uk specification for ground investigation

Draft 14, June 2021 DRAFT FOR PUBLIC COMMENT

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UK Specification for Ground Investigation


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UK Specification for Ground Investigation

Third edition

Prepared by

The Association of Geotechnical and Geoenvironmental Specialists

on behalf of the AGS Procurement of Ground Investigation Steering Group and British Geotechnical Association


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Published by ICE Publishing, 40 Marsh Wall, London E14 9TP.

Full details of ICE Publishing sales representatives and distributors can be found at: www.icevirtuallibrary.com/info/printbooksales

Associate Commissioning Editor: Jennifer Barratt Production Editor: Imran Mirza Market Development Executive: Catherine de Gatacre

www.icevirtuallibrary.com

A catalogue record for this book is available from the British Library

ISBN 978-0-7277-3506-5

# Thomas Telford Limited 2022

Cover images courtesy of © AGS - Yellow Book Photography – Competition Winner Mark Lindahl, Site Investigation Director, Bridgeway Consulting © Bridgeway Consulting Limited.

ICE Publishing is a division of Thomas Telford Ltd, a wholly-owned subsidiary of the Institution of Civil Engineers (ICE).

All rights, including translation, reserved. Except as permitted by the Copyright, Designs and Patents Act 1988, no part of this publication may be reproduced, stored in a retrieval system or transmitted in any form or by any means, electronic, mechanical, photocopying or otherwise, without the prior written permission of the Publisher, ICE Publishing, 40 Marsh Wall, London E14 9TP.

This book is published on the understanding that the author is solely responsible for the statements made and opinions expressed in it and that its publication does not necessarily imply that such statements and/or opinions are or reflect the views or opinions of the publishers. Whilst every effort has been made to ensure that the statements made and the opinions expressed in this publication provide a safe and accurate guide, no liability or responsibility can be accepted in this respect by the author or publisher.

Typeset by Academic þ Technical, Bristol

Printed and bound in Great Britain by CPI Group (UK) Ltd, Croydon, CR0 4YY

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http://www.icevirtuallibrary.com/


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Contents

Acknowledgements

Foreword and essential reading

Introduction

UK SPECIFICATION FOR GROUND INVESTIGATION

Specification and Notes for Guidance 1 Information 2 Definitions 3 General requirements 4 Site establishment and management 5 Inspection and surveys 6 Borehole formation 7 Pitting and trenching 8 Sampling and monitoring during intrusive investigation 9 In situ testing 10 Geophysical surveys 11 Instrumentation 12 Installation monitoring and sampling 13 Reinstatement 14 Daily records 15 Geotechnical laboratory testing 16 Geoenvironmental laboratory testing 17 Reporting and data management 18 References and bibliography

Schedules (for completion) and Notes for Guidance Schedule1.Information and site-specific requirements Schedule2.Exploratory holes Schedule3.Investigation Supervisor’s facilities Schedule4.Specification amendments Schedule5.Specification additions

Notes for guidance Notes on Specification clauses are presented alongside Specification clauses Notes on preparation of the Schedules are presented alongside or immediately preceding Schedules

ANNEXES

ANNEX 1 Bill of Quantities for Ground Investigation Preamble Preamble amendments and additions (for completion) Bills of Quantities: Works items (for completion)

Notes for guidance Notes on the Bill of Quantities are presented immediately prior to relevant bill (Notes on the preamble are presented alongside preamble items)

A General items, provisional utilities and additional items B Cable percussion and dynamic sampling C Rotary drilling D Pitting and trenching E Sampling and monitoring during intrusive investigation F Dynamic probing and cone penetration testing G Geophysical surveys H In situ testing I Instrumentation J Installation monitoring and sampling K Geotechnical laboratory testing L Geoenvironmental laboratory testing

M Technical support from ground practitioners and other personnel N Long-term sample storage Summary of Bill of Quantities

EXAMPLE USE OF THE SCHEDULES AND BILLS OF QUANTITIES

General comments

Example (generic site to be developed with a lightweight single-storey building)


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APPENDICES

Appendix A1. Example geotechnical laboratory testing schedule

Appendix A2. Example geoenvironmental testing schedule

Appendix A3. Example chain of custody

Appendix B. Summary of piling requirements from ground investigations

FEEDBACK


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Acknowledgements

The first edition of this document formed part of the Site Investigation in Construction series, published in 1993 by Thomas Telford Limited. Since then, this document has become the industry standard, but there have been many advances and regulatory changes affecting ground investigation, particularly in respect of contaminated ground, dealing with waste materials and different investigatory techniques.

The second edition was based on the first edition but represents a major revision and extension of the series with the aim of bringing together the whole industry and is intended for general application to all ground investigation work. Input was provided by key client organisations such as the Highways Agency, Network Rail, British Waterways and National House-Building Council.

The third edition is a significant revision to update the document in respect of new legislation, standards and guidance published since the second edition. This revision also took the opportunity to reflect changing practices, data capture and management, innovation, new technologies and the growth of the geoenvironmental sector and associated ground investigations on potentially contaminated and contaminated land.

AGS Working Group This document was funded and written by the Association of Geotechnical and Geoenvironmental Specialists (AGS) on behalf of the British Geotechnical Association (BGA).

The third edition revision was carried out by the AGS ‘Yellow Book’ Revision Working Group, part of the AGS Procurement of Ground Investigation Steering Group. The Working Group comprised: Main Authors: Julian Lovell Chair of AGS and Managing Director of Equipe Group Matthew Baldwin Independent Consultant Members: Jonathan Ball FPS and Roger Bullivant James Codd Highways England Neil Esslemont Network Rail Stewart Jarvis ARUP Martin de Kretser AECOM Stephen Mackereth Structural Soils (Part of the RSK Group) Paul McMann BDA and Fugro Neil Parry AGS and Geotechnical Engineering Stephen Preedy Jacobs Gordon Ross Raeburn Drilling and Geotechnical Philip Smith BGA and Geotechnical Consulting Group Sam Theophilus Geotechnical Engineering Mark Toye BDA and SOCOTEC Sarah Trinder HS2 and Jacobs Geraint Williams AGS and ALS The authors acknowledge the technical contributions made by many other colleagues of the AGS ‘Yellow Book’ Revision Working Group members, the AGS Instrumentation and Monitoring Working Group, the AGS Laboratories working Group and the AGS Contaminated Land Working Group during the drafting of the document.

Other Specialists

Jonathan Gammon AGS Instrumentation and Monitoring Group and Geotechnical Observations

Andrew Ridley Geotechnical Observations

Simon Hughes TerraDat

James Whitfield European Geophysical Services

Darren Ward In Situ Site Investigations

Dimitris Xirouchakis AGS Laboratories Working Group and Structural Soils (part of the RSK Group)

Vivien Dent AGS Contaminated Land Working Group and RSK Group

Graham Comber Robertson Geologging

Callum Whitelaw Geosonic Drilling

Mark Hudson Geoterra

Graham Comber Robertson Geologging

Roger Clark SiLC and Marlow Clarke

Ian Evans SiLC and Wood


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Foreword and essential reading

Specification: This Specification retains the essentials of the original format, including associated Schedules and Notes for Guidance. The Specification has been written to be contract and measurement neutral, so it may be used with any form of Conditions of Contract. The NEC Engineering and Construction Contracts provides one such suitable form of conditions. The Specification includes guidance on the measurement of the works and does not require the use of any other form of Method of Measurement. The Specification clauses meet current practice and standards at the time of publication.

Schedules: All the relevant Schedules must be completed for each investigation in order to fully detail both the information provided to the contractor and work which is to be undertaken. If necessary, the Schedules and the Bill of Quantities can be extended to provide for increased levels of technical complexity to meet the needs of an individual project, e.g. where a site contains or may contain archaeological remains, scheduled monument(s) or is of an environmentally sensitive nature (e.g. Site of Special Scientific Interest (SSSI), Area of Outstanding Natural Beauty (AONB), Ramsar wetland sites etc.). Where a Schedule is not relevant then the words ‘Not required’ should be inserted alongside the Schedule title; where none of the sub-items are required, they can then be omitted for brevity. Those Schedules that are not required for the particular investigation should also be listed in Schedule S1.5.

Bill of Quantities: A Bill of Quantities, together with a Preamble, which defines item coverage and payment details, is provided in an Annex. The Bill of Quantities is drafted to be compatible with the Specification and Conditions of Contract, such as NEC Engineering and Construction Contract (Option B). It is provided so that the majority of ground investigations can make use of it as the standard form in the Contract: the Bill items correspond to those of the Specification. However, some procurers may opt to use the Specification on its own with alternative forms of Contract and to use a formal method of measurement and item coverage (with an appropriate Bill of Quantities).

Notes for Guidance: Notes for Guidance, which shall not form part of the contract, are provided for the Specification, Schedules and Bill of Quantities.

Ground Practitioners: The involvement of one or more ground practitioners of suitable experience or those with corresponding qualifications and relevant experience, relevant to the work required, is essential in the planning, procurement, implementation and supervision of ground investigation work.

Desk Study: A properly designed and executed site-specific desk study, in general accordance with BS EN 1997-2 (2.1.1.7), is essential for all ground investigations. If the Contractor is not required to undertake the Desk Study, the results of the study need to be provided to the Contractor prior to undertaking the investigation.

CDM (Construction Design & Management Regulations): CDM defines construction work as the carrying out of any building, civil engineering or engineering construction work and includes, amongst others, ‘the preparation for an intended structure, including . . . exploration, investigation . . . and excavation’. This clearly includes both the intrusive and non-intrusive parts of the ground investigation.

Pre-construction Information: Under CDM, Pre-construction Information that includes details of any safety hazards shall be provided at tender stage. Where there are known gaps in the existing information then the mechanism for providing the missing information shall be outlined e.g. the Contractor may be instructed to carry out additional surveys to provide the necessary information prior to a site start. Such details may include but not be limited to: a Desk Study, Designer’s Risk Assessment or safety risk register, utility plans (less than 90 days old), PAS 128 Survey (Type B, C & D and Type A, where relevant), UXO Risk Assessment, ecology survey report, environmental constraints and walkover, archaeological report, assessment for potential to encounter chemical and biological hazards (Information of Historical Use) site categorisation (see BDA Guidance for Safe Investigation of Potentially Contaminated Land), asbestos survey reports and historic land use including mining activity.

Feedback: Feedback is important, and the Specification and accompanying documentation will benefit from updating in the future. Users are invited to submit recommendations for revision by email.


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Introduction

Use of the UK Specification for Ground Investigation The UK Specification for Ground Investigation is intended for general use in ground investigation, for contracts of any size, and has been compiled in general accordance with BS EN 1997. The emphasis is on encouraging carefully designed and safely executed good-quality work to provide relevant data.

The Specification is independent of the Conditions of Contract, although the NEC Engineering and Construction Contract or the ICC Conditions of Contract for ground investigation will often be the most relevant and appropriate to apply. It should be noted that terms and roles within a Conditions of Contract and other industry documents may be different to those within this document. For the purposes of this Specification the roles identified within the Construction Design and Management (CDM) Regulations have been adopted. The Client shall be the procurer of the ground investigation and shall appoint in writing specialists to develop, execute and manage the ground investigation. The Client shall adopt the role of or appoint a Designer (they may also be appointed as the Principal Designer) to develop the scope of the ground investigation. A Contractor shall also be appointed (they may also be appointed as the Principal Contractor) to execute and manage the ground investigation. It has been assumed that technical direction of the investigation will be the responsibility of the Investigation Supervisor, an experienced ground practitioner, who may be someone appointed from the Client, Designer, Contractor or an independent organisation. The Investigation Supervisor is required to independently assist and advise the Client and Designer.

Depending upon the complexity of the ground investigation, other specialists may need to be involved in the work in order that the full range of disciplines (e.g. engineering geology, geotechnical engineering, contamination, hydrogeology, waste assessment, geophysics, archaeology, ecology and safety) relevant to the specific investigation are adequately covered. Appropriately qualified and experienced ground practitioners may be resourced from the Designer, independent specialist consultants or the Contractor. This involvement of ground practitioners is considered to be essential to the success of any ground investigation.

The Specification relies heavily on compliance with good practice as set out in BS 5930, Code of Practice for ground investigations. The reproduction of parts of British Standards in the Specification, although in some ways preferable to cross-references, has been rejected in favour of keeping the Specification brief. Particular reference should also be made to the standards listed in Table 1 of Clause 3.1, CIRIA Site investigation manual, SP25 and to ICE publications Manual of Geotechnical Engineering Volume I and II. Attention is drawn to the increasing use of previously developed and contaminated land which will require specific and detailed investigation, particularly with respect to previous history. There are several important publications in connection with investigating contaminated land which are extensively referenced in the Specification, e.g. the CLR reports (except CLR 11), the Environment Agency web pages Contaminated Land Risk Management (LCRM) which replaces CLR 11 and BS 10175, Investigation of potentially contaminated sites – Code of Practice. Special consideration must also be given to the hazards and risks to which all staff on site and the public may be exposed (see the BDA Guidance for Safe Investigation of Potentially Contaminated Land and CIRIA C681, Unexploded ordnance, A guide for the construction industry).

CDM pre-construction information should include a properly designed and executed Desk Study for all ground investigations, especially where previous industrial or commercial use of the land has taken place. The importance of making the results of the Desk Study available to all parties cannot be overemphasised if a safe and effective investigation is to be designed and undertaken. If a Desk Study has not been carried out prior to an intrusive investigation, it is strongly recommended that this essential preliminary study together with a walkover survey is included in the scope of the investigation works (but to be undertaken prior to intrusive work commencing). This Desk Study report should be included as an item in the Bill of Quantities and time allowed for attendees of the walkover. If inappropriate or incomplete pricing is to be avoided, with the consequent risk of subsequent claims and disruption to the investigation, the information provided, and the investigation requirements need to be fully detailed in the Schedules. For example, if aquifer protection measures are required, then the method of protection to be adopted (e.g. multiple casing sizes with seals between them) needs to be stated together with the expected number of casing size reductions, the lengths of and materials to be used for seals and whether allowance for standing time is required. A similar approach of providing full details needs to be taken by the investigation procurer for many other items e.g. traffic management, additional personal protective equipment (PPE) over and above statutory minimum requirements, access limitations, etc. This Specification is general in nature and may require to be modified for a specific investigation. In recognition of this the bill of quantities within the Third Edition has been expanded to reduce ambiguity but there is still a need for flexibility, the Schedules provide for additions and/or modifications to the published Specification.

Many investigations now require combinations of methods to a much greater extent than was previously the case, e.g. field and laboratory testing and sampling both during the intrusive phase of work and subsequently from installed instruments. Furthermore, sampling for geotechnical purposes and for contamination or waste assessments demands different techniques, transport and storage conditions and, in respect of contamination and waste consideration aspects, laboratory testing needs to be carried out within much shorter timescales.

Successful ground investigation work will only be accomplished when quality, rather than cost, is prioritised. Attention must therefore be given to desk studies, field reconnaissance, careful planning, the employment of properly equipped contractors using trained and qualified operatives and the supervision of the field and laboratory work by experienced personnel. The following Notes for Guidance are intended to assist with the Contract documentation, but experienced ground practitioners should be involved for an appreciation of the technical aspects of the work.


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Ground practitioners and other personnel provided by the Contractor

Ground practitioners and other personnel provided by the Contractor for site based contract management, supervision and

professional duties to execute the works shall be paid for on a time basis under Bill A of the Bill of Quantities.

The provision of ground practitioners and other personnel to provide technical support and advice to the Designer or

Investigation Supervisor shall be clearly instructed and paid for on a time and expenses basis using the rates in Bill M of the

Bill of Quantities.

Contract documentation Information and requirements specific to the particular contract are to be inserted in the Schedules which are cross-referenced to the clause numbers in the Specification and accompanying Notes for Guidance. Any amendments or additions to the Specification should be identified within the appropriate Schedule. It is intended that the UK Specification for Ground Investigation be simply referenced in any contract documentation, with the Schedules and Bill of Quantities included as necessary.

Documentation for a particular contract should comprise:

• Instructions for Tendering (separate document)

• Letter or Form of Agreement (and Appendix)

• Conditions of Contract (reference to published Document)

• Amendments and additions to Conditions of Contract

• Pre-construction Information

Specification for Ground Investigation (reference to published Document) • Schedule 1: Information • Schedule 2: Exploratory holes • Schedule 3: Investigation Supervisor’s facilities • Schedule 4: Specification amendments • Schedule 5: Specification additions

• Bill of Quantities • Preamble (reference to published document) • Preamble amendments • Works Items • Summary of Bill of Quantities

Method of Measurement A formal Method of Measurement and Item Coverage are not required for use with the Bill of Quantities, as the Specification, together with the Preamble, adequately defines the Bill items for payment. Additional items may be included in the Specification and Bill of Quantities with the minimum of documentation. Alternatively, a formal Method of Measurement and Item Coverage (together with an appropriate Bill of Quantities) may be included with the Contract documentation. This is likely to result in duplication of statements and increase the complexity of the documentation, however, particularly when additional items are included. Procurement of Ground Investigation Survey

In Autumn 2019 the Association of Geotechnical and Geoenvironmental Specialists (AGS) in collaboration with the British

Drilling Association (BDA) and Federation of Piling Specialists (FPS) carried out a Procurement of Ground Investigation

Steering Group survey. This survey built upon the AGS/BDA 2017 survey ‘Spotlight on the industry’ which identified that

poor procurement of ground investigation was amongst the top three concerns of the responders.

The purpose of the survey was to identify the level of understanding of, and detail the concerns with, the current procurement

processes for UK ground investigation services.

The survey highlighted that the vast majority of participants considered that good formal Specifications and Bill of Quantities

was necessary. The Designer’s input in clearly outlining the objectives of the investigation were also seen to be critical to

provide the Contractor with sufficient detail to accurately assess the risk and price the investigation.

In response to the questions regarding improvements needed there was little appetite expressed for significant changes to the

specification or measurement process and documentation. Nonetheless this edition has been extensively re-formatted for ease

of use and measurement and extended to provide clarity of project costs and to reduce ambiguity. Re-measurement is still

regarded as the most appropriate method of payment. The most important issues regarding improvements centred around three

themes:

1. that the procurer should have a good understanding of the technical objectives of the ground investigation as well as

the process and methods;

2. that the involvement of appropriate specialists to deliver the investigation should be identified and used throughout

the process or specific activity e.g. engineering geologist, geotechnical engineer, geoenvironmental, geophysical,

ecological, archaeological specialist; and


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3. that early contractor involvement can be valuable in choosing an appropriate ground investigation design particularly

where there are more specialist and perhaps less commonly specified requirements.

Some concern was expressed about the use of specification documents within framework contracts and the increased primacy

of quantity surveyor’s involvement in the procurement process which sometimes resulted in a negative impact on the overall

quality.

There was also widespread support from the survey participants for improvements to the specification to encourage an

improved level of detail and clarity of the specification requirements and improvements to the notes for guidance and bill of

quantity items to reduce mis-interpretations and ambiguities and improve transparency of costs.

The Third Edition Working Group considered the results of the survey and areas for improvement whilst drafting this revision.

The specification document still heavily relies upon the specifiers having sufficient competence to provide the level of detail

which a competent contractor can then accurately price against. The desire would be for this to be a collaborative approach

between the Designers, Contractors and other specialists, as required, as far as contractual constraints will allow in order to

develop an achievable scope of works, reasonable cost and clear identification of risk and agreement as to which party will

bear that cost.


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Specification and Notes for Guidance


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1 Information

1.1 General

Information and requirements specific to a particular ground investigation shall be fully detailed in the Schedules which form

part of the Specification.

Not all the Schedules will necessarily be applicable to any particular investigation; those not required shall be identified in

Schedule S1.5 ‘Scope of Investigation’ as ‘Not required’

Work over water or unstable ground including mine-shafts, for example, is not extensively dealt with in the Specification.

This is specialist work, which will require additional Specification, and Bill of Quantity documentation.

Schedules S4 and S5 are provided for Specification amendments and additions respectively, while additional Bill of Quantity

items should be included in the space provided at the end of each Bill.


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2.0 Definitions

2.1 General comments

These definitions are for the purposes of this ground investigation Specification.

Terms which are defined in most Conditions of Contract are not repeated in this Specification.

2.2 Investigation Supervisor

Investigation Supervisor means the named individual having responsibility to see that the technical objectives and quality of

the investigation are met within the programme and cost constraints. The Investigation Supervisor shall act in a professional

and independent manner in order to achieve the technical objectives.

The Investigation supervisor shall be an experienced ground practitioner with an appropriate level of knowledge and working

experience of ground investigation and the Specification, sufficient to guide the technical direction and execution of the

proposed works.

The Investigation Supervisor may be part time or full time and may require the assistance of one or more specialists who may

have defined delegated powers, dependent upon the nature, size and complexity of the investigation.

2.3 Ground practitioners and other personnel

ground practitioners include, but are not necessarily limited to, geotechnical engineers, geologists, engineering geologists,

geoenvironmentalists, environmental scientists, geochemists and geophysicists. They shall be competent to undertake the work

required and the key element of this is having relevant experience and competence. Levels of competency of personnel who

may be required by the Contract are as follows:

(a) Registered Ground Engineering Technician / Technician

(b) Graduate ground practitioner / Graduate geoenvironmental practitioner

(c) Registered Ground Engineering Practitioner / Experienced ground practitioner / Experienced geoenvironmental

practitioner

(d) Registered Ground Engineering Professional

(e) Registered Ground Engineering Specialist

(f) Registered Ground Engineering Adviser

(g) Chartered practitioner e.g. CGeol, CSci, CEng, CIWEM

(h) Registered Specialist in Land Condition (SiLC)

(i) Registered Risk Assessor (RSoBRA or ASoBRA)

other personnel include, but are not necessarily limited to, Qualified Operators, qualified technicians, Responsible Expert,

data manger, health and safety advisor, drilling supervisor, highway traffic safety officer, marine supervisor, ecologist,

geophysicist, archaeologist and railway trained staff.

The definitions for Registered Ground Engineering Professionals (Category (a), (c), (d), (e), and (f)) are those set out by the

ICE Register of Ground Engineering Professionals Guidance (RoGEP). Category (h) is defined by the Specialist in Land

Condition Register (SiLC) and (i) is defined by the Society of Brownfield Risk Assessment (SoBRA).

The definitions of a Qualified Operator and Responsible Expert are provided in BS 22475-2.

An experienced ground practitioner (Category (c)) would typically be one with at least 3 years of relevant experience since

graduation with an appropriate degree, or alternatively with at least 5 years of experience if not a graduate.

In recognition of training requirements, a graduate ground practitioner (Category (b)) or experienced ground practitioner

(Category (c)) working under the close supervision of a Registered or Chartered category of person would be acceptable for

certain activities by agreement with the Investigation Supervisor.

2.4 Ground investigation

ground investigation shall mean investigation of the condition of the ground and groundwater at a site in a broad sense, which includes

desk studies, field reconnaissance, and field and laboratory work within geographical, geological, hydrogeological and environmental

contexts.

In accordance with BS EN 1997-2 and BS 10175 and the Environment Agency’s publication Land Contamination Risk

Management (LCRM), ground investigations should be carried out in phases to identify and progressively reduce

uncertainties and increase reliability of the information about the ground.

2.5 Hazardous ground


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hazardous ground shall be deemed to include, but not be limited to, soil, rock or groundwater that is known to have or is

suspected of having hazardous properties e.g. flammable, irritant, toxic, explosive, corrosive etc, unstable ground and/or that

containing or suspected of containing unexploded ordnance.

The term ‘hazardous ground’ is not synonymous with ‘hazardous waste’, which is subject to statutory definition.

The 14 categories of hazardous properties are defined in the Hazardous Waste (England and Wales) Regulations and The List

of Waste Regulations, although within the United Kingdom there are regional versions of these documents. The Joint Agency

Groundwater Directive Advisory Group (JAGDAG) also provides definitions of hazardous substances for groundwater.

2.6 Contamination

contamination shall mean the presence of a substance or agent, as a result of human activity or natural processes, in, on or

under land, which has the potential to cause harm or to cause pollution.

There is no assumption in this definition that harm results from the presence of the contamination.

Potentially hazardous substances of natural origin (e.g. radon, arsenic, lead) might also be present in the ground.

Contamination can be present in the soil, groundwater or vapour stage.

2.7 Land affected by contamination

land affected by contamination shall be deemed to include any soils, rocks and/or groundwater which are known to be or

are suspected of being contaminated or to contain ground gas or vapours.

The term is not necessarily synonymous with Statutory Contaminated Land as defined by Part IIA of the Environmental

Protection Act .

2.8 Topsoil

topsoil shall mean the top layer of material that contains humus and can support vegetation.

2.9 Soil

soil shall mean assemblage of mineral particles and/or organic matter that can be separated by gentle mechanical means and

which includes variable amounts of water and air (and sometimes other gases). Soils typically have an undrained shear

strength less than 300kpa.

