Dr Stuart Kenneth Haigh | University of Cambridge (original) (raw)
Conference Presentations by Dr Stuart Kenneth Haigh
CSIC Research Talk
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Papers by Dr Stuart Kenneth Haigh
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Géotechnique, 2022
Vardanega, P.J., Haigh, S.K., O’Kelly, B.C., Zhang, X., Liu, X., Chen, C. & Wang, G. (202... more Vardanega, P.J., Haigh, S.K., O’Kelly, B.C., Zhang, X., Liu, X., Chen, C. & Wang, G. (2022). Discussion: Use of fall-cone flow index for soil classification: a new plasticity chart. Géotechnique, https://doi.org/10.1680/jgeot.21.00268
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Geotechnical Aspects of Underground Construction in Soft Ground, 2021
The Mobilisable Strength Design (MSD) philosophy has been used in various applications related to... more The Mobilisable Strength Design (MSD) philosophy has been used in various applications related to underground construction, e.g. for analysis of deep foundation and retaining wall performance. MSD requires simple models for the stress-strain behaviour of soils. The use of a mobilisation factor on undrained strength to limit soil mobilisation was introduced in BS8002 in 1994. To assist with MSD calculations, the mobilisation strain framework (MSF) has been developed to allow geotechnical engineers to account for the non-linear behaviour of fine-grained soils in routine geotechnical design. In this paper, triaxial and pressuremeter test data from the London Clay deposit are analysed, using the MSF, to study the effects of anisotropy on both the mobilisation strains and non-linearity exponent. The implications for design of underground constructions are also discussed.
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Lecture Notes in Civil Engineering, 2021
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Geomechanics and Geoengineering, 2019
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Offshore Technology Conference, 2010
Reliable estimates for the maximum available uplift resistance from the backfill soil are essenti... more Reliable estimates for the maximum available uplift resistance from the backfill soil are essential to prevent upheaval buckling of buried pipelines. The current design code DNV RP F110 does not offer guidance on how to predict the uplift resistance when the cover:pipe diameter (H/D) ratio is less than 2. Hence the current industry practice is to discount the shear contribution from uplift resitance for design scenarios with H/D ratios less than 1. The necessity of this extra conservatism is assessed through a series of full-scale and centrifuge tests, 21 in total, at the Schofield Centre, University of Cambridge. Backfill types include saturated loose sand, saturated dense sand and dry gravel. Data revealed that the Vertical Slip Surface Model remains applicable for design scenarios in loose sand, dense sand and gravel with H/D ratios less than 1, and that there is no evidence that the contribution from shear should be ignored at these low H/D ratios. For uplift events in gravel, t...
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Canadian Geotechnical Journal, 2014
The design of shallow foundations is dominated by issues of settlement rather than bearing capaci... more The design of shallow foundations is dominated by issues of settlement rather than bearing capacity per se. The ability to predict the settlement of foundations at a given factor of safety is hence of key importance in design. In this paper, the energy method for a linear-elastic, perfectly plastic method utilizing the von Mises’ yield criterion with associated flow developed and reported by McMahon et al. in 2013 is extended to consider the nonlinear behaviour of soil. The energy method is used to investigate the load–settlement behaviour of shallow foundations by utilizing an ellipsoidal cavity-expansion mechanism and deformation fields within the boundaries of the classical Hill and Prandtl mechanisms. An elastic mechanism obtained from an analysis in ABAQUS was also investigated using this energy method. The upper-bound approach demonstrates that the cavity-expansion mechanism produces a better solution at small values of settlement, whereas at greater settlements the Prandtl me...
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Canadian Geotechnical Journal, 2012
Piled foundations are often subjected to cyclic axial loads. This is particularly true for the pi... more Piled foundations are often subjected to cyclic axial loads. This is particularly true for the piles of offshore structures, which are subjected to rocking motions caused by wind or wave actions, and for those of transport structures, which are subjected to traffic loads. As a result of these cyclic loads, excessive differential or absolute settlements may be induced during the piles’ service life. In the research presented here, centrifuge modelling of single piles and pile groups was conducted to investigate the influence of cyclic axial loads on the performance of piled foundations. The influence of installation method was investigated and it was found that the cyclic response of a pile whose jacked installation was modelled correctly is much stiffer than that of a bored pile. During displacement-controlled axial load cycling, the pile head stiffness reduces with an increasing number of cycles, but at a decreasing rate; during force-controlled axial load cycling, more permanent s...
