Geotechnical and Contamination Status Assessment Report
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Geology of the London Basin
Geology of the London Basin - 100 Million Years in the Making on 16 November 2018 Mr Philip Laurie first showed a geological map of London produced in 1848 by Stanford – the first of its kind. The Earth is 46,000 million years old, so much had happened before the London area made an appearance. The geological history of London started a hundred million years ago. For 60% of that time it has been under ice, causing sea levels to fall. He lives near the Ravensbourne, which rises south of the North Downs, runs through them and north to the Thames, emerging at Deptford Creek. How did it, and other rivers such as the Wandle, Darent and Medway, come to flow through the North Downs? At one time it was thought that there were faults in the chalk which gave them a way through, but this has been discounted. The Weald is now low lying, but when tectonic plate movement, mainly caused by Africa colliding with Europe, raised not only the Alps but buckled strata in northern Europe, a Wealden ridge was formed. An underlying chalk stratum buckled with high ridges at the South and North Downs and a dip under the Weald, squeezing up the soft sedimentary rocks between them to form the Ridge. Fast flowing streams from the ridge soon eroded channels in the chalk on their way to the sea. The ridge has since been eroding away (reducing river flows). They are ancient rivers. London is over a layer of cretaceous chalk about 40m down, which in turn is over gault clay. -
A Qljarter Century of Geotechnical Researcll
A QlJarter Century of Geotechnical Researcll PUBLICATION NO. FHWA-RD-98-139 FEBRUARY 1999 1111111111111111111111111111111 PB99-147365 \c-c.J/t).:.. L~.i' . u.s. D~~~~~~~Co~~~~~erce~ Natronal_Tec~nical Information Service u.s. DepartillCi"li of Transportation Spnngfleld, Virginia 22161 Research, Development & Technology Turner-Fairbank Highway Research Center 6300 Georgetown Pike McLean, VA 22101-2296 FOREWORD This report summarizes Federal Highway Administration (FHW!\) geotechnical research and development activities during the past 25 years. The report incl!Jde~: significant accomplishments in the areas of bridge foundations, ground improvenl::::nt, and soil and rock behavior. A fourth category included important miscellaneous efrorts tl'12t did not fit the areas mentioned. The report vlill be useful to re~earchers and praGtitior,c:;rs in geotechnology. --------:"--; /~ /1 I~t(./l- /-~~:r\ .. T. Paul Teng (j Director, Office of Infrastructure Research, Development. and Technologv NOTiCE This document is disseminated under the sponsorship of the Department of Transportation in the interest of information exchange. The United States G~)\fernm8nt assumes no liahillty for its contt?!nts or use thereof. Thir. report dor~s not constiil)tl":: a standard, specification, or regu!p,tion. The; United States Government does not endorse products or n18;1ufaGturers, Traderrlc,rks or nianufacturers' narl1es appear in thi;-, report only bec:8'I)Se they arc considered essential to tile object of the document. Technical Report Documentation Page 1. Report No. 2. Government Accession No. 3. Recipient's Catalog No. FHWA-RD-98-139 4. Title and Subtitle 5. Report Date A Quarter Century of Geotechnical Research February 1999 6. Performing Organization Code ). -
Influence of Peripheral Velocity on Measurements of Undrained Shear Strength for an Artificial Soil
