections common in practice, is small. Consideration in this paper is given to a more complicated section, fairly common in practice, and a formulae is derived for the location of its shear centre. The section is a lipped channel, symmetrical about one axis, and the paper is followed by a diagram that enables the shear centre position for various ratios of lip to leg and leg to web to be read off.

Shear centre of thin-walled sections

1992 ◽  
Vol 27 (3) ◽  
pp. 151-155 ◽  
Author(s):  
C Grant
Keyword(s):  
Shear Flow ◽  
Closed Form ◽  
Arbitrary Number ◽  
Geometric Property ◽  
Linear Equations ◽  
Computer Based ◽  
Thin Walled ◽  
Shear Centre

Shear centre is an important geometric property of thin-walled sections that can be difficult to determine in practice. A computer based solution is developed for sections comprising an arbitrary number of limbs attached to each other at end nodes. Linear equations are identified that are sufficient to determine the shear flow in each limb and the shear centre is derived directly from their solution in a compact, closed form. The method is applied to sections with straight uniform limbs, and a specific example is evaluated.

Torsional stiffness of long steam-turbine blades

1970 ◽  
Vol 5 (4) ◽  
pp. 242-248 ◽  
Author(s):  
A Scholes ◽  
D J Slater
Keyword(s):  
Steam Turbine ◽  
Turbine Blade ◽  
Torsional Vibration ◽  
Natural Frequencies ◽  
Turbine Blades ◽  
Torsional Stiffness ◽  
Steam Turbine Blades ◽  
Shear Centre

In order to obtain accurate values of the natural frequencies of torsional vibration of long steam-turbine blades it is necessary to determine the torsional stiffnesses of the blade accurately. Various empirical formulae are at present available for the calculation of the torsion constant for sections such as those of a turbine blade; to determine which is the best, a range of sections has been tested including prismatic bars as well as an actual blade. One particular formula is suggested for use. Additionally the positions of shear-centre and centre-of-twist of some of the bars were found.

The General Theory of Cylindrical and Conical Tubes Under Torsion and Bending Loads

1949 ◽  
Vol 53 (462) ◽  
pp. 558-620 ◽  
Author(s):  
J. Hadji-Argyris ◽  
P. C. Dunne
Keyword(s):  
General Theory ◽  
Cylindrical Tube ◽  
Important Case ◽  
Torsional Stiffness ◽  
Stress System ◽  
Bending Stress ◽  
Open Tube ◽  
Bending Loads ◽  
Limiting Case ◽  
Shear Centre

As stated in the introduction to Section 6.5 the practically important case of an open section tube with no St. Venant torsional stiffness (see Fig. 38) will be treated as the limiting case of the open tube with J as J→0. It will be shown that the stress system g1h1over the open tube degenerates into a stress system gгhг which is statically equivalent to the torque TBS about the shear centre. This stress system is for a uniform cylindrical tube with no J identical to the Wagner-Kappus torsion-bending stress system in open tubes.

Elastic Stability of Two-Span Continuous Beams under Moving Loads

2005 ◽  
Vol 8 (2) ◽  
pp. 157-172 ◽  
Author(s):  
Lei Zhang ◽  
Gengshu Tong
Keyword(s):  
Critical Load ◽  
Linear Approximation ◽  
Critical Loads ◽  
Elastic Stability ◽  
The Other ◽  
Moving Loads ◽  
Absolute Moment ◽  
Load Combination ◽  
Continuous Beams ◽  
Shear Centre

The elastic stability of two span continuous beams has been studied using FEA methods. Two formulae for estimating the critical loads are proposed, one is suitable for two-span beams with one span loaded, while the other is suitable for two-span beams with both spans equally loaded. Two identical concentrated loads symmetrically located about the mid-span of each loaded span were considered in the derivation of both formulae, and the effect of the height of loaded points for doubly symmetric beams was included. The formulae presented are also accurate enough in calculating the critical loads for two-span continuous beams with the mono-symmetric sections used in practice if the point of load application is at or above the shear centre. A linear approximation is suggested for the interaction of two spans when the two spans of the beam are not equally loaded. For a two-span continuous runway girder supporting moving cranes, the minimum critical load and the maximum absolute moment were investigated, some possible combination of wheel forces on beams considered, and approaches to calculating the critical load for each load combination are suggested when the girder has either one or two cranes moving along it.

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