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Journal articles on the topic 'Suction caisson'

Author: Grafiati

Published: 4 June 2021

Last updated: 1 February 2022

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1

Iskander, Magued, Sherif El-Gharbawy, and Roy Olson. "Performance of suction caissons in sand and clay." Canadian Geotechnical Journal 39, no. 3 (June 1, 2002): 576–84. http://dx.doi.org/10.1139/t02-030.

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The use of suction caissons (suction piles) in marine environments has been increasing in the last decade. A suction caisson is a steel pipe with an open bottom and a closed top that is inserted into the ground by pumping water out of it. Pumping creates a differential pressure across the caisson's top that pushes it into place, thus eliminating the need for pile driving. There are a number of uncertainties in the design of suction caissons. First, the state of stress and soil conditions adjacent to a suction caisson differs from those around typical driven piles or drilled shafts. Second, the axial load capacity of suction caissons depends on the rate of loading, hydraulic conductivity, drainage length, as well as the shearing strength properties of the foundation material. Finally, during pullout, volume change characteristics of the surrounding soils may change the theoretical suction pressures. A review of the existing knowledge relating to the design and construction of suction caissons is presented in this paper along with the results of a laboratory study on model caissons in sand and clay. Test results indicate that the use of suction pressure for installation of caissons is a viable alternative to conventional methods. Suction was also shown to resist some axial tensile loads.Key words: suction, pile, bucket, foundation, anchor, capacity.

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2

Nabeshima, Yasuyuki. "Installation and Lateral Resistance of Model Suction Caissons in Sandy Ground." Advanced Materials Research 1030-1032 (September 2014): 790–97. http://dx.doi.org/10.4028/www.scientific.net/amr.1030-1032.790.

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Suction caissons attract the attention as the foundation of offshore wind turbines. Installation and resistance behaviors of the suction caisson are important factors for the design of foundation. An installation behavior into sandy seafloor was discussed by using a model suction caisson and the failure surfaces in the aluminum rod mass, as the model ground, subjected to lateral force were compared. Consequently, the installation of model suction caisson into sandy sea depended on the permeability of sandy seafloor and lateral resistance of suction caisson depended on the dimension of suction caisson which affected on the shape of failure surface in the ground.

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3

Wang, Mingyuan, Xiaoke Liu, Xinglei Cheng, Qun Lu, Jiaqing Lu, and Miao Wang. "Penetration and Pullout Capacity of Low-Skirted Suction Caissons." Shock and Vibration 2021 (September 4, 2021): 1–12. http://dx.doi.org/10.1155/2021/2263810.

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The bearing capacity of suction caissons is the key to the design of offshore structures. A new type of cross-shaped low-skirted suction caisson is invented to effectively improve the bearing capacity, considering inevitable “soil plug” phenomenon. The behaviors of penetration and pullout for new low-skirted suction caisson are investigated by performing model tests. A new formula for calculating the penetration resistance is suggested based on the limit equilibrium theory and the test data, which can consider the change of the lateral area of the suction caisson during penetration. The behaviors of low-skirted suction caisson under inclined loading are analyzed by carrying out finite element simulation. The effects of loading angles and loading positions on the ultimate bearing capacity and failure mechanism of low-skirted suction caissons are discussed. The research results can provide a reference for the design of suction bucket foundation for offshore structures.

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4

Wang, He, Rui Wang, and Jian-Min Zhang. "Solid-Fluid Coupled Numerical Analysis of Suction Caisson Installation in Sand." Journal of Marine Science and Engineering 9, no. 7 (June 26, 2021): 704. http://dx.doi.org/10.3390/jmse9070704.