Estimated Time to Failure, t (minutes) f 104 1000 100 10 1 0.1 2.0 u0 /s Rate Effect Model u β = 0.10 β s /s = (v /v ) u u0 p p0 1.5 0.05 1.0 Typical 0.5 Typical Range of Range of Interest for Wave Interest for Reference Rate & Storm Loading Earthquake ~ 3.4 mm/min Loading Norm. Undrained Shear Strength, s Strength, Shear Undrained Norm. 0.0 0.0100 0.100 1.00 10.0 100 103 Peripheral Velocity, v (mm/min) p Symbol Reference Soil This Work Bentonite-Kaolinite Mix Perlow & Richards, 1977 San Diego Clay Wiesel, 1973 Ska Edeby Tortensson, 1977 Backebol Tortensson, 1977 Askim Schapery & Dunlap, 1978 Gulf Mexico INFLUENCE OF PERIPHERAL VELOCITY ON UNDRAINED SHEAR STRENGTH AND DEFORMABILITY CHARACTERISTICS OF A BENTONITE- KAOLINITE MIXTURE by Giovanna Biscontin and Juan M. Pestana Geotechnical Engineering Report No UCB/GT/99-19 November 1999 Revised in December 2000 GEOTECHNICAL ENGINEERING. Department of Civil and Environmental Engineering University of California, Berkeley ii TABLE OF CONTENTS LIST OF TABLES......................................................................................................................................................II LIST OF FIGURES....................................................................................................................................................II INFLUENCE OF PERIPHERAL VELOCITY ON MEASUREMENTS OF UNDRAINED SHEAR STRENGTH FOR AN ARTIFICIAL SOIL..............................................................................................................1 ABSTRACT .............................................................................................................................................................1 -
Kania, J.K., Sorensen, K.K., and Fellenius, B.H., 2020. Analysis of a Static Loading Test on an Instrumented CFA Pile in Silt and Sand
Kania, J.K., Sorensen, K.K., and Fellenius, B.H., 2020. Analysis of a static loading test on an instrumented CFA pile in silt and sand. International Journal of Geoengineering Case Histories, 5(3) 170-181. doi: 10.4417/IJGCH-05-03-03 Analysis of a Static Loading Test on an Instrumented Cased CFA Pile in Silt and Sand Jakub G. Kania, Ph.D., cp test a/s / Aarhus University, Vejle/Aarhus, Denmark; email: [email protected] Kenny Kataoka Sørensen, Associate Professor, Department of Engineering, Aarhus University, Aarhus, Denmark; email: [email protected] Bengt H. Fellenius, Consulting Engineer, Sidney, BC, Canada, V8L 2B9; email: [email protected] ABSTRACT: A static loading test was performed on an instrumented 630 mm diameter, 12.5 m long, cased continuous flight auger (CFA) pile. The soil at the site consisted of a 4.0 m thick layer of loose sandy and silty fill layer underlain by a 1.6 m thick layer of dense silty sand and sand followed by dense sand to depth below the pile toe level. The instrumentation comprised vibrating wire strain gages at 1.0, 5.8, 9.4, and 12.0 m depth. The pile stiffness (EA) was determined by the secant and tangent methods and used in back-calculating the distributions of axial load in the pile. A t-z/q-z simulation of the test was fitted to the load-movement distributions of the pile head, gage levels, and pile toe. The load-movement response for the shaft resistance was strain-hardening. The records indicated presence of residual force. -
US5109702.Pdf
|||||||||I|| US00509702A United States Patent (19) 11 Patent Number: 5,109,702 Charlie et al. 45) Date of Patent: . May 5, 1992 (54) METHOD FOR DETERMINING LIQUEFACTION POTENTIAL OF FOREIGN PATENT DOCUMENTS COHESIONLESS SOLS 124840 2/1986 U.S.S.R. .................................. 73/84 (75) Inventors: Wayne A. Charlie, Fort Collins, Primary Examiner-Robert Raevis Colo.; Leo W. Butler, Green Bay, Attorney, Agent, or Firm-Thomas C. Stover; Donald J. Wis. Singer (57) ABSTRACT 73) Assignee: The United States of America as A method for determining the liquefaction potential of represented by the Secretary of the cohesionless (granular) soils is provided in which a Air Force, Washington, D.C. rotational shear vane assembly having a plurality of radially disposed blades (herein a Piezovane) is (21) Appl. No.: 549,888 mounted to a shaft having a porewater pressure trans ducer mounted to such assembly and communicating to 22 Filed: Jun. 27, 1990 an outer edge of at least one the blades, with a torque (51) Int. C. ............................................... G01N3/00 transducer mounted to such shaft and a potentiometer 52 U.S. C. ........................................................ 73/84 connected to an upper portion of the shaft to measure Field of Search .................................... 73/784, 84 rotational displacement of such blades. The vane assem (58) bly blades are inserted into undisturbed soil and rotated (56) References Cited one or more turns to obtain porewater pressure re sponse measurements from the soil shear surface de U.S. PATENT DOCUMENTS fined by the blade ends along with torque and rotational 3,456,509 7/1969 Thordarson .......................... 73/406 displacement measurements. A porewater pressure in 3,561,259 2/1971 Barendse .. -
