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Buckling of cylindrical shells with measured settlement under axial compression

T

⁎

Zhiping Chena, , Haigui Fanb, Jian Chenga, Peng Jiaoa, Feng Xua, Chenchao Zhenga a b

Institute of Process Equipment, Department of Chemical and Biological Engineering, Zhejiang University, 38 Zheda Road, Hangzhou, Zhejiang 310027, PR China School of Chemical Machinery and Safety Engineering, Dalian University of Technology, 2 Linggong Road, Dalian, Liaoning 116023, PR China

A R T I C L E I N F O

A B S T R A C T

Keywords: Cylindrical shells Measured settlement Axial buckling Geometrical nonlinearity

Buckling behavior of cylindrical shells with measured settlement under axial compression has been researched and analyzed in this paper. Using the method of Fourier series expansion, the measured settlement data is transformed into diﬀerential settlement. Applying the ﬁnite element simulation method, the diﬀerential settlement is applied to bottom of the cylindrical shell in order to simulate behavior of the cylindrical shell under diﬀerential settlement. Based on the deformed cylindrical shell caused by settlement, the ﬁnite element simulation method is applied to research buckling behavior of the cylindrical shell under axial compression considering the geometric nonlinearity and large deformation. The meridional membrane stress distribution in the circumferential direction of the cylindrical shell under diﬀerential settlement is obtained and compared with the diﬀerential settlement distribution. Eﬀects of liquid storage on buckling behavior of the cylindrical shell are researched by applying hydrostatic pressure to the inner surface. Parametric analysis is carried out to research the eﬀects of diameter-thickness ratio and height-diameter ratio of the cylindrical shell on the axial buckling capability. Results show that the cylindrical shell will be subjected to deformation and meridional membrane stress because of the diﬀerential settlement and the critical axial buckling load will be decreased then. Liquid storage is helpful for the cylindrical shell to remain stable. The cylindrical shell with larger height-diameter ratio and smaller diameter-thickness ratio is more capable to resist buckling under axial compression following differential settlement.

1. Introduction As a typical thin walled structure, cylindrical shells are widely used in various industries, such as steel silos, oil storage tanks and nuclear reactors [1–3]. These structures may be subjected to many kinds of axial compression, like gravity, vacuum eﬀects and uplift caused by earthquake. The axial buckling capacity should be regarded as a controlling factor in the design stage of cylindrical shells in order to avoid potential failure. A collapsed steel silo caused by axial compression has been shown in Fig. 1. Buckling of cylindrical shells under axial compression has attracted extensive attention in recent years. Results of previous researches show that initial imperfections of the cylindrical shell have great inﬂuence on the axial buckling strength [4–6]. The researches of initial imperfections are mainly about the dimensional discrepancy caused in the manufacturing process, longitudinal and girth welds, local imperfection and damage [7–10]. In engineering, uneven soil deposition, especially for the coastal soft soil foundation, will lead to diﬀerential settlement of the cylindrical shell structures [11]. Deformation and stress ⁎

redistribution of the cylindrical shell caused by settlement may weaken its mechanical properties. The cylindrical shell will be unable to continue working as usual when the diﬀerential settlement reaches a critical value. Zhao et al. [12–14] and Gong et al. [15–17] had done some researches about buckling of cylindrical shells under settlement applying ﬁnite element simulation. However, for most cylindrical shells in service, settlement will not cause instability or failure directly. But the deformation and stress redistribution caused by settlement will have great inﬂuence on the axial buckling strength of the cylindrical shell. Compared to initial imperfections, deformation and stress of the cylindrical shells caused by settlement are much larger. Holst and Rotter [18] researched buckling behavior of axially compressed cylindrical shells with local settlement. The local settlement was assumed as local uplift in the form of quasi-continuous with a sinusoidal variation beneath the cylindrical shell. The initiation and development of deformation caused by local settlement and its eﬀect on buckling of the cylindrical shell under axial compression had been studied then. However, in engineering, settlement beneath the cylindrical shell is distributed randomly in the circumferential direction. Several

Corresponding author. E-mail address: [email protected] (Z. Chen).

https://doi.org/10.1016/j.tws.2017.11.006 Received 29 March 2016; Received in revised form 16 October 2017; Accepted 7 November 2017 Available online 01 December 2017 0263-8231/ © 2017 Elsevier Ltd. All rights reserved.

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Fig. 2. Measured settlement data of the tank.

theoretical research of settlement [19–21], the discrete settlement data obtained from the measuring points can be transformed into diﬀerential settlement expression applying the method of Fourier series expansion, as shown in Eq. (1).