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Suction caissons are widely used foundations in offshore engineering. The change in excess pore pressure and seepage field caused by penetration and suction significantly affects the soil resistance around the caisson wall and tip, and also affects the deformation of the soil within and adjacent to the caisson. This study uses Arbitrary Lagrangian–Eulerian (ALE) large deformation solid-fluid coupled FEM to investigate the changes in suction pressure and the seepage field during the process of the suction caisson installation in sand. A nonlinear Drucker-Prager model is used to model soil, while Coulomb friction is applied at the soil-caisson interface. The ALE solid-fluid coupled FEM is shown to be able to successfully simulate both jacked penetration and suction penetration caisson installation processes in sand observed in centrifuge tests. The difference in penetration resistance for jacked and suction installation is found to be caused by the seepage and excess pore pressure generated during the suction caisson installation, highlighting the importance of using solid-fluid coupled effective stress-based analysis to consider seepage in the evaluation of suction caisson penetration.

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5

Zhu, Bin, Jia-lin Dai, De-qiong Kong, Ling-yun Feng, and Yun-min Chen. "Centrifuge modelling of uplift response of suction caisson groups in soft clay." Canadian Geotechnical Journal 57, no. 9 (September 2020): 1294–303. http://dx.doi.org/10.1139/cgj-2018-0838.

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This paper describes a program of centrifuge model tests on the uplift behaviour of suction caisson foundations. The parameters considered were the loading rate, caisson diameter (D), soil strength profile, and type of footing (i.e., mono-caisson and tetra-caissons group). The loading responses were examined in terms of total uplift resistance, suction beneath the caisson lid, and the vertical displacements of the caisson and at the soil surface. There exists a critical uplift displacement, approximately 0.02D and 0.01D for the mono-caisson and the tetra-caissons groups, respectively, at which a turning point can be identified in the load–displacement curve. This was found to be attributed to the adhesion on the caisson–soil interface reaching a peak response and then dropping. Of interest is that the tetra-caissons group exhibits much greater normalized uplift resistance than the mono-caisson group before reaching an uplift displacement of about 0.02D, suggesting superiority of the former in term of serviceability. However, a reversed trend was observed at greater displacement, and accordingly an empirical model was derived to quantify the shadowing effect of caisson groups. Regarding the cyclic response, several cycles of large-amplitude loading are sufficient to reduce the ultimate bearing capacity of caisson(s) to below the self-weight of the inner soil plug(s), indicating a transition of failure mechanism.

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6

Zhou, Hongjie, and Mark F. Randolph. "Large deformation analysis of suction caisson installation in clay." Canadian Geotechnical Journal 43, no. 12 (December 1, 2006): 1344–57. http://dx.doi.org/10.1139/t06-087.

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Large deformation finite element (LDFE) analyses were performed to study the installation of caissons by suction and jacking in normally consolidated clay. The penetration of the caisson wall was modelled between depths of one and four diameters using an axisymmetric LDFE approach, which falls in the category of arbitrary Lagrangian–Eulerian (ALE) methods. The results allowed quantification of differences in the behaviour of caissons installed entirely by jacking compared with a combination of self-weight and suction as is used in the field. For jacked installation, over the penetration range of one to four diameters, the proportion of caisson wall accommodated by inward soil flow reduced from around 45% at the start to zero at about four diameters embedment; by contrast, the proportion for suction installation stayed essentially constant, oscillating around 65% through the depth of penetration. This difference was also evident in the local incremental displacements of the soil beneath the caisson tip. During continuous penetration, the induced increases in radial and mean total stresses around the caisson wall are some 10%–15% smaller for suction installation than for jacked installation, with the difference growing with increasing penetration. In addition, an obvious difference was found in the caisson tip resistance between these two installation methods.Key words: suction caisson, clay, large deformation finite element, soil plug, total stress changes, penetration resistance, factor of safety.

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7

Shi, Ping. "Model Tests on Characteristic of Suction Caissons in Saturated Fine Sand Under Intermittent Loading." Polish Maritime Research 25, s3 (December 1, 2018): 127–35. http://dx.doi.org/10.2478/pomr-2018-0121.

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Abstract Suction caissons are often used for the caissons of both offshore oil platforms and offshore wind power projects because of their advantages of simple construction, economical cost, and reusability. In this study, model tests were conducted in sand in order to investigate the effects of the caisson installation method on the penetration depth and the critical suction. Results of the test program showed that the method of changing the frequency of suction during different stages of the process can increase the penetration depth of the caisson. Combining with the deformation of the soil body inside and outside the caisson, the existing method for calculating the critical suction is modified, and the critical suction calculation equation of the discontinuous penetration test is proposed. Based on the test results, the calculation equation of the soil heave height can be more accurate predicted. The analysis results verify that the calculation method and the actual results are in good agreement.

