scholarly journals ELASTIC AND ELASTO-PLASTIC BUCKLING LOADS OF SADDLE-SHAPED HP LATTICE SHELLS UNDER VERTICAL DISTRIBUTED LOAD

2011 ◽  
Vol 76 (660) ◽  
pp. 337-346
Author(s):  
Toshiyuki OGAWA ◽  
Tomohiko KUMAGAI ◽  
Sota KURUMA ◽  
Ken'ichi MINOWA
Keyword(s):  
Plastic Buckling ◽  
Buckling Loads ◽  
Distributed Load ◽  
Hp Lattice ◽  
Lattice Shells

Buckling mechanism of cable-stiffened lattice shells with bolted connections

2019 ◽  
Vol 22 (15) ◽  
pp. 3234-3248
Author(s):  
Xi Wang ◽  
Ruo-qiang Feng ◽  
Gui-rong Yan ◽  
Bao-chen Zhu ◽  
Feng-cheng Liu
Keyword(s):  
Bolted Joints ◽  
Bolted Connections ◽  
Elliptic Paraboloid ◽  
Buckling Loads ◽  
Geometric Imperfection ◽  
Initial Geometric Imperfection ◽  
In Series ◽  
Lattice Shell ◽  
Rigid Joints ◽  
Lattice Shells

The cable-stiffened lattice shell is a new structural system for its translucence and lighting. This article discusses the effect of the connections’ behavior and geometric imperfection on the structural stability and reveals the buckling mechanism of the cable-stiffened lattice shell. The spring stiffness for bolted connections of cable-stiffened lattice shells is deduced from the spring in series model. The buckling mechanism of cable-stiffened lattice shells with three types of joints have been studied based on the prototypical static experiments of bolted connections. The decrease of bolted connections’ stiffness would lead to the change in the displacement distribution for the lattice shell under its ultimate load. The buckling loads and initial structural stiffness of cable-stiffened lattice shells with shim-strengthened bolted joints are approximately 80% of those for cable-stiffened lattice shells with rigid joints. The result indicates that the buckling loads of cable-stiffened lattice shells with bolted connections decrease much more slowly than the decrease of bolted connections’ stiffness. The cable-stiffened lattice shell with SBP connections is more sensitive to the initial geometric imperfection. Finally, a formula has been proposed for estimating buckling loads of elliptic paraboloid cable-stiffened lattice shells with bolted connections.

scholarly journals ESTIMATION OF ELASTO-PLASTIC BUCKLING LOADS FOR RETICULAR DOMES ON A CIRCULAR PLAN

1992 ◽  
Vol 439 (0) ◽  
pp. 111-119 ◽  
Author(s):  
Shiro KATO ◽  
Masaaki SHOMURA ◽  
Ryoichi SHIBATA ◽  
Takashi UEKI
Keyword(s):  
Plastic Buckling ◽  
Buckling Loads

In-Plane Buckling Analysis of Gabled Arch Frame Steel Building

2011 ◽  
Vol 71-78 ◽  
pp. 3680-3686 ◽  
Author(s):  
Jun Li ◽  
Yuan Qing Wang ◽  
Ting Chang ◽  
Fei Shi
Keyword(s):  
Extreme Point ◽  
Software Package ◽  
Buckling Analysis ◽  
Buckling Loads ◽  
Distributed Load ◽  
Steel Building ◽  
Study Characteristics ◽  
Load Conditions

In order to study characteristics and rules of the in-plane stability for gabled arch frame steel building, a well-known FEA software package ANSYS has been used to calculate the in-plane buckling of a gabled arch frame which has a span of 30m. The linear and extreme point buckling loads have been obtained under the circumstances of different rise-span ratio, full-span and half-span distributed load and initial deficiency. Then the buckling path for this kind of structure has been given. Finally, the buckling deformation rules were proof and the influence of rise-span ratio, load conditions and initial deficiency were also discussed.

Plastic Buckling of Conical Shells

2009 ◽  
Author(s):  
J. Blachut ◽  
O. Ifayefunmi
Keyword(s):  
Finite Element ◽  
Mild Steel ◽  
External Pressure ◽  
Numerical Results ◽  
Vertex Angle ◽  
Finite Element Analyses ◽  
Plastic Buckling ◽  
Buckling Loads ◽  
Conical Shells ◽  
Numerical Estimations

The buckling of unstiffened truncated conical shells subjected to axial compression and/or to external pressure is discussed. This work is both experimental and theoretical/numerical. Results of tests on four laboratory scale cones and the associated numerical estimations of buckling loads are provided. The models were machined from mild steel and they had integral top and bottom flanges in them. The bottom and top diameters of the cones were about 200 mm and 100 mm, respectively. Semi-vertex angle was about 27°, whilst the nominal wall thickness was 3mm. The numerical results are based on the finite element analyses.