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Géotechnique, 2013
The use of an ellipsoidal cavity expansion model to estimate the bearing capacity and settlement ... more The use of an ellipsoidal cavity expansion model to estimate the bearing capacity and settlement of circular shallow foundations on clay is presented. The model uses an upper-bound energy approach with contours of constant soil displacement taken to be ellipsoidal within a hemispherical outer boundary. The elastic and plastic work done within the soil are equated to the footing work, with yield being defined using the von Mises' yield criterion. It is shown that, for two different soil rigidities, results are consistent with those obtained from finite-element analyses available in the literature. A relationship between the bearing stress on a circular shallow foundation and its normalised settlement is developed, with an expression provided for the linear working range.
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Bridges built on saturated deposits of loose sand in seismically active areas are, regardless of ... more Bridges built on saturated deposits of loose sand in seismically active areas are, regardless of their size, critical structures during seismic events. In fact, the location of these structures increases the risk of liquefaction-induced foundation failure. In addition, the consequence of their collapse is not limited to the direct human and economic losses but also creates a traffic impediment that severely affects postearthquake rescue of human lives and properties and imposes a long-term disruption of social life. Small to medium size bridges found in this environment are particularly vulnerable to the effects of liquefaction, as they are frequently built, especially in developing countries, on shallow foundations.
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Geotechnical Aspects of Underground Construction in Soft Ground: Proceedings of the Tenth International Symposium on Geotechnical Aspects of Underground Construction in Soft Ground, IS-Cambridge 2022, Cambridge, United Kingdom, 27-29 June 2022, May 27, 2021
The Mobilisable Strength Design (MSD) philosophy has been used in various applications related to... more The Mobilisable Strength Design (MSD) philosophy has been used in various applications related to underground construction, e.g. for analysis of deep foundation and retaining wall performance. MSD requires simple models for the stress-strain behaviour of soils. The use of a mobilisation factor on undrained strength to limit soil mobilisation was introduced in BS8002 in 1994. To assist with MSD calculations, the mobilisation strain framework (MSF) has been developed to allow geotechnical engineers to account for the non-linear behaviour of fine-grained soils in routine geotechnical design. In this paper, triaxial and pressuremeter test data from the London Clay deposit are analysed, using the MSF, to study the effects of anisotropy on both the mobilisation strains and non-linearity exponent. The implications for design of underground constructions are also discussed.
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International Journal of Physical Modelling in Geotechnics
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Geomechanics and Engineering, 2011
ABSTRACT Piles passing through sloping liquefiable deposits are prone to lateral loading if these... more ABSTRACT Piles passing through sloping liquefiable deposits are prone to lateral loading if these deposits liquefy and flow during earthquakes. These lateral loads caused by the relative soil-pile movement will induce bending in the piles and may result in failure of the piles or excessive pile-head displacement. Whilst the weak nature of the flowing liquefied soil would suggest that only small loads would be exerted on the piles, it is known from case histories that piles do fail owing to the influence of laterally spreading soils. It will be shown, based on dynamic centrifuge test data, that dilatant behaviour of soil close to the pile is the major cause of these considerable transient lateral loads which are transferred to the pile. This paper reports the results of geotechnical centrifuge tests in which models of gently sloping liquefiable sand with pile foundations passing through them were subjected to earthquake excitation. The soil close to the pile was instrumented with pore-pressure transducers and contact stress cells in order to monitor the interaction between soil and pile and to track the soil stress state both upslope and downslope of the pile. The presence of instrumentation measuring pore-pressure and lateral stress close to the pile in the research described in this paper gives the opportunity to better study the soil stress state close to the pile and to compare the loads measured as being applied to the piles by the laterally spreading soils with those suggested by the JRA design code. This test data shows that lateral stresses much greater than one might expect from calculations based on the residual strength of liquefied soil may be applied to piles in flowing liquefied slopes owing to the dilative behaviour of the liquefied soil. It is shown at least for the particular geometry studied that the current JRA design code can be un-conservative by a factor of three for these dilation-affected transient lateral loads.