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8

Xie, Liquan, Shili Ma, and Tiantian Lin. "The Seepage and Soil Plug Formation in Suction Caissons in Sand Using Visual Tests." Applied Sciences 10, no. 2 (January 13, 2020): 566. http://dx.doi.org/10.3390/app10020566.

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The rapid development of offshore wind energy in China is becoming increasingly relevant for movement toward green development. This paper presents the results of visual tests of a suction caisson used as foundation for offshore wind turbines. The distribution of hydraulic gradients of sand at the mudline in the caisson was obtained to find out the relationship with the heights of soil plugs. The relationship equation was proposed and obtained by using quadratic regression, guiding project designs, and construction. It was found that there was no soil plug in the caisson when small suction was applied during the suction penetration. The relationship between the heights of the soil plugs and the hydraulic gradient of the soil was proposed and obtained by using quadratic regression to predict (roughly) the height of soil plugs in suction caissons in sand during suction penetration. The influence of settlement outside caissons on the soil plug was found to decrease as the buried depth rose.

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9

Zhao, Zhifeng, Mi Zhou, Yuxia Hu, and Muhammad Shazzad Hossain. "Behavior of soil heave inside stiffened caissons being installed in clay." Canadian Geotechnical Journal 55, no. 5 (May 2018): 698–709. http://dx.doi.org/10.1139/cgj-2016-0667.

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The length of suction caisson anchors has been increasing to support increasing dimensions and weight of floating facilities, which necessitates employing horizontal ring stiffeners at intervals along the inner wall of the thin skirt of caissons to ensure structural integrity. The addition of these stiffeners has created significant uncertainties regarding soil flow mechanisms, in particular soil heave inside the caisson, which may reduce the caisson final penetration depth and influence the process of installation due to the need to avoid inside soil suction in the pumping equipment. This paper reports results of large-deformation finite element (LDFE) analyses investigating soil heave inside stiffened caissons during installation in nonhomogeneous clay deposits, with the corresponding evolution of soil flow mechanisms and penetration resistance profiles reported by Zhou et al. in 2016. The LDFE analyses have simulated continuous penetration of stiffened caissons from the seabed surface. A detailed parametric study has been undertaken, exploring the relevant range of soil strength nonhomogeneity and normalized strength, stiffened caisson geometry, soil effective unit weight, and caisson roughness. Of particular interest is the influence of stiffeners on soil heave and potential penetration refusal. The results have been validated against previously published centrifuge test data in terms of soil heave and penetration resistance profile, with good agreement obtained. It is shown that the soil normalized strength at the mudline and its nonhomogeneity, caisson diameter relative to the sum of skirt thickness and stiffener width, and caisson penetration depth have significant influence on the inner soil heave and its profile across the caisson radius. An expression, based on the LDFE results is proposed to predict the maximum inner soil heave during installation of stiffened caissons in the field.

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10

Jin, Shu Cheng, Yong Tao Zhang, and Qi He Wu. "A Study on the Failure Mechanism of Suction Caisson under Vertical Load." Applied Mechanics and Materials 256-259 (December 2012): 1985–89. http://dx.doi.org/10.4028/www.scientific.net/amm.256-259.1985.

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As a new type of deep water offshore foundation, suction caisson is widely used to offshore structures. However, the current methods of evaluation and design cannot meet the increasing requirement of engineering practice. In this dissertation, the studies are emphasized on finite element method for analyzing the suction caisson bearing capacity behavior and the failure mechanism under the vertical load. Based on studying the vertical bearing behavior of caissons with different ratio of length to diameter L / D, it shown that as L / D increases, the vertical bearing capacity growth slowed.

