首页 » 文章 » 文章详细信息
Shock and Vibration Volume 2017 ,2017-10-31
Incremental Explosive Analysis and Its Application to Performance-Based Assessment of Stiffened and Unstiffened Cylindrical Shells Subjected to Underwater Explosion
Research Article
Masoud Biglarkhani 1 Keyvan Sadeghi 2
Show affiliations
DOI:10.1155/2017/3754510
Received 2017-04-26, accepted for publication 2017-09-24, Published 2017-10-31
PDF
摘要

Incremental explosive analysis (IEA) is addressed as an applicable method for performance-based assessment of stiffened and unstiffened cylindrical shells subjected to underwater explosion (UNDEX) loading. In fact, this method is inspired by the incremental dynamic analysis (IDA) which is a known parametric analysis method in the field of earthquake engineering. This paper aims to introduce the application of IEA approach in UNDEX in order to estimate different limit states and deterministic assessment of cylindrical shells, considering the uncertainty of loading conditions. The local, bay, and general buckling modes are defined as limit states for performance calculation. Different standoff distances and depth parameters combining several loading conditions are considered. The explosive loading intensity is specified and scaled in several levels to force the structure through the entire range of its behavior. The results are plotted in terms of a damage measure (DM) versus selected intensity measure (IM). The statistical treatment of the obtained multi-IEA curves is performed to summarize the results in a predictive mode. Finally, the fragility curves as damage probability indicators of shells in UNDEX loading are extracted. Results show that the IEA is a promising method for performance-based assessment of cylindrical shells subjected to UNDEX loading.

授权许可

Copyright © 2017 Masoud Biglarkhani and Keyvan Sadeghi. 2017
This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.

图表

The obtained IM-DM points for (300,7) for different IM values.

Three different limit state schematic representations: (a) local shell buckling, (b) bay buckling, and (c) general buckling [32].

Three different limit state schematic representations: (a) local shell buckling, (b) bay buckling, and (c) general buckling [32].

Three different limit state schematic representations: (a) local shell buckling, (b) bay buckling, and (c) general buckling [32].

Three-dimensional model of the problem in [2] reconstructed in AUTODYN, a caption of pressure distribution as the shock front touches the shell.

(a) Middle section of the cylindrical shell UNDEX blasted from the left side; comparison between the present numerical simulation and experiment [2]; (b) 3D caption, 10 g charge weight.

(a) Middle section of the cylindrical shell UNDEX blasted from the left side; comparison between the present numerical simulation and experiment [2]; (b) 3D caption, 10 g charge weight.

Cylindrical shells’ geometrical presentation: (a) simple, (b) ring-stiffened, and (c) ring-longitudinal-stiffened cylindrical shell.

Cylindrical shells’ geometrical presentation: (a) simple, (b) ring-stiffened, and (c) ring-longitudinal-stiffened cylindrical shell.

Cylindrical shells’ geometrical presentation: (a) simple, (b) ring-stiffened, and (c) ring-longitudinal-stiffened cylindrical shell.

Eulerian grid for discretization of surrounding water medium: (a) far, (b) medium, and (c) near standoff explosion.

Eulerian grid for discretization of surrounding water medium: (a) far, (b) medium, and (c) near standoff explosion.

Eulerian grid for discretization of surrounding water medium: (a) far, (b) medium, and (c) near standoff explosion.

Schematic representation of the incremental explosive analysis (IEA) procedure.

Deformed configuration of (a) bay buckling of unstiffened shell; (b) bay buckling of ring-stiffened cylinder; (c) local buckling of ring- and longitudinal-stiffened shell; (d) general buckling of ring- and longitudinal-stiffened shell at maximum DM. Only half of the shells are shown.

Deformed configuration of (a) bay buckling of unstiffened shell; (b) bay buckling of ring-stiffened cylinder; (c) local buckling of ring- and longitudinal-stiffened shell; (d) general buckling of ring- and longitudinal-stiffened shell at maximum DM. Only half of the shells are shown.

Deformed configuration of (a) bay buckling of unstiffened shell; (b) bay buckling of ring-stiffened cylinder; (c) local buckling of ring- and longitudinal-stiffened shell; (d) general buckling of ring- and longitudinal-stiffened shell at maximum DM. Only half of the shells are shown.

Deformed configuration of (a) bay buckling of unstiffened shell; (b) bay buckling of ring-stiffened cylinder; (c) local buckling of ring- and longitudinal-stiffened shell; (d) general buckling of ring- and longitudinal-stiffened shell at maximum DM. Only half of the shells are shown.

