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The Shear Stiffness Characteristics of Four Eocene-To-Jurassic UK Stiff Clays

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The Shear Stiffness Characteristics of Four Eocene-To-Jurassic UK Stiff Clays View metadata, citation and similar papers at core.ac.uk brought to you by CORE provided by UCL Discovery Brosse, A. et al. (2017). Géotechnique 67, No. 3, 242–259 [http://dx.doi.org/10.1680/jgeot.15.P.236] The shear stiffness characteristics of four Eocene-to-Jurassic UK stiff clays à A. BROSSE , R. HOSSEINI KAMAL†,R.J.JARDINE‡ and M. R. COOP§ A large proportion of the southern UK is underlain by stiff clays. Improving their geotechnical characterisation is important for many current and future infrastructure projects. This paper presents an integrated study of the complex stiffness behaviour of four key medium-plasticity, highly overconsolidated strata: the Gault, Kimmeridge, Oxford and London clays. The latter were deposited between the Jurassic and the Eocene under broadly similar marine conditions. Coordinated programmes of advanced static and dynamic laboratory measurements have been undertaken on high-quality samples, concentrating on samples taken from similar depths at inland sites and including triaxial and hollow cylinder stress path experiments employing high-resolution local strain, multi-axial bender element and resonant column techniques. A new approach was employed to interpret the hollow cylinder experiments and the laboratory measurements are examined in combination with independent field shear wave data. The clays’ stiffness characteristics are shown to be markedly anisotropic, pressure dependent and highly non-linear. Synthesis allows key conclusions to be drawn regarding: the relative reliability of alternative measurement approaches; the potential spread of stiffness behaviours between the clays; and whether the clays’ varying geological ages and burial depths have any systematic influence on their stiffness characteristics. The results have important geotechnical engineering implications. KEYWORDS: anisotropy; clays; fabric/structure of soils; laboratory tests; stiffness; stress path INTRODUCTION profiles. Both features vary over the depth ranges considered A large proportion of the southern UK is underlain by due to weathering and occasional hard bands as well as Triassic to Eocene stiff clays. Their economic importance effective stress increases with depth. Table 1 summarises prompted a study at Imperial College of four medium- other key characteristics of the Gault, Kimmeridge, Oxford plasticity, heavily overconsolidated, Jurassic to Eocene and London clays; for the first three clays Hosseini Kamal stiff clays that affect nationally important infrastructure. et al. (2014) give further information on index properties, A secondary aim was to investigate whether geological age composition and mineralogy. The water content profiles or burial depth has any systematic influence on mechanical generally fall slightly below the plastic limit traces. behaviour. Four sampling sites were selected that covered Hosseini-Kamal et al. (2014) also report suites of oedometer strata deposited in broadly similar environments. The and triaxial compressive shear tests on both reconstituted locations and sampling depths were chosen to reduce potential and high-quality natural samples. They report that, after effects of tectonic disturbance and post-depositional weath- avoiding or removing as far as possible the potential effects of ering, glacial or tree action. depositional regime, tectonics, coastal erosion, glacial, Gasparre et al. (2007a, 2007b) and Hight et al. (2007) periglacial and tree activity, meso-structure has the most report on the London Clay study conducted at the earlier important influence on the natural clays’ post-yield behav- Heathrow Terminal 5 site. The geology and geotechnical iour. The Oxford Clay, which showed the clearest bedding characteristics of the Gault, Kimmeridge and Oxford Clay features but no fissures, developed the highest triaxial sampling locations’ are summarised by Wilkinson (2011), compression shear strengths and post-peak brittleness. In Brosse (2012), Hosseini Kamal (2012) and Hosseini Kamal contrast, the peak strengths of natural samples of the Gault, et al. (2014). Brosse (2012) provides further details on how Kimmeridge and London clays were strongly affected by shear strength anisotropy was investigated in hollow cylinder their greater fissure intensity. All four soils were markedly apparatus (HCA) experiments. brittle in shear, and ring-shear tests confirmed low residual Figures 1–3 summarise the High Cross (Gault), Willow ϕ′ angles. However, no clear correlations were found between Brook Farm (Kimmeridge) and Elstow (Oxford) stiff clay in age or burial depths and behaviour either in shear or situ undrained shear strength and shear modulus Gmax oedometric compression. Current approaches for data normalisation were found to give misleading indications and a more elaborate micro- and meso-fabric framework was Manuscript received 26 October 2015; revised manuscript accepted required to characterise the effects of natural soil structure. 