[1] Abdellatif Boucheloukh, Gong Weiming, Dai Guoliang, Zhu Mingxing, et al. Failure envelope of a caisson foundation under combined vertical, horizontal and moment loadings [J]. Journal of Southeast University (English Edition), 2020, 36 (2): 188-197. [doi:10.3969/j.issn.1003-7985.2020.02.009]

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Failure envelope of a caisson foundation under combined vertical, horizontal and moment loadings()

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Journal of Southeast University (English Edition)[ISSN:1003-7985/CN:32-1325/N]

Volumn:

36

Issue:

2020 2

Page:

188-197

Research Field:

Civil Engineering

Publishing date:

2020-06-20

Info

Title:

Failure envelope of a caisson foundation under combined vertical, horizontal and moment loadings

Author(s):

Abdellatif Boucheloukh;  Gong Weiming;  Dai Guoliang;  Zhu Mingxing

School of Civil Engineering, Southeast University, Nanjing 211189, China

Keywords:

caisson foundation;  failure envelope;  finite element analysis;  bearing capacity;  sandy soil

PACS:

TU473.2

DOI:

10.3969/j.issn.1003-7985.2020.02.009

Abstract:

To investigate the bearing capacity of a caisson foundation under combined vertical, horizontal and moment loadings, the three-dimensional finite element analyses of a circular caisson foundation in homogenous sandy soil subjected to combined loadings are conducted. The caisson model has a depth to breadth ratio equaling one, and a soil-caisson interface friction coefficient μ=0.3. First, the responses of caisson foundations under uniaxial vertical loading V, horizontal loading H and moment loading M are examined. Moreover, the responses of caisson foundations under combined vertical-horizontal V-H, vertical-moment V-M and horizontal-moment H-M load space are studied and presented using normalized failure envelopes generated by the load-controlled method. Subsequently, the bearing behavior of caisson foundations under combined vertical-horizontal-moment V-H-M load space, as well as the kinematic mechanisms accompanying the failure under uniaxial and combined loading, are addressed and presented for different vertical load ratios V/V_u. Finally, three equations that approximate the three-dimensional shape of the failure locus are proposed, which provides a convenient means of calculating the bearing capacity of a caisson foundation subjected to uniaxial and combined vertical, horizontal and moment loadings.

References:

[1] Murff J D. Limit analysis of multi-footing foundation systems [C]//Proceedings of the 18th International Conference on Computer Methods and Advances in Geomechanics. Rotterdam, the Netherland, 1994: 233-244.
[2] Gourvenec S, Barnett S. Undrained failure envelope for skirted foundations under general loading[J]. Géotechnique, 2011, 61(3): 263-270. DOI:10.1680/geot.9.t.027.
[3] Erik S. Bearing capacity failure envelope of suction caissons subjected to combined loading [D]. Norway: Norwegian University of Science and Technology, 2013.
[4] Mehravar M, Harireche O, Faramarzi A. Evaluation of undrained failure envelopes of caisson foundations under combined loading[J]. Applied Ocean Research, 2016, 59: 129-137. DOI:10.1016/j.apor.2016.05.001.
[5] Vulpe C, Gourvenec S M, Cornelius A F. Effect of embedment on consolidated undrained capacity of skirted circular foundations in soft clay under planar loading[J]. Canadian Geotechnical Journal, 2017, 54(2): 158-172. DOI:10.1139/cgj-2016-0265.
[6] Bagheri P, Son S W, Kim J M. Investigation of the load-bearing capacity of suction caissons used for offshore wind turbines [J]. Applied Ocean Research, 2017, 67: 148-161. DOI:10.1016/j.apor.2017.07.002.
[7] Butterfield R, Gottardi G. A complete three-dimensional failure envelope for shallow footings on sand[J]. Géotechnique, 1994, 44(1): 181-184. DOI:10.1680/geot.1994.44.1.181.
[8] Bransby M F, Randolph M F. Combined loading of skirted foundations[J]. Géotechnique, 1998, 48(5): 637-655. DOI:10.1680/geot.1998.48.5.637.
[9] Taiebat H A, Carter J P. Numerical studies of the bearing capacity of shallow foundations on cohesive soil subjected to combined loading[J]. Géotechnique, 2000, 50(4): 409-418. DOI:10.1680/geot.2000.50.4.409.
[10] Loukidis D, Chakraborty T, Salgado R. Bearing capacity of strip footings on purely frictional soil under eccentric and inclined loads[J]. Canadian Geotechnical Journal, 2008, 45(6): 768-787. DOI:10.1139/t08-015.
[11] Wang D, Jin X. Failure loci of suction caisson foundations under combined loading conditions[J]. China Ocean Engineering, 2008, 22(3): 455-464.
[12] Liu M M, Yang M, Wang H J. Bearing behavior of wide-shallow bucket foundation for offshore wind turbines in drained silty sand[J]. Ocean Engineering, 2014, 82: 169-179. DOI:10.1016/j.oceaneng.2014.02.034.
[13] Gerolymos N, Zafeirakos A, Karapiperis K. Generalized failure envelope for caisson foundations in cohesive soil: Static and dynamic loading[J]. Soil Dynamics and Earthquake Engineering, 2015, 78: 154-174.DOI:10.1016/j.soildyn.2015.07.012.
[14] Zafeirakos A, Gerolymos N. Bearing strength surface for bridge caisson foundations in frictional soil under combined loading[J]. Acta Geotechnica, 2016, 11(5): 1189-1208. DOI:10.1007/s11440-015-0431-7.
[15] Feld T. Suction Buckets, a new innovative foundation concept, applied to offshore wind turbines [D]. Denmark: Aalborg University, 2001.

Memo

Memo:

Biographies: Abdellatif Boucheloukh(1982—), male, Ph.D. candidate; Gong Weiming(corresponding author), male, doctor, professor, wmgong@seu.edu.cn.
Foundation items: The National Natural Science Foundation of China(No.51808112, 51878160, 51678145), the Natural Science Foundation of Jiangsu Province(No.BK20180155).
Citation: Abdellatif Boucheloukh, Gong Weiming, Dai Guoliang, et al.Failure envelope of a caisson foundation under combined vertical, horizontal and moment loadings[J].Journal of Southeast University(English Edition), 2020, 36(2):188-197.DOI:10.3969/j.issn.1003-7985.2020.02.009.

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