scholarly journals EFFECTS OF JOINT RIGIDITY ON BUCKLING LOAD OF SINGLE LAYER RETICULAR DOMES ON CIRCULAR PLAN : On expression of the column buckling strength curves

1994 ◽  
Vol 59 (465) ◽  
pp. 97-107 ◽  
Author(s):  
Shiro KATO ◽  
Masaaki SHOMURA
Keyword(s):  
Single Layer ◽  
Buckling Load ◽  
Column Buckling ◽  
Buckling Strength ◽  
Joint Rigidity

Buckling Load of Elliptic Paraboloidal Single Layer Reticulated Roofs under Uniform Load

2005 ◽  
Vol 20 (2) ◽  
pp. 91-106 ◽  
Author(s):  
Shiro Kato ◽  
Yoshiro Yamauchi ◽  
Takashi Ueki
Keyword(s):  
Approximate Formula ◽  
Slenderness Ratio ◽  
Single Layer ◽  
Elastic Buckling ◽  
Uniform Load ◽  
Column Buckling ◽  
Buckling Loads ◽  
Buckling Strength ◽  
Practical Design ◽  
Linear Buckling

The present paper discusses buckling strength of elliptic paraboloidal reticular roofs under a uniform load on a rectangular plan. The roofs are assumed as three way single layers with a pin-support at all peripheries on a rectangular plan. The buckling analyses are performed for linear buckling, elastic buckling and elastic-plastic buckling. The results of buckling loads are formulated based on two procedures for practical design use. One is an explicit but approximate formula for elastic buckling loads using a knock down factor and the other one is an implicit expression for buckling loads interpreted into a column buckling strength in terms of generalized slenderness ratio.

Buckling Load of Elliptic Paraboloidal Single Layer Reticulated Roofs with Simple Supports under Uniform Load

2005 ◽  
Vol 20 (4) ◽  
pp. 211-224 ◽  
Author(s):  
Shiro Kato ◽  
Yoshiro Yamauchi ◽  
Takashi Ueki ◽  
Kazune Okuhira
Keyword(s):  
Slenderness Ratio ◽  
Single Layer ◽  
Elastic Buckling ◽  
Uniform Load ◽  
Column Buckling ◽  
Buckling Loads ◽  
Buckling Strength ◽  
Linear Buckling ◽  
Simple Support ◽  
Simple Supports

The present paper discusses buckling strength of elliptic paraboloidal reticular roofs under uniform load with a rectangular plan. The roofs are assumed as three way single layers with a simple support at all peripheries of a rectangular plan. The buckling analyses are performed for linear buckling, elastic buckling, and elastic-plastic buckling. The results of buckling loads are formulated based on two procedures for practical design use. One is an explicit formula for elastic buckling loads using a knock down factor and the other one is an implicit expression for buckling loads interpreted as a column buckling strength in terms of generalized slenderness ratio.

Buckling of a Circular Cylindrical Web-Stiffened Sandwich Shell Under Axial Compression

1974 ◽  
Vol 18 (01) ◽  
pp. 55-61
Author(s):  
Vincent Volpe ◽  
Youl-Nan Chen ◽  
Joseph Kempner
Keyword(s):  
Axial Compression ◽  
Large Deflection ◽  
Single Layer ◽  
Subsequent Development ◽  
Buckling Load ◽  
Sandwich Shell ◽  
Cylindrical Sandwich Shell ◽  
Axisymmetric Mode ◽  
Shell Equations ◽  
The Mathematical Model

A stability analysis of an infinitely long web-stiffened, circular cylindrical sandwich shell under uniform axial compression is presented. The formulation begins with the establishment of a set of suitable large-deflection shell equations that forms the basis for the subsequent development of the buckling equations. The mathematical model corresponds to two face layers that are considered as thin shells and a thick core that is capable of resisting both transverse shear and circumferential extension. The associated eigenvalue problem is solved. Results show that the lowest buckling load is associated with the axisymmetric mode and is less than one half the buckling load of an equivalent single-layer shell.

Effect of Fiber Orientation on the Critical Buckling Load of Symmetric Composite Laminated Plates

2012 ◽  
Vol 629 ◽  
pp. 95-99 ◽  
Author(s):  
N. Hamani ◽  
D. Ouinas ◽  
N. Taghezout ◽  
M. Sahnoun ◽  
J. Viña
Keyword(s):  
Fiber Orientation ◽  
Composite Plates ◽  
Laminated Plates ◽  
Buckling Load ◽  
The Finite Element Method ◽  
Notch Radius ◽  
Critical Buckling Load ◽  
Buckling Strength ◽  
Degree Of Anisotropy ◽  
Circular Notch

In this study, a buckling analysis is performed on rectangular composite plates with single and double circular notch using the finite element method. Laminated plates of carbon/bismaleimde (IM7/5250-4) are ordered symmetrically as follows [(θ/-θ)2]S. The buckling strength of symmetric laminated plates subjected to uniaxial compression is highlighted as a function of the fibers orientations. The results show that whatever the notch radius, the buckling load is almost stable. Increasing the degree of anisotropy significantly improves critical buckling load.

scholarly journals BUCKLING STRENGTH OF TWO-WAY SINGLE-LAYER LATTICE DOMES STIFFENED BY DIAGONAL BRACES

2012 ◽  
Vol 77 (676) ◽  
pp. 891-898 ◽  
Author(s):  
Shiro KATO ◽  
Noriko YOSHIDA ◽  
Shoji NAKAZAWA
Keyword(s):  
Single Layer ◽  
Buckling Strength

Evaluation of Elasto-Plastic Buckling Strength of Two-Way Grid Shells Using Continuum Analogy

2002 ◽  
Vol 17 (4) ◽  
pp. 249-261 ◽  
Author(s):  
Shiro Kato ◽  
Tetsuo Yamashita
Keyword(s):  
Estimation Procedure ◽  
Plastic Buckling ◽  
Column Buckling ◽  
Buckling Strength ◽  
Linear Buckling ◽  
Mathematical Formulas ◽  
Principal Points ◽  
Points Of View ◽  
Orthotropic Shells ◽  
Equivalent Continuum

The present paper aims to propose a method to evaluate elasto-plastic buckling strength of two-way grid shells, using mathematical formulas for linear buckling derived based on the continuum shell analogy. The paper is organised from two principal points of view. In the first discussion, we derive two formulas for linear buckling of two-way grid shells by substituting the equivalent continuum rigidity into the buckling formulas for orthotropic shells. The applicability of the formulas is verified using several structural examples by comparison with the other proposed formulas and FEM results. In the second discussion, based on the concept of column buckling, an effective approach to estimate elasto-plastic buckling strength of two-way grid shells is demonstrated. In the estimation procedure, the buckling formulas derived in the first discussion are effectively applied to obtain the generalised slenderness.

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