Outline • Background
Outline • Background Case Study 1 • Landslide Debris (Dorset) Case Study 2 • Engineering NIR Stratigraphy (Hampshire) Case Study 3 • Weathering - London Clay (London) NIR Spectroscopy Background to NIR NIR Thermal Range Spectral Logging • Visible, NIR, SWIR Wavelengths (350-2500nm) • Spectral resolution 1nm • Measurement window 4-24 mm • Limited/no sample contact • No sample prep needed – (lab samples can be crushed) • Measurement time 0.05 secs Spectral Logging Sensitive to most minerals but especially clays Biggest applications: • Mining – mineral exploration • Heritage Conservation (as non contact) • Pharmaceuticals • Biscuits Typical XRD plot for London Clay Typical Lab Spectra • Sensitive to moisture, mineralogy, clay content, organics, plant health, particulate contaminants......... • Relate to weathering, water movement, vegetation growth Dark Clay Orange Sand 0 2500 nm 0 2500 nm Landslide Debris Particle Size Characterization Upper Group Lower Group Intermediate Group Particle Size Characterization • Possible to predict article composition from 2-3 wavelengths e.g. % clay =130.3-82.754*R(λ 2204 ) +937.388 R(λ 1411 ) Moisture Content Next Steps • Black Venn Study: debris flow mobility – does the mixing of debris flow materials relate to how mobile it is? Debris flow mechanics. • China Bailong Corridor (Zhouqu Debris Flow – Lanzhou Uni): properties of source materials with debris flow mobility. Current Research Projects: Engineering NIR Stratigraphy London Clay (Hampshire Basin) White Cliff Bay - Isle of Wight White Cliff Bay Geological -
The Stratigraphical Framework for the Palaeogene Successions of the London Basin, UK
The stratigraphical framework for the Palaeogene successions of the London Basin, UK Open Report OR/12/004 BRITISH GEOLOGICAL SURVEY OPEN REPORT OR/12/004 The National Grid and other Ordnance Survey data are used The stratigraphical framework for with the permission of the Controller of Her Majesty’s Stationery Office. the Palaeogene successions of the Licence No: 100017897/2012. London Basin, UK Key words Stratigraphy; Palaeogene; southern England; London Basin; Montrose Group; Lambeth Group; Thames Group; D T Aldiss Bracklesham Group. Front cover Borehole core from Borehole 404T, Jubilee Line Extension, showing pedogenically altered clays of the Lower Mottled Clay of the Reading Formation and glauconitic sands of the Upnor Formation. The white bands are calcrete, which form hard bands in this part of the Lambeth Group (Section 3.2.2.2 of this report) BGS image P581688 Bibliographical reference ALDISS, D T. 2012. The stratigraphical framework for the Palaeogene successions of the London Basin, UK. British Geological Survey Open Report, OR/12/004. 94pp. Copyright in materials derived from the British Geological Survey’s work is owned by the Natural Environment Research Council (NERC) and/or the authority that commissioned the work. You may not copy or adapt this publication without first obtaining permission. Contact the BGS Intellectual Property Rights Section, British Geological Survey, Keyworth, e-mail [email protected]. You may quote extracts of a reasonable length without prior permission, provided a full acknowledgement is given of the source of the extract. Maps and diagrams in this book use topography based on Ordnance Survey mapping. © NERC 2012. -
Geology of London, UK