Fig. 1. A collapsed steel silo caused by axial compression.

u = 0.088 × − 0.872 − 0.706 + 1.011

measuring points are located on basement of the cylindrical shell in order to obtain settlement data. Review of previous literature shows that research about buckling of cylindrical shells with measured settlement under axial compression is quite limited. It is quite signiﬁcant to research the measured settlement beneath the cylindrical shell and buckling behavior of the cylindrical shell under axial compression. This paper focuses on the measured settlement in engineering to research the eﬀect of diﬀerential settlement on the cylindrical shell's deformation. Based on that, the axial compression is applied to the deformed cylindrical shell and the critical axial buckling load coeﬃcient will be obtained. The inﬂuence mechanism of settlement on axial buckling behavior is researched. Eﬀects of diﬀerential settlement amplitudes on the critical axial buckling load coeﬃcient of the cylindrical shell are also studied. Meanwhile, structure parameters and liquid storage of the cylindrical shell are also determining factors to the deformation and meridional membrane stress under settlement. The axial buckling capacity of the cylindrical shell with diﬀerent liquid storages is analyzed. Parametric analysis of structure parameters has been carried out to research eﬀects of structure parameters on the axial buckling strength of the cylindrical shell with measured settlement under axial compression.

cos(2θ ) − 0.045 × sin(2θ ) + 0.944 × cos(3θ ) × sin(3θ ) + cos(4θ ) − 2.375 × sin(4θ ) + 1.746 × cos(5θ ) × sin(5θ ) − 0.088 × cos(6θ ) − 1.545 × sin(6θ ) × cos(7θ ) − 0.601 × sin(7θ ) − 0.188 × cos(8θ )

(1)

where u represents the diﬀerential settlement beneath the cylindrical shell with unit of mm and θ is the circumferential coordinate with the unit of rad. Diagram of the diﬀerential settlement distributed in the circumferential direction beneath the cylindrical shell is shown in Fig. 3. The horizontal coordinate is central angle, which satisﬁes φ = θ × 180/π. The diﬀerential settlement u derived from measured settlement data has been shown in Eq. (1). In order to research behavior of the cylindrical shell under diﬀerent settlements, the settlement amplitude is deﬁned as λ = u0/u. When λ is selected as diﬀerent values, diﬀerent diﬀerential settlement expressions will be obtained by u0 = λu. The commercial ﬁnite element package ABAQUS is applied in the simulation analysis. The ﬁnite element model of the cylindrical shell is

2. Behavior of cylindrical shell under measured settlement As the foundation property changes diﬀerently in the circumferential direction, the cylindrical shell will be subjected to diﬀerential settlement. In order to reveal the deformation behavior of the cylindrical shell under settlement in engineering, the measured settlement data of an oil storage tank is selected in this paper [14]. The oil storage tank is a typical thin walled structure and 16 measuring points have been located evenly at the bottom along circumferential direction to record settlement of the tank. The measuring point number and the corresponding settlement data are shown in Fig. 2, with the unit of mm. The measured data reﬂects settlement of some discrete points in the circumferential direction beneath the cylindrical shell. In order to analyze deformation behavior of the cylindrical shell under settlement, the measured settlement data needs to be transformed into the continuous distributed form in circumferential direction. According to the

Fig. 3. Diﬀerential settlement distributed in the circumferential direction.

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Fig. 6. Radial displacement vs settlement curves of the cylindrical shell.

represents settlement amplitude. Fig. 6 shows that the radial displacement presents approximately linear variation as the settlement increases. It indicates that the cylindrical shell doesn’t buckle or lose stability under the settlement as shown in Eq. (1). The maximum outward and inward displacements are 2.3t and 1.1t respectively. Previous research shows that axial buckling strength of the cylindrical shell is quite sensitive to initial imperfections. The critical axial buckling load will be weakened seriously compared to the perfect cylindrical shell because of initial imperfections. The deformation and stress caused by settlement can be regarded as initial imperfections when the cylindrical shell is under axial compression. Eﬀects of differential settlement on the axial buckling behavior will be researched based on the deformed cylindrical shell then.