26 August 2016. Published online ahead of print 5 October 2016. This paper explores the clays’ highly non-linear, aniso- Discussion on this paper closes on 1 August 2017, for further details tropic and pressure-dependent stiffness characteristics, see p. ii. à reporting and interpreting high-resolution, locally instru- Geotechnical Consulting Group, London, UK; formerly Imperial mented, triaxial and HCA tests that cover the full range from College London, London, UK. very small strains to failure as well as multi-axial bender † DNV.GL, London, UK; formerly Imperial College London, London, UK. element and resonant column laboratory measurements in ‡ Imperial College London, London, UK. conjunction with in situ shear wave velocity testing. The § University College London; formerly City University of approach followed extends from that described by Gasparre Hong Kong, Hong Kong, China. et al. (2007a, 2007b), Nishimura et al. (2007) and Hight et al. 242 Downloaded by [ University College London] on [07/09/17]. Copyright © ICE Publishing, all rights reserved. SHEAR STIFFNESS CHARACTERISTICS OF FOUR UK STIFF CLAYS 243 q G S Cone resistance, c: MPa : MPa u: kPa 0 1 2 3 4 5 6 7 0 50 100 150 200 0 100 200 300 0 Concrete 0 0 Weathered Gault Clay 5 Gault 5 5 Clay Enhanced weathering 10 Main 10 10 study depth Depth: BGL m Gault Clay 15 15 15 G vh seismic CPT (2) G (3) Triaxial q hh seismic (1) c G (3) 38 mm f hv seismic (1) s G (3) SBPM vh seismic 20 20 20 0 50 100 150 200 Note: (1) Butcher & Lord (1993) f (2) Sleeve friction, s: kPa Parry (1988) (3) Butcher & Powell (1995) Fig. 1. Gault Clay profile; modified from Hosseini-Kamal et al. (2014) (2007). Improvements and developments include a new is essential to the stiffness framework adopted for local radial strain arrangement in triaxial tests (Hosseini interpretation. Kamal, 2012) and a novel approach for interpreting anisotropic non-linear stiffnesses from undrained HCA tests (Brosse, 2012). APPARATUS AND PROCEDURES The authors consider the experiments identified in Tables 2 Triaxial testing and 3 drawn from the broader programmes reported by Table 2 specifies the triaxial experiments’ sampling depths Hosseini Kamal (2012) and Brosse (2012) and synthesise and testing conditions. Most of the programme involved 38 these with the London Clay measurements by Gasparre or 100 mm diameter specimens (with 2:1 height to diameter (2005), Nishimura (2006), Anh-Minh (2006) and Gasparre ratios) in hydraulic Imperial College stress path cells. et al. (2007b, 2014). The focus is on intact samples retrieved Recognising the importance of bedding and fissuring, the from approximately 10 m below the top of each clay unit; undrained tests that investigated the natural samples’ shear- attention is also given to the behaviour of reconstituted ing resistance were conducted principally on 100 mm specimens of all four clays and of natural shallower samples diameter specimens. Test duration considerations led to the taken at around 3·5 m depth at the Gault Clay test site. While small-strain stiffness probing programmes on the reconsti- the stiffness characteristics are clearly non-linear over the tuted samples and drained natural samples concentrating on range of strains relevant to most engineering works, they 38 mm dia. specimens. All triaxial tests employed local axial are reported, for convenience and simplicity, in terms of the strain measurements, mostly with linear variable differential cross-anisotropic elastic constitutive framework. Treating the transformer (LVDT) sensors (Cuccovillo & Coop, 1997) and clays as being transversely isotropic allows the Cartesian and others with inclinometers (Jardine et al., 1984). Most cylindrical coordinate axis systems to be used interchange- apparatus were also fitted with LVDTradial strain measuring ably, as detailed in the list of notation. The latter assumption devices and bender elements (either platen-mounted or with Downloaded by [ University College London] on [07/09/17]. Copyright © ICE Publishing, all rights reserved. 244 BROSSE, HOSSEINI KAMAL, JARDINE AND COOP q G S Cone resistance, c: MPa : MPa u: kPa 0 5 10 15 20 25 0 50 100 150 200 0 100 200 300 400 500 0 0 0 Weathered Kimmeridge Clay 5 5 5 Kimmeridge Clay Hard band 10 10 10 Main study Depth: BGL m depth Kimmeridge Clay 15 15 15 q c f G (1) s vh seismic CPT CPT SDMT 20 20 20 0 100 200 300 400 500 Note: (1) SDMT: Seismic Marchetti Dilatometer test f Sleeve friction, s: kPa Fig. 2. Kimmeridge Clay profile; modified from Hosseini-Kamal et al. (2014) a lateral T-configuration similar to that of Pennington et al. in the
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