IEA curves obtained for unstiffened shell for all (β,SD)’s: 4 mm, (a) IM-θ and (b) IM-μ; 6.5 mm, (c) IM-θ and (d) IM-μ.

IEA curves obtained for unstiffened shell for all (β,SD)’s: 4 mm, (a) IM-θ and (b) IM-μ; 6.5 mm, (c) IM-θ and (d) IM-μ.

IEA curves obtained for unstiffened shell for all (β,SD)’s: 4 mm, (a) IM-θ and (b) IM-μ; 6.5 mm, (c) IM-θ and (d) IM-μ.

IEA curves obtained for unstiffened shell for all (β,SD)’s: 4 mm, (a) IM-θ and (b) IM-μ; 6.5 mm, (c) IM-θ and (d) IM-μ.

IEA curves obtained for ring-stiffened cylinder for all (β,SD)’s, (e) IM-θ and (f) IM-μ, and ring- and longitudinal-stiffened cylinder, (g) IM-θ  and (h) IM-μ.

IEA curves obtained for ring-stiffened cylinder for all (β,SD)’s, (e) IM-θ and (f) IM-μ, and ring- and longitudinal-stiffened cylinder, (g) IM-θ  and (h) IM-μ.

IEA curves obtained for ring-stiffened cylinder for all (β,SD)’s, (e) IM-θ and (f) IM-μ, and ring- and longitudinal-stiffened cylinder, (g) IM-θ  and (h) IM-μ.

IEA curves obtained for ring-stiffened cylinder for all (β,SD)’s, (e) IM-θ and (f) IM-μ, and ring- and longitudinal-stiffened cylinder, (g) IM-θ  and (h) IM-μ.

IEA curves of four different configurations with three percentiles including distinct limit states: (a) unstiffened shell, 4 mm; (b) unstiffened shell, 6.5 mm; (c) ring-stiffened shell, 6.5 mm; and (d) ring- and longitudinal-stiffened shell, 6.5 mm.

IEA curves of four different configurations with three percentiles including distinct limit states: (a) unstiffened shell, 4 mm; (b) unstiffened shell, 6.5 mm; (c) ring-stiffened shell, 6.5 mm; and (d) ring- and longitudinal-stiffened shell, 6.5 mm.

IEA curves of four different configurations with three percentiles including distinct limit states: (a) unstiffened shell, 4 mm; (b) unstiffened shell, 6.5 mm; (c) ring-stiffened shell, 6.5 mm; and (d) ring- and longitudinal-stiffened shell, 6.5 mm.

IEA curves of four different configurations with three percentiles including distinct limit states: (a) unstiffened shell, 4 mm; (b) unstiffened shell, 6.5 mm; (c) ring-stiffened shell, 6.5 mm; and (d) ring- and longitudinal-stiffened shell, 6.5 mm.

Fragility curves of cylindrical shells with distinct limit states: (a) unstiffened shell, 4 mm; (b) unstiffened shell, 6.5 mm; (c) ring-stiffened shell, 6.5 mm; and (d) ring- and longitudinal-stiffened shell, 6.5 mm.

Fragility curves of cylindrical shells with distinct limit states: (a) unstiffened shell, 4 mm; (b) unstiffened shell, 6.5 mm; (c) ring-stiffened shell, 6.5 mm; and (d) ring- and longitudinal-stiffened shell, 6.5 mm.

Fragility curves of cylindrical shells with distinct limit states: (a) unstiffened shell, 4 mm; (b) unstiffened shell, 6.5 mm; (c) ring-stiffened shell, 6.5 mm; and (d) ring- and longitudinal-stiffened shell, 6.5 mm.

Fragility curves of cylindrical shells with distinct limit states: (a) unstiffened shell, 4 mm; (b) unstiffened shell, 6.5 mm; (c) ring-stiffened shell, 6.5 mm; and (d) ring- and longitudinal-stiffened shell, 6.5 mm.

通讯作者

Keyvan Sadeghi.Department of Mechanical Engineering, Buein Zahra Technical University, Qazvin 3451745346, Iran, bzte.ac.ir.keyvan.sadeghi@bzte.ac.ir

推荐引用方式

Masoud Biglarkhani,Keyvan Sadeghi. Incremental Explosive Analysis and Its Application to Performance-Based Assessment of Stiffened and Unstiffened Cylindrical Shells Subjected to Underwater Explosion. Shock and Vibration ,Vol.2017(2017)

您觉得这篇文章对您有帮助吗?
分享和收藏
0

是否收藏?