Towards joining by plastic buckling of hollow polyvinylchloride profiles

2016 ◽  
Vol 232 (7) ◽  
pp. 592-601
Author(s):  
LM Alves ◽  
MM Pimentel ◽  
CMA Silva ◽  
PAF Martins
Keyword(s):  
Finite Element Analysis ◽  
Cross Sections ◽  
Material Characterization ◽  
Room Temperature ◽  
Geometric Features ◽  
Plastic Buckling ◽  
Element Analysis ◽  
Buckling Loads ◽  
Mechanical Joining ◽  
Compact Range

This paper investigates the collapse by buckling of hollow polyvinylchloride profiles with various cross sections. The presentation identifies the modes of deformation and the critical buckling loads and investigates the possibility of developing innovative mechanical joining processes built upon the formation of bellow shapes (wrinkles) by radial outward flow. The methodology draws from the fundamentals of material characterization and plastic buckling by compression between flat parallel platens to the experimental and finite element analysis of the formation of wrinkles by compression in a semi-closed tool. Results show that the formation of wrinkles in hollow polyvinylchloride profiles at room temperature is limited to geometric features within a compact range. The connection of hollow polyvinylchloride profiles to polycarbonate sheets is given as examples of application of wrinkles in mechanical joining.

Plastic Buckling of Short Vertical Cylindrical Shells Subjected to Horizontal Edge Shear Loads

1985 ◽  
Vol 107 (2) ◽  
pp. 101-106 ◽  
Author(s):  
G. D. Galletly ◽  
J. BŁachut
Keyword(s):  
Cylindrical Shells ◽  
Limited Range ◽  
Quadratic Equation ◽  
Nuclear Industry ◽  
Seismic Loads ◽  
Fast Breeder Reactor ◽  
Plastic Buckling ◽  
Buckling Loads ◽  
Shear Loads ◽  
Shear Buckling

Vertical liquid-filled cylindrical shells which are subjected to horizontal seismic loads can fail by buckling in shear. One example where this might arise in the nuclear industry is with the primary vessel in a fast breeder reactor (LMFBR) and design criteria are, therefore, needed to prevent its occurrence. In the present paper, the static analogue of the foregoing problem is considered and experimental results on the plastic buckling of short, steel cantilevered cylindrical shells subjected to transverse edge shearing loads are presented. In addition, a simple quadratic equation is suggested for predicting the plastic shear buckling loads. The agreement between the experimental shear loads at the inception of buckling and the predictions of the proposed design equation is excellent for the limited range of geometries investigated.

The Southwell Method for Predicting Plastic Buckling Loads for Elbows

1983 ◽  
Vol 105 (1) ◽  
pp. 2-8 ◽  
Author(s):  
L. H. Sobel
Keyword(s):  
Stainless Steel ◽  
Bending Moment ◽  
304 Stainless Steel ◽  
Major Conclusion ◽  
Plastic Buckling ◽  
Nonlinear Buckling ◽  
Buckling Loads ◽  
Average Value ◽  
Type 304 ◽  
Type 304 Stainless Steel

The Southwell method for the prediction of buckling loads is applied to results obtained from tests of two 16-in-dia Type 304 stainless steel elbows loaded by an in-plane closing bending moment M. The basis of the method is discussed, and it is shown that proper application of the method requires that the nonlinear component of the deformation, δnl, be used in the Southwell plot. Predicted buckling loads determined from four experimental M-δnl curves for each test are found to be consistent and accurate, with an average value that is only slightly above the experimental plastic buckling load. The major conclusion of this paper is that the Southwell method based on δnl is valid for elbows loaded by an in-plane closing bending moment, and for a certain broader class of elastic or plastic nonlinear buckling (geometric collapse) problems for imperfection-insensitive structures. Consequently, tests and analyses of such structures need not be carried out to buckling to determine buckling loads. Practical advantages of such nonbuckling tests and analyses are discussed.

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