Fig. 4. Finite element model of the cylindrical shell.

shown in Fig. 4, with the diameter of 24.75 m, height of 19.8 m and thickness of 15 mm. As a typical thin walled structure, the 4-noded doubly curved S4R shell element has been chosen in the cylindrical shell model. The shell material is isotropic with Young's modulus E = 206 GPa and Poisson ratio v = 0.3. Radial displacement of the cylindrical shell's bottom is restrained and the top boundaries are fully restrained except the axial displacement. The diﬀerential settlements with diﬀerent amplitudes are applied to the cylindrical shell's bottom as axial displacement boundaries. Behavior of the cylindrical shell under diﬀerential settlement is performed as geometric nonlinear and static. The radial displacement nephogram of the cylindrical shell under different settlement amplitudes is shown in Fig. 5. The scale factor is selected as 20. As it can be seen, outward bulges and inward depressions have occurred to the cylindrical shell because of the diﬀerential settlement. When the settlement amplitude reaches 1.0, outward bulges are mainly concentrated in the bottom areas, while inward depressions are mainly distributed in the middle and bottom areas. The maximum outward displacement point and maximum inward displacement point of the cylindrical shell with settlement amplitude λ = 1.0 in Fig. 5 are selected to obtain the relation curves of radial displacement and settlement. As shown in Fig. 6, the horizontal coordinate represents the ratio of radial displacement ω to thickness t and the vertical coordinate

3. Buckling behavior of axially compressed cylindrical shell following settlement A reference point is created at center of the top boundary and set as coupling constraint with the top boundary of the cylindrical shell. The bottom of the cylindrical shell is set as ﬁxed support and the top is fully restrained except the axial displacement. The uniform axial compression on the deformed cylindrical shell is simulated by applying downward displacement to the reference point. The relation curves of maximum radial displacement and axial load coeﬃcient of the cylindrical shell can be obtained by using the Riks method to determine the

Fig. 5. Radial displacement nephogram under diﬀerent settlement amplitudes.

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Fig. 7. Radial displacement nephogram of the axially compressed shell following the settlement amplitude λ = 1.0.

critical value, the maximum radial displacement begins to increase rapidly along with slight decrease of axial pressure. It means that the cylindrical shell has been subjected to classic primary buckling. Eight points on the load-displacement curve, i.e. P0-P7, are selected to describe the buckling process. P0 represents that the settlement is just ﬁnished and the axial compression is about to begin. P1 is in the initial stage of axial compression. P2 is critical buckling point. When the axial pressure increases to P2, the cylindrical shell begins to buckle and the vertical coordinate value corresponding to P2 is deﬁned as critical axial buckling load coeﬃcient, which is presented by μcr. The points of P3–P7 are in the post-buckling stage of the cylindrical shell. An obvious depression has occurred to the cylindrical shell under axial compression and the maximum radial displacement point of the depression is selected. As shown in Fig. 9, the path going through this point along the axial direction of the cylindrical shell is established as Path 1, and the path going through this point along the circumferential direction of the cylindrical shell is established as Path 2. The radial displacements of Path 1 at diﬀerent points from P0 to P7 are plotted in Fig. 10. In Fig. 10, the horizontal coordinate is ratio of radial displacement to thickness of the cylindrical shell. Positive means outward deformation and negative means inward deformation. The vertical coordinate is height of the cylindrical shell. As it can be seen that in the initial stage of the axial compression process, the radial displacement is mainly concentrated in the middle part of the cylindrical shell. As the axial compression continues, displacement in the middle part decreases gradually and displacement in the bottom part begins to increase, following the displacement mutation at x = 0.1h. A local deformation at x = 0.1h of the cylindrical shell begins to form at P2. With the axial compression continues, the local deformation experiences a rapid

buckling equilibrium paths considering geometric nonlinear and large deformation. Fig. 7 shows the radial displacement nephogram of the cylindrical shell as axial compression increases when the settlement amplitude is 1.0. As it can be seen that in the initial stage, the radial displacements are mainly caused by settlement. They are mainly located at the concentration areas of the diﬀerential settlement in the circumferential direction. The radial displacements at the top areas of the cylindrical shell are generally small. As the axial compression increases gradually, the radial displacements become more and more concentrated until an obvious depression occurs to the cylindrical shell at the bottom region. The radial displacements caused by diﬀerential settlement are mainly located at the bottom areas, leading to the initial imperfections at the bottom areas larger than other areas. Thus, the bottom areas of the cylindrical shell are more likely to be subjected to local buckling under axial compression. Fig. 8 shows the load-displacement curve of the cylindrical shell under axial compression following the settlement amplitude λ = 1.0. The horizontal coordinate is the ratio of maximum radial displacement ωm to thickness t of the cylindrical shell. The vertical coordinate is axial load coeﬃcient, which is the ratio of axial pressure in this cylindrical shell to the classical critical buckling pressure of perfect cylindrical shell, i.e. μ = σ/σcl, σ represents axial pressure, σcl = 1.21Et/D represents the critical buckling pressure of perfect cylindrical shell under axial compression, D is diameter. It can be seen that the maximum radial displacement varies linearly approximately as the axial pressure increases in the initial stage. When the axial pressure reaches the

Fig. 8. Load-displacement curve under axial compression when the settlement amplitude is 1.0.