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11

Clukey, Edward C., Charles P. Aubeny, and James D. Murff. "Comparison of Analytical and Centrifuge Model Tests for Suction Caissons Subjected to Combined Loads." Journal of Offshore Mechanics and Arctic Engineering 126, no. 4 (November 1, 2004): 364–67. http://dx.doi.org/10.1115/1.1834624.

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A plastic limit formulation was previously developed for estimating caisson uplift in cohesive soils under general conditions of vertical, horizontal, and inclined loading. The formulation considers the effects of soil shear strength profile, caisson aspect ratio, anchor line attachment depth, and load inclination angle. Load capacity predictions from the plastic limit analyses are compared to data measured in seven centrifuge tests in which model caissons are subjected to purely vertical and inclined loads of various orientations. The effect of a bevel at the caisson tip is also investigated. Comparisons are also made to finite element predictions.

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12

Wallace, Jeff F., and Cassandra J. Rutherford. "Response of suction caissons for tidal current turbine applications in soft clay to monotonic and cyclic vertical loading." Canadian Geotechnical Journal 55, no. 4 (April 2018): 551–62. http://dx.doi.org/10.1139/cgj-2016-0133.

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In soft marine clays, suction caissons provide a foundation system for tidal current turbines that further promote the sustainable nature of the system by allowing for their removal at the end of the structure’s design life. When configured as a multipod, the moment loads resulting from the horizontal flow of water will be transferred to the suction caissons as compression–uplift loads on opposing foundation legs. The behavior of a suction caisson in soft clay was investigated at aspect ratios of 1 and 2 under monotonic and cyclic vertical loading applicable to multipod-supported tidal current turbine design. Installation and solely monotonic vertical load tests indicated lower back-calculated adhesion factor, α, values and higher back-calculated bearing capacity factor, Nc, values than design standards recommend. The capacity and stiffness response of the foundation after undergoing cyclic loading was found to be largely dependent on the magnitude of displacement the foundation underwent during cyclic loading. Additionally, a threshold of elastic foundation response was observed during cyclic loading defined by a cyclic displacement amplitude. These results indicate serviceability constraints will be critical in the design of suction caisson foundations for tidal current turbine applications.

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13

Wang, Zhi Yun, Mao Tian Luan, and Lu Shen. "Bearing Capacity of Suction Caisson Foundations Using FEM Analysis." Advanced Materials Research 243-249 (May 2011): 2112–15. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.2112.

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To understand features of bearing capacity of suction caisson foundation is one of the key issues in design and construction of deep-water marine structures. In this paper, the general-purpose finite element analysis package ABAQUS is employed to conduct three-dimensional numerical analyses on load-carrying features of suction caisson foundation under vertically uplift load, horizontal load and moment. Then the ultimate bearing capacity of suction caisson foundation for undrained condition of the soil is evaluated by displacing-controlling procedure. Moreover, three-dimensional failure envelope of suction caisson foundation under combine loading condition are established by the proposed numerical procedure.

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14

Sawicki, Andrzej, Łukasz Wachowski, and Marek Kulczykowski. "The Pull-out Capacity of Suction Caissons in Model Investigations." Archives of Hydro-Engineering and Environmental Mechanics 63, no. 2-3 (December 1, 2016): 157–71. http://dx.doi.org/10.1515/heem-2016-0010.

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AbstractA small-scale model experiment on the pull-out resistance of suction caissons is described. The pull-out force and suction developed within the caisson in the extraction process were recorded during the experiment. A simple breakout model, together with an elementary static formulae, is applied to predict the results obtained experimentally. There is a reasonably good agreement between the experimental results and predictions. An extensive discussion of the approach applied is included. The analysis presented in this paper is original, as it differs from other approaches mentioned in this paper, and leads to acceptable predictions. At the end, the results are also compared with another approach for predicting the capacity of suction caissons.

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15

Gong, Xiu Bin, Qing Lai Fan, and Ke Wu. "Bearing Capacity of Suction Caisson for Offshore Floating Wind Turbine." Advanced Materials Research 243-249 (May 2011): 4718–22. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.4718.

