Rational reinforcement of cylindrical orthotropic viscoelastic shells under axial compression

1983 ◽  
Vol 18 (5) ◽  
pp. 544-549
Author(s):  
V. Yu. Siryus ◽  
G. A. Teters
Keyword(s):  
Axial Compression ◽  
Rational Reinforcement ◽  
Viscoelastic Shells

Researches on Rational Reinforcement of Equi-Limb L-Shaped Reinforced Concrete Columns

2013 ◽  
Vol 631-632 ◽  
pp. 759-764
Author(s):  
Chao Sun ◽  
Shu Li Zhao
Keyword(s):  
Reinforced Concrete ◽  
Nonlinear Analysis ◽  
Axial Compression ◽  
Integral Method ◽  
Concrete Columns ◽  
Experimental Results ◽  
Analysis Program ◽  
Reinforced Concrete Columns ◽  
Rational Reinforcement ◽  
Numerical Integral

A nonlinear analysis program for the capacity of L-shaped columns with numerical integral method is complied. Using the program, the Date of Mx-My curves under different axial compression ratios is obtained for five different reinforcement of equi-eimb L-shaped reinforced concrete columns.The maximum moments in various loading angles are analyzed, the cross-section’s ability to bear load influenced by different reinforcement is discussed, The rational reinforcement of equi-limb L-shaped reinforced concrete columns is derived. The date shows that the theoretical values and experimental results meet closely. Finally, Some suggestions in practice design for equi-limb L-shaped columns are given.

Researches on Rational Reinforcement of Equi-Limb +-Shaped Reinforced Concrete Columns

2014 ◽  
Vol 501-504 ◽  
pp. 752-757
Author(s):  
Chao Sun ◽  
Shu Li Zhao ◽  
Zi Tai Zhang
Keyword(s):  
Reinforced Concrete ◽  
Nonlinear Analysis ◽  
Axial Compression ◽  
Cross Sections ◽  
Integral Method ◽  
Concrete Columns ◽  
Experimental Results ◽  
Analysis Program ◽  
Reinforced Concrete Columns ◽  
Rational Reinforcement

A nonlinear analysis program for the capacity of +-shaped columns with numerical integral method is complied. Using the program, the Date of Mx-My curves under different axial compression ratios is obtained for four different reinforcement of equi-eimb +-shaped reinforced concrete columns. The maximum moments in various loading angles are analyzed, the cross-sections ability to bear load influenced by different reinforcement is discussed, The rational reinforcement of equi-limb +-shaped reinforced concrete columns is derived. The date shows that the theoretical values and experimental results meet closely. Finally, Some suggestions in practice design for equi-limb +-shaped columns are given.

Nonlinear Analyses Of Steel Plates Submitted To Axial Compression Forces Considering Residual Stresses

2019 ◽  
Author(s):  
Elvys Reis ◽  
Caroline Martins Calisto ◽  
Ana Lydia Castro e Silva ◽  
hermes carvalho
Keyword(s):  
Residual Stresses ◽  
Axial Compression ◽  
Steel Plates ◽  
Nonlinear Analyses

Buckling of Circular Cylindrical Shells Using a Displacement Function

1974 ◽  
Vol 96 (4) ◽  
pp. 1322-1327
Author(s):  
Shun Cheng ◽  
C. K. Chang
Keyword(s):  
Boundary Conditions ◽  
Axial Compression ◽  
Cylindrical Shells ◽  
External Pressure ◽  
Displacement Function ◽  
Combined Loading ◽  
Trial Solution ◽  
Governing Differential Equation ◽  
Circular Cylindrical Shells ◽  
The Stability

The buckling problem of circular cylindrical shells under axial compression, external pressure, and torsion is investigated using a displacement function φ. A governing differential equation for the stability of thin cylindrical shells under combined loading of axial compression, external pressure, and torsion is derived. A method for the solutions of this equation is also presented. The advantage in using the present equation over the customary three differential equations for displacements is that only one trial solution is needed in solving the buckling problems as shown in the paper. Four possible combinations of boundary conditions for a simply supported edge are treated. The case of a cylinder under axial compression is carried out in detail. For two types of simple supported boundary conditions, SS1 and SS2, the minimum critical axial buckling stress is found to be 43.5 percent of the well-known classical value Eh/R3(1−ν2) against the 50 percent of the classical value presently known.

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