参考文献
[1] W. Xiao, A. M. Zhang, S. P. Wang. (2017). The whipping response of a fluid filled cylindrical shell subjected to an underwater explosion. Marine Structures.52:82-93. DOI: 10.1016/0045-7949(93)90257-E.
[2] W. Zhang, W. Jiang. (2015). An improved shock factor to evaluate the shock environment of small-sized structures subjected to underwater explosion. Shock and Vibration.2015. DOI: 10.1016/0045-7949(93)90257-E.
[3] Y.-J. Lee, C.-H. Hsu, C.-H. Huang. (2008). Pressure hull analysis under shock loading. Shock and Vibration.15(1):19-32. DOI: 10.1016/0045-7949(93)90257-E.
[4] X.-L. Yao, J. Guo, L.-H. Feng, A.-M. Zhang. et al.(2009). Comparability research on impulsive response of double stiffened cylindrical shells subjected to underwater explosion. International Journal of Impact Engineering.36(5):754-762. DOI: 10.1016/0045-7949(93)90257-E.
[5] A. Ajamy, M. R. Zolfaghari, B. Asgarian, C. E. Ventura. et al.(2014). Probabilistic seismic analysis of offshore platforms incorporating uncertainty in soil-pile-structure interactions. Journal of Constructional Steel Research.101:265-279. DOI: 10.1016/0045-7949(93)90257-E.
[6] C. Y. Jen. (2009). Coupled acoustic-structural response of optimized ring-stiffened hull for scaled down submerged vehicle subject to underwater explosion. Theoretical and Applied Fracture Mechanics.52(2):96-110. DOI: 10.1016/0045-7949(93)90257-E.
[7] D. Vamvatsikos, C. Allin Cornell. (2002). Incremental dynamic analysis. Earthquake Engineering & Structural Dynamics.31(3):491-514. DOI: 10.1016/0045-7949(93)90257-E.
[8] J. Yuan, X. Zhu. (2012). Dynamic response of a ring-stiffened cylindrical shell subjected to underwater explosive loading. Applied Mechanics and Materials.105-107:931-936. DOI: 10.1016/0045-7949(93)90257-E.
[9] P. Tehrani, D. Mitchell. eismic performance assessment of bridges in Montreal using incremental dynamic analysis. . DOI: 10.1016/0045-7949(93)90257-E.
[10] A. Shipping. (2014). Guide for buckling and ultimate strength assessment for offshore structures. DOI: 10.1016/0045-7949(93)90257-E.
[11] D. Vamvatsikos, C. A. Cornell. (2002). Incremental dynamic analysis. Earthquake Engineering & Structural Dynamics.31(3):491-514. DOI: 10.1016/0045-7949(93)90257-E.
[12] B. Le Méhauté, S. Wang. (1996). Water waves generated by underwater explosion. World Scientific. DOI: 10.1016/0045-7949(93)90257-E.
[13] Y. S. Shin, D. T. Hooker. (1996). Damage response of submerged imperfect cylindrical structures to underwater explosion. Computers & Structures.60(5):683-693. DOI: 10.1016/0045-7949(93)90257-E.
[14] C. Yin, Z. Jin, Y. Chen, H. Hua. et al.(2016). Shock mitigation effects of cellular cladding on submersible hull subjected to deep underwater explosion. Ocean Engineering.117:221-237. DOI: 10.1016/0045-7949(93)90257-E.
[15] W. Zhang, H. Yang. (2001). A study of the weighting method for a certain type of multicriteria optimization problem. Computers & Structures.79(31):1635-1644. DOI: 10.1016/0045-7949(93)90257-E.
[16] J. Li, J.-L. Rong. (2012). Experimental and numerical investigation of the dynamic response of structures subjected to underwater explosion. European Journal of Mechanics - B/Fluids.32(1):59-69. DOI: 10.1016/0045-7949(93)90257-E.
[17] S. Gupta, H. Matos, J. M. Leblanc, A. Shukla. et al.(2016). Shock initiated instabilities in underwater cylindrical structures. Journal of the Mechanics and Physics of Solids.95:188-212. DOI: 10.1016/0045-7949(93)90257-E.
[18] L. A. Gish. (2013). Analytic and numerical study of underwater implosion. DOI: 10.1016/0045-7949(93)90257-E.
[19] A. A. Golafshani, V. Bagheri, H. Ebrahimian, T. Holmas. et al.(2011). Incremental wave analysis and its application to performance-based assessment of jacket platforms. Journal of Constructional Steel Research.67(10):1649-1657. DOI: 10.1016/0045-7949(93)90257-E.