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Presented in this paper are the three-dimensional nonlinear finite element analyses of the failure envelopes of suction caisson under torsion, vertical and lateral pullout combined load in soft clay. The soft clay under undrained condition is simulated by perfectly elasto-plastic Tresca model. Through the numerical analyses, the failure envelopes for combined loading (V-T、H-T、V-H-T) of suction caisson is reviewed. And the mathematical expression of failure envelope is deduced. It is shown that (1) the circular plastic failure area is outward-extending. (2) The bearing capacity of suction caisson foundation in V-T、H-T load spaces is increasing with the aspect ratio L/D. (3) The equation of failure envelope can be used to evaluate the stability of suction caisson foundation for offshore floating wind turbine.

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16

Liu, Wei, Zhihuai Huang, and Mi Zhou. "Numerical Study on the Behavior of Square Stiffened Caissons Penetrating into Normally Consolidated Clay." Advances in Civil Engineering 2021 (August 30, 2021): 1–10. http://dx.doi.org/10.1155/2021/1607854.

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Significant difference between predicted and measured installation resistance of stiffened suction caissons was identified due to the existing uncertainty regarding the mobilized soil flow mechanisms. This paper describes an extensive investigation of square stiffened caisson penetration in nonhomogeneous clays undertaken through large deformation FE (LDFE) analysis to identify the soil flow mechanisms around and between lateral ring stiffeners. A detailed parametric study has been carried out, exploring a range of nondimensional parameters related to stiffened caisson geometry, caisson roughness, and soil strength. The LDFE results were compared with centrifuge test data in terms of soil flow mechanisms, with good agreement obtained. Two interesting features of soil flow inside the caisson were observed including soil backflow into the gaps between the embedded stiffeners and soil heaving at the surface. It shows that the cavity depth can reach ∼5 m. Finally, simple expressions were proposed for estimating the critical depths of soil backflow and cavity formation.

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17

Zhu, Bin, De-qiong Kong, Ren-peng Chen, Ling-gang Kong, and Yun-min Chen. "Installation and lateral loading tests of suction caissons in silt." Canadian Geotechnical Journal 48, no. 7 (July 2011): 1070–84. http://dx.doi.org/10.1139/t11-021.

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A number of potential offshore wind turbines in China will be constructed in sandy silt seabeds, and the mono-caisson foundation is an important choice for these offshore wind turbines. A program of large-scale model tests on suction installation and lateral loading of caisson foundations in saturated silt were carried out in a large soil tank at Zhejiang University. Test results of installation resistance during suction installation show that the seepage effect is limited in silt, and the suction required to penetrate the caisson can be well predicted based on the sleeve friction and cone resistance of cone penetration tests. The deformation mechanism and soil-structure interaction of a caisson subjected to lateral loads were investigated. The instantaneous rotation center of the model caisson at failure was at the depth of about four-fifths of the skirt length, almost directly below the lid center. Based on the assumption of a common position of the instantaneous rotation center and dominating resistance forces on the caisson, an analytical expression for the ultimate moment capacity was presented.

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18

Wang, Zhi Yun, Yue Sun, and Chuan Cheng Wang. "Numerical Simulation of Ultimate Capacity of Suction Caisson Foundations by FEM." Applied Mechanics and Materials 170-173 (May 2012): 3478–81. http://dx.doi.org/10.4028/www.scientific.net/amm.170-173.3478.

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As a newly developed type of foundation for deep water offshore and marine engineering, the suction caisson is usually subjected to combined loading of vertically uplift load, horizontal load and moment. Performance evaluation and design theory for such a new type of foundation can not meet the basic requirements of engineering practice sufficiently at present. In this paper, the general-purpose finite element analysis package ABAQUS is employed to conduct three-dimensional numerical analyses on load-carrying features of suction caisson foundation. Then the ultimate bearing capacity of suction caisson foundation under monotonic load for two drainage conditions of the soil is evaluated by displacing-controlling procedure.

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19

Cox, James A., and Subhamoy Bhattacharya. "Serviceability of suction caisson founded offshore structures." Proceedings of the Institution of Civil Engineers - Geotechnical Engineering 170, no. 3 (June 2017): 273–84. http://dx.doi.org/10.1680/jgeen.16.00088.