The term is also applied to anthropogenic ground consisting of reworked natural soil or man-made materials exhibiting

similar behaviour, e.g. crushed rock, blast furnace slag, fly-ash.

Soils, known as saprolites, may have structures and textures derived from rock but are usually of lower strength than rocks.

2.10 Rock

rock shall mean naturally occurring assemblage of minerals, crystallized, consolidated, cemented, or otherwise bonded

together, so as to form material of generally greater strength or stiffness than soil. Rock typically has an unconfined

compressive strength greater than 0.6MPa

2.11 Hard material and obstruction

hard material and obstruction shall mean natural or artificial material, including rock, concrete and brickwork, which

cannot be penetrated except by the use of hard boring techniques (chisel/shell with additional weights, etc.) during cable

percussion boring, machine excavation and or by hand excavation of trial pits or inspection pits.

Hard material and obstruction shall apply to percussive boring, where it is shown that Condition 1 (below) and Conditions 2

and 3, where sampling and testing is being undertaken are fulfilled, provided that the boring rig involved is in good working

order and is fully manned. The progress rate observations and driving tests shall be repeated at hourly and 0.50 m depth

intervals, respectively.

• Condition 1: Boring with normal appropriate tools cannot proceed at a rate greater than 0.50 m/hour. The stated rate

shall be applicable to the boring operation alone and exclude sampling/in situ testing and standing time.

• Condition 2: 100 mm diameter undisturbed sample tubes cannot be driven more than 300mm with 50 blows of the

driving hammer.

• Condition 3: A Standard Penetration Test (SPT) shows a resistance in excess of 35 blows/75 mm.

Hard material and obstruction shall apply to machine excavation of trial pits and trenches where it is shown that conditions


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(4) or (5) below are fulfilled.

• Condition (4): Natural or artificial material, including rock, is encountered in volumes exceeding 0.20 cubic metres

or which cannot be penetrated except by the use of powered breaking tools.

• Condition (5): Existing pavements, footways, paved areas (but excluding unbound materials) and foundations in

volumes exceeding 0.20 cubic metres or which cannot be penetrated except by the use of powered breaking tools.

Hard material shall apply to hand excavation of inspection pits, trial pits and trenches where it is shown that conditions (6) or

(7) below are fulfilled.

• Condition (6): Natural or artificial material, including rock, is encountered in masses exceeding 50 kg or which cannot

be penetrated except by the use of powered breaking tools.

• Condition (7): Existing pavements, footways, paved areas (including unbound fill materials) and foundations in

masses exceeding 50kg or which cannot be penetrated except by the use of powered breaking tools.

The number of sinker bars used during boring and sampling should be appropriate to the ground conditions and should be

taken into account when assessing blow count and penetration.

If a maximum period is to be set for boring, pitting or trenching through a hard ̀ material’ or an ‘obstruction’ before alternative

measures are adopted, this should be specified in Schedule S1.8.15.

Hard ground and obstructions does not apply to rotary drilling techniques.

2.12 Fill

fill shall mean anthropogenic ground in which the material has been selected, placed and compacted in accordance with an

engineering specification.

2.13 Made Ground

made ground shall mean anthropogenic ground in which the material has been placed without engineering control and/or

manufactured by humans in some way, such as through crushing or washing, or arising from an industrial process.

2.14 Exploratory hole

exploratory hole shall mean any investigation location comprising an intrusive method from which visual descriptions can

be made and samples can be taken or in which tests can be made.

2.15 Borehole

borehole shall be an exploratory hole formed by means of Cable Percussive Boring, Rotary Drilling, Sonic Drilling or Dynamic

Sampling.

2.16 Ground investigation location

ground investigation location shall mean a point, line, or area on the site where the ground is examined and investigated by

intrusive or non-intrusive methods.

2.17 Surface water bodies

surface water bodies shall include rivers, streams, canals, ditches (or any other surface watercourse), lakes and ponds.

2.18 Dynamic sampling

dynamic sampling shall mean the formation of exploratory holes using window or windowless sample barrels driven

dynamically into the ground.

2.19 Cable Percussion boring

cable percussion boring shall mean the formation of exploratory holes using cable percussive boring methods.

2.20 Rotary drilling

rotary drilling shall mean the formation of exploratory holes by rotary drilling techniques or rotary auger methods.

2.21 Sonic drilling

sonic drilling also known as resonance drilling shall mean the formation of exploratory holes using high-frequency mechanical

vibration of the casing and sampling tools to advance the hole, with optional rotation.

2.22 Inspection pit

inspection pit shall mean a hand-excavated hole using appropriate tools to locate and avoid existing buried utilities at

exploratory hole positions.


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Vacuum excavation may be used in certain ground conditions as an alternative or accompaniment to hand-excavation.

2.23 Trial pits and trenches

trial pit and trial trench shall mean excavations to enable visual examination of the ground conditions and any required

sampling from the pit or trench.

2.24 Sample

sample shall mean soil, rock, water or ground gas collected from a specified sampling point, irrespective of the number and

type of containers required to collect that sample.

Individual samples may require more than one container or type of container. For example, a large bulk sample may need to

be collected in multiple bulk bags to comply with manual handling guidelines, and / or to provide sufficient quantity of material

to test. Similarly, a sample for contamination testing may require material to be collected in plastic tubs and various glass

jars.

2.25 Welfare facilities

welfare facilities shall mean designated toilet, washing or showering facilities for personnel and other specific cleansing,

drying, resting or messing facilities as specified in Schedule S1.8.17.

The welfare facilities are now identified in Schedule 2 of CDM – Minimum welfare facilities on construction sites and apply

regardless of whether an investigation is notifiable or not.

2.26 Daily record

daily record shall mean the record for each exploratory hole and all other specified measurements, observations and test

results deriving from works separate from exploratory holes.

The daily record was formerly known as the ‘driller’s log’. The definition is now extended to include all required

measurements, observations and test results obtained during the site operations.

In practice, a daily record sheet designed for recording the information required for exploratory holes may not be suitable for

recording information from some in situ testing, sampling and monitoring, particularly where these activities are independent

of exploratory holes. In such cases, separate purpose-designed record sheets may be necessary. These records should be input

directly into digital devices wherever possible to assist with the project data flow.

2.27 Data

data shall mean the facts or figures obtained from all phases of a ground investigation, including derivations from other

data.

Facts and figures might include text, numbers and formulae.

2.28 Information

information shall mean the presentation of data in a readable format such as borehole logs, graphs, tables and figures.

2.29 Electronic information

electronic information shall mean the electronic equivalent of paper records, reports or photographs and the data derived

from fieldwork, monitoring and laboratory tests in digital format.

2.30 Data management plan

data management plan shall mean the method of stating the requirements for maintaining, performing or improving data

management at an operational level.


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3.0 General requirements

3.1 British Standards and equivalent

The work shall be carried out in accordance with the relevant British Standards or equivalent Standards identified in this

Specification, in particular BS EN 1997-2, BS EN ISO 22475-1, BS1377, BS 5930, BS 8574, BS 10175 and BS 8576, or other

recognised standards or Codes of Practice, current on the date of invitation to tender.

Any reference in the Contract to a Standard published by the British Standards Institution, or to the Specification of another

body, shall be construed equally as reference to an equivalent one.

Table 3.1 provides a summary of key British Standards in common use. It is not intended to be a complete or comprehensive

list. Current versions of all standards shall be considered unless otherwise instructed.

TABLE 3.1: UK standards relevant to ground investigation

STANDARD

NUMBER

TITLE DATE APPLICABILITY / COMMENT

BS EN 1997

BS EN 1997-1 Eurocode 7: Geotechnical design – General rules

+A1:2013

2004, 2013 Currently under revision

BS EN 1997-2 Eurocode 7: Geotechnical design – Ground

investigation and testing

2007 Currently under revision

BS 5930 Code of practice for ground investigation 1999, 2007,

2015, 2020

BS 8574 Code of practice for the management of geotechnical

data for ground engineering projects.

2014

BS 8576 Guidance on investigation for ground gas - permanent

gases and volatile organic compounds

2013

BS 10175 Investigation of potentially contaminated sites - Code

of Practice

2011, 2017

BS ISO 18400-104 Soil quality - sampling - strategies 2018 Particularly important for correct

application of BS 10175

BS EN ISO 22475 Ground Investigation and Testing – Sampling Methods and Groundwater Measurement

BS EN ISO 22475-1 Technical principles for execution 2007 Currently under revision

BS 22475-2 Qualification criteria for enterprises and personnel 2011

BS 22475-3 Conformity assessments of enterprises and personnel

by third parties

2011

BS EN ISO 22476 Ground Investigation and Testing – Field Testing

BS EN ISO 22476-1 Electrical Cone and piezocone penetration tests 2013

BS EN ISO 22476-2 Dynamic Probing 2005, 2011 Should be in routine use in UK

BS EN ISO 22476-3 Standard Penetration test 2005, 2011 Should be in routine use in UK

BS EN ISO 22476-4 Menard Pressuremeter test 2012 Revision in progress

BS EN ISO 22476-5 Flexible dilatometer test 2012 Revision in progress

BS EN ISO 22476-6 Self Boring pressuremeter test 2018

BS EN ISO 22476-7 Borehole jacking test 2012

BS EN ISO 22476-8 Full displacement pressuremeter test 2018

BS EN ISO 22476-9 Field vane test Draft prepared, but not accepted

BS EN ISO 22476-10 Weight sounding test 2017

BS EN ISO 22476-11 Flat dilatometer test 2017

BS EN ISO 22476-12 Mechanical cone penetration test 2009

BS EN ISO 22476-13 Plate loading test In preparation

BS EN ISO 22476-14 Borehole dynamic probing Involves probing within a borehole

BS EN ISO 22476-15 Drilling parameters – recording 2016

BS EN ISO 28222 Ground Investigation and Testing – Geohydraulic tests

BS EN ISO 22282-1 General Rules 2012 All should be routinely used in UK.

However, soakaway testing is not

covered so continued use of BRE

Digest 365 is required.

APPLICABILITY / COMMENT

BS EN ISO 22282-2 Water permeability test in borehole without

packer

2012

BS EN ISO 22282-3 Water pressure test in rock 2012

STANDARD TITLE DATE


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NUMBER BS EN ISO 22282-4 Pumping tests 2012 All should be routinely used in UK.

However, soakaway testing is not

covered so continued use of BRE

Digest 365 is required.

BS EN ISO 22282-5 Infiltrometer tests 2012

BS EN ISO 22282-6 Closed packer systems 2012

BS 1377: 1990 Methods of test for soils for civil engineering purposes

BS 1377-1 General requirements and sample preparation 2016 Remains current

BS 1377-2 Classification tests 1990 R2010 Parts remain current

Parts superseded by BS EN ISO 17892-

1, 17892-2, 17892-4, and 17892-12

BS 1377-3 Chemical and electrochemical tests 2018 Remains current

BS 1377-4 Compaction-related tests 1990+2002

R2015

Remains current

BS 1377-5 Compressibility, permeability and durability tests 1990+1994

R2015

Parts remain current


5 and 17892-11

BS 1377-6 Consolidation and permeability tests in hydraulic cells

and with pore pressure measurement

1990+1994

R2015

Remains Current

BS 1377-7 Shear strength tests (total stress) 1990+1994

R2015



7 and 17892-8

BS 1377-8 Shear Strength Tests (Effective Stress) Withdrawn and superseded by BS EN

ISO 17892-9

BS 1377-9 In-Situ Tests 1990+2007

R2018



1, 17892-2, and 17892-3

BS EN ISO 17892 Ground Investigation and Testing – Laboratory testing

BS EN ISO 17892-1 Water Content 2014 BS 1377:1990 Parts 1 to 8 remain in

force until further notice.

NB 1377-1 was revised in 2016

and 1377-3 was revised in 2018

The parts of BS 1377 not covered by

these new standards will be rewritten.

BS EN ISO 17892-2 Density of fine-grained soils 2014

BS EN ISO 17892-3 Density of solid particles 2015

BS EN ISO 17892-4 Particle size distribution 2016

BS EN ISO 17892-5 Oedometer test 2017

BS EN ISO 17892-6 Fall cone test 2017

BS EN ISO 17892-7 Compression test 2018

BS EN ISO 17892-8 Unconsolidated triaxial test 2018

BS EN ISO 17892-9 Consolidated triaxial test 2018

BS EN ISO 17892-10 Direct shear test 2018

BS EN ISO 17892-11 Permeability test 2019

BS EN ISO 17892-12 Atterberg limits 2018

BS EN ISO 14688 &

14689

Ground Investigation and Testing – Identification and classification of soil and rock

BS EN ISO 14688-1 Identification and classification of soil – identification

and description

2018 Accommodated in BS5930 +A1: 2020

BS EN ISO 14688-2 Identification and classification of soil – Principles for

a classification

2018 Accommodated in BS5930 +A1: 2020

BS EN ISO 14689 Identification and classification of rock – Identification

and description

2018 Partially accommodated in BS5930

+A1: 2020

BS EN ISO 18674 Ground Investigation and Testing – Geotechnical monitoring by field instruments

BS EN ISO 18674-1 Geotechnical monitoring by field instruments – General

rules

2015

BS EN ISO 18674-2 Measurement of displacements along a line;

Extensometers

2016


Inclinometers

2017


Piezometers

In preparation

BS EN ISO 18674-5 Measurement of displacements along a line; Total

pressure cells

2019

BS EN ISO 18674-6 Measurement of displacements along a line; Hydraulic

settlement gauges

In preparation

BS EN ISO 18674-7 Measurement of displacements along a line; Hydraulic

settlement gauges

In preparation

BS EN ISO 18674-8 Measurement of displacements along a line; Strain

gauges

In preparation

STANDARD TITLE DATE APPLICABILITY / COMMENT


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NUMBER

BS EN ISO 18674-9

Measurement of displacements along a line; Geodetic

monitoring

In preparation

BS EN ISO 18674-10 Measurement of displacements along a line; Vibration

monitoring instruments

In preparation

OTHER TESTS OR STANDARDS

BS 10176 Taking soil samples for determination of volatile

organic compounds (VOCs). Specification

2020

BS 812 Testing aggregates In process of being replaced by BS EN

1097

BS 812-110 Methods for determination of aggregate crushing value

(ACV)

1990 R2014 Remains Current

BS 812-111

Methods for determination of ten per cent fines value

(TFV)


BS 812-112

Methods for determination of aggregate impact value

(AIV)


BS 812-113

Method for Determination of Aggregate Abrasion

Value (AAV)

1990 R1995 Remains Current (replaced by BS EN

1097-8)

BS 812-121 Method for determination of soundness 1989 R2016

BS 812-123 for determination of alkali-silica reactivity 1989 R2016

BS 812-124 Method for determination of frost heave 1999 R2016

BS EN 932 Testing for general properties of aggregates In process of being replaced by BS EN

1097

BS EN 933 Tests for geometrical properties of aggregates Currently being updated

BS EN 1097 Tests for mechanical and physical properties of

aggregates.

BS EN 1097-1 Determination of the resistance

to wear (micro-Deval)

2011

BS EN 1097-2 Methods for the determination of resistance to

fragmentation

2020

BS EN 1097 - 3 Determination of Loose Bulk Density and Voids 1998

BS EN 1097-4 Determination of the voids of dry compacted filler 2009 R2018

BS EN 1097-5 Determination of the water content by drying in a

ventilated oven

2009 R2018

BS EN 1097-6 Determination of particle density and water absorption 2013 Currently being updated

BS EN 1097-7 Determination of the particle density of filler -

Pyknometer method

2009 Currently being updated

BS EN 1097-8 Determination of the polished stone value 2020

BS EN 1097-9 Determination of the resistance to wear by abrasion

from studded tyres - Nordic test

2014 R2019

BS EN 1097-10 Determination of water suction height 2014 R2019

BS EN 1097-11 Determination of compressibility and confined

compressive strength of lightweight aggregates

2013

BS EN 1367 Tests for thermal and weathering properties of

aggregates

BS EN 1367-1 Determination of Resistance to Freezing and Thawing 2007

BS EN 1367-2

Magnesium sulfate test 2010 R2020

BS EN 1367-3 Boiling test for “Sonnenbrand” basalt 2001+2004

BS EN 1367-4 Determination of drying shrinkage 2009 R2018

BS EN 1367-5 Determination of resistance to thermal shock 2011 R2017

BS EN 1367-6 Determination of resistance to freezing and thawing in

the presence of salt (NaCl)

2009

BS EN 1367-7 Determination of resistance to freezing and thawing of

Lightweight aggregates

2014 R2019

BS EN 1367-8 Determination of resistance to disintegration of

Lightweight Aggregates

2014 R2019

BS EN 1744 Tests for chemical properties of aggregates.

BS EN 1744-1+A1 Chemical Analysis 2009+2012

BS EN 1744-3 Preparation of eluates by leaching of aggregates 2002 R2018

BS EN 1744-4 Determination of susceptibility of fillers for bituminous

mixtures

2005 R2017

BS EN 1744-5 Determination of acid soluble chloride salts 2007 R2017

BS EN 1744-6 Tests for chemical properties of aggregates - Part 6:

Determination of the influence of recycled aggregate

extract on the initial setting time of cement

2007 R2017

STANDARD TITLE DATE APPLICABILITY/ COMMENT


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NUMBER

BS EN 1744-7

Tests for chemical properties of aggregates Part 7:

Determination of loss of ignition of Municipal

Incinerator Bottom Ash Aggregate (MIBA Aggregate)

2012 R2017

BS EN 1744-8 Tests for chemical properties of aggregates Part 8:

Sorting test to determine metal content of Municipal

Incinerator Bottom Ash (MIBA) Aggregates

2012 R2018

BS EN 13242 (+A1) Aggregates for unbound and hydraulically bound

materials for use in civil engineering work and road

construction

2002 (2007)

BS EN 13286 Unbound and Hydraulically bound mixtures

BS EN 13286 (parts 1

– 5,7, 40-54

Unbound and Hydraulically bound mixtures – Test

Methods

BS 1924-1 Sampling, sample preparation and testing of materials

before treatment

2018 Currently being replaced by BS EN

13286

Includes LWD and FWD

BS 1924-2 Sample preparation and testing of materials after

treatment

2018 Currently being replaced by BS EN

13286

Includes LWD and FWD

BS EN 197 Cement 2011

Sections of BS 5930 and BS 1377 will be progressively replaced by BS EN publications under BS EN 1997.

It is implicit that to carry out the investigation to the relevant Standards all plant and equipment should be in good condition

and manufactured to British or equivalent Standards where they exist. All relevant certificates should be in date and available

for inspection.

3.2 Data Management

Data is the foundation of efficient ground investigation and shall be used throughout the process to empower decision-

making and other related activities and if required by the nature of the project can allow decisions to be made in real-time.

Data is either created or used at numerous points within the ground investigation process and it is essential that the project

planning establishes how data will be managed to enhance processes, decision making, and to allow information such as

exploratory logs, graphs, plots or models to be accurately developed and delivered in a timely manner.

BS 8574: Code of practice for the management of geotechnical data for ground engineering projects, requires the

development of a Data Management Plan for the project which shall state the objective(s) of the project including limitations

and/or boundaries at organisational or project level. The plan shall also consider all phases of the ground investigation and

their interactions. Details of the content of the Data Management Plan, if required, shall be provided in Schedule S1.8.1 and

details of specialist data personnel required on site shall be provided in Schedule S1.8.3.

Data shall be presented in a standard format which in the UK shall be either the current version of the AGS Data Format or

another industry recognised format as specified in Schedule S1.8.1.

The Data Management Plan should give recommendations on the collection, storage, archiving, sharing and transfer of data

and is relevant to both large and small ground investigations but may differ in complexity. The Data Management Plan

should be developed in recognition that data must be managed efficiently and with professional discipline, through a

partnership of operational leadership and technical expertise.

Data should be collected at source, entered once and retained electronically, e.g. in a computer system. If it is not possible

to log data electronically at the source of collection, the data should be recorded manually in a paper-based format only

once and then entered into a computer system at the earliest opportunity.

Data should be freely available to all parties involved in the project and available through the whole life of the project.

The Association of Geotechnical and Geoenvironmental Specialists (AGS) publication ‘Electronic transfer of geotechnical

and geoenvironmental data’ provides a specification for the transfer of data between parties involved in any ground

investigation. Appropriate software is required to access and use AGS format data. The AGS website (http://www.ags.org.uk)

provides more information on both the format and available software.

The format of the data files is provided by the AGS data format publication. This format provides scope for extending the

type and range of data that is contained within any data files.

3.3 Quality management


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When specified in Schedule S1.8.2, all work shall be carried out in accordance with a quality management system(s)

established in accordance with BS EN ISO 9001, BS EN ISO 14001 and BS OHSAS 18001/BS ISO 45001. Records to

demonstrate compliance shall be made available to the Investigation Supervisor on request.

Where Accreditation to BS EN ISO 9001, BS EN ISO 14001 and BS OHSAS 18001/BS ISO 45001 is required, this should be

stated in Schedule S1.8.2.

Requirements for particular laboratory tests to be carried out by a laboratory accredited by the United Kingdom Accreditation

Service (UKAS) to BS EN ISO/IEC 17025 (or an equivalent in another country) should be given in Schedules S1.22.4 and

S1.23.2. All such tests should comply with UKAS requirements.

3.4 Safety, health and environmental considerations

3.4.1 General safety requirements

Safety aspects are paramount and all relevant known information about the site shall be listed in S1.3 and where

relevant in other S1 Schedules and made available to the Contractor. CDM places a legal duty on the Client to

provide information on safety, health and environmental hazards (including all known utilities information) in the

form of pre-construction information.

3.4.2 Safety legislation

The investigation shall comply with all relevant safety legislation.

Relevant safety legislation includes but is not limited to:

Health and Safety at Work Act;

The Construction (Design and Management) Regulations;

The Management of Health and Safety at Work Regulations;

Control of Asbestos Regulations (CAR)

Control of Pollution Act and Amendment Schedule 23;

Personal Protective Equipment at Work Regulations;

Lifting Operations and Lifting Equipment Regulations (LOLER);

Provision and Use of Work Equipment Regulations (PUWER);

Manual Handling Operations Regulations;

Working at Height Regulations

Control of Substances Hazardous to Health (COSHH)

Investigations that are notifiable under CDM Regulations require a Principal Designer and Principal Contractor to be

appointed by the Client. Non-notifiable projects require a named person or body to be appointed by the Client and who will

be responsible for safety. However, whether notifiable or not, CDM regulations apply to all investigations.

Account should also be taken of the information contained in the Guidance for Safe Investigation of Potentially Contaminated

Land (BDA).

3.4.3 Risk assessment and method statements

At tender stage or during early contractor involvement of the project the client shall provide a Designer’s Risk Assessment or

(safety) risk register (including mitigation) to the Contractor.

Prior to the start of site operations, the Contractor shall assess the available information including the Designer’s Risk

Assessment or safety risk register and provide to the Investigation Supervisor developed site specific risk assessments and

method statements covering all aspects of the work to be carried out. In addition, where a contractor has been appointed as

Principal Contractor, a Construction Phase health and safety Plan (CPP) shall be prepared in accordance with CDM.

Risk Assessments and Method Statements shall be reviewed and, if necessary, amended whenever there are changes and/or

additions to the originally planned work or when conditions change e.g. additional hazards are identified or changes to

techniques proposed.


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Pre-construction information (in accordance with CDM), including desk study and field reconnaissance information, shall be

provided by the client to the Principal Designer and Designer. The Principal Designer shall assess the pre-construction

information or for some projects may be instructed by the Client to compile the pre-construction information. The Contractor

shall be provided with the pre-construction information and Designer’s Risk Assessment or safety risk register to enable site specific risk

assessments and method statements to be developed.

Where the Client is not familiar with the requirements of ground investigation, the Principal Designer should advise the Client of the

required Pre-construction Information (PCI). The Principal Designer should then develop a Designer’s Risk Assessment or Risk

Register.

The site-specific risk assessment and method statements should address, among other things:

(a) control measures for physical, environmental, chemical, biological, ergonomic hazards such as

• safe use of machinery during ground investigation operations

• safe access and egress for plant and personnel

• security of the site, personnel and others

• underground and overhead utilities

• potential contaminants (including asbestos), unexploded ordnance, hazardous gases, vapours

• investigating on or through hazardous or potentially hazardous ground e,g, coal seams, areas of active or historic

mining activities

• control of substances or flora hazardous to health

(b) the proposals for formation of the exploratory holes

(c) the proposals for reinstatement of exploratory holes so that they do not become a hazard to the public or the environment

(d) provision for the collection and safe disposal of contaminated soil, arisings or flush from exploratory holes

(e) procedures to be adopted to protect the environment (e.g. not to place contaminated soil onto unprotected ground and

aquifer protection)

(f) procedures to be adopted where geotechnical testing is required on samples suspected or known to be contaminated

(g) requirements for instrumentation and monitoring

(h) health, safety and environmental risks posed to those carrying out tests, both on site and in the laboratory

(i) welfare

There may be a need to agree the approach to be adopted with the appropriate statutory authority prior to the works

commencing.