[20] C. Y. Hsu, T. L. Teng, C. C. Liang, H. A. Nguyen. et al.(2015). The study on the dynamic response of cylindrical pressure hull on the different shock loading empirical formula. Applied Mechanics and Materials.799-800:604-609. DOI: 10.1016/0045-7949(93)90257-E.
[21] D. Vamvatsikos, C. A. Cornell. (2004). Applied incremental dynamic analysis. Earthquake Spectra.20(2):523-553. DOI: 10.1016/0045-7949(93)90257-E.
[22] A. Zacharenaki, M. Fragiadakis, D. Assimaki, M. Papadrakakis. et al.(2014). Bias assessment in incremental dynamic analysis due to record scaling. Soil Dynamics and Earthquake Engineering.67:158-168. DOI: 10.1016/0045-7949(93)90257-E.
[23] C. F. Hung, B. J. Lin, J. J. Hwang-Fuu, P. Y. Hsu. et al.(2009). Dynamic response of cylindrical shell structures subjected to underwater explosion. Ocean Engineering.36(8):564-577. DOI: 10.1016/0045-7949(93)90257-E.
[24] R. H. Cole. Underwater explosions. . DOI: 10.1016/0045-7949(93)90257-E.
[25] R. Rajendran, K. Narasimhan. (2001). Performance evaluation of HSLA steel subjected to underwater explosion. Journal of Materials Engineering and Performance.10(1):66-74. DOI: 10.1016/0045-7949(93)90257-E.
[26] I. Mansouri, G. Ghodrati Amiri, J. W. Hu, M. Khoshkalam. et al.(2017). Seismic Fragility Estimates of LRB Base Isolated Frames Using Performance-Based Design. Shock and Vibration.2017:1-20. DOI: 10.1016/0045-7949(93)90257-E.
[27] M. Alembagheri, M. Ghaemian. (2013). Damage assessment of a concrete arch dam through nonlinear incremental dynamic analysis. Soil Dynamics and Earthquake Engineering.44:127-137. DOI: 10.1016/0045-7949(93)90257-E.
[28] B. Asgarian, A. Ajamy. (2010). Seismic performance of jacket type offshore platforms through incremental dynamic analysis. Journal of Offshore Mechanics and Arctic Engineering.132(3). DOI: 10.1016/0045-7949(93)90257-E.
[29] M. Zeinoddini, H. Matin Nikoo, H. Estekanchi. (2012). Endurance Wave Analysis (EWA) and its application for assessment of offshore structures under extreme waves. Applied Ocean Research.37:98-110. DOI: 10.1016/0045-7949(93)90257-E.
[30] M. R. Zolfaghari, A. Ajamy, B. Asgarian. (2015). A simplified method in comparison with comprehensive interaction incremental dynamic analysis to assess seismic performance of jacket-type offshore platforms. International Journal of Advanced Structural Engineering.7(4):353-364. DOI: 10.1016/0045-7949(93)90257-E.
[31] Y. Kwon, P. Fox. (1993). Underwater shock response of a cylinder subjected to a side-on explosion. Computers & Structures.48:637-646. DOI: 10.1016/0045-7949(93)90257-E.
[32] J. M. Brett, G. Yiannakopoulos, P. J. van der Schaaf. (2000). Time-resolved measurement of the deformation of submerged cylinders subjected to loading from a nearby explosion. International Journal of Impact Engineering.24(9):875-890. DOI: 10.1016/0045-7949(93)90257-E.
[33] G. Wang, S. Zhang, M. Yu, H. Li. et al.(2014). Investigation of the shock wave propagation characteristics and cavitation effects of underwater explosion near boundaries. Applied Ocean Research.46:40-53. DOI: 10.1016/0045-7949(93)90257-E.
[34] K. Ramajeyathilagam, C. P. Vendhan, V. Bhujanga Rao. (2001). Experimental and numerical investigations on deformation of cylindrical shell panels to underwater explosion. Shock and Vibration.8(5):253-270. DOI: 10.1016/0045-7949(93)90257-E.
[35] T. Autodyn. (2003). Theory Manual Revision 4.3. DOI: 10.1016/0045-7949(93)90257-E.
[36] W. Feller. (2008). An Introduction to Probability Theory and ITS Applications. DOI: 10.1016/0045-7949(93)90257-E.
文献评价指标
浏览 30次
下载全文 54次
评分次数 0次
用户评分 0.0分
分享 0次