Fig. 9. Diagram of Path 1 and Path 2.

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increase. It indicates that buckling of the cylindrical shell occurs around x = 0.1h at Path 1. When a cylindrical shell is subjected to axial pressure, the meridional membrane stress of the shell will increase. When the meridional membrane stress reaches critical value, even a small increase of stress will cause a very large deformation, leading to buckling of the cylindrical shell. As we know, meridional membrane stresses throughout the cylindrical shell are quite sensitive to deformations and imperfections. Because of the deformation caused by diﬀerential settlement, meridional membrane stress distribution of the cylindrical shell will be inﬂuenced and the axial buckling strength will be aﬀected then. In order to analyze buckling mechanism of the cylindrical shell with differential settlement under axial compression, the meridional membrane stress distribution along Path 2 of the cylindrical shell under diﬀerential settlement is obtained. Relation of diﬀerential settlement and meridional stress distributions is shown in Fig. 11. The right vertical coordinate in Fig. 11 is ratio of meridional stress of this cylindrical shell σx to the classical critical buckling pressure of perfect cylindrical shell σcl. Positive means that the meridional stress is tensile stress, negative means compressive stress. For the diﬀerential settlement distribution, positive means downward displacement, negative means uplift. As we can see, the distribution characteristics of diﬀerential settlement and meridional stress are similar. The positive parts and negative parts of them are almost the same, and larger differential settlement produces larger meridional stress. It indicates that

downward displacement parts of the diﬀerential settlement will cause tensile stress to the corresponding parts of Path 2 and uplift parts will cause compressive stress. Fig. 11 shows that the cylindrical shell has been subjected to local tensile stresses and compressive stresses under diﬀerential settlement before axial compression. Based on that, when the axial compression is applied to the cylindrical shell, the local tensile stresses caused by diﬀerential settlement and the global compressive stress caused by axial compression will cancel out gradually and the total stresses of these parts will decrease gradually then. However, the local compressive stresses caused by diﬀerential settlement will be superimposed by the global compressive stress caused by axial compression, leading to the total stresses of these parts larger than the meridional membrane stress of perfect cylindrical shell under the same axial compression. Because the global compressive stress caused by axial compression is uniformly distributed in the circumferential direction, the location of maximum local compressive stress caused by diﬀerential settlement will still be the location of maximum total compressive stress after superimposed by uniform axial pressure. It will be most likely to be subjected to buckling for the location with maximum meridional compressive stress of the cylindrical shell under axial compression. In Fig. 11, the maximum local meridional compressive stress locates at φ = 18.8, which is consistent with the location of depression in Fig. 7 when the cylindrical shell buckles. Due to the superposition of local meridional compressive stresses caused by diﬀerential settlement, the uniform axial compression load applying to the cylindrical shell when it buckles will be smaller than the critical axial buckling load of perfect cylindrical shell. It veriﬁes that diﬀerential settlement will produce local meridional compressive stresses and the axial buckling capacity of the cylindrical shell will be reduced then. The critical axial buckling load and displacement mutation position of the cylindrical shell are both dependent on the maximum meridional compressive stress caused by diﬀerential settlement. In order to analyze the eﬀects of diﬀerent settlements on the critical axial buckling load, the load-displacement curves of the cylindrical shell under axial compression following diﬀerent settlement amplitudes are presented in Fig. 12. When the settlement amplitude is zero, i.e. λ = 0, it means that there is no diﬀerential settlement and the cylindrical shell remains perfect. The axial load coeﬃcient is 1.01 when buckling occurs, it indicates that the error between critical buckling loads for the perfect cylindrical shell calculated by ﬁnite element method and theoretical formula is only 1%, which veriﬁes the rationality and accuracy of the ﬁnite element method. Fig. 12 shows that the cylindrical shells with diﬀerent settlement amplitudes are all subjected to classic primary buckling when the axial pressures increase to critical values. The

Fig. 11. Relation of diﬀerential settlement and meridional stress distributions.

Fig. 12. Load-displacement curves under axial compression with diﬀerent settlement amplitudes.

Fig. 10. Radial displacement variation of Path 1 during axial compression.

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Fig. 14. Meridional stress distributions of the cylindrical shell under diﬀerent settlement amplitudes.