3.4.4 Personal protective equipment

All site staff shall be provided with and use the Personal Protective Equipment (PPE) appropriate to the risk assessment and

method statements, work task involved and the classification of the site according to the BDA Guidance for Safe Investigation

of Potentially Contaminated Land.

The need for PPE, over and above statutory requirements, should be identified in Schedule S1.8.5. If additional PPE is to be

provided by the Contractor for sole use of the Investigation Supervisor, this should be identified in Schedule S3.6.

3.5 Information on existing site and environmental conditions

3.5.1 Utilities

The Client or, where instructed by the Client, the Designer shall supply all available utilities drawings and documentation with

the pre-construction information, as required by CDM. The positions of all known mains, utilities, drains, sewers, tunnels and

pipelines owned by statutory undertakers, public authorities and private individuals, shown on the Drawing(s) detailed in

Schedule S1.7, are based on information extracted from the records of the various bodies and shall be regarded as approximate

only.

A PAS 128 utility survey (see Clause 5.5) shall be carried out prior to the commencement of intrusive exploratory holes to

positively identify and determine the location of the utilities across the site.

The utility survey and drawings provided shall be no older than 90 days prior to the commencement of the ground investigation

works.


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Any additional information not shown on the Contract Drawing(s) shall be detailed in Schedule S1.8.6.

The utilities drawings and documentation should be provided by the Client or Designer. Nevertheless, responsibility for

confirming the locations and protecting utilities on site rests with the Contractor regardless of any information provided to

assist in their location.

The presence of underground and overhead utilities should be checked, noting that some utilities can be at considerable

depth belo0w ground level e.g. cable tunnels.

Utilities to individual properties are likely to exist but there may be insufficient information to enable their details to be

included on the Drawing(s).

Reference to statutory distances from any known utilities, or the required safe distances if these exceed statutory requirements,

should be included in Schedule S1.8.6 unless included in the Special Requirements of the Conditions of Contract.

The Contractor can be allocated the task of assembling all the known information on utilities, but sufficient time before

commencement of site works should be allowed for this within the programme of the works.

Drawings supplied to the Contractor should preferably be in an appropriate CAD format. However, to minimise transcription

errors it is recommended that the original service drawings (or copies thereof) provided by the statutory authorities should

also be provided to the Contractor.

3.5.2 Hazardous ground and land affected by contamination

The presence and nature of areas of hazardous ground or land affected by contamination shall be detailed in Schedules S1.8.5

and S1.8.7, including classification of the site in accordance with the Guidance for Safe Investigation of Potentially

Contaminated Land (BDA).

As described in the definitions of hazardous ground and land affected by contamination (Clauses 2.5 and 2.7), Schedule S1.8.5

and S1.8.7 should include both areas that are known or suspected of being hazardous or contaminated.

Land affected by contamination may also be hazardous and, in such cases, this should be noted in Schedule S1.8.5.

Other hazards could include, ground at risk of landslips or collapse from underground voids or unexploded ordnance.

Sampling and/or testing for explosives, pathogens, asbestos and high-activity radioactive material requires the use of

specialist contractors and/or specialist advisors with appropriate experience and knowledge, whose advice should be sought

where the site-specific desk study indicates that such materials could be present.

3.5.3 Protected species

The presence and nature of protected species of flora and/or fauna which may affect or be affected by the investigation shall

be detailed in Schedule S1.8.8.

The heading of “Protected species” should be taken to encompass not only legally protected species and habitats but also the

bird nesting and lambing seasons and the limitations that these may impose on investigations.

When the areas of protected species can be defined, those areas should be shown on the Drawing(s) detailed in Schedule S1.7.

3.5.4 Notifiable and invasive species

Any known notifiable and/or invasive species shall be detailed in Schedule S1.8.5 and the exclusion zones shown on the

drawings. If such species are encountered during an investigation, they shall be left undisturbed and an appropriate exclusion

zone established around them. Their presence shall be notified immediately to the Investigation Supervisor who will give

instructions on any actions to be taken by the Contractor.


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Japanese Knotweed is an invasive weed which has no indigenous naturally occurring controls and it therefore overpowers all

other plants. New colonies are easily formed from either small pieces (20 mm long) of its rhizome or above-ground stem

fragments, the latter often being transported by water. However, the many publications on Japanese Knotweed suggest a wide

range of distances, up to 25m, over which the rhizomes can extend from the obvious above-ground infestation.

Other invasive or notifiable species (Giant Hogweed, Himalayan Balsam, Rhododendron etc.) may allow work to be

undertaken closer than 25m to the infestation and such cases should be identified in Schedule S1.8.5.

Further guidance can be found in the Wildlife & Countryside Act Schedule 9 and CIRIA 679.

3.5.5 Natural and anthropogenic cavities

The positions of any known or suspected natural cavities, mine workings, mineral extractions, quarries, shafts or similar works

within the area and at a depth likely to affect the proposed investigation shall be shown on the Drawing(s) detailed in Schedule

S1.7.

The presence and nature of known or suspected mine workings, mineral extractions, etc. shall be detailed in Schedule S1.8.7.

Designers and Contractors should be aware of the statutory requirement (Borehole Operations and Services Regulations) to

notify the HSE Inspector of Mines of all boreholes in excess of 30 m depth and within 1 km of past or present mining

activities as well as the requirement to obtain a Coal Authority Permit if drilling through Coal Measures.

3.5.6 Archaeology

The presence and nature of any known archaeological remains shall be detailed in Schedule S1.8.9.

When the areas of archaeological remains can be defined those areas should be shown on the Drawing(s) detailed in Schedule

S1.7.

It should be noted that work within Scheduled Monuments requires Schedule Monument Consent and may be subject to

restrictions set by the local planning authority.

3.6 Care in execution of the works

3.6.1 Claims for damage

Any damage or claim by owners or occupiers for compensation for damage, shall be reported to the Investigation Supervisor.

Consideration should be given to pre and post-condition surveys in accordance with Clause 5.2.4. which can avoid claims or

disputes for damages deemed to have been caused by the ground investigation works.

3.6.2 Notice of entry

In addition to any notices required to be given under the Contract, at least one working days’ notice shall be given by the

Contractor to the owner and/or occupier of the intended time of entry on to the site.

Unless otherwise specified, it is the responsibility of the Client or Investigation Supervisor to serve notices, obtain permits

and licenses and to arrange and agree preliminary access details with the landowner/occupier.

Where access to the site is required after the completion of the main works – for example for the purposes of collecting

monitoring data and/or samples from installations – then the arrangements for such access should also be identified in S1.3.

3.6.3 Access routes

Only the agreed access routes (as defined on the Drawings included in Schedule S1.7) to, from and between exploratory

positions shall be used.

Agreed access routes should be defined on the Drawing(s) at the time of tender with due consideration having been given to

the site conditions likely to persist at the time of investigation and of the plant expected to be used.

Any access difficulties, including restrictions where passes are required, should be detailed in the description of the site in

Schedule S1.3.

If the detailed arrangements for entry and access routes, the provision of access route drawings, etc. are delegated to the


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Investigation Supervisor, this should be defined in Schedule S1.2.

3.6.4 Turf and topsoil

Turf and topsoil shall be stripped at the site of each exploratory hole and stockpiled separately for reuse. Turf and topsoil adjacent to

the exploratory hole which may be damaged by the operations shall either be removed and stockpiled as above, or otherwise

protected from damage. After completion of the hole the topsoil shall be re-spread and the turf relayed.

3.6.5 Paved areas

Paved areas (asphalt and concrete) shall be broken out to the minimum extent necessary for each exploratory hole. After

completion of the hole the paved area shall be reinstated in keeping with its type and condition at the commencement of the

fieldwork.

Highway reinstatement shall be in accordance with the Specifications for the reinstatement of openings in highways

(Department for Transport).

Paved areas comprise all those surfaced with man-made materials, e.g. blacktop, concrete and paving slabs and blocks.

Details of the reinstatement required should be specified in Schedule S1.8.16.

3.6.6 Paving slabs and blocks

Paving slabs and blocks shall be removed at the site of each exploratory hole and stored separately for reuse. Paving slabs and

blocks which are liable to be damaged by the operations shall either be removed and stored as above or otherwise protected

from damage. After completion of the hole, the paving slabs and blocks shall be re-laid.

3.6.7 Avoidance of further contamination

On land affected by contamination, the formation and backfilling of exploratory holes and the handling and storage of samples

and arisings, including groundwater, shall not cause or spread contamination. Contaminated and non-contaminated samples

and arisings shall be stored separately.

If special measures such as jet-washing facilities, vegetable-oil-based lubricants, etc. are required, their details should be

specified in Schedule S1.8.14.

3.6.8 Aquifer protection measures

Where specified in Schedule S1.8.14, or as directed by the Investigation Supervisor during the course of the fieldwork, aquifer

protection measures shall be invoked in forming the exploratory holes.

Aquifer protection will usually be required when exploratory holes penetrate through an aquiclude into an underlying aquifer

to prevent upward/downward groundwater migration. Aquifer protection is particularly important where the ground overlying

the aquiclude is contaminated. Multiple aquifers (possibly including perched water systems) will need the protection measures

to be repeated for each aquiclude/aquifer system. The protection measures will normally be formed by:

(a) boring or drilling (both with temporary casing) a suitable depth into but not penetrating through the aquiclude;

(b) forming a bentonite plug in the base of the hole then pulling back the temporary casing to just below the top of the

bentonite seal;

(c) installing a secondary smaller diameter temporary casing through the seal to the depth required.

When only a single aquiclude/aquifer boundary is penetrated, the depth to which the secondary temporary casing extends will

be governed by the need to prevent collapse of the exploratory hole wall. Where the hole is to penetrate through more than

one aquiclude/aquifer boundary the secondary temporary casing should be extended into the lower aquiclude, then steps (b)

and (c) above repeated with a tertiary casing.

The detailed design (hole and casing diameters, depths, etc.) will need to be specified to meet site-specific conditions.

Further guidance is available in ‘Technical Report P5-065/ TR’ in ‘Technical aspects of site investigation’ Volume 2

(Environment Agency).

3.6.9 Sub-surface and surface water control

Surface water shall be prevented from entering the exploratory hole from ground surface level. Sub-surface and surface run-

off from the works shall be prevented from entering surface waters.


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3.6.10 Disposal of arisings, flush and ground water

The off-site disposal of all types of arisings, flush and ground water shall be subject to the relevant waste transport and

disposal regulations.

Where contamination is suspected, disposal of arisings, flush and ground water, shall not be carried out until the results of

laboratory testing to enable the waste to be characterised and Waste Acceptance Criteria determined testing has been

completed.

3.7 Anomalous conditions

Where anomalous or unexpected features are revealed, the Contractor shall inform the Investigation Supervisor immediately.

Any observed feature which is not referred to in the site-specific desk study (e.g. including but not limited to buried

archaeology, old foundations, protected species, invasive plants, free phase contaminants) should be advised to the

Investigation Supervisor by the Contractor.

3.8 Work not required

The Schedules and/or the Investigation Supervisor may require investigation to be carried out by all or any of the methods

described in the Specification.

Any clauses of this Specification which relate to work or materials not required in the Schedules shall be deemed not to apply.


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4.0 Site establishment and management


The establishment of a site for the purposes of ground investigation involves a large number of inter-dependent activities, all

of which need to be planned and coordinated before arrival on site. The establishment of plant and equipment on site often

involves coordination with other sites, as such plant and equipment will often move from site to site. Because of this, the

removal of plant and equipment from site also requires planning and coordination and the contractor shall not be

disadvantaged by the unforeseen cancellation or suspension of works that requires such plant and equipment to be removed

from site without reasonable notice being given.

4.2 Exploratory work

The location and depth of each exploratory hole shall be as detailed in Schedule S2. The Investigation Supervisor may, after

consultation with the Contractor, vary the location and depth of any exploratory hole and the sequence or quantity of sampling

or in situ testing depending on the actual ground and groundwater conditions encountered. Accurate and comprehensive

records shall be kept of the work actually carried out.

Unless instructed otherwise, exploratory holes shall be set out using digital coordinates detailed in Schedule S2 by accurate

survey equipment with a maximum tolerance of +/- 10 mm. During setting out and immediately prior to breaking ground the

final location shall be checked against the location of known utilities and any concerns raised with the Investigation Supervisor

to allow further instructions to be provided.

When the position of an exploratory hole has been varied, the Contractor shall take all necessary measurements and shall

inform the Investigation Supervisor of the revised coordinates and ground elevation, or other measurements required to locate

the as-built exploratory hole.

The nature of ground investigation requires reasonable flexibility from the Contractor. The Designer, Investigation Supervisor

and Client should make provision for possible effects on the Contractor’s programme if the number of exploratory holes, their

locations, access routes and quantities of sampling and in situ testing are significantly changed.

4.3 Site establishment

4.3.1 General comments

The Contractor shall be responsible for identifying and establishing all plant, equipment and utilities necessary to complete

the required work.

The Designer shall provide an initial estimation of the plant, equipment and utilities necessary to complete the works and

include itemisation in Bill A of the Bill of Quantities.

The Contractor shall review the minimum itemization provided by the Designer in Bill A and identify any additional such

items to complete the works. Where additional items or quantities are identified, the Contractor shall make appropriate

amendments to the proposed Bill A Items and sub-items and quantities.

4.3.2 Working areas

Operations shall be confined to the minimum area of ground required for the safe execution of the ground investigation works.

Unless otherwise specified in Schedule S1.8.16, on completion of each exploratory hole all equipment, surplus material and

rubbish of every kind shall be cleared away. Surplus material and rubbish shall be removed from the site to a disposal point

licensed to accept the waste concerned unless otherwise instructed.

On land affected by contamination, all necessary precautions to control and secure the working area should be taken at all

times. Access to and from that area shall be via a single designated point where, if specified in Schedule S1.8.17, welfare

facilities for personnel shall be provided.

Where additional facilities are required in or near working areas e.g. wash down area or wheel wash this shall be specified in

Schedule S1.8.17.

On land affected by contamination, arisings from exploratory holes shall be placed on heavy-gauge polythene sheeting and

covered in wet or windy weather in order to prevent the spread of contamination (or alternatively placed in covered skips).

The whole of the site and any ancillary works shall be left in a clean and tidy condition.


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Alternative reinstatement requirements should be stated in Schedule S1.8.16. For example, full reinstatement at the

exploratory hole locations may not be required if construction works are to follow immediately.

Where unavoidable damage (e.g. rutting of access routes under normal plant passage) is required to be made good by the

Contractor, this should be stated in Schedule S1.8.16.

4.3.3 Investigation Supervisor’s facilities

When required, accommodation and equipment shall be supplied and maintained for the sole use of the Investigation

Supervisor in accordance with Schedule S3. All accommodation, furnishings, utilities, equipment and vehicles shall be ready

for occupation and use by the Investigation Supervisor on the date for commencement of the site operations, and shall be

removed at the end of the site operations unless otherwise directed by the Investigation Supervisor.

The requirements for the Investigation Supervisor’s office and facilities required should be listed in Schedule S3. This should

include any motor vehicles for the use of the Investigation Supervisor and detail the vehicle insurance

requirements/limitations.

4.3.4 Welfare facilities

Welfare facilities shall be provided, appropriate to the scale and nature of the investigation and detailed in Schedule S1.8.17.

The welfare facilities provided for all investigations must meet the minimum requirements set out in CDM.

Where a site is extensive, e.g. for investigations covering large geographical areas or long linear investigations i.e. highways,

consideration should be given to satellite welfare facilities local to any remote location.

Where an investigation is on a construction site or within an existing development, welfare facilities may be available through

a third party e.g. the Principal Contractor or the Client. Such instances should be identified in Schedule S1.8.17 together with

contact details of the third party.

4.3.5 Security of site

Unless otherwise stated in Schedule S1.8.10, all barriers breached or otherwise disturbed during the execution of site operations

shall be immediately repaired or replaced to the same standard.

Permanent barriers, such as those forming the boundaries between adjacent fields or different properties, should not be

breached unless clearly instructed by the client or the client’s representative with the full assurance that agreement has been

given by the land/property owner and that the Contractor does not become liable for damages.

Depending on the powers delegated to the Investigation Supervisor in Schedule S1.2, the latter may be authorised to instruct

the Contractor to breach permanent barriers.

4.3.6 Traffic safety and management

Traffic safety and management measures shall be provided as the progress of the site operations requires. Measures shall be

taken in accordance with any statutory requirements and any special requirements in Schedule S1.8.11. Where the

circumstances of any particular case are not covered by the statutory requirements or described in the Schedules, proposals for

dealing with such situations shall be submitted to the Investigation Supervisor for approval.

Work on or adjacent to public highways, motorways, waterways and rail tracks requires the utmost care and attention to

traffic safety and management, including the safety of the general public. Any particular constraints and requirements should

be given in Schedule S1.2 and S1.8.11. Highway works, for example, should comply with recommendations contained in

Chapter 8 of the Traffic Signs Manual (DFT) and any amendments thereto.

If the Contractor is to supply highway traffic safety officers or other personnel (e.g. railway or waterways trained staff) or

special traffic measures, the requirements should be included in either Schedule S1.8.4 and/or S1.8.11, as appropriate.

4.3.7 Working hours

Working hours shall be restricted to those specified in Schedule S1.8.12.

The working hours specified shall be the maximum contracted working hours available on site to carry out the ground

investigation activities.


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Clients, Designers and Contractors should take account of the potential impacts of health and safety on personnel including

travel time to and from site, day light working hours and the impact on the environment. Projects, especially long duration

projects, may require a more flexible approach to ensure the wellbeing of personnel.

Working hours on projects in urban areas may be affected by the requirement to reduce or eliminate noise or transport

issues at certain times of the day.

4.4 Project management, supervision and execution


The Contractor shall provide the necessary project management and supervision of the work, with resources compatible with

the scope and nature of the works, including a minimum of one Responsible Expert, and to the requirements, if any, detailed

in Schedule S1.8.3.

The Contractor’s management and supervision personnel shall be responsible for the works being carried out in accordance

with the Contract, Specification and Schedules.

The qualification criteria for personnel including the Responsible Expert are defined in BS 22475-2.

4.4.2 Project management

The Contractor’s project management staff shall be responsible for the works being carried out in accordance with the project,

specification and schedules. They may be required to be present on site or may manage the project remotely depending upon

the nature, size and complexity of the project.

The level of project management shall be compatible with the scope and nature of the works and with the minimum

requirements detailed in Schedule S1.8.3.

The minimum project management required to be supplied by the Contractor is to be specified by the Designer at the time of

tender within S1.8.3. The Contractor shall review the minimum requirements and identify any additional resources to

appropriately complete the works. Any additions to or deletions from this list shall be detailed in the Contractor’s tender

submission.

The Contractor’s costs associated with the proposed project management resources shall be included within separate rates

identified in Section A of the Bill of Quantities.

Project management may be required to include the support services of data management, quality control, auditing, legal,

accounting, commercial and marketing etc.

Minimum details of the project management shall be provided in S1.8.3

.

4.4.3 Contractor’s Supervision of the Works

Supervision shall be provided by the Contractor in the form of ground practitioners and drilling supervisors, as required by the

project, as necessary to fulfil the technical, logistical and quality requirements of the works.

The level of supervision shall be compatible with the scope and nature of the works and with the minimum requirements

detailed in Schedule S1.8.3 and shall also consider whether full-time or part-time supervision is required.

Where Drilling supervisors are provided, they shall hold a Level 2 Diploma and Level 3 Diploma in Advanced Land Drilling

for the drilling activity being supervised and a valid and current CSCS or MPQC competency card.

The minimum supervision required to be supplied by the Contractor is to be specified by the Designer at the time of tender

within S1.8.3. The Contractor shall review the minimum requirements and identify any additional resources to appropriately

complete the works. Any additions to or deletions from this list shall be detailed in the Contractor’s tender submission.

The Contractor’s costs associated with the proposed supervision resources, such as project management, supervision and

execution personnel etc, shall be included within separate rates identified in Bill A of the Bill of Quantities.

The Contractor shall provide sufficient on-site supervisory services to complete the works. These roles shall be ground

practitioners as defined in Clause 2.3 or other specialists (refer Clause 4.4.6) who will undertake the technical supervision of

site activities, site liaison, logistics, land access, logging, in situ testing and sampling, instrumentation and monitoring,

photography and the preparation of daily records and preliminary logs (except where any of the above activities are carried

out by qualified operators) etc. Any additions to or deletions from this list shall be detailed in the Contractor’s tender

submission.


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The number, years of experience, training and competence requirements (beyond the minimum requirements of BS 22475-2)

of ground practitioners and other supervisors required may vary depending upon the scope and nature of the works being

undertaken. Where such requirements are necessary relevant details will be provided in S1.8.3.

The on-site supervisory services provided by a Level 3 qualified Drilling Supervisor comprise the technical supervision of the

drilling activity, advice on methodologies especially when problems have been encountered with regard to sample recovery

and/or quality and safety around the drilling activity.

4.4.4 Investigation Supervisor

The Investigation Supervisor shall be appointed in writing by the Client. The appointment shall also clearly define their

delegated powers. The Investigation Supervisor shall have the responsibility to ensure that the technical objectives and quality

of the investigation are met within the programme and cost constraints. The Investigation Supervisor shall act in a professional

and independent manner and shall have a level of competency and experience appropriate to the size, nature and complexity

of the investigation.

The name, contact details, powers delegated under the Contract and other relevant information shall be set out and fully defined

in Schedule S1.2.

The role of the Investigation Supervisor is to:

• Provide independent technical direction and oversight of the ground investigation on behalf of the Client. It does not

necessarily include contract management unless specified in Clause 4.4.4;

• Be responsible for working alongside the Contractor's site supervision team to ensure that the technical objectives

and quality of the investigation are met;

• Hold health, safety and welfare (HSW) as a key project value;

• Highlight to the Client any shortfalls in the works to meet the stated objective;

• Highlight the Client any shortfall in the Contractor’s performance to achieve the required quality and programme;

• Liaise with the Designer, Contractor and the Client as appropriate to resolve any issues that may develop during the

works;

• Respond in a timely manner to technical queries, review technical method statements and site records;

• Maintain a daily record of works which provide an overview of works undertaken and resources used, challenges

met and technical queries raised for comparison with the submitted Contractor’s records; and

• Undertake quality audits of the Contractor’s work in relation to their management plans and application of the

specification requirements.

• Provide a professional independent assessment of the facts in the event of a dispute occurring.

The Investigation Supervisor may be appointed from any of the parties involved in the ground investigation process, but more

usually from the Designer. The Client can choose to appoint the Investigation Supervisor from an independent organisation.

In some cases, the designer of the proposed investigation works may be directly appointed as Investigation Supervisor by the

Contractor but must remain independent from the Contractor’s influence.

The Investigation Supervisor may be part time or full time and may require the assistance of one or more specialists who may

have defined delegated powers, dependent upon the nature, size and complexity of the investigation.

4.4.5 Execution of the works

The Contractor shall be required to provide all site personnel and operatives necessary to fulfill the requirements of the project

and these shall be detailed in S1.8.3.

These should include, but not be limited to boring and drilling operatives, plant operatives, pitting and trenching operatives,

labourers and any specialist subcontract operatives.

4.4.6 Specialist personnel

The Contractor, when required, shall provide the services of other specialist personnel. The minimum requirement for

specialist personnel, where known prior to Tender, shall be provided in Schedule S1.8.3.

The minimum Specialist personnel required to be supplied by the Contractor is to be specified by the Designer at the time of

tender within S1.8.3. The Contractor shall review the minimum requirements and identify any additional resources to

appropriately complete the works. Any additions to or deletions from this list shall be detailed in the Contractor’s tender

submission.

The Contractor’s costs associated with the proposed Specialist personnel shall be included within separate rates identified in

Section A of the Bill of Quantities.


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The need for the services of other specialist personnel to be supplied by the Contractor may be known at the time of tender, in

which case the services should be requested at that time. Otherwise, the Investigation Supervisor has to request them. Where

the services of Specialists personnel are not identified at time of tender, the Investigation Supervisor may instruct the

attendance of such personnel once a requirement has been identified.

Specialist personnel could include land surveyors, highway traffic management personnel, UXO/EOD specialists,

geophysicists, geoenvironmental scientists, geologists, instrumentation and monitoring personnel, railway safety personnel,

ecologists, archaeologists or marine supervisors.

Specialist in situ testing, monitoring or sampling may include; for explosives, pathogens, asbestos, chemical contaminants

and radioactive material which would require the use of experienced specialist contractors and/or specialist advisors whose

advice should be sought when the site-specific desk study indicates that such materials could be present or the tests may be

required. These may also be regulated activities and governed by specific legislation.