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20

Byrne, Byron, Guy Houlsby, Chris Martin, and Peter Fish. "Suction Caisson Foundations for Offshore Wind Turbines." Wind Engineering 26, no. 3 (May 2002): 145–55. http://dx.doi.org/10.1260/030952402762056063.

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This paper outlines a £ 1.5m, three year, research project that commenced during the middle of 2002 to determine a design framework for shallow foundations for offshore wind turbines. The shallow foundations in focus are suction-installed skirted foundations otherwise known as suction caissons (Houlsby and Byrne, 2000). There are eight distinct themes to the research covering all aspects of the geotechnical performance of these foundations. The funding for the project has been obtained from the Department of Trade and Industry (£ 917k), Industrial Partners (£ 373k) and the Engineering and Physical Sciences Research Council (£ 221k). The results will feed into the design process for offshore wind turbines almost immediately.

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21

Aubeny, Charles, Seung-Woon Han, and James D. Murff. "Suction Caisson Capacity in Anisotropic, Purely Cohesive Soil." International Journal of Geomechanics 3, no. 2 (December 2003): 225–35. http://dx.doi.org/10.1061/(asce)1532-3641(2003)3:2(225).

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22

Takatani, Tomiya, and Yoshi-hiko Maeno. "Dynamic Response of Caisson Structure with Suction Effect." PROCEEDINGS OF CIVIL ENGINEERING IN THE OCEAN 11 (1995): 375–80. http://dx.doi.org/10.2208/prooe.11.375.

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23

Tran, M. N., and M. F. Randolph. "Variation of suction pressure during caisson installation in sand." Géotechnique 58, no. 1 (February 2008): 1–11. http://dx.doi.org/10.1680/geot.2008.58.1.1.

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24

Takatani, Tomiya, Yoshihiko Maeno, Shigeo Takahashi, and Kenichiro Shimosako. "Dynamic Response of Seabed around Caisson Structure with Suction." PROCEEDINGS OF CIVIL ENGINEERING IN THE OCEAN 12 (1996): 219–24. http://dx.doi.org/10.2208/prooe.12.219.

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25

Kim, Yusuk, Bertrand Teodosio, and Jaehun Ahn. "Investigation of Behavior of Suction Caisson Anchors based on Single-Wall and Double-Wall Model Caissons." Journal of Korean Society of Hazard Mitigation 14, no. 2 (April 30, 2014): 107–13. http://dx.doi.org/10.9798/kosham.2014.14.2.107.

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26

Guo, Wei, Jian Chu, and Hailei Kou. "Model tests of soil heave plug formation in suction caisson." Proceedings of the Institution of Civil Engineers - Geotechnical Engineering 169, no. 2 (April 2016): 214–23. http://dx.doi.org/10.1680/jgeen.15.00032.

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27

Luke, Adam M., Alan F. Rauch, Roy E. Olson, and Elliott C. Mecham. "Components of suction caisson capacity measured in axial pullout tests." Ocean Engineering 32, no. 7 (May 2005): 878–91. http://dx.doi.org/10.1016/j.oceaneng.2004.10.007.

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28

Houlsby, Guy T., and Byron W. Byrne. "Suction Caisson Foundations for Offshore Wind Turbines and Anemometer Masts." Wind Engineering 24, no. 4 (July 2000): 249–55. http://dx.doi.org/10.1260/0309524001495611.

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29

Liu, Jinzhong, Xuguang Chen, Zhende Zhu, Baotian Wang, Fushun Liu, Jianpeng Xu, and Mingsheng Zhang. "Investigation of scour effects on lateral behaviors of suction caisson." Marine Georesources & Geotechnology 37, no. 2 (February 15, 2018): 142–51. http://dx.doi.org/10.1080/1064119x.2017.1407975.