Fig. 13. Critical axial buckling load coeﬃcient vs settlement amplitude curve.

critical axial buckling load coeﬃcient of each curve, i.e. μcr, reﬂects the axial buckling capacity of the cylindrical shell following a certain differential settlement. Fig. 12 shows that there are diﬀerent critical axial buckling load coeﬃcients corresponding to the cylindrical shell with diﬀerent settlements. The relation curve of critical axial buckling load coeﬃcient and settlement amplitude has been plotted in Fig. 13. The horizontal coordinate is settlement amplitude and the vertical coordinate is critical axial buckling load coeﬃcient of the cylindrical shell. As it can be seen that the critical axial buckling load coeﬃcient decreases almost linearly as the settlement amplitude increases. It indicates that the axial buckling capacity reduction of the cylindrical shell caused by diﬀerential settlement will become more serious as the settlement amplitude increases. For example, when the settlement amplitude is 1.0, the critical axial buckling load coeﬃcient is 0.27. It means that the critical axial buckling load of the cylindrical shell following the diﬀerential settlement in Eq. (1) is just 0.27 times of that corresponding to the perfect cylindrical shell. Three diﬀerent settlement amplitudes, including λ = 0.2, λ = 0.6 and λ = 1.0, are taken for examples. For each settlement amplitude, when the cylindrical shell following that settlement buckles under axial compression, the path going through the maximum radial displacement point along the circumferential direction will be established, like Path 2 in Fig. 9. In order to research eﬀects of diﬀerent settlements on stress redistribution of the cylindrical shell before axial compression, the meridional stress distribution curves along the paths of the cylindrical shell under diﬀerent settlement amplitudes are shown in Fig. 14. As we can see, the meridional stress distribution characteristics in the circumferential direction of the cylindrical shell under diﬀerent settlement amplitudes are almost the same. But the meridional stress magnitude is diﬀerent corresponding to diﬀerent settlement amplitudes. Larger settlement amplitudes will produce larger meridional stresses of the cylindrical shell, leading to reduction of axial buckling capacity and critical axial buckling load coeﬃcient. This is consistent with the result obtained from Fig. 13. It also explains the inﬂuencing mechanism of diﬀerent settlements on the axial buckling capacity of the cylindrical shell. Buckling research of the cylindrical shell with measured settlement under axial compression shows that the settlement will cause deformation and stress redistribution, leading to meridional tensile and compressive stresses of the cylindrical shell. The meridional compressive stresses caused by settlement will reduce the axial buckling capacity of the cylindrical shell. The critical axial buckling load and radial displacement mutation position of the cylindrical shell depend on the maximum meridional compressive stress caused by settlement. As the

settlement becomes larger, meridional compressive stresses will increase gradually and the ability to resist buckling of the cylindrical shell will decrease then. Thus the settlement is an important factor that needs to be taken into account in the buckling analysis of axially compressed cylindrical shell. The critical axial buckling load will be predicted effectively using the measured settlement data beneath the cylindrical shell. It is helpful to the analysis and research of axial buckling capability and service life of the cylindrical shell in engineering. 4. Eﬀects of liquid storage in the cylindrical shell There are always diﬀerent materials stored in cylindrical shells in engineering. Variation of liquid storage will produce diﬀerent pressures on the inner surface of the cylindrical shell and the axial buckling behavior may be aﬀected. The liquid is assumed to be water and six different liquid heights, i.e. h = 0, h = 3.96 m, h = 7.92 m, h = 11.88 m, h = 15.84 m and h = 19.8 m, are selected to research the eﬀects of liquid storage in the cylindrical shell. The hydrostatic pressures will be applied to inner surface of the cylindrical shell for the six diﬀerent cases. For example, when the liquid height is 11.88 m, the hydrostatic pressure ps = 9800 × (11.88-x) (Pa) will be applied to inner surface from h = 0 to h = 11.88 m, where x represents the axial coordinate. The relation curves of critical axial buckling load coeﬃcient and liquid height of the cylindrical shell following diﬀerent settlement amplitudes are shown in Fig. 15, where horizontal coordinate is the ratio of liquid height to the cylindrical shell height. As it can be seen in Fig. 15, for diﬀerent settlement amplitudes, the critical axial buckling load coeﬃcient will increase gradually as the liquid height rises. It indicates that liquid in the cylindrical shell is helpful to improve the buckling capability of axially compressed cylindrical shell with settlement. Taking the settlement amplitude λ = 0.6 as an example, when the liquid height is zero, the critical axial buckling load coeﬃcient is 0.523; when the liquid height is 1.0, the critical axial buckling load coeﬃcient becomes 0.913, which has increased 39%. Meanwhile, when the settlement amplitude is larger, the improvement eﬀects of liquid on the axial buckling capacity of the cylindrical shell will become more obvious. For example, when the settlement amplitude is 0.2, as the liquid height rises from zero to 1.0, the critical axial buckling load coeﬃcient will increase from 0.802 to 0.982, whose diﬀerence is 0.18. While when the settlement amplitude is 1.0, as the liquid height rises from zero to 1.0, the critical axial buckling load coeﬃcient will increase from 0.271 to 0.848. The diﬀerence is 0.577, which is larger than that of the settlement amplitude λ = 0.2. Analysis shows that liquid in the cylindrical shell is helpful to improve the axial buckling capacity. As we have researched in the empty 356

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Fig. 16. Critical axial buckling load coeﬃcient vs diameter-thickness ratio curves.