4.4.7 Technical support to the Investigation Supervisor

The Contractor, when required, shall provide the services of ground practitioners to support the Investigation Supervisor. The

requirement for such resources, where known prior to tender, shall be provided in Schedule S1.8.4,

Where the Investigation Supervisor identifies a requirement during the course of the works for advice, technical support, data

evaluation sections of the Ground Investigation Report and/or a Geotechnical Design Report, he may instruct such support.

Where Technical Support is instructed during the works, the Contractor shall submit adequate records of time and expenses to

the Investigation Supervisor.

Prior to mobilizing such Technical Support, the Contractor shall submit details of the qualifications and experience of the

proposed personnel to provide this support for acceptance by the Investigation Supervisor.

Schedule S1.24.9 should detail the elements of the Ground Investigation Report which are to be compiled by the Contractor.

See also Clause 17.3.3.

Where known at tender, Schedule S1.24.10 shall state whether the Contractor is to contribute to the Geotechnical Design

Report and, if so, detail the elements which are required. See also Clause 17.3.4.

4.5 Qualifications

4.5.1 Project management and supervisory personnel

Project management and supervisory personnel, including Responsible Experts, shall hold a professional or vocational

qualification, where available, appropriate to their job role and to the type of work activity being undertaken. Details of the

numbers of personnel, job roles and competency requirements shall be provided in Schedule 1.8.3.

All project management and supervisory personnel employed on the contract and carrying out construction related activities

shall also hold a valid and current Construction Skills Certification Scheme (CSCS) card for their occupation as issued by

CSCS or an equivalent body.

All site works shall be carried out by appropriately trained, qualified and competent personnel.

Qualification criteria for the Responsible Expert(s) is defined in BS 22475-2 and LCRM. The level of competency required for

the roles should be specified as defined within Clause 2.3.

4.5.2 Land drilling operatives

All land drilling operatives, including Lead Drillers and Drilling Support Operatives, employed on the project shall hold as a

minimum a Level 2 vocational qualification in land drilling/drilling operations and hold a CSCS or equivalent Mineral

Products Qualifications Council (MPQC) skills card and a valid and current audit card of competence. This shall be applicable

to the work and specific drilling operation on which they are engaged.

For a Lead Driller, the L2 Diploma and audit card shall be relative to the technique being carried out on site and can carry one

or more of the following endorsements:

• Ground Investigation – Cable Percussion

• Ground Investigation – Rotary

• Ground Investigation – Sonic

• Ground Investigation – Dynamic Sampling


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Trainee site operatives in land drilling shall work under the direct supervision of a qualified Lead Driller and hold a CSCS or

MPQC Trainee Card. If trainee site operatives are not permitted on a particular project, it shall be specified in Schedule

S1.8.13.

The land drilling/drilling operations vocational qualifications are derived from the National Occupational Standards which

can be found on the MPQC website www.mp-qc.org.

BS 22475-2 provides details of the competency requirements of qualified operators (Lead Drillers).

BS 22475-3 requires an annual conformity assessment of qualified operators and verification by re-assessment by an

independent and competent body e.g. the BDA Audit carried out by the British Drilling Association and accredited by MPQC.

4.5.3 Plant operatives

Operatives using plant covered by the Construction Plant Competence Scheme (CPCS), e.g. excavators, dumpers, etc.,

employed on the contract shall also hold an appropriate vocational qualification for the plant being used and card as issued by

CPCS or a CSCS card or equivalent Mineral Products Qualification Centre (MPQC) or National Plant Operators Registration

Scheme (NPORS) skills card endorsed for that particular plant item.

4.5.4 Other personnel

Where, the Contractor is required to provide the services of other personnel to advise the Investigation Supervisor or assist in

the execution of the investigation, the qualification and competency criteria shall be specified in Schedule 1.8.4.

http://www.mp-qc.org/


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5.0 Inspections and surveys

5.1 Site inspection

A pre-commencement site inspection or walkover survey shall be carried out when specified in Schedule S1.8.19. The survey

shall be carried out in advance of the investigation and preferably in advance of mobilisation. The inspection should be attended

by the Contractor and the Investigation Supervisor to mutually confirm site conditions and to identify any restrictions or

additional requirements. The Investigation Supervisor shall determine if any other party or specialist should also be involved

i.e. the client, other contractors, other specialists e,g, geoenvironmental specialist, ecologist, archaeologist, land agent,

highways engineer.

Site inspection should be carried out once the factual information for the site and its environs has been compiled (the Desk

Study) in order to collect additional information on the geology and hydrogeology, potential construction, access and

environmental constraints for ground investigation.

Further guidance on the items to inspect, actions and observations to be recorded are provided in BS EN 1997-2. In addition

to the geotechnical and environmental requirements detailed in BS EN 1997-2, the Investigation Supervisor should also take

account of the geoenvironmental considerations during the site inspection to ensure the appropriate personnel are involved

in the inspection.

5.2 Pre-condition and post-condition surveys

A pre-condition survey shall be carried out in advance of the ground investigation by the Contractor to determine the suitability

of access and egress routes, the methodology and equipment proposed and to identify additional hazards. The requirements of

the pre-condition survey shall be detailed in Schedule S1.8.19. The photography requirement and specification shall be

detailed in Schedule S1.8.20.

A post-condition survey shall be carried out on completion of the ground investigation. The requirements of post-condition

survey shall be detailed in Schedule S1.8.19. The photography requirement and specification shall be detailed in Schedule

S1.8.20.

The pre-condition survey can be carried out concurrently with the site inspection and involve the Investigation Supervisor and

any other party or specialist, where necessary. Where additional hazards are identified, alternative proposals can then be

discussed with the Investigation Supervisor and amendments to the Risk Assessments and Method Statements made to minimize

disruption or delays.

Pre-condition surveys are a useful method of obtaining information on the environment and ground conditions before the

investigation commences whilst post-condition surveys provide information regarding the impact of the investigation works

and also level of reinstatement completed.

The combination of well documented pre-condition and post-condition surveys can avoid disputes over damage that is claimed

to have been caused by the ground investigation works.

5.3 Topographical surveys

Topographical surveys may be required prior to the ground investigation and shall consist of the recording of coordinates and

height data for a defined survey area. They are used to identify and map the contours of the ground and existing features on

the surface or slightly above or below the earth's surface (i.e. trees, buildings, streets, walkways, manholes, utility poles,

retaining walls, etc.).The required output of the survey and detail required shall be described i.e. create spot height maps,

contour maps, more complex terrain models of the surveyed area or as the base for the Site Plan and Exploratory Hole Location

Plan as described in the Schedule S2.

Any access restrictions imposed on the Contractor that may lead to areas of the site not being surveyed or lead to a reduction

in precision and/or accuracy shall be included in Schedule S1.3.

5.4 Exploratory hole location surveys

The required precision and accuracy of the setting out and as-built exploratory hole location and survey grid to be used shall

be specified in Schedule S1.8.19.

Each exploratory hole shall be set out at the location given to the nearest 1 m or to the specified accuracy, using the survey

data provided in Schedule 2.

The as-built position of each exploratory hole shall be determined in relation to either a local or National Grid system, and to

the nearest 1 m or accuracy or as specified. The as-built position shall be recorded on an exploratory hole location plan as


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referred to in Clause 17.2.7 and all reference points used shall be included in the report.

During the period of the site operations, the elevation of the ground at each as-built exploratory hole related to Ordnance

Datum or other datum as specified in Schedule S1.8.19 shall be established to the nearest 0.05 m.

The use of National Grid coordinates and Ordnance Datum levels are advisable wherever possible to define the exploratory

hole location. This will ensure the data remain of value if location plans are misplaced or ground surface levels are

subsequently changed by site operations. Where local grid coordinates and datums are used they should, if possible, be related

to National Grid coordinates and Ordnance Datum.

5.5 Utility survey

The position of any utilities at or near the proposed exploratory hole locations shall be located and positively identified as

accurately as possible in accordance with HSG 47 by means of locating devices, the principal types being a Cable Avoidance

Tool with signal generator (CAT and Genny) and Ground Penetrating Radar (GPR) operated by a suitably trained and qualified

utility surveyor.

Accurate utility data can be obtained following HSG 47 and PAS 128. The Designer shall specify which of the four types of

PAS 128 utility surveys (Type D, Type C, Type B and Type A) are required and at what stage of the investigation they are

required. This shall be detailed in Schedule S1.8.6.

With inspection pits, the utility plans shall be consulted, and additional CAT scanning shall be carried out after the PAS 128

utility survey immediately prior to breaking ground, every 300 mm of excavation and on completion of the pit.

For trial pit and trench locations, the utility plans shall be consulted, and additional CAT scanning shall be carried out after

the PAS 128 utility survey and immediately prior to breaking ground by a suitably trained ground practitioner or site operative.

Details of the CAT scanning, its findings and any consequent actions taken shall be included in the daily records.

Where utilities are required to be marked out, these shall be carried out so as to remain unaffected by weather and other

environmental factors from the point of survey / utility clearance to the date of the intrusive works. To ensure clear and

unambiguous marking out of utilities, the duration between utility clearance and the instructive works should be reduced to

as shorter duration as possible and not exceeding two weeks.

Reference shall also be made to Clause 7.1.

Notwithstanding that the Designer should, as far as possible, locate proposed exploratory holes well clear of all known and

suspected utilities, all exploratory holes should be risk assessed prior to commencement. The use of a ‘Permit to Dig/Break

Ground’ system is recommended, and the utility drawings should always be available on site and consulted for all proposed

exploratory holes.

The use of locating devices should wherever possible prove the positive presence of utilities shown on the drawings rather

than purely their absence.

Although CAT scanning with a signal generator and GPR will be the principle means of detection, consideration should also

be given to the use of sondes, direct connection equipment, home attachment devices and other geophysical methods.

Schedule S1.14.1 should be used to identify any exploratory hole locations where a PAS 128 survey is not required. Overwater

investigations are one example where a utility survey is not practical. Subject to the risk assessment, exploratory holes located

where there is a significant thickness of backfill may be a further case where PAS 128 surveys may be beneficial, but the

exclusion of additional CAT scanning may not be appropriate.

A number of different tools and techniques can be used in utility detection, with varying degrees of success. Some are complex,

time consuming, costly and may provide diminishing returns for the amount of effort and cost expended. PAS 128 specifies

utility detection methodologies that increase in complexity (and therefore cost) to provide increasing levels of confidence in

the resulting deliverables. With the hierarchical approach to underground utility survey, PAS 128 has recognised that projects

may require different levels of detail, at different stages of asset lifecycle. Therefore, various methodologies may need to be

deployed within certain areas of a whole site, with the associated cost variations that this implies.

Further guidance on avoiding the dangers from underground utilities is given in the HSE publication HSG 47.


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5.6 Unexploded Ordnance (UXO) avoidance surveys

The presence and nature of buried unexploded ordnance (UXO), together with exclusion zones and risk level, shall be detailed

in Schedules S1.8.19 together with references to any reports. For sites where there is a possibility of a UXO hazard, an

emergency response plan shall be developed and reference to the plan shall be detailed in Schedule S1.8.19.

In accordance with CIRIA C681 there are four stages of assessment which shall be followed:

Stage 1: Preliminary Risk Assessment.

Stage 2: Detailed Risk Assessment.

Stage 3: Risk Mitigation.

Stage 4: Implementation.

These surveys can be carried out in a variety of different ways and the Schedules should detail which party is carrying out

each stage. Stage 1 and Stage 2, if required shall be carried out in the desk study phase of the ground investigation.

If the desk study shows an elevated risk to be present, then services from a qualified UXO/Explosive Ordnance Disposal

(EOD) specialist shall be engaged to deliver an onsite brief to all staff on the risk of encountering UXO. If required, the

UXO/EOD expert shall provide a safe working zone for the investigation locations, either in advance or as the work progresses.

Methods such as non-intrusive surveys, watching briefs, CPT magnetometer cones and downhole magnetometer testing

(combined with the use on non-magnetic drill casing, if appropriate) could be used and the method shall be specified on a site-

specific level by a qualified UXO/EOD specialist taking into account factors including access, geology, programme and

proposed investigation methods.

Where a significant risk of UXO has been identified by the UXO/EOD specialist, site-specific surveys shall be carried out

prior to any intrusive investigation.

The assessment of risk from UXO and the development of emergency response plans on sites where a UXO hazard has been

identified, is the responsibility of the Client/ Principal Designer in accordance with CDM. Where the responsibility is passed

to the Principal Contractor this should be clearly stated in writing and sufficient time and resources allowed.

Guidance on assessing and mitigating the risks from unexploded ordnance is given in CIRIA Report No. 785 What lies beneath

- Unexploded ordnance (UXO) risk management guide for land-based projects and further guidance can be found in CIRIA

Report C681 Unexploded Ordnance (UXO) – A Construction Industry Guide.

Risk mitigation measures, safe systems of work and implementation of mitigation/survey methods should be developed

collaboratively between the Client/Principal Designer/Principal Contractor and the UXO/EOD specialist.

If suspected UXO objects are encountered during an investigation they should be left undisturbed and an appropriate exclusion

zone established around the area. Their presence should be notified immediately to the Investigation Supervisor who will give

instructions on any actions to be taken by the Contractor.

5.7 Unmanned aerial vehicle (UAV)/ drone surveys

Unmanned Aerial Vehicles (UAV), Unmanned Arial Systems (UAS), Small Unmanned Aircraft (SUA) or Remotely Piloted

Aircraft Systems (RPAS), all known simply as drones, are now commonly used to complete geospatial surveys or to

supplement a site walkover or pre/post-condition survey. The requirements for Drone surveys shall be detailed in Schedules

S1.8.19 together with details of the data and reporting formats required.

All drone pilots should be trained, qualified, licensed and competent to operate the specific aircraft. Organisations operating

drones should hold a valid Air Navigation Order (ANO) permission to conduct aerial work and Permission for commercial

operations (PfCO) from the Civil Aviation Authority (CAA). The CAA’s CAP 1361 list of Small Unmanned Aircraft operators

holding a valid CAA permission can be downloaded via their website.

Site specific restrictions may also apply e.g. drone surveys near an airport, strategic road, military base etc.

5.8 Cavity surveys

Where cavity surveys are carried out as part of the ground investigation the aims of the survey, equipment requirements and

data type shall be specified in Schedule 1.8.19.

Subsurface Laser Scanning (Dry voids)

The subsurface laser scanning of voids via vertical, angled or horizontal boreholes, manholes, shafts, sinkholes or other

apertures from above ground. Voids can be surveyed with a variety of laser scanners depending upon the size of the access

aperture.


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Borehole Access - CALS

Cavity Auto Laser Scanner (CALS) is a laser scanner which can be deployed down a borehole up to 100 mbgl. The laser

scanner is 50 mm in diameter and requires a borehole to be drilled and then lined either with a plastic liner or drill casing

from the surface to the top of the void. The internal diameter of the casing should be no less than 90 mm. The borehole can

be inclined from the vertical, even horizontal, but must be straight. The CALS can work in damp/wet conditions but it cannot

survey through flooded voids. The CALS is operated by hardwire connection to the control unit with a visual laser scan

point cloud survey viewable on the field laptop.

Manholes/Shafts/Sinkholes Access – Fixed Rod Laser Scanners

If the aperture into manholes, shafts and sinkholes is greater than 300mm diameter inverted laser scanners can be utilised

from specialist tripods and secure extendable rods. Typically, these laser scanners can be lowered 10 mbgl and the voids

scanned from this location, activated via WiFi connection. A safe and secure platform on the surface is required before this

type of laser scanning system is deployed.

Manholes/Shafts/Sinkholes Access – Mobile Mapping Laser Scanners

If the aperture into manholes, shafts and sinkholes is greater than 300mm and the depth of the void is in excess of 10 m a

mobile mapping laser scanner can be utilised. Typically these laser scanners can be lowered on special brackets into voids

which are up to a depth of 100 mbgl. They laser scan the surface, vertical void and lower void continually as mobile

mapping laser scanners.

Subsurface Sonar Surveys (Submerged Voids)

The subsurface sonar surveys of voids via vertical or near vertical (+/- 5 degrees) boreholes, manholes, shafts or sinkholes

or other apertures from above ground. The sonar which can be deployed down a borehole up to 1500 mbgl. The sonar is 76

mm in diameter and requires a borehole to be drilled and then lined with a plastic liner or drill casing from the surface to

the top of the void. The internal diameter of the casing should be no less than 100 mm. The borehole must be straight. The

lining can be flush with the surface but no more than 0.5 m above the surface in order to facilitate a successful deployment

of the sonar. The base of the borehole must ideally be in the centre of the void to allow for the sonar head to rotate freely in

a 250 mm radial sweep and undertake a full 360 degree sonar survey of the void. The sonar can only work in completely

flooded or partially flooded voids. The sonar is operated by hardwire connection to the control unit with a visual sonar

survey viewable on the field laptop. It is essential that the borehole is lined to protect an open hole collapsing in on the

expensive equipment.

5.9 Survey accuracy

The accuracy and precision of the survey data and output requirements shall be provided in Schedule 1.8.19. The choice of

equipment shall be left to the surveyor but must be capable of meeting the accuracy requirements for the particular survey and

of operating in the particular survey location.

The RICS specification for Surveys of Land, Buildings and Utility Utilities at Scales of 1:500 and larger states that: “The

accuracy of planimetric detail should be such that the plan position of any well-defined point of detail should be correct to

within 0.3mm r.m.s.e. at the plan scale when checked from the nearest permanent control station.” Therefore, using this

specification, a point of detail on a 1:100 survey would be accurate to 30mm r.m.s.e and on a 1:500 survey would be accurate

to 150mm r.m.s.e when checked from the nearest permanent control station.

The location, coordination and elevation, of the initial and as-built exploratory holes should be as set out in Clause 5.4.

5.10 Records

The requirement and type of record for each inspection or survey shall be specified in Schedule S1.8.20. Survey data shall be

provided in a digital format which can be shared by all parties i.e. Computer Aided Design (CAD) files. These records may

include a formal report or for inspections may comprise a photographic record.

Where a photographic record of a site inspection or survey has been specified, the Contractor shall take photographs of access

routes, exploratory hole locations, access restrictions i.e. doors, gateways, water courses, steep, soft or uneven ground, existing

damage to land, property or equipment and any pertinent feature which may lead to a specification restriction or additional

requirement.

The images shall be a minimum of 5 million pixels in resolution (minimum 2560 pixels by 1920 pixels). Copies of the

photographic images shall be provided or made available digitally to the Investigation Supervisor in .jpg format within 3

working days of being taken, unless otherwise specified. Where these photographs are required to be presented within a report

or as a separate report, this shall be specified in Schedule S1.24.12.


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6.0 Borehole formation


The method of advancement and the diameter of a borehole shall be such that the boring and drilling can be completed (without

undue ground disturbance or ground loss) and logged to the scheduled depth, samples of the specified diameter can be obtained,

in situ testing carried out and instrumentation installed as described in the Schedule S2.

Where inclined boreholes are required, the inclination shall be described in relation to a reference point i.e. degree from

horizontal or degree from vertical together with any other details required to form the borehole.

Any general restrictions to be imposed on the Contractor on boring and drilling methods should be included in Schedule

S1.9.1, S1.10.1, S1.11, S1.11.1, S1.12.1 and S1.13.1.

Any particular requirement for the use of nested casings with intervening seals to avoid cross-contamination between different

soil horizons should be detailed in Schedule S1.8.14.

6.1.1 Artesian water

Where artesian water is encountered, the Contractor shall cease progressing the hole, immediately inform the Investigation

Supervisor and attempt to contain the artesian head by extending the casing above the existing ground level by as much as is

safe and practical.

Puncturing the aquiclude above a stratum containing an artesian head of water can lead to many severe problems if

inappropriate or no action is taken. The most important first requirement is to stem the water egress from the hole as quickly

as possible.

The achievable height of casing extension above ground level is likely to be site specific; for example, if the rig is being

operated from staging, greater extension heights can be achieved. If extending the casing fails to stem the egress of

groundwater, an alternative is for the Contractor to cap the borehole and fit a by-pass and pressure gauge to measure the

pressure head of the artesian water.

6.1.2 Backfilling where no artesian head exists

Except on land affected by contamination or as required in Schedule S1.9.2, the Contractor shall backfill boreholes on

completion of the boring with arisings in such a manner as to minimise subsequent depression at the ground surface due to

settlement of the backfill. On land affected by contamination, or where specified in Schedule S1.9.2, backfill shall comprise

either bentonite pellets or cement/bentonite pellets or cement/bentonite grout or otherwise required by the Investigation

Supervisor.

In selecting grout materials, consideration needs to be given to any environmental protection measures required by the site-

specific conditions which should have been identified in the desk study e.g. proximity to public water supply, abstraction wells,

SSSIs, watercourses and other environmentally sensitive sites. There may be a need to consult an environmental specialist to

identify site specific conditions which may require approval from a regulatory body such as the Environment Agency, Natural

England for approval of backfill materials before use.

6.1.3 Backfilling with an artesian head less than 1m above ground level

On completion of drilling, the exploratory hole shall be sealed using bentonite pellets or a grout mix injected from the base

through a tremie pipe. The method to be used shall be approved by the Investigation Supervisor. If it is not possible to extract

the casing it shall be left in the hole permanently.

If casings are left in the ground permanently, details should be included in the Factual Report and the Health and Safety file.

6.1.4 Backfilling with an artesian head more than 1m above ground level

On completion of drilling the exploratory hole shall be grouted up as specified in Schedule S1.9.2, except that grouting

operations shall be carried out by appropriate methods approved by the Investigation Supervisor.

Grouting carried out through the by-pass or a ‘stuffing box’ may be appropriate.

6.1.5 General Borehole Backfill

Boreholes shall be backfilled in such a way that no resultant settlement or collapse occurs. Methods and materials for

backfilling boreholes shall be specified to ensure that vertical pathways for migration of potential contaminants or

groundwater between aquifers are not formed. Boreholes, unless otherwise stated, shall be backfilled with materials that

reflect or are lower than the permeability and have the equivalent strength to the horizon they are placed in.


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Details of the backfill requirements including material to be used, grout mix required and time required for the curing of

liquid grout or hydration of pellets/tablets shall be provided in Schedule 1.9.2.

Boreholes backfilled with bentonite or bentonite/cement mixes, should suit the constraints of the site and ground conditions.

A liquid bentonite/cement mix will require time to cure and attain a strength. The strength of the cured grout can be of a soil

or very weak or weak rock depending on the mix used. A cement/bentonite pellet or tablet will require water to be added to

the borehole if placed above the groundwater level to allow the material to hydrate and seal the borehole. Pure bentonite,

usually in the form of pellets or sometimes granules, will remain plastic indefinitely and is suited to backfilling boreholes

through soil and also may require the addition of water when installing above the groundwater table.

Boreholes may be backfilled with arisings provided they are free from contamination and are replaced in the borehole in the

sequence in which they were extracted. Where arisings are used for backfill, they should be placed in the borehole and

compacted in such a way that resultant settlement or collapse does not occur.

The selection of either a liquid grout or a solid pellet/ tablet form of backfill should be controlled by ground and

groundwater conditions but also, where it does not compromise the integrity of the investigation, the economic cost. The use

of liquid grout where sites are time constrained i.e. railway possessions, highway road closures or traffic management may

not provide sufficient time to allow the grout to cure and alternative methods and materials may be more suitable and cost

effective.

Generally, when backfilling boreholes on a large scale, liquid grout is more economic, however, certain ground conditions

do not suit the use of liquid grout. For example, in highly fractured or voided ground where potentially large quantities of

liquid grout may be lost from the borehole which may detrimentally affect the local hydrogeological conditions. In such

circumstances, a suitable method should be agreed between the Contractor and Investigation Supervisor and the use of

bentonite pellets or bentonite/cement pellets are advised.

For small investigations, the cost of mobilising the equipment necessary to facilitate mixing and pumping of liquid grout

may be prohibitive and it may be more economic to use bentonite pellets or bentonite/cement pellets.

6.2 Dynamic (window and windowless) sampling


Dynamic (window or windowless) sampling shall be carried out at the locations specified in Schedule S2, or as directed by


Guidance on safety in respect of dynamic sampling equipment is given in the BDA publication BDA Guidance for the safe

operation of dynamic sampling rigs and equipment.

Where access constraints are such that the use of hand-held equipment is proposed, serious consideration should be given to

increased manual handling and hand arm vibration hazards and the resulting reduced duration of work tasks to determine if

this is a viable method prior to specifying.

The type of dynamic sampling required should be identified in Schedule S1.9.1.

The small tracked rigs typically used for dynamic sampling are also capable of undertaking a conventional geotechnical

sampling sequence of standard penetration tests (SPTs) and driven U100/UT100/U70 samples but to much lesser depths than

conventional cable percussion boring.

6.2.2 Window sampling

Window sampling shall be carried out using hollow steel tubes incorporating a longitudinal access slot and a cutting shoe in

order to recover a nominally continuous soil sample for examination/sub-sampling at the time of sinking the hole.

