Stability of a cylindrical shell loaded by external pressure and axial tensile forces

1966 ◽  
Vol 2 (4) ◽  
pp. 16-19 ◽  
Author(s):  
L. V. Andreev ◽  
E. A. Ptakhin
Keyword(s):  
Cylindrical Shell ◽  
External Pressure ◽  
Axial Tensile ◽  
Tensile Forces

Interaction Curves for Circular Cylindrical Shells According to the Mises or Tresca Yield Criterion

1962 ◽  
Vol 29 (2) ◽  
pp. 375-380 ◽  
Author(s):  
P. G. Hodge ◽  
Joseph Panarelli
Keyword(s):  
Cylindrical Shell ◽  
Circular Cylindrical Shell ◽  
Plastic Material ◽  
Yield Criterion ◽  
External Pressure ◽  
Shell Material ◽  
Perfectly Plastic ◽  
Axial Tensile ◽  
Circular Cylindrical Shells ◽  
Interaction Curves

A circular cylindrical shell is subjected to uniform internal or external pressure and a constant axial tensile or compressive stress. The interaction curve constituting load combinations which just cause plastic flow of a rigid/perfectly plastic material depends upon the assumed yield criterion of the shell material. Close bounds on the interaction curve are found when the material yields according to either the Tresca or Mises criterion.

Centrifuge study of seismic response of soil-nailed walls supporting a footing on the ground surface

Géotechnique ◽  
2021 ◽  
pp. 1-41
Author(s):  
Mohammad Hassan Baziar ◽  
Alireza Ghadamgahi ◽  
Andrew John Brennan
Keyword(s):  
Ground Surface ◽  
Soil Surface ◽  
Seismic Stability ◽  
Soil Nails ◽  
Model Soil ◽  
Centrifuge Tests ◽  
Axial Tensile ◽  
Tensile Forces ◽  
Surcharge Load ◽  
Seismic Loadings

Seismic design of soil-nailed walls requires demonstrations of tolerable ranges of wall movements, especially when a surcharge load exists near the wall. In this study, the effect of surcharge location on seismically induced wall movements was investigated using four centrifuge tests. The axial tensile forces, developed along the soil nails during the seismic loadings, were also measured during the tests. At 50g centrifugal acceleration, model tests represented a 12-m-high prototype wall reinforced with five rows of soil nails. To apply a surcharge stress of 30 kPa at the specified location relative to the wall for each model test, a rigid footing was placed on the soil surface. The model soil-nailed walls were subjected to three successive earthquake motions. Surprisingly, it was found that the model wall with the footing located behind the soil-nailed region experienced the largest seismic movements, even more than when the footing was directly behind the wall. Further, the tests showed that the lower soil nails played a key role in the wall stability during earthquake shaking, acting as a pivot for the pre-collapse cases tested, whereas the upper soil nails needed to be sufficiently extended to properly contribute to the seismic stability of the wall.

Dynamic Stability of a Cylindrical Shell under Alternating Axial External Pressure

2017 ◽  
Vol 60 (4) ◽  
pp. 508-513 ◽  
Author(s):  
V. N. Bakulin ◽  
E. N. Volkov ◽  
A. I. Simonov
Keyword(s):  
Cylindrical Shell ◽  
Dynamic Stability ◽  
External Pressure

Limit Analysis for Combined Edge and Pressure Loading on a Cylindrical Shell

1971 ◽  
Vol 93 (4) ◽  
pp. 998-1006
Author(s):  
H. S. Ho ◽  
D. P. Updike
Keyword(s):  
Cylindrical Shell ◽  
Velocity Field ◽  
Axial Force ◽  
Shear Force ◽  
Circular Cylindrical Shell ◽  
Yield Condition ◽  
External Pressure ◽  
Tresca Yield Condition ◽  
Stress States ◽  
Range Of Values

Equations describing the stress field and velocity field occurring in a circular cylindrical shell at plastic collapse are derived corresponding to stress states lying on each face of a yield surface for a uniform shell of material obeying the Tresca yield condition. They are then applied to the case of a shell under combined axisymmetric loadings (moment, shear force, and axial force) at one end and uniform internal or external pressure on the lateral surface. For a sufficiently long shell, complete solutions are obtained for a fixed far end, and for a certain range of values of axial force and pressure, they are obtained for a free far end. All the solutions are represented by either closed form or by quadratures. It is shown that in many cases the radial velocity field is proportional to the shear force.

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