Proceedings of the Geologists’ Association 123 (2012) 22–45 Contents lists available at ScienceDirect Proceedings of the Geologists’ Association jo urnal homepage: www.elsevier.com/locate/pgeola Review paper Geology of London, UK a, b,c d e c Katherine R. Royse *, Mike de Freitas , William G. Burgess , John Cosgrove , Richard C. Ghail , f g h i j k Phil Gibbard , Chris King , Ursula Lawrence , Rory N. Mortimore , Hugh Owen , Jackie Skipper a British Geological Survey, Keyworth, Nottingham NG12 5GG, UK b First Steps Ltd, Unit 17 Hurlingham Studios, London SW6 3PA, UK c Department of Civil and Environmental Engineering, Imperial College London, London SW7 2AZ, UK d Department of Earth Sciences, University College London, WC1E 6BT, UK e Department of Earth Science and Engineering, Imperial College London, London SW7 2AZ, UK f Cambridge Quaternary, Department of Geography, University of Cambridge, CB2 3EN, UK g 16A Park Road, Bridport, Dorset, UK h Crossrail Ltd. 25 Canada Square, Canary Wharf, London E14 5LQ, UK i University of Brighton & ChalkRock Ltd, 32 Prince Edwards Road, Lewes BN7 1BE, UK j Department of Palaeontology, The Natural History Museum, Cromwell Road, London SW7 5BD, UK k Geotechnical Consulting Group (GCG), 52A Cromwell Road, London SW7 5BE, UK A R T I C L E I N F O A B S T R A C T Article history: The population of London is around 7 million. The infrastructure to support this makes London one of the Received 25 February 2011 most intensively investigated areas of upper crust. However construction work in London continues to Received in revised form 5 July 2011 reveal the presence of unexpected ground conditions. -
Property of WJ Groundwater
Groundwater WJ Dr Toby Roberts FRENG of WJ GROUNDWATER LTD Depressurisation strategies in the PropertyLambeth Group River Terrace Deposits Terrace Gravels Upper Aquifer London Clay Aquiclude Thames Group Harwich Forma:on Upper MoDled Beds Intermediate Aquifer Cohesive + granular Laminated Beds Lambeth Group laminaons to channels Lower Shelly Beds Mid-Lambeth Hiatus Lower MoDled Beds + occ sand channels Upnor Lower Aquifer Thanet Sand Thanet Sand Formaon Bullhead Beds Chalk Chalk London basin typical soil profile Lambeth Group/ Upper Mottled Beds Intermediate Aquifer Depth: 5 to 60 m to top Laminated Beds: Stiff Clay Thickness: 15 to 20 m Predominantly cohesive Channel Sands Granular horizons range Groundwater Reduced from laminaons to MLH sand channels: WJ Oxidised width: 2 to 300 m length: ? of correlaon with lost Rivers Lower Mottled Beds: Stiff Clay Thickness: mms to 12 m Property Crossrail: Stepney Grn EB Groundwater WB WJ Caverns of 100 m long 40 m apart 8 to 17 m wide Property 62 installaons Groundwater WJ of Property Non-hydrostac Recharge required to sustain profile Boundary Condions: Source of recharge? • Seepage from London Clay Very low permeability • Leakage via fissures or scour features Scour features relavely rare, lile evidence Groundwater • Seepage via ungrouted wells or boreholes WJ Plenty of them but not much evidence of • Horizontal flow from areas with higher groundwater Significant distances involved Property Wellpoint Groundwater pumps WJ of Access constrained in an advancing SCLProperty cavern 45 Surface ejectors EB -
Field Description of Soil and Rock
FIELD DESCRIPTION OF SOIL AND ROCK GUIDELINE FOR THE FIELD CLASSIFICATION AND DESCRIPTION OF SOIL AND ROCK FOR ENGINEERING PURPOSES NZ GEOTECHNICAL SOCIETY INC December 2005 NZ GEOTECHNICAL SOCIETY INC The New Zealand Geotechnical Society (NZGS) is Full members of the NZGS are affiliated to at least one the affiliated organisation in New Zealand of the of the following Societies: International Societies representing practitioners in Soil • International Society for Rock Mechanics (ISRM) Mechanics, Rock Mechanics and Engineering Geology. • International Society for Soil Mechanics and NZGS is also an affiliated Society of the Institution of Geotechnical Engineering (ISSMGE) Professional Engineers New Zealand (IPENZ). • International Society for Engineering Geology and The aims of the Society are: the Environment (IAEG). • To advance the study and application of soil Members are engineers, scientists, technicians, mechanics, rock mechanics and engineering geology contractors, students and others interested in the practice among engineers and scientists and application of soil mechanics, rock mechanics and • To advance the practice and application of these engineering geology. Membership details are given on disciplines in engineering the NZGS website www.nzgeotechsoc.org.nz. • To implement the statutes of the respective International Societies in so far as they are applicable in New Zealand. COVER PHOTOGRAPHS: MAIN: Incised bank, Waiwhakaiho River, New Plymouth (courtesy Sian France) UPPER LEFT: Basalt rock face, Mountain Road, Auckland (courtesy -