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30

Kim, Yeesock, Jaehun Ahn, and Jongwon Jung. "Fuzzy modeling of holding capacity of offshore suction caisson anchors." International Journal for Numerical and Analytical Methods in Geomechanics 41, no. 7 (January 13, 2017): 1038–54. http://dx.doi.org/10.1002/nag.2664.

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31

Lee, Hanmin, Jaehun Ahn, and Yun-Tae Kim. "Holding Capacity of a Suction Caisson Anchor in Uniform Cohesive Soils." Journal of Korean Society of Hazard Mitigation 13, no. 2 (April 30, 2013): 111–16. http://dx.doi.org/10.9798/kosham.2013.13.2.111.

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32

Ahmed, Sheikh Sharif, and Bipul Chandra Hawlader. "Numerical Analysis of Inclined Uplift Capacity of Suction Caisson in Sand." International Journal of Offshore and Polar Engineering 25, no. 2 (June 1, 2015): 145–55. http://dx.doi.org/10.17736/ijope.2015.cg11.

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33

Koh, Kai Xiang, Youngho Kim, and Muhammad Shazzad Hossain. "Cyclic response of a stiffened suction caisson anchor in calcareous silt." Ocean Engineering 201 (April 2020): 107097. http://dx.doi.org/10.1016/j.oceaneng.2020.107097.

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34

Muduli, Pradyut Kumar, Manas Ranjan Das, Pijush Samui, and Sarat Kumar Das. "Uplift Capacity of Suction Caisson in Clay Using Artificial Intelligence Techniques." Marine Georesources & Geotechnology 31, no. 4 (October 2013): 375–90. http://dx.doi.org/10.1080/1064119x.2012.690827.

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35

Zhang, Yukun, Dayong Li, and Fuquan Chen. "Experimental studies on sand plug formation in suction caisson during extraction." Marine Georesources & Geotechnology 36, no. 7 (March 6, 2018): 795–804. http://dx.doi.org/10.1080/1064119x.2017.1390709.

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36

Zhu, B., B. W. Byrne, and G. T. Houlsby. "Long-Term Lateral Cyclic Response of Suction Caisson Foundations in Sand." Journal of Geotechnical and Geoenvironmental Engineering 139, no. 1 (January 2013): 73–83. http://dx.doi.org/10.1061/(asce)gt.1943-5606.0000738.

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37

Zhao, L., C. Gaudin, C. D. O’Loughlin, J. P. Hambleton, M. J. Cassidy, and M. Herduin. "Drained Capacity of a Suction Caisson in Sand under Inclined Loading." Journal of Geotechnical and Geoenvironmental Engineering 145, no. 2 (February 2019): 04018107. http://dx.doi.org/10.1061/(asce)gt.1943-5606.0001996.

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38

Harireche, Ouahid, Moura Mehravar, and Amir M. Alani. "Suction caisson installation in sand with isotropic permeability varying with depth." Applied Ocean Research 43 (October 2013): 256–63. http://dx.doi.org/10.1016/j.apor.2013.10.008.

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39

Ahn, Jaehun, Hanmin Lee, and Yun-Tae Kim. "Holding Capacity of Shallow Suction Caisson Anchor based on Finite Element Analysis." Journal of Korean Society of Hazard Mitigation 13, no. 1 (February 28, 2013): 153–59. http://dx.doi.org/10.9798/kosham.2013.13.1.153.

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40

Zeinoddini, M., S. A. Mousavi, and M. R. Abdi. "Simulation of Suction Caisson Penetration in Seabed Using an Adaptive Mesh Technique." Procedia Engineering 14 (2011): 1721–28. http://dx.doi.org/10.1016/j.proeng.2011.07.216.

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41

Samui, Pijush, Sarat Das, and Dookie Kim. "Uplift capacity of suction caisson in clay using multivariate adaptive regression spline." Ocean Engineering 38, no. 17-18 (December 2011): 2123–27. http://dx.doi.org/10.1016/j.oceaneng.2011.09.036.

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42

Ahn, Jaehun, Hanmin Lee, and Yun-Tae Kim. "Finite Element Analysis of the Holding Capacity of Shallow Suction Caisson Anchors." Marine Georesources & Geotechnology 33, no. 1 (September 17, 2014): 33–44. http://dx.doi.org/10.1080/1064119x.2013.778377.

