Research Papers: Design and Analysis

Buckling of Cylinders With Imperfect Length

[+] Author and Article Information
J. Błachut

Institute of Physics,
Cracow University of Technology,
ul. Podchorążych 1,
Kraków 30-085, Poland

Contributed by the Pressure Vessel and Piping Division of ASME for publication in the JOURNAL OF PRESSURE VESSEL TECHNOLOGY. Manuscript received September 15, 2013; final manuscript received February 16, 2014; published online September 15, 2014. Assoc. Editor: Spyros A. Karamanos.

J. Pressure Vessel Technol 137(1), 011203 (Sep 15, 2014) (7 pages) Paper No: PVT-13-1163; doi: 10.1115/1.4027246 History: Received September 15, 2013; Revised February 16, 2014

Eighteen mild steel cylinders with the length-to-radius ratio, L/R ≈ 2.4 and with the radius-to-wall thickness ratio, R/t ≈ 185 were collapsed by axial compression. Cylinders had variable length at one end of sinusoidal profile. The magnitude of axial imperfection-to-wall thickness ratio, 2A/t, was varied between 0.05 and 1.0. Experimental results show that buckling strength strongly depends on the axial amplitude of imperfection. On average imperfect cylinders, with 2A/t = 1.0, are able to support 49% of experimental buckling load obtained for geometrically perfect model. The largest sensitivity of buckling strength was associated with small amplitude of imperfection in axial length. For example, for axial length imperfection amounting to 25% of wall thickness the buckling strength was reduced by 40%. It appears that the number of sinusoidal waves in the imperfection profile plays a secondary role, i.e., its role in reducing the buckling strength is not a dominant factor. The paper provides experimental details and comparisons with numerical results.

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Fig. 7

Waviness of axial length

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Fig. 6

Typical variation of wall thickness

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Fig. 5

Variation of axial length in “perfect” models

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Fig. 9

Experimental boundary conditions and view of test model

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Fig. 10

Load-deflection curves for nominally perfect models

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Fig. 11

Load-deflection curves for imperfect models

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Fig. 12

Collapsed models with small and large axial imperfections at the top

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Fig. 4

Scatter of wall thickness along length

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Fig. 3

Computed modes of failure

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Fig. 2

Illustration of collapse (model “1B”), and bifurcation (model “7”)

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Fig. 1

Geometry of steel cylinder and view of the top end of test model

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Fig. 8

The FE model and test model

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Fig. 13

Imperfection sensitivity




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