Old Rectory Court High Street Burwash East Sussex Geotechnical
Old Rectory Court High Street Burwash East Sussex Geotechnical Assessment Report Report No. R17-12510 November 2017 Report prepared for the benefit of: Ink Development Company Ltd Grosvenor House 125 High Street Croydon Surrey CR0 9XP Document Control Report Section Prepared By Approved By Factual Section Ryan Jones Stephen Atkinson BSc (Hons) FGS BSc FGS Geotechnical Assessment Stephen Atkinson Rebecca Webb BSc FGS BSc FGS Revisions Revision No. Revision Date Notes Limitations This report was prepared specifically for the Client’s project and may not be appropriate to alternative schemes. The copyright for the report and licence for its use shall remain vested in Ashdown Site Investigation Limited (the Company) who disclaim all responsibility or liability (whether at common law or under the express or implied terms of the Contract between the Company and the Client) for any loss or damage of whatever nature in the event that this report is relied on by a third party, or is issued in circumstances or for projects for which it was not originally commissioned. R17-12510 EXECUTIVE SUMMARY The following presents a summary of the main findings of the ground investigation. It is emphasised that no reliance should be placed on any individual point until the whole of the report has been read as other sections of the report may put into context the information contained herein. The proposed development is understood to comprise of the demolition of the existing property, ‘Old Rectory Court’, and the construction of four new 2-bedroom dwellings and a new apartment building comprising fifteen 1-bedroom flats, along with associated garden areas, soft landscaping, car parking and vehicular access. -
Crossrail Project: Machine-Driven Tunnels on the Elizabeth Line, London
Civil Engineering Proceedings of the Institution of Civil Engineers Volume 170 Issue CE5 Civil Engineering 170 May 2017 Issue CE5 Pages 31–38 http://dx.doi.org/10.1680/jcien.16.00028 Crossrail project: machine-driven Paper 1600028 tunnels on the Elizabeth line, London Received 11/07/2016 Accepted 16/12/2016 Keywords: concrete structures/excavation/tunnels & King, Thomas and Stenning tunnelling ICE Publishing: All rights reserved Crossrail project: machine-driven tunnels on the Elizabeth line, London 1 Mike King BSc, CEng, MICE 3 Andy Stenning BSc, PhD, CPEng, MIEAust, MHKIE, MASCE Technical and Compliance Director - Tunnels, CH2M, London, UK Technical Director, Atkins Ltd, London, UK 2 Ivor Thomas BEng, LLB, CEng, FICE Tunnel Manager, BAM Nuttall, London, UK 1 2 3 The 42 km of tunnels constructed using soft-ground pressure-balance tunnel-boring machines for London’s new Elizabeth line were completed over a 3 year period. A single lining design solution was developed for all tunnels using a fully gasketed, steel-fibre-reinforced, concrete segmental lining suitable for use in all potential ground conditions anticipated along the alignment. The £14·8 billion Crossrail project faced many challenges, including dealing with significant quantities of different excavated material while minimising the environmental impact from transportation and disposal, minimising settlement effects and dealing with multiple tunnel-boring machine launches and receptions. This paper addresses how the issues were tackled and comments on the tunnel-boring machine design and the approach taken for survey control. Outline figures are also provided for the tunnelling rates. Finally, some conclusions and recommendations are made based on the observations and lessons learnt during the project.