6.2.3 Windowless sampling

Windowless sampling shall be carried out using hollow steel tubes incorporating a removable liner and cutting shoe in order

to recover a nominally continuous soil sample for retention.

6.2.4 Sample tube diameters

The range of sampling tube diameters brought to site and used at the start of the hole shall be compatible with achieving the

scheduled depths and quality of sample in the expected ground conditions.

Where necessitated by ground conditions, the sampling tube diameter may be sequentially reduced with increasing hole depth


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in order to maximise the depth of investigation.

6.2.5 Combined sampling and probing

Where dynamic sampling is combined with dynamic probing, the distance between the probing and sampling locations shall

be between 0.5 and 1.0 m.

Probing should be carried out prior to sampling: it has the potential to give advance warning of obstructions and results in a

smaller lateral extent of ground disturbance than if sampling is carried out before probing.

6.2.6 Backfilling

Dynamic sampling holes shall be backfilled with cement/bentonite grout, cement/bentonite pellets, bentonite pellets or as

directed by the Investigation Supervisor and detailed in Schedule S1.9.2.

6.2.7 Packing and labelling of windowless samples

Where windowless samples have been taken to obtain geoenvironmental samples, the liner tubes shall be split, logged and

sub-sampled for geoenvironmental testing at the earliest possible opportunity.

All other windowless samples shall immediately have the top and bottom of the liner tube marked in indelible ink and the ends

of liners shall be capped and sealed. Liners shall be cut to the length of the enclosed sample.

Consideration should be given to health and safety, possible contamination of the surrounding area and cross-contamination

in determining the arrangements for geoenvironmental test sub-sampling.

6.2.8 Storage of windowless samples

Samples in their liner tubes shall be capped and kept horizontal and moved and handled with care at all times. They shall be

stored in a suitably cool environment and protected to ensure that their temperature does not fall below 5oC. They shall also

be protected from direct heat and sunlight. At the end of each day’s work, tube samples shall be stored secure from interference

and protected from the weather.

Samples should be stacked carefully to avoid deformation of the plastic liner tubes.

6.3 Cable percussion boring


Cable percussion boreholes shall be carried out at the locations specified in Schedule S2, or as instructed by the Investigation

Supervisor.

6.3.2 Cable percussion boring equipment

Where sampling is required, this shall be detailed in the relevant schedules of S1.15. Details of in situ testing requirements

shall be provided in the relevant schedules of S1.16.

The equipment used in the cable percussion process consists of a string of tools which can include a clay cutter, stubber,

shell (bailer), chisel or similar and used in conjunction with one or two sinker bars. The tool string is attached to the

drilling line (wire rope), which passes over the crown sheave at the top of the tripod mast structure and then to the winch

drum on the base unit. The tool string is winch raised and dropped by freefall action by the Lead Driller thus causing

crushing and fragmentation of the formation and loosening of unconsolidated soils in the borehole being drilled. Depths

of sampling and in situ tests should take account of the tools being used and potential for disturbance within the borehole.

6.3.3 Addition of water to the borehole

Water shall not generally be used to assist advancement of the borehole through clay strata except as detailed in Schedule

S1.10.1 or where approved by the Investigation Supervisor.

Where the borehole penetrates through granular strata above the standing groundwater level, water may be added to the

borehole to assist boring.

Where the borehole penetrates through granular strata below the standing groundwater level, a positive hydraulic head shall

be maintained in the borehole.

Subject to agreement by the Investigation Supervisor, small amounts of water may be introduced onto the boring tools to aid

the removal of spoil from the tools.


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In addition to maintaining a positive head in the borehole, the use of undersize boring tools will also assist in minimising

disturbance at and below the base of the hole.

6.3.4 Drilling below the water table

Where the borehole penetrates below the water table in laminated clay strata and disturbance of the soils is likely, a positive

head of water shall be maintained in the borehole and the Investigation Supervisor shall immediately be informed of the details.

Strata comprising principally clay but with laminations or thin bands of granular material (generally sand) are particularly

prone to disturbance due to water head imbalance. In such cases, it is often beneficial to maintain the hole full of water.

6.3.5 Hard material or obstruction in cable percussion boring

Where hard material or an obstruction is encountered, the Contractor shall employ chiseling techniques for a period of up to 1

hour or as specified in Schedule S1.8.15. If, after 1 hour, this technique does not penetrate through the hard material or

obstruction, the Contractor shall inform the Investigation Supervisor, who may instruct the use of one or more of the following:

(a) continuation of appropriate techniques (e.g. chisel/ shell with additional weights, see also Clause 2.11);

(b) rotary or other approved drilling until the stratum is proved for a sufficient depth (should the hard material prove to be a

thin layer and further boring be required beneath, the Contractor shall break it out sufficiently to enable boring, in situ

testing and sampling to proceed);

(c) abandonment of the borehole and a further borehole started nearby to obtain the required samples and/or in situ tests.

The progress rate observations and driving tests necessary under Clause 2.11 to demonstrate that ‘hard material’ or

‘obstruction’ has been encountered shall be included on the daily record.

Where unexpected hard material or an obstruction is encountered work should stop and a check should be made to ensure

that it is not a buried utility or other structure e.g. tunnel.

Clause 2.11 provides definitions for hard materials and obstruction.

6.3.6 Backfilling

When cable percussion boreholes are required to be backfilled, details shall be provided in Schedule S1.10.2.

Successful backfilling of boreholes, particularly when grout is used, requires conditions of little or no ground-water flow into

or out of the borehole.

Backfilling with arisings generally settles with time and needs to be topped up after a suitable time delay. Backfilling with

grout usually also requires to be topped up once the initially placed grout has set. Any settlement developing after backfilling

will be a hazard and, in such cases, measures will need to be taken to preclude both personnel (including members of the

public) and livestock entry to the borehole location until permanent reinstatement of the ground surface can be effected.

6.4 Rotary drilling

6.4.1 Types of equipment

Rotary drilling may be required in soil or rock for the recovery of samples, cores, in situ testing or for ‘open hole’ drilling, in

other words, for the advancement of a hole without core recovery.

Unless otherwise stated in Schedule S1.11.4, rotary core drilling shall be carried out by a double or triple tube coring system

using either conventional or wireline techniques. The triple tube system may be effected by the use of a double tube barrel

with an approved semi-rigid liner.

Any general restrictions to be imposed on the Contractor on rotary drilling methods and hole diameter should be included in

Schedule S1.11.2.

Unless otherwise indicated in Schedule S1.11.4, the Contractor may elect not to use core liner in certain materials where the

Specification is met without it.


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6.4.2 Drilling flush

The drilling flush shall normally be clean water or air mist. However, with the agreement of the Investigation Supervisor, non-

toxic drilling muds, additives or foam may be used to meet the drilling and sampling objectives of the project taking account

site constraints.

Drilling fluid returns shall be collected or appropriately controlled. Any particular requirements shall be specified in Schedule

S1.11.3.

Consideration should be given to control of the flush at surface and environmental constraints in selecting a particular drilling

fluid. Any preference or limitation should be detailed in Schedule S1.11.3.

Note should also be taken of the Coal Authority guidance for drilling into coal measures, i.e. air and air mist flushing may not

be allowed. See also Clause 3.4.

The use of air flush is not recommended due to the risk of Respirable Crystalline Silica disease.

Off-site disposal of drilling fluids may require the use of a suitably licensed contractor and prior laboratory testing. On land

affected by contamination, all necessary precautions should be taken to contain the drilling fluid returns to prevent surface

contamination.

When drilling in soluble evaporites e.g. halite the use of a brine flush is likely to be required and careful control of the surface

flush is required.

6.4.3 Augering

6.4.3.1 General comments

Augering shall be carried out as specified in Schedule S1.11.1, or as instructed by the Investigation Supervisor.

6.4.3.2 Continuous flight augering

Where continuous flight auger boring is required, it shall be carried out under the full-time supervision of an experienced

ground engineer meeting the requirements of Clause 2.3 item (b) or (c), depending upon the complexity nature of the works,

who shall produce, as augering proceeds, a record of the material and groundwater encountered.

A disadvantage with continuous flight augering can be the difficulty in identifying the depths of changes in strata, unless

frequent sampling is carried out through a hollow stem auger.

6.4.3.3 Hollow stem flight augering

Where hollow stem flight augering is required, the equipment used shall be such as to bore and recover samples as specified

in the Contract. Sampling shall be carried out through the hollow stem.

A potential limitation of hollow stem flight augering is that of basal failure of the hole below the standing groundwater table.

Great care is required when carrying out Standard Penetration Tests to ensure that undisturbed ground beneath the toe/end

of the auger is being tested.

6.4.3.4 Hand Augering

Hand augering may be required in self-supporting strata.

6.4.4 Rotary drilling with core recovery

6.4.4.1 Core recovery

Rotary core drilling shall produce cores of not less than the diameter specified in Schedule S1.11.4 throughout the core length.

Core recovery less than 95% in any drill run shall instigate an assessment of the drilling methodology and discussion with the

Investigation Supervisor. The Investigation Supervisor and Contractor shall mutually agree an appropriate methodology to

achieve maximum core recovery for the ground conditions.

It is recognised that the expertise to select the appropriate equipment to maximise core recovery of the highest quality generally

rests with the Contractor, although particular methods and core diameters may be specified in Schedule S1.10.4. Those

methods may include limiting core run length, type of bit, drilling fluid, equipment diameter, rate of rotation and bit pressure.

The specified core recoveries should be achievable in most strata but there will occasionally be difficult ground conditions

where high recoveries cannot be obtained.


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6.4.4.2 Drill runs

The first drill run in each hole shall not exceed 1.5 m in length. Subsequent drill runs shall be reviewed to achieve optimal

core recovery for the ground conditions. The core barrel shall be removed from the drill-hole as often as is required to obtain

the best possible core recovery.

The core run shall also be terminated where there is any suspicion that forward penetration is not being suitably achieved.

Where 95% core recovery has not been attained, the run length may be required to be reduced by 50%, and then further

reduced by 50% until a minimum run length of 0.5 m is achieved or the recovery exceeds 95%.

The Specification should consider the rotary drilling technique being deployed and at what depth in situ testing can be carried

out. Rotary percussive techniques allow in situ testing to be specified between drill runs but where coring is being deployed

depths should align with the length of the barrel.

The length of the first drill run should be restricted so that the risk of losing information in what is likely to be the most

weathered material is minimised.

If in situ testing such as a SPT is specified between drill runs, it will inevitably lead to degradation and a likely reduction in

core recovery and sample quality in the succeeding drill run. SPTs should not be specified between drill runs where rotary

wireline techniques are being used. SPT spacing should also consider the core barrel lengths and technique being used.

6.4.4.3 Removal of cores and labelling of cores in liners

(a) All operations entailed in recovering the cores from the ground after completion of drilling shall be carried out in a manner

such as to minimise disturbance to the cores.

(b) Core barrels shall be held horizontally while the core or innermost liner containing the core is removed without vibration

and in a manner to prevent disturbance to the core. The core shall be rigidly supported at all times while it is being extruded

and during subsequent handling, and the liner containing the core must not be allowed to flex.

(c) Immediately after removing the liner, the top and bottom shall be marked in indelible ink. The ends of liners shall be

capped and sealed using adhesive tape. Liners shall be cut to the length of the enclosed core.

(d) Where the length of core recovered from any single core run is such that it cannot be accommodated in one channel of the

core box, the liner shall be cut to coincide, if possible, with existing fractures. The liner either side of the cut shall be

marked ‘cut’ and the ends capped as above.

(e) Each section of liner shall be marked with the contract title, exploratory hole reference number, date and the depths of the

top and bottom of the drill run.

(f ) Core obtained without a liner and within the core catcher shall be wrapped in two layers of plastic cling film and labelled

to indicate the depth and exploratory hole reference number.

6.4.4.4 Core boxes, packing, labelling and storage

Core boxes shall be soundly constructed and fitted with stout ergonomically designed carrying handles, fastenings and hinged

lids. The total weight of the cores and box together shall be limited to a maximum weight of 50kg.

Cores shall be rigidly and securely packed at the site of drilling and during all subsequent handling and storage the cores shall

remain packed unless required for examination or testing. Cores shall be placed in the box, in their liners where used, with the

shallowest core to the top left-hand corner, the top being considered adjacent to the hinged section. Cores from the core catcher

shall also be placed in the core boxes at the correct relative depth.

Depths shall be indicated on the core box by durable markers at the beginning and end of each drill run. Rigid core spacers

shall be used to indicate missing lengths. The Contract title, exploratory hole reference number and the depth range of core

contained in each box shall be clearly indicated in indelible ink inside, on top and on the right-hand end of the box. Core boxes

from each hole shall be sequentially numbered from ‘1 of X’ to ‘X of X’.

Core boxes containing core shall be kept horizontal and moved and handled with care at all times. Cores shall be stored in a

cool environment. They shall also be protected from direct heat and sunlight. At the end of each day’s work, core boxes shall

be stored secure from interference and protected from the weather.

Where reasonably practicable, manual handling should be avoided. Where this is not possible, careful consideration should

be given to the design of the box, the environment, the individuals and all activities involving manual handling of the core

boxes. This should follow the broad structure as set out in Schedule 1 of the Manual Handling Operations Regulations (as

amended) and guidance provided in the HSE’s Manual Handling Assessment Charts (MAC) in order to reduce the risk to an

acceptable level.

The stability and interlocking of stacks of core boxes should also be considered.


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6.4.4.5 Preparation of cores for examination

Prior to examination or sub-sampling of the core, the Contractor shall prepare the cores by the removal of sealing materials

and splitting of liners in such a way as to avoid damage to the cores or cause injury to the person splitting the liners. Plastic

liners shall be carefully lifted at one end to allow any excess flush or groundwater to run out and then cut lengthwise such that

at least half the core circumference is exposed. The Contractor shall wipe off any excess drill fluid or water and photograph

the cores as specified in Clause 6.4.4.6. or scan them as specified in Clause 6.4.4.7. The time between commencement of

preparation and the examination of the prepared and photographed or scanned cores shall be minimised to prevent loss of

moisture from the core samples.

The cores shall be examined and described in accordance with BS EN ISO 14688-1, BS EN ISO 14689-1 and BS 5930 by or

under the supervision of an experienced ground practitioner meeting the requirements of Clause 2.3 item (c).

Where specified in Schedule S1.11.5, the Contractor’s site compound shall include all necessary facilities for core logging to

be carried out on site. Otherwise, cores will be logged at the Contractor’s office facility which shall also include all necessary

facilities for core logging.

Access for inspection of the cores by the Investigation Supervisor with not less than 48 hours’ notice shall be provided by the

Contractor for the duration of the Contract.

Further guidance on logging cores is given in Valentine and Norbury.

6.4.4.6 Photographs

The Contractor shall, where specified in Schedule S1.11.10 or instructed by the Investigation Supervisor, photograph cores in

a fresh condition prior to logging and ensure that the following criteria are fulfilled:

(a) a graduated scale in centimetres is provided

(b) labels and markers are clearly legible in the photograph

(c) zones of assessed core loss and where samples have been taken shall be clearly identified

(d) a clearly legible reference board identifying the project title, exploratory hole number, date and depth range of drill runs

shall be included in each photograph

(e) core boxes are evenly and consistently lit

(f) the length of the core box in each photograph fills the frame

(g) the focal plane of the camera and the plane of the core box are parallel

(h) the camera is placed in the same position with respect to the core box in every photograph.

It may be beneficial when investigating the fabric of soils and weak rocks to split the core and re-photograph the sample.

6.4.4.7 Core scanning

In addition to core photographs or in place of photographs, the Contractor or a specialist may be required to carry out core

scanning if specified in Schedule S1.11.11 or as instructed by the Investigation Supervisor. Core scanning involves the digital

scanning of either soil or rock core by means of a high-resolution optical scanner that is capable of capturing an image of the

full circumference of the core. Specialist scanning equipment is required to achieve this and a facility to store very large data

files is necessary. Proprietary software is required to interpret the scanned images and convert these into images that can be

viewed.

Where specified or instructed by the Investigation Supervisor, the Contractor shall ensure the core is protected and scanned in

a fresh condition and that the following criteria are fulfilled:

a) a graduated scale in centimetres is provided

b) labels and markers are clearly legible in the scans

c) a clearly legible reference board identifying the project title, exploratory hole number, date and depth range of drill

runs shall be included in each scan

d) cores are evenly and consistently lit

e) the length of the core in each scan fills the frame

f) the focal plane of the scan and the plane of the core is parallel

g) The full core circumference is scanned over the full length of core

6.4.4.8 Protection and transportation of cores

The Contractor shall protect all cores and transport them, including loading and unloading:

(a) to the Contractor’s premises;

(b) to the address given in Schedule S1.11.7 for a number of selected cores.


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6.4.5 Rotary drilling without core recovery


When specified or instructed by the Investigation Supervisor, rotary open hole or rotary percussive drilling to advance a hole

shall be detailed in Schedule S1.11.8.

Use of specialist drill bits i.e. drag bit for fine soils or tricone rock roller for coarse soils and rock or specialist drilling

methods i.e. down the hole hammer (DTH) may be required. Where this is the case, relevant details should be included in

Schedule S1.11.8.

6.4.5.2 Drilling through mine workings or cavities

When used for the purpose of locating mineral seams, mine-workings, adits, shafts, other cavities or anomalous conditions,

drilling utilising a rotary rig which can record drilling parameters and where specified logging of the returns is advised. As

drilling proceeds, a systematic record shall be made of the drilling methods, rate of penetration, loss of drilling fluid, drilling

fluid colour, the material penetrated, excessive vibration during drilling and any cavities or broken ground encountered.

Where exploratory holes are likely to intersect, disturb or enter any of Coal Authority property interests (e.g. unworked coal,

coal workings, shafts and adits), an application shall be made to the Coal Authority for permission to carry out the investigation.

Documentation and guidance on its use is available on the Coal Authority website (www.coal.gov.uk).

Where exploratory holes are greater than 30 m deep and within 1 km of a mining area the HSE Chief Investigator of mines

shall be notified in accordance with the Borehole Operations and Services Regulations.

Approximately 4 weeks should be allowed for written permission to be granted by the Coal Authority after submission of an

application.

Investigation of mining features, for example, old shafts, shallow mine workings, etc., should be specifically identified in

Schedule S1.11.9 as the work involves the risk of sudden and unpredictable subsidence which can be triggered by the drilling

process. The latter may also cause or release toxic or explosive gases which have collected in partially backfilled shafts and

old workings.

The investigation planning should be based on the results of an exhaustive desk study and take account of considerations such

as the likely need for steel grillages to support the drilling rig and tethered full-body harnesses for the operatives and

supervisory staff.

Such investigation should only be undertaken by personnel knowledgeable in mining methods and conversant with the risks

involved.

6.4.6 Measuring while drilling

When specified in Schedule S1.11 or S1.11.8 or S1.11.9, measuring while drilling (MWD), sometimes referred to as drilling

parameters or diagraphy, shall be carried out, recorded and reported in accordance with BS EN ISO 22476-15. The exact

parameters to be recorded by the Contractor shall also be specified.

The measuring while drilling (MWD) method deals with the recording of the machine parameters during the drilling process.

This can be done manually or with the use of computerized systems which monitor a series of sensors installed on rotary and/or

percussive drilling equipment. These sensors continuously and automatically collect data on all aspects of drilling, in real time,

without interfering with the drilling progress. The data are displayed in real time and are also recorded for further analysis.

It is applicable to top-driven, destructive drilling methods performed by a fully hydraulically powered drill rig and driving

device. It is commonly used with destructive drilling techniques but can also be used with core drilling.

The parameters that may be recorded include: Penetration rate, down thrust pressure, holdback pressure, flushing medium

pressure, torque and rotation speed.

The borehole can be used for other applications such as installation of monitoring equipment, geophysical logging or

realization of expansion tests. The interpretation of the MWD results can be done in relation with the information provided by

sampling.

It should be noted that measured and calculated drilling parameters are relative and dependent of the test conditions,

procedures and equipment.

Equipment for undertaking MWD is not fitted as standard to most of the drilling rigs used by UK contractors.

http://www.coal.gov.uk/


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6.4.7 Backfilling

Except where otherwise specified in Schedule S1.11.12, the Contractor shall backfill rotary drill holes with a cement/bentonite

grout.

The grout shall consist of equal portions by weight of cement and bentonite mixed by machine or a hand-operated mixer to a

uniform colour and consistency before placing, with a moisture content not greater than 250% (i.e. 1:1:5

cement:bentonite:water). Additives such as expanding agents or accelerators may be required, as directed by the Investigation

Supervisor. The grout shall be introduced at the bottom of the hole by means of a tremie pipe, which shall be raised as the

filling proceeds but kept below the grout surface at all times.

Backfilling under artesian water conditions shall be carried out as described in Clause 6.1.3 and 6.1.4.

Where voids, fractured or broken ground make normal grouting impracticable, the Contractor shall consult and agree with the

Investigation Supervisor a procedure for sealing the drillhole. The Contractor shall calculate the required volume of grout to

fill the borehole and keep records of materials used. Where the volume of grout exceeds the calculated volume, the Contractor

shall review the procedure and agree any changes in grout mix or procedure with the Investigation Supervisor.

Successful backfilling of boreholes, particularly when grout is used, requires conditions of little or no ground-water flow into

or out of the borehole.

Backfill generally settles with time and needs to be topped up after a suitable time delay.

Where voids are encountered such as natural voids or mine workings, permanent casing may be an option or sealing of the

boreholes above the void using packers or sacrificial packers may be necessary. Additives are available which can be used to

help seal up broken ground or fractured ground but their effectiveness can depend upon the quality of the mix, the size of the

fractures or area of broken ground and if groundwater is flowing through the zone.

6.5 Sonic drilling


When specified or instructed by the Investigation Supervisor, the requirements for sonic drilling, sometimes referred to as

resonance drilling, shall be specified in Schedule S1.12.1.

Sonic drilling may be required in soil or very weak, fractured or highly weathered rock for the recovery of samples, cores and

in situ testing. ‘Open hole’ drilling for the advancement of a hole without core recovery is also possible using sonic drilling.

Sonic drilling is a system that uses high-frequency mechanical vibration to advance casing and/or sampling equipment through

soil and some bedrock formations. Rotation can be added to assist penetration. It generally requires use of a flushing medium

to flush its outer casing over the inner sampling barrel which maintains borehole stability. The minimal or zero requirement

for drilling flush at the bit / cutting face is an obvious advantage of the sonic drilling method. Borehole diameters commonly

fall within the range 80 to200 mm but capabilities extend beyond these diameters for specialist applications. Sample diameters

obtained depend upon the use or not of a semi rigid liner. Samples extruded directly into polythene tubes or bags range from

55 – 130 mm and where semi rigid liner are used are typically 100 – 150 mm in diameter. As the sample diameter is more

often than not the same as the borehole diameter the Designer should consult with the Contractor to check the system and

sample sizes being proposed and the specification should make clear differentiation of what is required with regard to borehole

and sample diameter.

6.5.2 Sonic drilling without core recovery

Open hole drilling for the advancement of a hole without core recovery, is possible in soils where existing voiding/porosity

within strata permits displacement of materials pushed into the borehole wall by a flat faced bit. Sonic drilling for ‘open hole’

drilling, i.e. for the advancement of a hole without core recovery, shall be as specified in Schedule S1.12.1.

Schedule S1.12.1 should specify the required diameter(s) and depth(s.) The lead driller will select appropriate drill bits

dependent on the information required and material encountered.

6.5.3 Sonic drilling with core recovery

Sonic drilling with discrete sampling or continuous coring shall be as specified in Schedule S1.12.1.

Sonic core is most often collected within a single wall ‘core barrel’ and the core is extruded at the end of each core run into

a flexible polythene cylindrical core bag. Alternatively, samples can be collected within a rigid thick-walled plastic core liner

which sits within the barrel into which the sample is collected and retained. Samples collected in this manner can exhibit less


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disturbance in relation to those within a flexible polythene core bag but are not suited to all formations. Specifiers should

consider that samples are generally considered to be mechanically and thermally disturbed and this should be borne in mind

when scheduling laboratory tests. The plastic liner is much thicker walled than conventional core liner and may need a

specialist cutting tool to split.

Sonic drilling is principally an overburden drilling technique. Where coring is required in rock or competent materials the

Designer or Investigation Supervisor should consider specifying conventional rotary coring techniques using the sonic drill

rig, where sonic drilling has been specified for drilling through the overburden. Most sonic drilling rigs can undertake

conventional rotary coring methods by either operating the drill head without vibration using rotation only, or by a separate

dedicated rotary coring head on the same machine. Schedule S1.12.1 should specify the information required, the type(s) and

depth(s) of samples and whether semi-rigid liners are required.

6.5.4 Backfilling

See Clause 6.4.7.