Fig. 15. Critical axial buckling load coeﬃcient vs liquid height curves.

2062.5, the critical axial buckling load coeﬃcient will decrease from 0.877 to 0.758, whose diﬀerence is 0.119. While when the settlement amplitude is 1.0, as the diameter-thickness ratio increases from 1375 to 2062.5 in the same way, the critical axial buckling load coeﬃcient will decrease from 0.397 to 0.073. The diﬀerence is 0.324, which is larger than that of the settlement amplitude λ = 0.2. Therefore, when the settlement beneath the cylindrical shell is larger, the critical axial buckling load will be more sensitive to the diameter-thickness ratio variation. The meridional stress distribution in the circumferential direction of the cylindrical shells with three diﬀerent diameter-thickness ratios under settlement amplitude λ = 1.0 are shown in Fig. 17. As we can see that under the same diﬀerential settlement, the cylindrical shell with larger diameter-thickness ratio will produce greater maximum meridional compressive stress and the critical axial buckling load coeﬃcient will become smaller then. It indicates that diﬀerential settlement has greater eﬀect on the axial buckling capacity of the cylindrical shell with larger diameter-thickness ratio.

cylindrical shell, inward deformation begins to grow rapidly and an obvious depression is produced when the axial pressure reaches critical value, leading to buckling of the cylindrical shell. However, when there is liquid stored in the cylindrical shell, hydrostatic pressure will be generated on inner surface. The inward deformation growth caused by settlement and axial compression will be hindered by the hydrostatic pressure and the axial buckling capacity of the cylindrical shell will be improved then. As liquid height rises, hydrostatic pressure will become larger and the improvement eﬀects on the axial buckling capacity will be more obvious. Thus, in engineering, liquid stored in the cylindrical shell needs to be analyzed according to actual situation. While in this paper, the cylindrical shell is assumed to be empty for simpliﬁcation. 5. Parametric analysis The above analysis shows that settlement beneath the cylindrical shell will decrease the critical axial buckling load and reduce the axial buckling capability. But in engineering, due to the structure size diversity of cylindrical shells, eﬀects of settlement on the critical axial buckling load will be diﬀerent. Parametric analysis is carried out to research eﬀect of structure size on the critical buckling load of the cylindrical shell with diﬀerential settlement under axial compression.

5.2. Height-diameter ratio Seven cylindrical shells with diﬀerent height-diameter ratios are selected to research the relation of critical axial buckling load coeﬃcient and height-diameter ratio. Relation curves corresponding to different settlement amplitudes have been presented in Fig. 18. The

5.1. Diameter-thickness ratio Seven cylindrical shells with diﬀerent diameter-thickness ratios are selected to research the relation of critical axial buckling load coeﬃcient and diameter-thickness ratio. Relation curves corresponding to diﬀerent settlement amplitudes have been presented in Fig. 16. The horizontal coordinate is diameter-thickness ratio. Fig. 16 shows that for diﬀerent settlement amplitudes, the critical axial buckling load coeﬃcient will decrease as the diameter-thickness ratio increases. It indicates that eﬀect of settlement on the axial buckling strength of the cylindrical shell with larger diameter-thickness ratio are greater than that with smaller diameter-thickness ratio. Taking the settlement amplitude λ = 0.6 as an example, the critical axial buckling load coeﬃcient is 0.603 when the diameter-thickness ratio is 1375. While when the diameter-thickness ratio is 2062.5, the critical axial buckling load coeﬃcient has decreased to 0.425. It veriﬁes that settlement has smaller eﬀect on the critical axial buckling load of the cylindrical shell with smaller diameter-thickness ratio. Meanwhile, for the curves of diﬀerent settlement amplitudes, reduction magnitudes of the critical axial buckling load coeﬃcient as diameter-thickness ratio increases are also diﬀerent. For example, when the settlement amplitude is 0.2, as the diameter-thickness ratio increases from 1375 to

Fig. 17. Meridional stress distribution of diﬀerent diameter-thickness ratios.