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43

Zhu, Bin, Wen-long Zhang, Pan-pan Ying, and Yun-min Chen. "Deflection-Based Bearing Capacity of Suction Caisson Foundations of Offshore Wind Turbines." Journal of Geotechnical and Geoenvironmental Engineering 140, no. 5 (May 2014): 04014013. http://dx.doi.org/10.1061/(asce)gt.1943-5606.0001107.

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44

Koh, Kai Xiang, Muhammad Shazzad Hossain, and Youngho Kim. "Installation and Monotonic Pullout of a Suction Caisson Anchor in Calcareous Silt." Journal of Geotechnical and Geoenvironmental Engineering 143, no. 2 (February 2017): 04016098. http://dx.doi.org/10.1061/(asce)gt.1943-5606.0001604.

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45

Efthymiou, Georgia, and George Gazetas. "Elastic Stiffnesses of a Rigid Suction Caisson and Its Cylindrical Sidewall Shell." Journal of Geotechnical and Geoenvironmental Engineering 145, no. 2 (February 2019): 06018014. http://dx.doi.org/10.1061/(asce)gt.1943-5606.0002013.

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46

Dai, Guo-liang, Wen-bo Zhu, Qian Zhai, Wei-ming Gong, and Xue-liang Zhao. "Upper Bound Solutions for Uplift Ultimate Bearing Capacity of Suction Caisson Foundation." China Ocean Engineering 33, no. 6 (December 2019): 685–93. http://dx.doi.org/10.1007/s13344-019-0066-9.

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47

Zhao, L., M. F. Bransby, and C. Gaudin. "Centrifuge observations on multidirectional loading of a suction caisson in dense sand." Acta Geotechnica 15, no. 6 (April 29, 2020): 1439–51. http://dx.doi.org/10.1007/s11440-020-00970-4.

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48

Cheng, L., M. S. Hossain, Y. Hu, Y. H. Kim, and S. N. Ullah. "Failure envelope of suction caisson anchors subjected to combined loadings in sand." Applied Ocean Research 114 (September 2021): 102801. http://dx.doi.org/10.1016/j.apor.2021.102801.

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49

Fu, Dengfeng, Britta Bienen, Christophe Gaudin, and Mark Cassidy. "Undrained capacity of a hybrid subsea skirted mat with caissons under combined loading." Canadian Geotechnical Journal 51, no. 8 (August 2014): 934–49. http://dx.doi.org/10.1139/cgj-2013-0330.

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Abstract:

Skirted mudmats are commonly used to support offshore infrastructure. However, these may not be able to provide sufficient capacity to notably withstand the lateral loads applied by jumpers and connectors. The concept of hybrid foundation system was therefore proposed to enhance the capacity in a targeted fashion, through addition of internal suction caisson compartments. This paper presents a numerical investigation into the undrained bearing capacity of a rectangular-shaped hybrid foundation with two caisson units. Uniaxial capacities under vertical, horizontal, and moment loading are reported, but the focus lies on the horizontal–moment planes due to the anticipated low vertical load on the foundation. Detailed discussion highlights the contribution of the internal caisson compartments to the significant increases in horizontal capacity compared to a simple rectangular skirted mat through changes in the failure mechanism. This results not only in changes in size, but also in shape, of the capacity envelope. The study was extended to more general horizontal–moment loading conditions, where the shape of the capacity envelope was found to remain approximately constant. This applies to the hybrid foundation and the rectangular skirted mat in the homogeneous soil considered here. An expression is proposed that provides a slightly conservative approximation of the capacity envelope under combined horizontal and moment loading from any direction.

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Mehravar, Moura, Ouahid Harireche, Asaad Faramarzi, and Amir M. Alani. "Modelling the variation of suction pressure during caisson installation in sand using FLAC3D." Ships and Offshore Structures 12, no. 7 (July 2, 2015): 893–99. http://dx.doi.org/10.1080/17445302.2015.1051311.

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