6.6 Pavement/concrete or structural coring


The Contractor may be required to either pre-drill boreholes through the pavement/ concrete surface at the exploratory

borehole locations identified in Schedule 2 or to collect cores of structure(s) and shall be detailed in Schedule S1.13.1.

Concrete or structural coring may be specified as part of a ground investigation, either as a means to penetrate a hard surface

to facilitate access to the ground beneath for a ground investigation borehole, or for the purpose of collecting samples of road

or highway pavement or a structure for subsequent analysis, description or testing.

This type of drilling is generically referred to as diamond drilling, as drill bits are impregnated or surfaced with diamonds.

Diamond drilling is undertaken using a thin-walled single skin core barrel and diameters typically range from 25mm to 300mm

with or without water flush. Cores may be taken vertically, horizontally or indeed at specified angles to suit the investigation

requirement, generally using electric powered drill rigs which are either hand-held, bolt down or held down by a vacuum

plate depending on core size, site environment and core orientation.

6.6.2 Pavement coring for ground investigation access

The Contractor shall pre-core pavement surfaces at specified locations at sufficiently large diameter to facilitate completion

of the borehole at the specified diameter taking account of the need to reduce casing sizes, introduce environmental seals or

hand excavate service inspection pits to the specified depth as necessary.

For opening up a pavement for subsequent exploratory drilling, the Contractor would be required to drill a hole of adequate

size to provide access for the largest diameter casing or tooling they may need to complete the exploratory hole with beneath,

so selection of equipment should be left with the Contractor. It may be that only a 50mm hole is required for a Dynamic Probe

test or 250mm diameter hole for a 200mm diameter borehole.

The requirement or not to hand excavate a service inspection pit beneath the hard surface should also be considered by the

Contractor in selection of core size. Some larger cores may be sufficiently large to allow passage of double shovels to excavate

a pit or multiple core holes connected together may be needed to form a hole of adequate size to excavate a pit in certain

circumstances.

6.6.3 Structural coring

Cores within or through specific structures may be required to be taken as part of the investigation and shall be detailed in

Schedule S1.13.1.

Where cores using diamond drilling techniques, of structures are required for investigation in their own right, individual core

requirements should be specified in Schedule xx. Detailed requirements including diameter, depth and inclination/azimuth

should be included as well as backfill requirements.

6.6.4 Backfilling

Except where otherwise specified in Schedule S1.13.1, the Contractor shall backfill pavement and structural cores with

material matching the as found construction.

Where cores are obtained intact and not required to be tested or stored, they may, if agreed with the Investigation Supervisor,

be used as a component of the backfill material.


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7.0 Pitting and trenching

7.1 Inspection pits

After completion of a PAS 128 utility survey or utility clearance as detailed in Clause 5.5 and unless otherwise stated in

Schedule S1.14.1, inspection pits shall be excavated by hand to an appropriate depth at all locations where the ground is to be

penetrated by investigation techniques. This includes but is not limited to the locations of all exploratory holes formed by

boring, drilling, probing and penetration methods.

Hand-operated specialist power tools (e.g. vacuum excavation tools/air picks specifically designed for excavation in close

proximity to underground utilities) may be used to assist the excavation of inspection pits where it is considered to be safe and

necessary.

The positions, depths and dimensions of all utilities encountered shall be measured and recorded in the daily record with other

information as required by Clause 14.2.

Reference shall also be made to Clause 5.5.

The Designer should use the desk study and utility drawings obtained from the utility survey and position exploratory hole

locations a safe distance from identified or anticipated utilities. The use of inspection pits should, wherever possible, prove

the positive presence of utilities rather than their absence and should be carried out to reduce the risk of danger from

underground utilities.

Where utilities are suspected, known or found to be in close proximity to the proposed exploratory hole, the Investigation

Supervisor should in the first instance relocate the hole to be clear of the utilities. The revised location should take into account

statutory/required safe distances from utilities. If the location of the exploratory hole cannot be moved it is recommended that,

subject to consultation with and the agreement of the relevant utility, further inspection pits are put down to confirm the

utilities and ensure that they will be unaffected by the investigation.

On the basis of safety, a hand-dug inspection pit should always be excavated unless specifically identified in Schedule S1.14.1

as not being required: overwater investigations are one example where neither CAT scanning nor inspection pits are practical.

However, the justification for dispensing with CAT scanning and/or inspection pits should be based on a site-specific risk

assessment.

The appropriate depth of inspection pits will depend on site-specific circumstances which should be determined by the desk

study, but they should generally extend to a minimum depth of 1.2m below ground level, where possible. Where obstructions

are encountered the Contractor should consult with the Investigation Supervisor to agree an alternative method or early

termination. Although most utilities will be located between 0.45 and 1.0 m below ground level, some may be at greater depths

(e.g. foul sewers and high-voltage electricity cables) and where ground level has been raised after the service was installed.

If utilities are expected at depths greater than 1.2 m, this should be detailed in Schedule S1.14.1 together with the required

inspection pit depth(s).

Inspection pits must be of a larger diameter than that of the equipment used to put down the exploratory hole. Inspection pits

can be formed using scissor shovels, but they must be of sufficient diameter to allow the ground below the base to be scanned

using a CAT.

It will not usually be economically practical to excavate inspection pits over the whole plan area of trial pits/trenches. If these

cannot be relocated and the risk assessment does not give surety of safe excavation in the absence of an inspection pit, other

methods of investigation may need to be considered. If trial pits/trenches are required, they should be excavated under

supervision and with care.

Further guidance on avoiding the dangers from underground utilities is given in HSG 47 and PAS 128.

7.2 Trial pits and trenches

After completion of a utility survey or utility clearance as detailed in Clause 5.5, trial pits and trenches shall normally be

excavated by machine to the required depth to enable visual examination and sampling as required from outside the pit or

trench. Occasionally where physical constraints dictate, such pits and trenches may be hand excavated, but only to an agreed

safe working depth.

Any restrictions on plant or excavation/ground support should be included in Schedule S1.14.2.

As an alternative to providing support to vertically sided excavations, the sides may be battered back to a safe angle.


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The stability of all excavations should be risk assessed by a suitably experienced Ground Practitioner, taking into account the

type and nature of the strata (including any discontinuities), groundwater conditions and any slope of the surrounding terrain.

The following method of excavation is recommended, particularly where the risk of underground utilities within or close to

the plan area of machine-dug pits/trenches has not been eliminated. A toothless bucket should be used and the excavator

operator instructed to dig slowly in as thin a layer as possible (not more than 100 mm thick). The work should be closely

supervised by an appropriately experienced ground practitioner who should closely observe the bucket and ground conditions

as the pit/trench proceeds.

See also Clause 2.22.

7.3 Utility Pits and Trenches

Utility pits or trenches shall be carried out to positively identify and determine the type, size, location and depth of buried

utilities at locations when specified in Schedule S1.14.3. Excavation may only commence once an appropriate PAS 128

compliant buried utilities survey (see Clause 5.5) has been performed at each location. This shall include the physical marking

out of utility alignments on the ground in spray paint and recording of these using appropriate survey techniques, so those

undertaking excavation work can anticipate where they will be.

All hand tools used in the excavation of utility pits or trenches shall be of an approved insulated design. Excavation should be

carried out either by hand, by vacuum excavation techniques, or with great caution using a mechanical excavator with a smooth

or toothless bucket. Utility providers typically require that hand operated power tools shall not be used within 500 mm of a

utility and mechanical excavators within 500 mm to 1 m depending on the nature of the utility, however these requirements

vary, and greater clearances may be required or recommended in some cases. Excavation in either case shall be carried out in

thin 50mm layers with Cable Avoidance tool checks prior to the excavation of each layer. When utilities are encountered, they

shall be exposed by hand from the side of the utility if safe to do so.

Stability of the side walls of utility pits and trenches shall be continuously assessed by a competent person. Appropriate lateral

support (shoring) or battering of pit sides shall be used to ensure stability of the excavation and that buried utilities are not

undermined, or their stability compromised.

Where lateral support (shoring) is required, a temporary works design shall be carried out in advance by an appropriately

qualified individual. The design shall be signed off and checked.

Utility providers should be contacted to identify whether they have particular requirements in relation to exposing their

apparatus or backfilling over or around it.

Entry of personnel into excavations should be avoided wherever possible. Where this becomes a necessary requirement,

such working should be considered as confined space working.

The primary consideration when designing an investigation should be safety and therefore avoidance of entry into an

excavation must be the primary driver. This should only be considered as an absolute last resort and where absolutely

unavoidable. Where it is essential appropriately trained individuals should be engaged working to appropriate standards

and following risk assessment which may discount the possibility.

Attention should also be given to adequate fencing, barriers, and/or other means of constraint where personnel are working

in close proximity to the edge of the excavation and at risk of falling from height into the excavation.

7.4 Pits, trenches and shafts requiring personnel entry

After completion of a utility survey or utility clearance as detailed in Clause 5.5 pits, trenches and shafts shall generally be

excavated by machine but can also be excavated by hand in restricted locations or where multiple underground utilities or

other buried hazards are present. They shall be adequately supported or battered back to a safe angle to enable personnel to

enter safely and permit safe excavation, in situ examination, soil sampling and testing as required.

Risk assessments together with all necessary support design calculations shall be carried out by a suitably qualified and

experienced Ground Practitioner for all observation pits and trenches. A qualified Temporary Works Designer shall also sign

off the design and any calculations carried out.

In all cases, consideration should be given to whether the required information, sampling and/or testing can be carried out so

that entry of personnel into the excavation can be avoided.

There may be occasions when pits or trenches require to be deepened to examine or sample deeper strata. In such cases, the

risk assessments, support design and associated calculations must be compatible with the proposed greater depth in order to

allow continued safe entry of personnel into the deepened excavation.


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Pits, trenches and shafts should be treated as confined spaces. Only personnel who are appropriately trained for confined-

space working should be permitted to work in these excavations and a robust rescue plan should be in place. Appropriate

confined-space training will be site specific and depend on the identified risks. Guidance regarding confined spaces and the

factors which affect their safe entry is contained in Health and Safety Executive Guidance INDG 258.

Ground related hazards including granular bands, pre-existing shear surfaces, ground water and contamination should be

considered and included in the risk assessment.

Any restrictions on plant or excavation/ground support should be included in Schedule S1.14.2.

7.5 Obstructions and hard material

When an obviously impenetrable obstacle is encountered in any type of pit or trench excavation which prevents excavation to

the intended depth, or hard material is encountered which could be part of a buried service, the Contractor shall immediately

stop work and inform the Investigation Supervisor, who shall instruct what actions are to be taken.

Subject to the Contractor being satisfied that the obstruction or hard material is not part of a buried service, the Contractor

shall attempt to continue the excavation for a period of up to 1 hour, or as specified in Schedule S1.8.15. Should this not

penetrate through the hard material the Contractor shall inform the Investigation Supervisor, who shall instruct what actions

are to be taken.

One example of an impenetrable obstacle would be a reinforced concrete slab.

7.6 Pitting and trenching in land affected by contamination

On land affected by contamination, the excavation shall proceed in a series of shallow ‘scrapes’ between 0.2 and 0.3 m thick.

Arisings from distinctly different soil strata shall be stockpiled on separate polythene sheets.

7.7 Pit and trench dimensions

Unless otherwise required in Schedule S1.14.4,

(a) trial pits shall have a minimum base area of approximately 1.5 m2

(b) trial trenches shall be generally greater than 3 m in length.

7.8 Description of ground

Trial pits, trenches and shafts shall be examined and described in accordance with BS EN ISO 14688-1, BS EN ISO 14688-2,

BS EN ISO 14689-1 and BS 5930 by an experienced ground practitioner meeting the requirements of Clause 2.3 item (b) or

(c) depending upon the complexity and nature of the works and photographed.

Logging and sampling of pits and trenches may require experience in both geotechnical and geoenvironmental/contamination

disciplines.

Photographic requirements should be detailed in Schedule S1.14.7.

7.9 Groundwater

When the Contractor is required to keep pits and trenches free of surface water run-off, this shall be detailed in Schedule S1.14

Where instructed by the Investigation Supervisor, groundwater within the excavation shall be controlled and the requirements

detailed in Schedule S1.14.

On land affected by contamination, any groundwater pumped from a trial pit or trench shall be regarded as contaminated and

the Contractor shall agree with the Investigation Supervisor appropriate measures for its collection and disposal and early

termination.

The rate of inflow of groundwater would typically be expected to be controlled by use of a 50 mm outlet diameter pump which

could be achieved by pumping from a sump.

Where measures for collection and disposal of groundwater pumped from a trial pit or trench can be defined in advance of

the investigation, they should be detailed in Schedule S1.14.5. Consideration should be taken that suitable permits and

consents are in place prior to discharge or disposal.

7.10 Backfilling

Backfilling of the pits and trenches shall be carried out as soon as practicable with material replaced at a similar depth to which


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it was encountered. The backfill shall be compacted using excavation plant, or as specified in Schedule S1.14.6, in such a

manner as to minimise any subsequent depression at the ground surface. In open land, any surplus shall be heaped proud over

the excavation site.

In paved areas, reinstatement shall be undertaken in accordance with Clause 13.4.

Backfill generally settles with time and should be topped up after a suitable time delay.

7.11 Protection to pits and trenches left open

Where pits and trenches are required to be left open and unattended for any period, the Contractor shall, as a minimum, provide

fencing together with all necessary protective measures including supervision, security, lighting and signing.

Where there is any danger that a person or item of mobile plant could fall or drive into a pit or trench, suitable control measures

shall be put in place to prevent such an occurrence and to ensure a safe place of work.

Precautions shall be taken to protect the pits and trenches from the adverse effects of weather during this period.

In soils such as stiff over-consolidated clays, there can be advantages in leaving the pit or trench open overnight or possibly

up to several days as this allows the excavated surfaces to partially dry, exposing fissures and soil fabric better than

immediately after excavation.

Although pits and trenches should not be left open and unattended, it is essential that an appropriate risk assessment should

be carried out and all required safety measures put in place.

7.12 Photographs

Photographic requirements shall be detailed in Schedule S1.14.7. Photographs shall clearly show details of the ground

conditions in the pit or trench with any support in place and contain a graduated scale and photographic board. A minimum of

two photographs shall normally be required: one to show the exposed faces in the pit or trench and one of the stockpile

containing the arisings.

If photographs are required in shafts the reasons for the photographs and information they are attempting to capture shall be

detailed in S1.14.7.

Where detailed in Schedule S1.14.8, appropriate artificial lighting shall be used.

The need for artificial lighting will depend on the ambient light conditions at the time of the works.

7.13 Daily provision of pitting equipment and crew

When specified in Schedule S1.14.9, pitting equipment and operating crew shall be supplied to work under the direction of


Schedule S1.14.9 should include details of the depths of pits to be excavated, any ground support equipment to be provided

and whether a suitably qualified and experienced ground practitioner meeting the requirements of Clause 2.3 item (b) is

required for sampling and/or logging. Where personnel are required with higher levels of competency as detailed in Clause

2.3 this should be detailed in Schedule S1.14.9.


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8.0 Sampling and monitoring during intrusive investigation

8.1 General

Sampling is likely to be required for the purposes of logging and description of the ground, geotechnical design, contamination

assessment, the characterisation and classification of waste materials or any combination of these.

This section generally addresses only sampling and monitoring during the intrusive phase of an investigation. Sampling from

and monitoring of instruments, which often extends beyond the intrusive phase of work, is dealt with in Section 12.

Sampling and testing of surface water bodies is addressed in Clause 12.10.

Samples which are known to have or are suspected of having hazardous properties will require precautions to be taken in

sample handling and description, the precautions being specific to the nature of the hazardous properties. Desk study

information should be provided to the Contractor to enable the appropriate precautions to be applied.

The level of risk posed by the investigation, handling and sampling of substances such as pathogens, asbestos, chemical

contaminants, explosives and radioactivity will vary depending upon the extent and nature of the substance. The appropriate

investigation and sampling procedures should therefore be managed according to the risk. For example, the risks posed by

and sampling procedures for the investigation of radioactive substances of a low activity should be managed differently from

those with higher activity radioactive materials. The Control of Asbestos Regulations (CAR) identifies that personal able to

take samples of asbestos or suspected asbestos should be at least Non Licensed Work trained. Further information can be

found in the AGS guidance Assessment and control of asbestos in soil Part 1.

It is therefore advisable that the project team includes either a Contractor and/or specialist advisor with appropriate

experience and knowledge where the site-specific desk study indicates that any materials with hazardous properties could be

present.

8.2 Sampling

Prior to the commencement of any ground investigation sampling requirements shall be specified and detailed in Schedule

S1.15.3. These should be based on the objectives of the proposed works, the likely design parameters and the anticipated

ground conditions. These sampling requirements may evolve as the intrusive phase(s) of the ground investigation progress in

response to the ground conditions encountered. Changes to sampling during the works shall be agreed between the Contractor

and Investigation Supervisor.

8.3 Recording depths of samples

The depths below ground level at which samples are taken shall be recorded. For open-tube and piston samples, the depth to

the top and bottom of the sample and the length of sample obtained shall be given. For bulk and large bulk samples, the limits

of the sampled zone shall be recorded.

For all types of block sample, an orientation shall also be recorded.

8.4 Labelling of samples

Samples shall be clearly labelled in accordance with BS 5930 and BS EN ISO 22475-1. If barcodes are required, the

information to be supplied within the barcode shall be specified in Schedule S1.15.

If samples are suspected of containing asbestos or are known to contain asbestos, asbestos warning stickers should be

applied to the outside of the samples and they should also be double bagged. Where contamination or potential

contamination has been identified on site and samples are taken for geotechnical testing these should also be clearly marked

to identify the potential hazard.

8.5 Description of samples

Samples shall be described in accordance with BS EN ISO 14688-1, BS EN ISO 14688-2, BS EN ISO 14689 and BS 5930 by

an experienced ground practitioner meeting the requirements of Clause 2.3, unless otherwise specified.

Some projects benefit from the use of formation experts or senior logging specialists to ensure a consistent approach to logging

difficult formations or on long duration projects where site loggers may change. These specialists can also help ensure the

identification of marker horizons, accurate identification of formations or specific parts of formations of significance.

8.6 Storage and protection of samples

All samples which are not required for immediate laboratory testing shall be stored so that they are protected from damage

and deterioration, from direct heat and sunlight and from frost and precipitation. They shall also be protected to ensure that


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their temperature remains within the range appropriate to the type and nature of the sample. This requirement applies on site,

during transportation and at the Contractor’s premises and laboratories.

Tube and core samples shall be stored on their sides in purpose-made racks. Piston samples shall be stored vertically.

Recommended storage temperatures for different types of sample are given in the relevant clauses, for example Clauses 6.2.8

and 6.4.4.4 for dynamic windowless tube and rotary core samples respectively. Further guidance is given in BS EN ISO 22475.

Samples to be tested for chemical aggressiveness to concrete require more controlled temperature conditions than those taken

for other geotechnical purposes: see Clause 15.7.

Samples for contamination and waste acceptance criteria testing require more controlled temperature conditions than those

taken for geotechnical purposes. Samples required for geoenvironmental testing should be taken by a competent person and

carried out in accordance with the laboratory requirements.

Some guidance on the long-term and short-term storage of samples is given in BS ISO 18512 and BS 5667-3.

Consideration should be given to the time for which samples are transported and stored prior to testing as some tests,

particularly geo-environmental and BRE SD1 tests, may be time critical and this aspect of the project needs to be carefully

planned.

8.7 Samples for geotechnical purposes

8.7.1 Types of sample

There are a number of different types of sample that may be obtained from the ground (soil and rock). Any sample specific

requirements including sampling method, sub-sampling, storage and transport shall be specified in Schedule S1.15. Additional

general information on sample storage and transportation is given in Clause 8.10.1 and 8.10.2

8.7.2 Sampling frequency

Any particular requirements shall be specified in Schedule S1.15.3. In the absence of particular requirements or instructions

from the Investigation Supervisor, the requirements for sampling in cable percussive boreholes, pits and trenches detailed in

this clause shall be observed.

Samples should be taken from the inspection pit preceding the construction of the exploratory hole.

The required frequency of sampling for geotechnical purposes is dependent on both the ground conditions and the type of

development proposed. For example, shallow foundations would require close or possibly continuous sampling in the upper

levels, whereas piled foundations would require the investigation to extend to at least several pile diameters below the likely

pile toe level.

The following frequency for use in boreholes may be used in the absence of site-specific sampling instructions:

(a) The first open-tube sample (generally in fine soils) or SPT (generally in granular soils) should be taken at 0.5m below

the base of the inspection pit, the next at 1.0m deeper, thereafter at 1.0m depth intervals to 5m depth below ground level

then at 1.5m depth intervals. Where strata changes occur below 5m depth, the interval between open-tube samples or

SPTs should be reduced back to 1.0m until 5m penetration into that stratum has been achieved.

(b) Small disturbed samples should be taken of the topsoil, at each change in soil type or consistency and midway between

successive open-tube samples or SPTs.

(c) Bulk disturbed samples should be taken of each soil type and where no sample is recovered with an SPT,U100 or UT100.

(d) Groundwater samples should be taken whenever groundwater is encountered. Where more than one ground-water level

is found, each one should be sampled separately.

8.7.3 Thick and thin-walled tube samplers


Tube samplers are classified in two groups; namely thick-walled and thin-walled. In general, thick-walled samplers are

obtained by dynamic driving methods (ie are hammered into the ground using a weight), whilst most thin-walled samplers

comprise static thrust methods of driving (ie slow continued pressure). The exception to this is the thick-walled piston

sampler which is driven by static thrust.

The method of obtaining the sample and choice of sampler has a direct bearing on the likely quality class of the recovered

sample. The sampling equipment and procedures for both methods are described in BS EN ISO 22475-1 and BS 5930.

The nominal diameter shall be 100 mm unless otherwise specified in Schedule S1.15.4.

Before any tube sample is taken, the bottom of the hole shall be carefully cleared of loose materials and where a casing is


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being used the sample shall be taken below the bottom of the casing. Following a break in the work exceeding 1 hour, the

borehole shall be advanced by 250mm before open-tube or piston sampling is resumed.

Where an attempt to take a tube sample is unsuccessful, the hole shall be cleaned out for the full depth to which the sampling

tube has penetrated, and the recovered soil saved as a bulk disturbed sample. A fresh attempt shall then be made from the level

of the base of the unsuccessful attempt. Should this second attempt also prove unsuccessful, the Contractor shall agree with

the Investigation Supervisor alternative means of sampling.

The samples shall be sealed immediately to preserve their natural moisture content and in such a manner as to prevent the

sealant from entering any voids in the sample.

8.7.3.2 Thick-walled samplers

Thick-walled samplers include the U100 and U70 (OS-TK/W), thick-walled piston samplers (PS-TK/W) and less commonly

the U38. Unless specified to the contrary, each of these sampler types will use a metal sampler tube to obtain the soil sample.

Soil from the cutting shoe of an open tube shall be retained as an additional small disturbed sample.

Under the requirements of BS EN ISO 22475-1 the U100 sampler, used in the industry for many years, is classified as a thick-

walled open-tube (OS-TK/W) sampler. As such, it cannot produce the Class 1 quality of samples which are required for

laboratory strength and compressibility testing. There is also a smaller diameter version (U70) which can be used with

dynamic sampling activities which produces a lower quality of sample than the U100. The sample quality problem can be

overcome by the use of thin-walled samplers (OS-T/W) or piston samplers (PS-T/W).

The range of available samplers and sample types for different ground conditions is given in BS EN ISO 22475.

Common practice is to use one sinker bar when taking U100 samples in soft and firm clays, but to increase to two sinker bars

in stiff over-consolidated clays to aid in the recovery of samples.

8.7.3.3 Thin-walled samplers

Thin-walled samplers include the thin-walled piston sampler (PS-T/W), the Shelby Tube and the UT100 (OS-T/W). Both the

piston sampler and Shelby Tube are driven by static thrust, whilst the UT100 is driven dynamically, and the limitations

given below should be noted.

The applicability of thin-walled samplers is very dependent on the ground conditions. Most piston samplers can only be

pushed in fine soils with a strength <75kPa, whilst the UT100 is generally only suitable for fine soils within the strength

range 40kPa to 150kPa. None of these samplers are suitable for fine grained soils that have a significant coarse-grained

secondary element.

The use of UT100 samples, as described by Gosling and Baldwin, can be considered but the possible detrimental effects of the

driving mechanism and the number of blows to retrieve the sample should be appreciated.

Where piston sample diameters other than 100mm are required (e.g. 250 mm), the diameter should be stated in Schedule

S1.15.4.

If cutting shoe samples are not to be retained, this should be stated in Schedule S1.15.5. Cutting shoe samples would normally

be inspected by the personnel responsible for logging.

8.7.4 Standard penetration test samples

When a standard penetration test (SPT) is carried out, the sample from the split barrel sampler shall be retained as a small

disturbed sample. Where a sample is not recovered in the split barrel or where a solid cone is used, a bulk disturbed sample

shall be taken over the depth range of the test.

