By combining the linearization of the governing equation with the method of harmonic balance, we have established analytic approximate formulas for the buckling load and the largest deflection of the column.

This paper concisely presents the characteristics of structural stability and introduces the basic thought and procedure of calculating the literal bent and torsional buckling load of beam-columns in elastoplastic state with numerical method on the basis of computers.

By application of Galerkin variational method, the critical eigenvalues, buckling loads and critical stresses are computed for shells with various truncated ratios in full concinnity.

In this paper, when initial imperfections exist at the support skirt or at the main vessel of LMFBR vessel respectively, the static analogue analysis on bucking behavior under seismic excitation were carried out. At first, on the case of normal atmospheric temperature (20℃) or high temperature (400℃ ), and there is or no liquid in the main vessel repectively, the buckling loads and modes under hor-zontal seismic excitation for perfection LMFBR vessel were analyzed by Super-SAP93 code.

In Chapter IV and V, nonlinear dynamic buckling of symmetrically laminated composite shallow spherical shells and laminated composite truncated shallow spherical shells under concentrated impact load are investigated based on the theory of classical laminated shells.

Both the incremental method with the tangent stiffness and modified Newton-Raphson method are used to compute the pre-buckling stress distribution in elastic and plasti ranges. A bifurcation analysis is preformed by using Stowell' s deformation theory.

Based on the results of the tests and literature, the formula of the buckling load of composite pipes under axially compressive load was presented based on Perry formula.

Analysis modeling for plate buckling load of vibration test

Thus, there has been a tendency in the construction field to derive a precise buckling load analysis model of member in order to establish accurate safety factors.

A numerical analysis model, using modal analysis to acquire the dynamic function calculated by dynamic parameter to get the buckling load of member, is proposed in this paper.

The analysis results indicated that this proposed method only needs to apply modal parameters of 7×7 test points to obtain a theoretical value of buckling load.

The natural frequencies and buckling loads of these thin-walled structures are computed.

Using the differential equation of equilibrium and an energy method, the flexural and torsional-flexural buckling loads are evaluated.

Equations to determine the buckling loads are developed considering typical end-conditions.

Buckling loads of linearly tapered columns laterally restrained by multiple elastic springs

This paper discusses the numerical methods that were developed for calculating the buckling loads with the corresponding buckled shapes of linearly tapered columns laterally restrained by multiple elastic springs.

The purpose of this study was to evaluate the effect of screw placement on the stiffness, yield load, and ultimate load of hamstring graft fixation in the tibial tunnel.

Tibial fixation stiffness was greater using concentric screw placement (P >amp;lt; 0.05) although there was no statistical difference in yield load, slippage, or ultimate load.

Analysis of yield load, maximum load and stiffness in the single cycle loading test showed no statistically significant differences for hybrid fixation with a 1?mm undersized screw and aperture fixation with a screw matching the size of the tunnel.

The BioCorkscrew group also displayed greater yield load during load to failure testing (492.2?±?204?N vs.

Elongation after 1,000 loading cycles, ultimate failure load, yield load, stiffness, deformation at the yield point, and mode of failure were recorded.

The lower experimental bucking load was due to the small imperfections in the cylinder but this problem can be overcome by advancement in the manufacturing methods.

Cubic B-spline approximations and iterative techniques have been used in computing highly nonlinear deflections of clamped shallow spherical shells under successive increments of uniformly distributed loads. We find that for the shells with the geometric pa-rameter arch chord length, R = radius of curvature, h=thickness), the slopes dP/dW. of p-W. (load-central deflection) curves may go to infinity (and become negative) before snap-through buckling loads have been attained. A special algorithm which uses alternatively...

Cubic B-spline approximations and iterative techniques have been used in computing highly nonlinear deflections of clamped shallow spherical shells under successive increments of uniformly distributed loads. We find that for the shells with the geometric pa-rameter arch chord length, R = radius of curvature, h=thickness), the slopes dP/dW. of p-W. (load-central deflection) curves may go to infinity (and become negative) before snap-through buckling loads have been attained. A special algorithm which uses alternatively the increments of central deflection and load as iterative parameters has been developed to cope with this situation. This algorithm gives fairly good convergence rates for values of λ as high as 46 and the buckling loads obtained for λ<20 are compatible with that computed by B. Budiansky and R. Archer with entirely different methods.

Assuming the deformation of the shell has an axial symmetrically form, we transform the Marguerre's equations[1] into difference equations, and use these equations to discuss the buckling of an elastic thin shallow spherical shell subjected to impact loads. Tlie result shows when impact load acts on the shell, a jump of the shell takes place dependent on the values A and the critical buckling load increases with the enlargement of the loading area.

In this paper, the post- buckling behavior of an elastic pinended strut on an elastic foundation is studied.Attention is focused on those values of foundation stiffness at which,under axial load, the two lowest buckling loads of the strut are near.At first,we reveal the secondary buckling of the strut by means of Liapunov-Schmidt reduction and analyses of stability;furthermore,give the asymptotical unfolding of the primary post-buckling branches and secondary branches based on bifurcation equation.Secondly,numerical...

In this paper, the post- buckling behavior of an elastic pinended strut on an elastic foundation is studied.Attention is focused on those values of foundation stiffness at which,under axial load, the two lowest buckling loads of the strut are near.At first,we reveal the secondary buckling of the strut by means of Liapunov-Schmidt reduction and analyses of stability;furthermore,give the asymptotical unfolding of the primary post-buckling branches and secondary branches based on bifurcation equation.Secondly,numerical conputations of the secondary buckling of the strut is made by the method which have been developed by the author of this paper.The numerical results are in agreement with the asymptotical expression very well.