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Bookmarks Related papers MentionsView impact
Seismic Performance and Simulation of Pile Foundations in Liquefied and Laterally Spreading Ground, 2005
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Proceedings of the 8th International Conference on Physical Modelling in Geotechnics 2014 (ICPMG2014), Perth, Australia, 14-17 January 2014, 2013
ABSTRACT The load deformation response of a 3.8 m diameter monopile installed in soft clays when ... more ABSTRACT The load deformation response of a 3.8 m diameter monopile installed in soft clays when subjected to axial and lateral loading is investigated using centrifuge testing and soil pore-fluid coupled three-dimensional finite element analysis. Monopile deformation is principally assessed in terms of its lateral displacements and bending moments. Its behaviour as a short rigid pile is discussed using concepts such as its rotation at mudline and the pile depth at which pivoting occurs.
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Bridges built on saturated deposits of loose sand in seismically active areas are, regardless of ... more Bridges built on saturated deposits of loose sand in seismically active areas are, regardless of their size, critical structures during seismic events. In fact, the location of these structures increases the risk of liquefaction-induced foundation failure. In addition, the consequence of their collapse is not limited to the direct human and economic losses but also creates a traffic impediment that severely affects post-earthquake rescue of human lives and properties and imposes a long-term disruption of social life. Small to medium size bridges found in this environment are particularly vulnerable to the effects of liquefaction, as they are frequently built, especially in developing countries, on shallow foundations. Even though densification is frequently used as a liquefaction resistance measure for bridge foundations, design is based on poorly understood fundamentals. This paper presents the results of dynamic centrifuge modeling undertaken to investigate the behavior of a found...
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Géotechnique, 2022
Vardanega, P.J., Haigh, S.K., O’Kelly, B.C., Zhang, X., Liu, X., Chen, C. & Wang, G. (202... more Vardanega, P.J., Haigh, S.K., O’Kelly, B.C., Zhang, X., Liu, X., Chen, C. & Wang, G. (2022). Discussion: Use of fall-cone flow index for soil classification: a new plasticity chart. Géotechnique, https://doi.org/10.1680/jgeot.21.00268
Bookmarks Related papers MentionsView impact
Bookmarks Related papers MentionsView impact
Geotechnical Aspects of Underground Construction in Soft Ground, 2021
The Mobilisable Strength Design (MSD) philosophy has been used in various applications related to... more The Mobilisable Strength Design (MSD) philosophy has been used in various applications related to underground construction, e.g. for analysis of deep foundation and retaining wall performance. MSD requires simple models for the stress-strain behaviour of soils. The use of a mobilisation factor on undrained strength to limit soil mobilisation was introduced in BS8002 in 1994. To assist with MSD calculations, the mobilisation strain framework (MSF) has been developed to allow geotechnical engineers to account for the non-linear behaviour of fine-grained soils in routine geotechnical design. In this paper, triaxial and pressuremeter test data from the London Clay deposit are analysed, using the MSF, to study the effects of anisotropy on both the mobilisation strains and non-linearity exponent. The implications for design of underground constructions are also discussed.
Bookmarks Related papers MentionsView impact
Lecture Notes in Civil Engineering, 2021
Bookmarks Related papers MentionsView impact
Bookmarks Related papers MentionsView impact
Geomechanics and Geoengineering, 2019
Bookmarks Related papers MentionsView impact
Offshore Technology Conference, 2010
Reliable estimates for the maximum available uplift resistance from the backfill soil are essenti... more Reliable estimates for the maximum available uplift resistance from the backfill soil are essential to prevent upheaval buckling of buried pipelines. The current design code DNV RP F110 does not offer guidance on how to predict the uplift resistance when the cover:pipe diameter (H/D) ratio is less than 2. Hence the current industry practice is to discount the shear contribution from uplift resitance for design scenarios with H/D ratios less than 1. The necessity of this extra conservatism is assessed through a series of full-scale and centrifuge tests, 21 in total, at the Schofield Centre, University of Cambridge. Backfill types include saturated loose sand, saturated dense sand and dry gravel. Data revealed that the Vertical Slip Surface Model remains applicable for design scenarios in loose sand, dense sand and gravel with H/D ratios less than 1, and that there is no evidence that the contribution from shear should be ignored at these low H/D ratios. For uplift events in gravel, t...