8.7.5 Small disturbed samples

Except for soil recovered from the cutting shoe of a tube sample or SPT tool, small disturbed samples shall weigh not less

than 1.0 kg. All disturbed samples shall be placed immediately in airtight containers, which they shall sensibly fill.

Sample containers should be fully filled where possible in order to minimise the space within the container which is occupied

by humid air, which promotes sample oxidation and chemical breakdown. Small disturbed samples should not be placed into

plastic bags.


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8.7.6 Bulk disturbed samples

Bulk disturbed samples shall be specified to obtain the necessary mass required for the laboratory tests required. The mass of

the sample shall be maximized and generally be no less than 15 kg, depending upon the thickness of the stratum and exploratory

hole technique. Some tests may require combining individual samples from the same stratum or from different exploratory

holes.

Designers should consider specifying a reduced weight of sample within each bulk bag as this will help to reduce or eliminate

manual handling incidents.

To minimise the loss of fines, bulk samples of mixed fine and coarse soils from cable percussion boreholes need to be collected

in a suitable watertight container and the fines allowed to settle before carefully decanting off excess clear water. The

remaining solids can then be collected as the bulk sample in a suitable puncture-proof container.

Samples collected in the above manner are likely to be Class 4 or 5 in accordance with BS EN ISO 22475-1.

The mass of bulk samples obtained from boreholes will be limited by the diameter of the borehole and thickness of the stratum.

8.7.7 Large bulk disturbed samples

Large bulk disturbed samples (comprising material collected in two or more bulk bags) shall have a total mass of not less than

40 kg, unless otherwise specified. The actual mass of sample required should be stated in Schedule S1.15.

Large bulk samples may be required for material reuse tests such as compaction tests.

To comply with manual handling guidelines, the sample should be collected in two or more containers.

Reference should be made to BS 1377and BS EN ISO 17892 to determine the sample size consistent with the maximum particle

of the soil and Tables 15.1 and 15.2 in Section 15.

Large bulk samples will mainly be recovered from trial pits or trenches. Where mixed fine and coarse soil strata are sufficiently

thick to allow large bulk samples to be recovered from boreholes, the sample collection procedure described in NG 8.7.6

should be adopted.

Unless instructed to the contrary, each container making up the large bulk sample, should contain material that is

representative of the overall stratum being sampled. It is therefore, not acceptable to place the coarse fraction in one container

and the fine fraction in another.

8.7.8 Rotary core sub samples

Where specified in Schedule S1.11.6, the Contractor shall obtain core sub-samples for possible laboratory testing. The

Contractor shall cut the liner, carefully remove any excess drilling fluid from the sample, and then cap and seal the core sub-

samples in such a way as to prevent loss of moisture and sample disturbance. They shall be clearly labelled so that the location,

depth and origin of the sub-samples can be readily identified. Cores in their liners remaining after the specified sub-samples

have been removed shall be end-capped and resealed and replaced in the original core box location. Rigid spacers shall be

placed in the spaces in the cores boxes previously occupied by the core sub-samples to prevent movement of adjacent cores,

and these shall be labelled identically to the core sub-samples that they replace. The core sub-samples shall be retained in

separate core boxes clearly marked to indicate the origin of the cores contained within.

In particular for certain tests, the taking, handling, preservation and storage of samples will require more detail to be

provided in Schedule S1.11.6.

Detailed logging of core requires parts of it to be broken. This is likely to conflict with any requirement to retain core samples

for laboratory strength or modulus testing. It is therefore recommended that logging and the selection of core samples for

laboratory testing are carried out concurrently.

Where core sub-samples are required for laboratory testing, the Contractor should be informed of this requirement prior to

logging the core.

One method of suitably sealing core samples is as follows:

The entire sample should be fully wrapped carefully in a single layer of cling film, carefully smoothed to remove any air

pockets that may form between this film and the sample. The sub-sample should then be wrapped in a single layer of aluminium

foil with the shiny surface of the foil on the outside to dissipate heat from the molten wax. Care should be taken to avoid excess


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foil on the ends of the sample or the formation of air pockets. The sample should then be labelled including orientation (Top)

and carefully covered (including its ends) with a smooth layer of low melting point wax. It may be necessary to coat the ends

of the sample in wax as a separate action. The sample should then be stood on its end on a flat clean surface to cool,

maintaining its correct orientation.

When the wax has solidified, the sample should be dipped into a wax bath so that it is coated in a thin film of wax and then

wrapped tightly in heavy duty cling-film under tension, overlapping at least 30mm on to both ends of the sample. Care should

be taken to avoid the formation of air pockets. Each end of the sample should then be wrapped tightly in heavy duty cling-film.

The cling film should overlap at least 30mm onto the curved surface of the sample.

The sample should then be dipped into the bath of low melting point wax and rotated until all the cling film (including that at

the ends of the sample) is entirely covered in a second coat of wax. It may be necessary to dip the ends of the sample in wax

as a separate action. The wax should then be allowed to cool.

When the wax on the surface of the sample has solidified, the sample should be wrapped in a second layer of cling film dipped

in wax, as described above. The cling film should cover the curved surface and both ends of the sample. Any joins in the cling

film should overlap by at least 30mm. Heavy duty adhesive tape should then be wrapped around the bottom edges of both ends

to protect the cling film from becoming damaged at these locations. A further label should be attached to the outside of the

sample which should also include sample orientation (Top).

8.7.9 Sampling in pits, trenches and shafts

Small disturbed samples shall be taken of the surface material at each change in soil type or consistency and between successive

bulk disturbed samples unless specified otherwise.

Bulk disturbed samples shall be taken of the surface material and at 1 m intervals, with at least one bulk disturbed sample of

each soil type and be representative of the zone from which they have been taken unless specified otherwise and where strata

thickness allows.

Groundwater samples shall be taken where there is sufficient ingress to permit samples to be collected.

If additional large bulk samples are required these shall be detailed in Schedule S8.7.7.

A series of large bulk samples may be required for earthworks testing, particularly where materials breakdown during

compaction testing.

Samples of surface materials comprising pavement materials, such as asphalt or concrete, may not be required.

8.7.10 Mostap sample

When specified or instructed by the Investigation Supervisor, Mostap sampling shall be carried out at depths specified in

Schedule S1.15.6.

Mostap sampling can be carried out over the full depth penetrated or over discrete depth ranges. Sampling may need to be

instructed on site depending on the conditions encountered in the borehole.

Specialist penetration equipment such as a Cone Penetration Test (CPT) rig will be required to carry out Mostap sampling.

8.7.11 Groundwater samples

Where water has been previously added, the hole shall be bailed, pumped or air-lifted dry or where there is sufficiently rapid

groundwater ingress Three times the volume of water within the hole shall be extracted before sampling, so that only

groundwater is present in the exploratory hole. See Clause 12.3.2.

Samples taken for testing in respect of concrete design shall be not less than 0.5 litre.

Groundwater samples taken after water has been added to the borehole may not be representative of in situ conditions, even

if the borehole has been bailed out prior to taking the sample. Sampling from piezometers which have been purged immediately

prior to the sampling operation is recommended. See also Clauses 12.3.1 and 12.3.2.

Consideration should be taken of how excess extracted water from an exploratory hole obtained during the sampling process

is stored and subsequently disposed of.


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Consideration of the purpose of the sample should be taken when deciding the method of sampling i.e. low flow samplers and

any specific PPE requirements. Samples from installations are preferred to those from open boreholes or trial pits as they are

often more representative of the in situ groundwater conditions.

8.7.12 Special geotechnical sampling

The Investigation Supervisor may require special sampling. This work will normally require on-site supervision by a suitably

experienced ground practitioner and shall be carried out in accordance with BS 5930 or as described in Schedule S1.15.8 of

this Specification.

Special samples should be described in Schedule S1.15.8 with reference to BS 5930 and 22475-1 where possible.

8.8 Groundwater measurements during exploratory hole construction

8.8.1 Encountering groundwater

When groundwater is encountered in exploratory holes, the depth from ground level of the point of entry shall be recorded

together with depth of any casing. Exploratory hole operations shall be stopped and the depth from ground level to water level

recorded with an approved instrument at 5 minute intervals for a period of 20 minutes. If after 20 minutes the water level is

still rising, this shall be recorded together with the depth to water below ground level unless otherwise instructed by the

Investigation Supervisor. The exploratory hole operations shall then be continued. If casing is used and this forms a seal against

the entry of groundwater, the Contractor shall record the depth of casing at which no further entry or only insignificant

infiltration of water occurred. Where applicable, every effort shall be made to seal off each water strike.

Any particular requirements shall be specified in Schedule S1.15.7.

All the measurements and observations made should be included in the daily record information to be provided under Clause

14.2.

8.8.2 Other groundwater level measurements

Water levels shall be measured at the beginning and end of each shift or other rest periods during the work.

8.8.3 Times of measurements

On each occasion when groundwater is recorded, the depth of the exploratory hole, the depth of any casing and the time on a

24 hour clock shall also be recorded.

8.9 Samples for contamination assessment and Waste Acceptance Criteria testing

8.9.1 Programme of sampling

Sampling and testing for contamination (‘geoenvironmental’) purposes typically involves assessment of all three phases (soil,

groundwater and gas/vapour). As such, much of the sampling and testing (specifically in relation to groundwater and

gas/vapour) is carried out after the completion of the intrusive investigation. Such groundwater samples shall be taken from

standpipes or standpipe piezometers and ground gas/vapour samples from ground gas standpipes, for which reference shall be

made to Section 12.

In order to meet with Waste Disposal Regulations, the nature of any contamination and whether materials should be disposed

of off- site will be site specific. The number, type, distribution and mass of samples required, together with the method of

sampling, should be specified on a site-by-site basis according to findings from the desk study and the nature of the proposed

construction.

Where the nature and extent of contamination is significant and/or complex, an additional schedule should be prepared setting

out a site-specific overview of the problem together with the investigation objectives and strategy.

8.9.2 Frequency of sampling in exploratory holes for geoenvironmental purposes

Any particular requirements shall be specified in Schedule S1.15.11.

Disturbed samples should be taken in accordance with BS 10175 and Guidance for Safe Investigation of Potentially

Contaminated Land but, in any event, from the surface material and then at not more than 1 m depth intervals and at changes

in strata type.

Samples shall be taken from the inspection pit preceding the formation of the exploratory hole.

Guidance on the design of sampling strategies is given in BS 10175, BS ISO 18400-104, Technical Report P5-066/TR and

CLR4 published by Department of the Environment.


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The required frequency of sampling for contamination purposes is dependent on the conceptual site model. The latter is based

on a number of factors including the ground conditions and the purpose of the assessment. For example, the assessment of

land to be redeveloped for residential housing with gardens is likely to require shallow-level soil sampling and testing for a

human health risk assessment.

8.9.3 Sampling method

Samples taken from boreholes and trial pits shall use the procedures identified in BS 10175 to avoid cross-contamination

between samples, spreading of existing contamination and the introduction of external contamination.

Samples for laboratory testing shall be taken using a stainless steel trowel which shall be decontaminated between sampling

events and on completion of each exploratory location to avoid cross-contamination between samples.

Samples shall be taken by a suitably trained and competent person under the supervision or direction of an environmental

scientist, geoenvironmental specialist or geochemist meeting the requirements of Clause 2.3 item (b) as detailed in Schedule

S1.15.12. Where personnel are required with greater levels of competence in accordance with Clause 2.3 these shall be detailed

in Schedule S1.15.12.

The use of lubricants on the boring casing and sample liners should be avoided to prevent external contamination being

introduced to samples.

Plant and equipment can normally be cleaned by pressure washing or, in ground heavily contaminated with organic chemicals,

by steam cleaning. The wash water should be temporarily stored and treated prior to disposal.

Further guidance on the decontamination of sampling tools and the avoidance of cross-contamination is given in ‘Research

and development technical report P5-065/TR’ in ‘Technical aspects of site investigation’ Volume 1 (Environment Agency).

Whether it is more appropriate for samples to be taken by a geoenvironmental specialist or an environmental scientist or by

others working under the supervision or general direction of a geoenvironmental specialist or an environmental scientist will

necessarily be a site-specific decision taking into account factors such as the scale of the investigation and the nature of the

likely contamination.

8.9.4 Sample containers

Disturbed samples may be collected in a variety of plastic and glass containers (including vials), as required for the analysis

of the contaminants of concern identified during the desk study.

The size and type of sample and container, method of sampling and time limitations for carrying out specific analyses shall be

commensurate with the range of analyses to be carried out or as described in Schedule S1.23.3 for contamination assessment

and Schedule S1.23.5 for Waste Acceptance Criteria testing.

8.9.5 Field-based screening

On-site contamination screening of soil and/or water samples using portable test kits may be specified. This is detailed in

Clause 9.11.

8.9.6 Headspace testing using flame ionisation detector (FID) or photo ionisation detector (PID)

FID and/or PID testing shall be carried out where specified in S1.15.13, or as instructed by the Investigation Supervisor, to

assist in identifying samples to be subjected to laboratory contamination testing for hydrocarbons and volatile organic

compounds (SVOC and VOC).

Samples for headspace testing shall not be subjected to direct sunlight and shall be tested on the day of their collection.

Headspace testing shall be carried out as follows.

(a) Half fill a suitable 500 ml container with freshly collected sample in clean containers and immediately seal the container

in order to have approximately equal volumes of sample and air.

(b) In an environment above 8C, allow a minimum of 20 minutes for headspace development by vigorously shaking the

container at the beginning and end of development.

(c) Check the PID/FID is working and in calibration (calibrated and recorded natural background).

(d) Insert the instrument probe through the seal to about mid-depth of the headspace, taking care to avoid the uptake of water

droplets or soil particles.

(e) Record the highest meter response. Erratic meter readings should be discounted.

(f) Record details of the sampling and testing, including comments on results which are inconsistent with visual/olfactory

evidence of contamination.

(g) Record details of the ambient weather and temperature during the test.


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Where possible the need for FID/PID testing should be identified in Schedule S1.15.13.

Suitable containers for headspace testing are glass jars and plastic freezer bags.

The highest meter readings in the headspace test should occur within a few seconds of probe insertion.

CIRIA Report C665 provides guidance on head-space testing.

8.10 Storage, Transportation and Disposal of samples

8.10.1 Storage of samples

Both geotechnical and environmental samples shall be protected to ensure that their temperature is kept within a range

applicable to the samples type. For geotechnical samples, the range is 5 to 25 °C degrees and for geoenvironmental samples

at 4 °C ± 2 °C. Samples shall also be protected from frost, direct heat and sunlight.

Specialist testing may require humidity to be controlled in the laboratory during testing so as to maintain the sample at the

ambient ground temperature. Samples required for specialist testing shall be identified at logging stage.

Guidance on geotechnical sample storage is given in BS EN ISO 22475 and for geoenvironmental samples guidance on sample

storage is given in BS 10175.

Guidance on sample preservation schemes (suitable containers, necessary preservatives and additives, storage conditions and

sample shelf lives) for contaminated samples is given in the Department of the Environment CLR reports and BS ISO 18512.

8.10.2 Transportation and storage of samples

Samples taken for geoenvironmental testing or as specified, shall be transported in appropriate containers to the Contractor’s

testing laboratory within 24 hours of the samples being taken and stored correctly until tested. Where required, selected

samples shall be delivered to the address given in Schedule S1.15.9.

All geoenvironmental samples shall require chain of custody documentation. Further details of the requirements of a Chain of

Custody are provided in Clause 14.3 and an example is provided in Appendix A.

Guidance on geotechnical sample transportation is given in BS EN ISO 22475-1.

8.10.3 Retention and disposal of samples

All untested samples and remaining sample portions shall be kept for a period of 28 days after submission of the approved

final report, excluding any long-term monitoring requirements, or as described in Schedule S1.15.2. After this time, the

Investigation Supervisor’s permission shall be sought for their disposal. The Contractor shall dispose of all samples in

accordance with the Waste Disposal Regulations, other than those delivered to the address in Schedule S1.15.9.

Samples submitted to the geotechnical and / or geoenvironmental testing laboratory for analysis shall be disposed of 28 days

after submission unless otherwise instructed in Schedule S1.15.11..

It should be noted that various Conditions of Contract also refer to retention and disposal of samples.

Although this clause requires samples to be retained for 28 days, it should be appreciated that samples deteriorate with time;

their shelf life can vary from days to years and depends on many factors including the type of sample, the conditions under

which the samples were taken and stored and what the samples contain. BS ISO 18512 (2007) gives guidance on storage of

soil samples.

The costs of storing samples under controlled conditions (particularly temperature) at the testing laboratory can be large and

sample shelf lives will generally be shorter than the period between taking the sample and 28 days after final report approval.

It is therefore recommended that storage times at the geoenvironmental testing laboratory are limited to 28 days from sample

receipt.

It is assumed that the Contractor will provide a final factual report and this should be approved within a reasonable time

period normally as specified in the contract.

8.10.4 Retention of core sub-samples

Where the need to retain core sub-samples can be identified prior to the start of the investigation, this shall be stated in Schedule

S1.15.2.


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9.0 In situ testing


The following in situ tests shall be carried out where specified in the relevant schedules of S1.16 which. shall

also detail the British Standard or other method to be followed.

TABLE 9.1: Common in situ test types for ground investigation

IN SITU TEST APPLICABILITY RELEVANT STANDARD

VANE TEST Soft to firm clays in UK. Used in

stiff clays in other countries.

Currently BS 5930. Relevant section

likely to be replaced by BS EN ISO

22476-9

STANDARD PENETRATION TEST

(SPT)

Clays, Silts, sands, gravel.

Weak rocks.

NB: test was designed for use in

coarse soils to help establish

density.

BS EN ISO 22476-3

DYNAMIC PROBING BS EN ISO 22476-2

PLATE LOADING TEST Clays, Silts, Sands, Gravel and

rocks. May also be used at depth in

a borehole.

BS 1377 Part 9 or DIN 18134

DENSITY TESTS Clays, Silts, Sands and fine gravel.

In situ density is more usually

measured using a nuclear

densimeter.

BS 1377.

LIGHTWEIGHT DEFLECTOMETER BS 1924-2

CALIFORNIA BEARING RATIO (CBR) All soils up to a maximum particle

size of 20mm.

BS 1377.

DYNAMIC CONE PENETROMETER

(DCP/TRL PROBE/PANDA PROBE)

ASTM D 6951 / D 6951M-18

TRL Report 587

CONE PENETRATION TEST (CPT) All soils up to maximum particle

size of xx mm.

BS EN ISO 22476-1

BS EN ISO 22476-6

BS EN ISO 22476-12

PRESSUREMETER/DILATOMETER

TEST

BS EN ISO 22476-5

BS EN ISO 22476-11

PERMEABILITY TESTS BS EN ISO 22282-2

PACKER PERMEABILITY TEST All material types but requires

inspection of test zone to ensure

suitability.

BS EN ISO 22282-6

BOREHOLE PUMPING TEST Usually carried out in coarse soils. BS EN ISO 22282-4

INFILTRATION TESTS BRE Digest 365 – Soakaway Test

BS EN ISO 22282-5 Infiltrometer

GEOPHYSICAL METHODS All ground conditions Not all currently covered by UK

standard

REDOX POTENTIAL BS 1377

ELECTRICAL RESISTIVITY BS 1377

THERMAL RESISTIVTY ASTM D 5334-14 or IEE 442

In situ Modulus of Deformation using

rigid plate loading method

Rock Masses ASTM D4394


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IN SITU TEST APPLICABILITY RELEVANT STANDARD


flexible plate loading method

Rock Masses ASTM D4395

Extensometers Rock, Borehole ASTM D4403


Radial Jacking Test

Rock ASTM D4506

In Situ creep characteristics of rock Rock, Borehole ASTM D4553

In Situ Direct Shear Strength of rock

discontinuities

Rock ASTM D4554

In Situ Stress in Rock Mass by

Overcoring Method—Three Component

Borehole Deformation Gauge

Rock, Borehole ASTM D4623

In-Situ Stress in rock Using Hydraulic

Fracturing Method


In situ Stress and Modulus of

Deformation using a High Pressure

Dilatometer

Rock, Borehole BS EN ISO 22476-5 / ASTM D8359

In Situ Stress and Modulus of

Deformation Using Self Boring

Pressuremeter

Weak Rock/Soil, Borehole BS EN ISO 22476-6 / ASTM D8359

In Situ Stress and Modulus of

Deformation Using Flatjack Method

Rock, Borehole BS EN ISO 22476-7 / ASTM D4729

Density of Soil and Rock In-Place at

Depths Below Surface by Nuclear

Methods

Soil and Rock, borehole

In situ Modulus of Deformation Using

Flat Plate Dilatometer


In Situ Modulus of Deformation using a

diametrically loaded borehole jack


Deformability and Strength of Weak

Rock by an In Situ Uniaxial Compressive

Test


In situ hardness using a Schmidt

Rebound Hammer

Rock ASTM D5873 / ISRM 2007

In situ strength using a Point Load Test Rock ISRM 2007 / ASTM D5731

GEOPHYSICAL METHODS BS5930, CIRIA C562, ASTM

D6429, ASTM D5753

Guide for Selecting Surface Geophysical

Methods

Surface ASTM D6429

Gravity Method for Subsurface Site

Characterization

Surface ASTM D6430

Direct Current Resistivity Method for

Subsurface Site Characterization

Surface ASTM D6431

Surface Ground Penetrating Radar

Method for Subsurface Investigation

Surface ASTM D6432

Frequency Domain Electromagnetic

Method for Subsurface Site

Characterizations

Surface ASTM D6639

Time Domain Electromagnetic Method

for Geophysical Subsurface Site

Investigation

Surface ASTM D6820

Seismic Reflection Method for Subsurface

Investigation

ASTM D7128

Seismic Refraction Method for

Subsurface Investigation

Surface ASTM D5777

Seismic-Reflection Method for Shallow

Subsurface Investigation

Surface ASTM D7128

Field Measurement of Soil Resistivity

Using the Wenner Four-Electrode

Method

Surface ASTM G57


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IN SITU TEST APPLICABILITY RELLEVANT STANDARD

Guide for Planning and Conducting

Geotechnical Borehole Geophysical

(wireline) Logging

Soil and Rock, Borehole ASTM D5753

Guide for Geophysical logging of

boreholes for hydrogeological purposes

Soil and Rock, Borehole BS 7022 1988/1999

Wireline Sonic logging Soil and Rock, Borehole ASTM D4645

Neutron Depth Probe Soil and Rock, Borehole ASTM D5220

Density of soil and rock by Nuclear

Methods

Soil and Rock ASTM D5195

Downhole/Uphole Seismic Testing Soil and Rock, Borehole ASTM D7400

Crosshole Seismic Testing (Tomography) Soil and Rock, Borehole ASTM D4428

Sonic Drilling for Site Characterization

and Installation of Monitoring Devices

Soil and Rock, Borehole ASTM D6914

Schedule S1.16.1 should list the tests likely to be required.

All results shall be reported in SI units.

9.1.1 Calibration of measuring instruments

Where load, displacement or other measuring equipment is used this shall be calibrated in accordance with the relevant British

Standard and the manufacturer’s instructions. Evidence of calibrations and copies of calibration charts shall be supplied to the

Investigation Supervisor prior to commencing work and when otherwise requested.

9.2 Cone penetration tests (CPT)


Tests shall be carried out at the locations and to the depths specified in Schedule S2, or as directed by the Investigation

Supervisor and specified in Schedule S1.16.2.

9.2.2Test procedures

Cone penetration tests (CPT) using electric friction cones or piezocones shall be carried out in accordance with BS EN ISO

22476-1 and BS 5930. A suitable means of viewing the raw field data on site shall be provided.

The type and size (10,000 or 15,000 mm2) of electric cone to be used, the pore pressure filter position and whether the cone is

to include an inclinometer should be specified in Schedule S1.16.2.

The Contractor should provide full details of the thrust, machine and other equipment proposed. A nominal reaction of 20 T

is required but lower values may be permitted depending upon the anticipated ground conditions.

9.2.3 Calibration

Where load, displacement or other measuring equipment is used which necessitates regular calibration, then this shall be

carried out in accordance with the manufacturer’s instructions and comply with the requirements of BS 1377-9. Evidence of

calibrations and copies of calibration charts shall be supplied to the Investigation Supervisor prior to commencing work and

when otherwise requested.

9.2.4 Repeat piezocone tests

The Contractor shall repeat tests where the piezocone has become unsaturated during penetration, unless this is clearly

attributable to ground conditions.

Where the water table is not close to the ground surface, air entry via the filter element can lead to partial saturation of the

piezometric system. This problem can be minimised by the use of water-filled holes which have been pre-bored down to the

water table.

9.2.5 Interpretation

Any additional parameters to be reported, over and above those required by BS1377-9, shall be specified in Schedule S1.16.6.

Schedule S1.16.6 should specify whether additional parameters, such as normalised or derived parameters, for example soil

type and ch, from dissipation tests are required.