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inﬂuence on the buckling strength of the cylindrical shell with diﬀerential settlement under axial compression. The same settlement will cause diﬀerent meridional stresses to the cylindrical shells with different structure sizes. Results show that the cylindrical shell with larger diameter-thickness ratio and smaller height-diameter ratio will be subjected to greater meridional compressive stress under settlement and the axial buckling capacity will be aﬀected more seriously. Therefore, a reasonable selection about structure size of the cylindrical shell, such as smaller diameter-thickness ratio and larger height-diameter ratio, will help to increase its axial buckling capability following diﬀerential settlement. 6. Conclusions

Fig. 18. Critical axial buckling load coeﬃcient vs height-diameter ratio curves.

This paper presents deformation behavior of the cylindrical shell under diﬀerential settlement based on the measured settlement data. Then, buckling behavior of the deformed cylindrical shell under axial compression is researched. Stress distribution of the cylindrical shell under diﬀerential settlement and inﬂuencing mechanism of settlement on the axial buckling capacity are analyzed. The relations of critical axial buckling load and settlement amplitude, liquid in the cylindrical shell and structure parameters are obtained. The following conclusions may be drawn from this study

Fig. 19. Meridional stress distribution of diﬀerent height-diameter ratios.

(1) The cylindrical shell will be subjected to deformation because of diﬀerential settlement. The deformation caused by diﬀerential settlement can be regarded as initial imperfection of the cylindrical shell under axial compression. (2) The cylindrical shell following settlement will be subjected to classic primary buckling under axial compression. The critical axial buckling load can reﬂect the buckling capacity of the cylindrical shell. The meridional compressive stress caused by diﬀerential settlement is crucial to the buckling capacity reduction of the cylindrical shell. As diﬀerential settlement beneath the cylindrical shell becomes larger, the meridional stress will grow bigger and the critical axial buckling load will decrease then. It veriﬁes the inﬂuencing mechanism of settlement on the buckling capacity of the cylindrical shell. (3) Liquid will generate hydrostatic pressure on inner surface of the cylindrical shell. The inward deformation growth caused by settlement and axial compression will be hindered by the hydrostatic pressure and the axial buckling capacity of the cylindrical shell will be improved. It is helpful to analyze stability of the cylindrical shell with liquid storage. (4) Structure parameters of the cylindrical shell, such as diameterthickness ratio and height-diameter ratio, will have great inﬂuence on the critical axial buckling load. The cylindrical shell with smaller diameter-thickness ratio and larger height-diameter ratio is more capable of resisting buckling under axial compression. Thus, a reasonable selection about structure size of the cylindrical shell according to the actual situation in engineering will help to improve the axial buckling capability following diﬀerential settlement, the stability and safety of the cylindrical shell will also be enhanced.

horizontal coordinate is height-diameter ratio. Fig. 18 shows that for diﬀerent settlement amplitudes, the critical axial buckling load coeﬃcient will increase as the height-diameter ratio increases. It indicates that eﬀect of settlement on the axial buckling capacity of the cylindrical shell with smaller height-diameter ratio are greater than that with larger height-diameter ratio. Taking the settlement amplitude λ = 0.4 for an example, the critical axial buckling load coeﬃcient is 0.721 when the height-diameter ratio is 1.2. While when the height-diameter ratio is 0.6, the critical axial buckling load coeﬃcient is 0.631. It veriﬁes that diﬀerential settlement has smaller eﬀect on the critical axial buckling load of the cylindrical shell with larger height-diameter ratio. Similarly, the meridional stress distribution in the circumferential direction of the cylindrical shells with three diﬀerent height-diameter ratios under settlement amplitude λ = 1.0 are plotted in Fig. 19. It shows that under the same diﬀerential settlement, the cylindrical shell with smaller height-diameter ratio will be subjected to greater maximum meridional compressive stress and the critical axial buckling load coeﬃcient will become smaller then. It indicates that diﬀerential settlement has greater eﬀect on the axial buckling capacity of the cylindrical shell with smaller height-diameter ratio. Figs. 16–19 have also veriﬁed that the meridional compressive stress caused by diﬀerential settlement plays a decisive role in the axial buckling capacity of the cylindrical shell. The parametric analysis shows that structure size has great