Bookmarks Related papers MentionsView impact
Canadian Geotechnical Journal, 2014
The design of shallow foundations is dominated by issues of settlement rather than bearing capaci... more The design of shallow foundations is dominated by issues of settlement rather than bearing capacity per se. The ability to predict the settlement of foundations at a given factor of safety is hence of key importance in design. In this paper, the energy method for a linear-elastic, perfectly plastic method utilizing the von Mises’ yield criterion with associated flow developed and reported by McMahon et al. in 2013 is extended to consider the nonlinear behaviour of soil. The energy method is used to investigate the load–settlement behaviour of shallow foundations by utilizing an ellipsoidal cavity-expansion mechanism and deformation fields within the boundaries of the classical Hill and Prandtl mechanisms. An elastic mechanism obtained from an analysis in ABAQUS was also investigated using this energy method. The upper-bound approach demonstrates that the cavity-expansion mechanism produces a better solution at small values of settlement, whereas at greater settlements the Prandtl me...
Bookmarks Related papers MentionsView impact
Canadian Geotechnical Journal, 2012
Piled foundations are often subjected to cyclic axial loads. This is particularly true for the pi... more Piled foundations are often subjected to cyclic axial loads. This is particularly true for the piles of offshore structures, which are subjected to rocking motions caused by wind or wave actions, and for those of transport structures, which are subjected to traffic loads. As a result of these cyclic loads, excessive differential or absolute settlements may be induced during the piles’ service life. In the research presented here, centrifuge modelling of single piles and pile groups was conducted to investigate the influence of cyclic axial loads on the performance of piled foundations. The influence of installation method was investigated and it was found that the cyclic response of a pile whose jacked installation was modelled correctly is much stiffer than that of a bored pile. During displacement-controlled axial load cycling, the pile head stiffness reduces with an increasing number of cycles, but at a decreasing rate; during force-controlled axial load cycling, more permanent s...
Bookmarks Related papers MentionsView impact
Géotechnique, 2013
The use of an ellipsoidal cavity expansion model to estimate the bearing capacity and settlement ... more The use of an ellipsoidal cavity expansion model to estimate the bearing capacity and settlement of circular shallow foundations on clay is presented. The model uses an upper-bound energy approach with contours of constant soil displacement taken to be ellipsoidal within a hemispherical outer boundary. The elastic and plastic work done within the soil are equated to the footing work, with yield being defined using the von Mises' yield criterion. It is shown that, for two different soil rigidities, results are consistent with those obtained from finite-element analyses available in the literature. A relationship between the bearing stress on a circular shallow foundation and its normalised settlement is developed, with an expression provided for the linear working range.
Bookmarks Related papers MentionsView impact
Bridges built on saturated deposits of loose sand in seismically active areas are, regardless of ... more Bridges built on saturated deposits of loose sand in seismically active areas are, regardless of their size, critical structures during seismic events. In fact, the location of these structures increases the risk of liquefaction-induced foundation failure. In addition, the consequence of their collapse is not limited to the direct human and economic losses but also creates a traffic impediment that severely affects postearthquake rescue of human lives and properties and imposes a long-term disruption of social life. Small to medium size bridges found in this environment are particularly vulnerable to the effects of liquefaction, as they are frequently built, especially in developing countries, on shallow foundations.
Bookmarks Related papers MentionsView impact
Geotechnical Aspects of Underground Construction in Soft Ground: Proceedings of the Tenth International Symposium on Geotechnical Aspects of Underground Construction in Soft Ground, IS-Cambridge 2022, Cambridge, United Kingdom, 27-29 June 2022, May 27, 2021
The Mobilisable Strength Design (MSD) philosophy has been used in various applications related to... more The Mobilisable Strength Design (MSD) philosophy has been used in various applications related to underground construction, e.g. for analysis of deep foundation and retaining wall performance. MSD requires simple models for the stress-strain behaviour of soils. The use of a mobilisation factor on undrained strength to limit soil mobilisation was introduced in BS8002 in 1994. To assist with MSD calculations, the mobilisation strain framework (MSF) has been developed to allow geotechnical engineers to account for the non-linear behaviour of fine-grained soils in routine geotechnical design. In this paper, triaxial and pressuremeter test data from the London Clay deposit are analysed, using the MSF, to study the effects of anisotropy on both the mobilisation strains and non-linearity exponent. The implications for design of underground constructions are also discussed.