Acknowledgments This work was supported by the Provincial Quality Supervision Research Program of Zhejiang (No. 20140239) and the Fundamental Research Funds for the Central Universities (No. 852009). References [1] H.G. Fan, Z.P. Chen, J. Cheng, S. Huang, W.Z. Feng, L.G. Liu, Analytical research on dynamic buckling of thin cylindrical shells with thickness variation under axial pressure, Thin Wall Struct. 101 (2016) 213–221. [2] H.G. Fan, Z.P. Chen, W.Z. Feng, F. Zhou, G.W. Cao, Dynamic buckling of cylindrical

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[3]

[4]

[5]

[6]

[7] [8]

[9] [10]

[11]

shells with arbitrary axisymmetric thickness variation under time dependent external pressure, Int. J. Struct. Stab. Dyn. 15 (03) (2015) 1450053. S. Aghajari, K. Abedi, H. Showkati, Buckling and post-buckling behavior of thinwalled cylindrical steel shells with varying thickness subjected to uniform external pressure, Thin Wall Struct. 44 (8) (2006) 904–909. Z.P. Chen, L.C. Yang, G.W. Cao, W.J. Guo, Buckling of the axially compressed cylindrical shells with arbitrary axisymmetric thickness variation, Thin Wall Struct. 60 (2012) 38–45. G.W. Cao, Z.P. Chen, L.C. Yang, H.G. Fan, F. Zhou, Analytical study on the buckling of cylindrical shells with arbitrary thickness imperfections under axial compression, J. Press. Vess. Technol. ASME 137 (1) (2015) 011201. H.G. Fan, Z.P. Chen, W.Z. Feng, F. Zhou, X.L. Shen, G.W. Cao, Buckling of axial compressed cylindrical shells with stepwise variable thickness, Struct. Eng. Mech. 54 (1) (2015) 87–103. J.M. Rotter, J.G. Teng, Elastic stability of cylindrical shells with weld depressions, J. Struct. Eng. 115 (5) (1989) 1244–1263. A. Khamlichi, M. Bezzazi, A. Limam, Buckling of elastic cylindrical shells considering the eﬀect of localized axisymmetric imperfections, Thin Wall Struct. 42 (7) (2004) 1035–1047. M. Pircher, R. Bridge, The inﬂuence of circumferential weld-induced imperfections on the buckling of silos and tanks, J. Constr. Steel Res. 57 (5) (2001) 569–580. C.Y. Song, J.G. Teng, J.M. Rotter, Imperfection sensitivity of thin elastic cylindrical shells subject to partial axial compression, Int. J. Solids Struct. 41 (24) (2004) 7155–7180. H. Ayari, D. Truong, J. Sehn, K.T. Truong, A nonlinear ﬁnite element study on

[12] [13] [14] [15]

[16] [17] [18] [19] [20] [21]

359

settlement and releveling procedure of a large deformed steel tank, J. Press. Vess.Technol. ASME 136 (3) (2014) 034502. Q. Cao, Y. Zhao, Buckling strength of cylindrical steel tanks under harmonic settlement, Thin Wall Struct. 48 (6) (2010) 391–400. Y. Zhao, X. Lei, X. Zhang, Stability analysis of ﬂoating-roof tanks under diﬀerential settlement, Adv. Mater. Res. 163 (2011) 55–60. Y. Zhao, X. Lei, Z. Wang, Q. Cao, Buckling behavior of ﬂoating-roof steel tanks under measured diﬀerential settlement, Thin Wall Struct. 70 (2013) 70–80. J. Gong, W. Cui, S. Zeng, T. Jin, Buckling analysis of large scale oil tanks with a conical roof subjected to harmonic settlement, Thin Wall Struct. 52 (2012) 143–148. J. Gong, J. Tao, J. Zhao, S. Zeng, T. Jin, Buckling analysis of open top tanks subjected to harmonic settlement, Thin Wall Struct. 63 (2013) 37–43. J. Gong, J. Tao, J. Zhao, S. Zeng, T. Jin, Eﬀect of top stiﬀening rings of open top tanks on critical harmonic settlement, Thin Wall Struct. 65 (2013) 62–71. J.M.F.G. Holst, J.M. Rotter, Axially compressed cylindrical shells with local settlement, Thin Wall Struct. 43 (5) (2005) 811–825. H. Kamyab, S.C. Palmer, Displacements in oil storage tanks caused by localized diﬀerential settlement, J. Press. Vess. Technol. 113 (1) (1991) 71–80. S.C. Palmer, Stresses in storage tanks caused by diﬀerential settlement, Proc. Inst. Mech. Eng. E-J. Process 208 (1) (1994) 5–16. D.Y. Chen, H.G. Fan, J.M. Shen, J. Cheng, X.L. Shen, Z.P. Chen, Research of curve ﬁtting method on the measured settlement of tanks, Procedia Eng. 130 (2015) 400–407.

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