Bookmarks Related papers MentionsView impact
International Journal of Physical Modelling in Geotechnics
Bookmarks Related papers MentionsView impact
Geomechanics and Engineering, 2011
ABSTRACT Piles passing through sloping liquefiable deposits are prone to lateral loading if these... more ABSTRACT Piles passing through sloping liquefiable deposits are prone to lateral loading if these deposits liquefy and flow during earthquakes. These lateral loads caused by the relative soil-pile movement will induce bending in the piles and may result in failure of the piles or excessive pile-head displacement. Whilst the weak nature of the flowing liquefied soil would suggest that only small loads would be exerted on the piles, it is known from case histories that piles do fail owing to the influence of laterally spreading soils. It will be shown, based on dynamic centrifuge test data, that dilatant behaviour of soil close to the pile is the major cause of these considerable transient lateral loads which are transferred to the pile. This paper reports the results of geotechnical centrifuge tests in which models of gently sloping liquefiable sand with pile foundations passing through them were subjected to earthquake excitation. The soil close to the pile was instrumented with pore-pressure transducers and contact stress cells in order to monitor the interaction between soil and pile and to track the soil stress state both upslope and downslope of the pile. The presence of instrumentation measuring pore-pressure and lateral stress close to the pile in the research described in this paper gives the opportunity to better study the soil stress state close to the pile and to compare the loads measured as being applied to the piles by the laterally spreading soils with those suggested by the JRA design code. This test data shows that lateral stresses much greater than one might expect from calculations based on the residual strength of liquefied soil may be applied to piles in flowing liquefied slopes owing to the dilative behaviour of the liquefied soil. It is shown at least for the particular geometry studied that the current JRA design code can be un-conservative by a factor of three for these dilation-affected transient lateral loads.
Bookmarks Related papers MentionsView impact
Bookmarks Related papers MentionsView impact
Seismic Performance and Simulation of Pile Foundations in Liquefied and Laterally Spreading Ground, 2005
Bookmarks Related papers MentionsView impact
Proceedings of the 8th International Conference on Physical Modelling in Geotechnics 2014 (ICPMG2014), Perth, Australia, 14-17 January 2014, 2013
ABSTRACT The load deformation response of a 3.8 m diameter monopile installed in soft clays when ... more ABSTRACT The load deformation response of a 3.8 m diameter monopile installed in soft clays when subjected to axial and lateral loading is investigated using centrifuge testing and soil pore-fluid coupled three-dimensional finite element analysis. Monopile deformation is principally assessed in terms of its lateral displacements and bending moments. Its behaviour as a short rigid pile is discussed using concepts such as its rotation at mudline and the pile depth at which pivoting occurs.
Bookmarks Related papers MentionsView impact
Bridges built on saturated deposits of loose sand in seismically active areas are, regardless of ... more Bridges built on saturated deposits of loose sand in seismically active areas are, regardless of their size, critical structures during seismic events. In fact, the location of these structures increases the risk of liquefaction-induced foundation failure. In addition, the consequence of their collapse is not limited to the direct human and economic losses but also creates a traffic impediment that severely affects post-earthquake rescue of human lives and properties and imposes a long-term disruption of social life. Small to medium size bridges found in this environment are particularly vulnerable to the effects of liquefaction, as they are frequently built, especially in developing countries, on shallow foundations. Even though densification is frequently used as a liquefaction resistance measure for bridge foundations, design is based on poorly understood fundamentals. This paper presents the results of dynamic centrifuge modeling undertaken to investigate the behavior of a found...
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The behaviour of piles in sand under tensile loading was investigated using finite element analys... more The behaviour of piles in sand under tensile loading was investigated using finite element analysis and centrifuge modelling, and the results were compared. The implications of using simplified constitutive models are discussed, along with the modelling of interfaces between sand and structure when high degrees of relative movement are seen. The variation of pull-out resistance with soil density, pile size and speed of pull was investigated in an attempt to predict pile behaviour.
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