9.2.6 Seismic cone penetrometer tests


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9.2.6.1 Test equipment

The down-hole component of seismic cone penetration equipment shall comprise a piezocone fitted with two sets of geophones

separated vertically by 1 m, or as specified in Schedule S1.16.5, each set comprising three geophones mounted in the x, y and

z planes. The additional equipment shall comprise a suitable data logger recording system, a surface-mounted shear-wave

generator with good ground coupling and a trigger mechanism to initiate data recording. A suitable means of viewing the raw

field data on site shall be provided.

Schedule S1.16.5 should specify in detail the equipment required.

9.2.6.2 Test method

The cone shall be advanced through the soil and temporarily halted at the same depth intervals as the spacing between the

geophone sets. At each depth interval a seismic shear wave shall be generated and the travel times to the two sets of geophones

recorded by the data logger.

9.2.6.3 Interpretation

The recorded travel times shall be corrected for the horizontal offset between the shear-wave source and the rod string to give

corrected vertical travel times, unless otherwise specified in Schedule S1.16.6. The travel time over the prescribed depth range

of the two geophone sets is obtained by difference to give the resulting vertical shear-wave velocity Vs. The dynamic shear

modulus (Gmax) shall be calculated using the relationship.

Gmax = γb · Vs 2

where γb is the soil bulk density.

9.2.7 Environmental Cones

The use of cone penetration testing equipment to investigate potential or known contamination may be beneficial on sites as

the method does not bring potentially contaminated arisings to the surface. A number of cones, generally termed

environmental cones, can be used e.g. fluorescent light detector sensors (FLD), membrane interface probe (MIP) and

specialist advice shall be sought before providing the requirements in Schedule S1.16.2.

9.2.8 Other cones and specialist probes

The use of other cones and specialist probes shall be carried out as described in Schedule S1.16.7.

A range of other cones and probes exists or is being developed to measure electrical conductivity, temperature and to carry

out down-hole geoenvironmental testing.

9.2.9 Specialist personnel

Interpretation of all cone penetration tests shall be carried out by specialists experienced in the type(s) of cone being used.

Details of any computer software used in the interpretation of results should be included in the report.

9.3 Standard penetration test (SPT)

Standard penetration tests (SPT) when specified shall be carried out and reported in accordance with BS EN ISO 22476-3 and

BS 5930. Details of the depths and boreholes requiring SPTs shall be provided in Schedule S1.16.8 and in Schedule S2.

Consideration should be given by specifiers to both the safety implications of carrying out SPTs and the test’s technical

limitations. The technical value of SPTs in hard strata such as rock with strength greater than weak should be considered to

avoid damaging the equipment or getting equipment jammed in the ground. The depths of SPTs when using techniques such

as rotary drilling and/or wireline equipment should take account lengths of core barrels to avoid working at height issues.

Specifiers should also consider specifying the use of automatic hammers as opposed to standard drop hammers when using

rotary rigs to reduce manual handling and potential crushing incidents.

BS EN ISO 22476-3 states that the energy ratio (Er) of the SPT equipment used has to be known if the N values are to be used

for quantitative evaluation of foundations or comparisons of results. It requires that a calibration certificate of the Er value

immediately below the driving head/anvil shall be available and provided prior to the commencement of the project well as

being recorded on the daily records.

9.4 Dynamic probing

Dynamic probing where required shall be specified in S1.16.9 and carried out and reported in accordance with BS EN ISO

22476-2 – Dynamic probing. Equipment can comprise light, medium, heavy and super heavy or DPL, DPM, DPH, DPSH-A

and DPSH-B, respectively, as detailed in BS EN ISO 22476-2. The required capacity of probing equipment shall be specified

in Schedule S1.16.9.

The suitability of the various capacity probes (DPL up to DPSH) to differing ground conditions and interpretation of the

results are also discussed in Butcher, McElmeel and Powell.

DPSH-A and DPSH-B differ in respect of the height of the hammer drop (500mm and 750 mm, respectively). DPSH-B is more


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commonly used in the UK especially when using dynamic sampling equipment.

BS EN ISO 22476-2 recommends that the actual energy (Emeas) delivered to the driving rods is measured and that this is

used when the test results are used for quantitative evaluation purposes

9.5 Pressuremeter and dilatometer tests

9.5.1 Self-boring pressuremeter and high-pressure dilatometer

Requirements for self-boring pressuremeter and high-pressure dilatometer testing shall be detailed in Schedule S1.16.10. Tests

shall be carried out and reported in accordance with BS EN ISO 22476-6 - Self boring pressuremeter and BS 5930.

9.5.2 Full displacement driven or push-in pressuremeter

Tests specified in Schedule S1.16.11 shall be carried out and reported in accordance with BS EN ISO 22476-8 - Full

displacement pressuremeter.

Further information on these tests can be found in BS 5930 and are described in Clarke and Smith and Clarke et al. (2005)

9.5.3 Menard pressuremeter

The tests shall be specified in Schedule S1.16.12. and carried out and reported in accordance with BS EN ISO 22476-4 -

Menard pressuremeter

Schedule S1.16.12 should specify, for example, whether tests are to be carried out in pre-drilled pockets or using a driven type

of probe, the required probe diameter, calibrations and results to be obtained.

9.5.4 Flat plate dilatometer

Flat plate dilatometers may be specified in Schedule S1.16.13 and carried out in accordance with BS EN ISO 22476/11, Flat

dilatometer test.

9.6 Strength tests

9.6.1 Field vanes


All of the variations of field (shear) vane equipment are provided with different vane sizes which are inter-changeable. The

size of vane is dependent upon the anticipated strength of the material.

Where specified in Schedule S1.16.14 or Schedule S1.16.15 or instructed by the Investigation Supervisor, shear vane tests

shall be carried out to give a preliminary estimate of undrained shear strength of the soil tested.

Field shear vane diameters vary from about 19 mm to 33 mm and vane heights from about 29mm to 51mm. It should be noted

that not all vanes have a length-to-diameter ratio of 2:1. It is therefore recommended that shear strength is calculated from

the torque M (in Nm) divided by the vane constant K. The torque can be obtained from the recorded dial divisions via the

manufacturer’s calibration chart of torque versus dial divisions.

9.6.1.2 Hand (shear) vane equipment

Hand shear or torsion vane tests, if required shall be detailed in Schedule S1.16.14.

Hand shear or torsion vane equipment shall be of an approved proprietary make with stainless steel vanes. The scale shall be

suitably graduated. The procedure for test shall be in accordance with the principles for the laboratory vane and in situ vane

tests (detailed in BS 1377 parts 7 and 9, respectively) and the manufacturer’s instructions.

The hand vane should not be confused with the more controlled laboratory vane test described in BS 1377-7.

9.6.1.3 Penetration / borehole vane

Penetration or borehole field vane tests including those used with CPT equipment shall be carried out in accordance with and

reported to BS EN ISO 22476-9 Field vane test and detailed in Schedule S1.16.15. The field vane can be carried out as a:

a. test at the base of a borehole

b. penetration test from ground level.

Peak shear strength and remoulded shear strength shall be recorded. The reported shear strength for all field vane tests shall

be the average of a set of three readings in close proximity but avoiding interference between tests. Tests giving inconsistent

readings shall be reported and comments on the relevance of the test noted.

9.6.2 Hand penetrometer

Hand or pocket penetrometer equipment shall be of an approved proprietary make with a stainless steel tip with an end area

of 31 mm2 and an engraved penetration line 6 mm from the tip. The scale shall be suitably graduated. The procedure for the

test shall be in accordance with the manufacturer’s instructions. Both unconfined compressive strength and estimated shear


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strength shall be reported for the soil tested.

The reported shear strength for the hand penetrometer test shall be the average of a set of three readings in close proximity but

avoiding interference between tests. Tests giving inconsistent readings shall be reported and comments on the relevance of the

test noted.

It should be noted that hand penetrometer tests are regarded as imprecise tests due to a lack of consistency in procedure for

the test. The results may be helpful in formulating a controlled test programme and description of soils.

Some penetrometers directly record unconfined compressive strength in kg/cm2 (1 kg/cm2 = 98kPa).

9.6.3 Plate load test (PLT)

Plate load/loading/bearing tests shall be carried out and reported in accordance with BS 1377 Part 9, unless otherwise specified

in Schedule S1.16.17. When specifying the test in Schedule S1.16.17 the depth of the test, number of loading increments

requirement, load required for each increment, duration of the increments and termination criteria of the test shall be provided.

Tests shall be carried out and reported in accordance with the standard specified.

Plate loading tests can be performed using different diameter plates, typically 300, 450 or 600mm. Loads can vary from a few

tons applied using on site plant to much higher loads requiring kentledge which may be applied in the form of weights or

concrete blocks. The specifier should consider the safety implications for using high loads and also if tests are required in the

base of pits where confined space hazards need to be assessed. Automated equipment is also available which may improve the

safety of the test as this will remove the need for an operative who would normally carry out manual readings from the area

below the load.

9.7 Density tests


The common basic field density tests shall be carried out and reported to BS 1377-9 Methods for test for soils for civil

engineering purposes. It is noted that for many earthworks schemes, density is now usually measured using more sophisticated

techniques.

The requirements for in situ density tests shall be detailed in Schedule S1.16.18.

9.7.2 Sand replacement

There are three standard pouring equipment sizes to carry out sand replacement tests, 100mm, 150mm and 200mm. The

equipment shall be specified depending upon the particle sizes of material to be tested together with the depth of the test.

Pouring equipment size of 100mm is typical but having the option for using different sizes makes the test more versatile and

is suitable for use with both fine and coarse soils containing fine and coarse particles.

9.7.3 Water replacement

The water replacement method can be specified where coarser fractions are expected.

Water replacement tests are typically performed in coarse soils and soils with very coarse fractions. They require larger areas

as the pits are typically around 1m in diameter. The specifier should also consider the availability of a water source and

disposal of the water after the test.

9.7.4 Core cutter

The core cutter method is a simple test method which can be used to obtain a sample which shall then be used to determine in

situ density from dimensional measurements and laboratory tests.

The specifier should consider the handling, transport and preservation of the sample and ensure the sampling equipment is

undamaged as this will affect the sample quality and laboratory test results.

9.7.5 Nuclear / Non-nuclear density gauge

The nuclear density gauge (NDG) and non-nuclear density gauge (NNDG) tests are a very quick method to assess the in situ

dry density and water content and shall be carried out in accordance with ASTM D6938 and equipment calibrations in

accordance with ASTM D7759 / D7759M - 14 - Standard Guide for Nuclear Surface Moisture and Density Gauge Calibration.

The nuclear density gauge has both a radioactive source and a neutron source. The radioactive source emits gamma rays

which are detected by sensors normally at the back of the gauge and the more compacted the soil, the less gamma rays will

be detected.

Unlike the NDG which typically uses a Caesium radioactive source for density and Americium Beryllium radioactive source

for moisture the NNDG uses non-radioactive electromagnetic sources for both. Most units look very similar and operate very

similar to an NDG but the electromagnetic sources measure the dielectric constant of the test material which can then be used

to determine density and moisture.

Calibrations of the equipment and training of the users is extremely important and users of the nuclear density gauge will also


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require a license to operate them and occupational health surveillance due to use and potential exposure of a radioactive

source.

The nuclear and non-nuclear density gauge methods of in situ density measurement differs from other methods in that they

are a rapid determination and therefore useful for multiple determinations but do require detailed calibration against the

specific soils tested and a license for use.

9.8 Permeability tests

9.8.1 Variable head

The Contractor may be required to carry out variable head permeability tests within boreholes and these shall be carried out

and reported in accordance with BS EN ISO 22282-2 - Water permeability test in borehole without packer. Details of the

depths of the test and the type of test (rising or falling head) shall be included in Schedule S1.16.19. and the boreholes they

are to be carried out in shall be detailed in Schedule S2.

Permeability tests may be required in standpipes or piezometers and where specified in Schedule S1.16.19. they shall be carried

out in accordance with BS EN ISO 22282-6 - Water permeability test in borehole using closed system.

Water extracted from a borehole when preparing for a rising head test should be contained and stored for off-site disposal

depending on local site arrangements.

In unstable soils below the water table it may be necessary to insert a filter material or perforated tube to conduct the test.

Should the preparation method require isolation of the test section using a packer this should be specified.

Tests specified above the water table require the ground to be pre-saturated, this requirement should be specified.

Calculation of permeability is not a requirement of the reporting procedure in BS EN ISO 22282-2. If required, it and one of

the 4 available methods in the standard to be used should also be specified.

9.8.2 Constant head and Constant flow

The Contractor may be required to carry out constant head or constant flow permeability tests within boreholes and these shall

be carried out and reported in accordance with BS EN ISO 22282-2 - Water permeability test in borehole without packer.

Details of the depths of the test and the type of test (constant head or constant flow) shall be included in Schedule S1.16.19

and the boreholes they are to be carried out in shall be detailed in Schedule S2.

Water extracted from a borehole when preparing for a Constant head or Constant flow test where water is extracted from the

borehole may need to be contained and stored for off-site disposal depending on local site arrangements. In unstable soils are

present below the water table it may be necessary to insert a filter material or perforated tube to conduct the test. Should the

preparation method require isolation of the test section using a packer this should be specified.

Tests specified above the water table require the ground to be pre-saturated, this requirement should therefore be specified.

Calculation of permeability is not a requirement of the reporting procedure in BS22282-2, subsequently if required it should

be specified.

9.8.3 Packer test

Packer tests shall be carried out and reported in accordance with BS EN ISO 22282-3 - Water pressure test in rock. The

Designer or Investigation Supervisor shall provide details of the depth of the test, the test zone, the type of test (single or

double or pump out), and test stage pressures to be monitored in Schedule S1.16.20. The monitoring requirements shall also

be detailed including whether this should be by transducers or by other viable means at surface such as borehole water level

loggers or water level indicator (tape type meter/dipmeter). Readings shall include within the test section as well as above the

test section for single packers and for dual packer configurations below, above and within the test section. Details of the

boreholes within which packer tests are to be carried out shall be detailed in Schedule S2.

Undertaking tests incrementally whilst the borehole is being extended is less efficient and can result in additional costs as

both the rig and packer equipment and technician have down time. Undertaking tests in a completed borehole is likely to be

more cost effective as the packer equipment is fully utilized.

Packer test equipment should be as detailed in BS EN ISO 22282-1. The length of a packer should be at least five times the

borehole diameter when inflated. The effective pressure of the packer on the borehole wall should be at least 30% higher than

the maximum test pressure.

If the seal length is required to increase due to evenness of the borehole wall and/or the soil and rock type to avoid leakage

this should be detailed in Schedule 2.

Maximum required test pressures and flow rates if known should be specified as these will have a significant bearing on the

equipment required to undertake the test.


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9.8.4 Pumping test

Pumping tests shall be carried out and reported in accordance with BS EN ISO 22282-4 – Pumping tests. A dedicated designed

test well(s) in conjunction with an array of piezometers or observation wells radiating out from the test well is required.

The tests required and results to be reported shall be specified in Schedule S1.16.21 or as instructed by the Investigation

Supervisor.

Pumping tests can provide valuable information for the setting up or calibration of numerical groundwater models for any

intrusive investigation where groundwater interaction with planned subsurface structures occur.

A pumping test consists in principle of:

a) drawing down the piezometric surface of the groundwater by pumping from a well (the test well);

b) measuring the pumped discharge and the water level in the test well and piezometers, before, during and after pumping,

as a function of time.

When specifying a pumping test, the objective of the test and logistics of undertaking the test should be considered. A

hydrogeological desk study should ideally be undertaken to understand the approximate permeabilities of the strata to be

tested and from this the Contractor should design an adequately sized well to install a suitably sized pump to perform the test.

A pumping test can generate huge quantities of water that need to be managed, either through capture, storage and off-site

disposal or more sustainably via discharge to drainage or the ground. How pumped water is to be controlled needs

consideration and guidance. The location and proximity of suitable surface drains should be considered and advised as this

will control the quantity and cost of temporary hoses. Abstraction and discharge consents are also likely to be required and

the party responsible for obtaining these should be advised in the specification.

9.9 Pavement tests

9.9.1 California bearing ratio (CBR)

California bearing ratio (CBR) tests can be carried out using in situ as well as a laboratory test (see Clause 15.4) and shall be

specified in Schedule S1.16.22 and in accordance with BS 1377 Part 9.

The test is predominantly used to estimate the load bearing capacity and mechanical strength of pavement subbases and

subgrades. The CBR value is derived from an empirical relationship between the soil measured against the value obtained if

the same test were carried out on a crushed rock.

CBR values can also be derived from plate loading tests, dynamic cone penetrometer tests and lightweight deflectometer

(LWD) tests and the specifier should consider the advantages and limitations of each test method both on a technical and

safety level whilst specifying.

9.9.2 Dynamic cone penetrometer (DCP)

The dynamic cone penetrometer (DCP)/TRL Probe/Panda Probe test is typically used to obtain data for materials in the top

few metres. The test provides a continuous record of the penetration resistance of each layer. When specifying a DCP test the

depth and geotechnical parameter shall be detailed in Schedule S1.16.23 and their location in Schedule S2 and in accordance

with TRL Report 587, unless otherwise specified.

Specifiers should consider the safety implications of carrying out DCPs from surface and the risk of damage to buried services.

Further information on the method, use and interpretation of DCP tests in UK practice can be found in TRL Report 587 - The

correlation between the CBR value and penetrability of pavement construction materials.

9.9.3 Deflectometer (LWD and FWD)

The Lightweight deflectometer (LWD) equipment comprises a 10Kg drop weight, deflection sensor, load plates of 100, 150

and 300mm together with a readout unit which is often blue-toothed to the sensors for instant results. Additional geophones

can be added to increase depth of measurements. When LWD tests are required details of the depth, size of plate and

geotechnical parameter required shall be specified in Schedule 1.16.24.

A falling weight deflectometer (FWD) is a larger piece of equipment which uses the same technology as LWD and is usually

trailer mounted and towed behind a vehicle. Where FWD is required, details shall be provided in Schedule 1.16.24.

The LWD test is best suited to made ground, recycled materials and aggregates because they have elastic stage properties

whereas clays tend to have very little elastic stage properties to measure.

FWD tests are typically used for highway and runway testing and design.

9.10 Infiltration tests


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9.10.1 Soakaway test

Soakaway or infiltration tests specified in trial pits shall be carried out in accordance with BRE Digest 365 and as described

in Schedule S1.16.25 and at locations detailed in Schedule S2. Details of the depth of crown and invert of the proposed

soakaway and disposal requirements of any water remaining after the test should be provided together with termination criteria.

The Designer shall also confirm if the soakaway tests are to be required in gravel filled pits.

In low permeability soils, the test can continue over several days.

Soakaway tests should not be carried out in land which is contaminated or suspected to be contaminated.

Designers should consider the technical value of tests in high permeable materials i.e. fractured rock or chalk due to the cost

and logistical requirements resulting from mobilising high volumes of water and the safety implications of working close to a

water filled excavation.

Where gravel has been used to fill the pit for a soakaway test, the Investigation Supervisor should agree with the Contractor

whether the gravel is to be left in situ or removed following the test and how surplus arisings or excavated gravel are disposed

of.

9.10.2 Infiltrometer

The infiltrometer test is not commonly used in the UK but is used across Europe and the United States of America to determine

the infiltration capacity of the ground at the surface or shallow depth. Where specified the test shall be carried out and reported

in accordance with BS EN 22282-5 and at locations specified in Schedule S2.

9.11 Contamination screening tests

Field-based screening using portable test kits to provide a rapid indicator of grossly contaminated areas shall be carried out as

specified in Schedule S1.16.26 or as instructed by the Investigation Supervisor.

Field-based screening test results can be used to assist in the selection of laboratory analyses that should be carried out and

to support visual/olfactory evidence of contamination met with during fieldwork.

9.12 Interface probe tests

Interface probe tests to determine the presence and thickness of dense non aqueous phase liquids (DNAPL) underlying

groundwater or light non-aqueous phase liquids (LNAPL) overlying the groundwater shall be carried out in selected

exploratory holes or installations as specified in Schedule S1.16.27, or as instructed by the Investigation Supervisor.

Interface probes may not be able to identify very thin layers of LNAPL overlying the groundwater or DNAPL at its interface

with an underlying aquiclude.

9.13 Other specialist tests

Other specialist tests i.e. redox potential, electrical resistivity, thermal resistivity shall be specified in Schedule S1.16.28

together with the location, depth, standard and method to be used.


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10.0 Geophysical surveys


The objectives of the surface and/ or borehole based geophysical survey including types and methods of geophysical surveying

shall be described in Schedule S1.17.1. Table 10.1 below provides typical wireline logging probe suites used for ground

investigations.

Unless otherwise specified in Schedule S1.17.1, a geophysicist shall be provided by the Contractor to advise on the types and

methods of geophysics to be used.

Any site trials of the selected geophysical methods to be carried out prior to the main survey shall be specified in Schedule

S1.17.1.

Some guidance on the applicability of a range of geophysical methods towards meeting the objectives under a variety of site

conditions is given in BS 5930 and CIRIA Report No. C562. Further guidance is given by Darracott and McCann.

In order to avoid inappropriate methods being specified it is recommended that, if the Investigation Supervisor is not a

qualified and experienced geophysicist, such a person is employed to advise the Investigation Supervisor. If the experienced

geophysicist is from the Contractor’s staff that person should be engaged under Clause 4.4.6 or 4.4.8. The geophysical

specialist should consult, as necessary, with specialist geophysical contractors to produce a performance specification

outlining the survey objectives and allowing a collaborative approach to selecting the survey approach.

Schedule S1.17.1 should describe:

(a) whether the works comprise land or overwater surveys

(b) the types of geophysics required (mapping/profiling/borehole geophysics)

(c) the methods to be used:

(i) land-based mapping (conductivity, magnetic or gravity)

(ii) land-based profiling (resistivity, seismic or ground probing radar)

(iii) land-based borehole methods (wireline logging or seismic)

(iv) overwater mapping (echo sounding, side-scan sonar, magnetic or conductivity)

(v) overwater profiling (seismic reflection/refraction, resistivity imaging or ground-probing radar).

10.2 Information provided

The survey control, digital mapping, existing ground investigation and geological and topographic data which shall be provided

to the Contractor shall be specified in Schedule S1.17.2.

Where marine geophysics is to be carried out, the grid reference system should be defined in Schedule S1.17.2.

10.3 Horizontal data density

The number of readings or measurements per unit length (or per unit area) and required line spacing appropriate to the

objectives of the survey shall be specified in Schedule S1.17.3.

10.4 Level datum

The level datum to be used for the geophysical survey shall be specified in Schedule S1.17.4.

Where marine geophysics is to be carried out levels may be related to Chart Datum. Its relationship to Ordnance Datum

should be stated in Schedule S1.17.4.

10.5 Calibrations and conformance

All instruments shall be calibrated where appropriate and/or conformance to the manufacturer’s specification shall be

demonstrated on site.

10.6 Site log book

The Contractor shall keep a site log recording:

(a) the timing and scheduling of the survey

(b) instrument serial numbers

(c) site conditions during the survey

(d) any constraints or problems encountered during the survey


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(e) any feature likely to influence the data together with details of the plan position, material type, depth and extent of the

feature.

Site conditions should include, for example, wind strength and direction, precipitation, sea state (e.g. wave height and

direction) and proximity of potential sources of interference.

10.7 Survey report

Unless otherwise specified in Schedule S1.17.5, the Contractor’s report shall include:

(a) copy of the site log book

(b) all calibration certificates and serial numbers of the instruments used

(c) for mapping and profiling surveys, one or more chart/plan/section showing the positions of each of the measurement

stations and the reduced results of the survey overlain on the Ordnance Survey tile

(d) measurement station descriptions

(e) text outlining the objectives of the survey, a description of the methods used and any limitations affecting the results

obtained, the measurement stations/line spacings used, an interpretation of the findings and the likely causes of any

anomalies identified in the data

(f) the results of any on-site instrument calibrations or

checks of equipment performance

(g) any other information specified in Schedule S1.17.5.

10.8 Interpretation of data

The Investigation Supervisor shall specify if interpreted geotechnical parameters are required in Schedule S1.17.5.

The interpretation should be developed using all available data provided as PCI (pre-construction information) and should

include forward modelling as appropriate to allow comparison of the anticipated ground model with the data obtained from

the geophysical survey.


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TABLE 10.1: Geophysical probe suites

Probe Suite

Probe Group

Probes

Measurements

Derived Data Comments

Basic

Geotechnical A - Structure

3 Arm Calliper

(Natural Gamma)

Diameter,

Natural Gamma

QC for all

other probes

Diameter for BH

QC, Nat Gamma for

correlation between

boreholes

Optical

Televiewer

Orientated

unwrapped

image

Bedding &

fracture

analysis

Dry or clear fluid

required

Acoustic

Televiewer

Borehole

deviation.

Core

orientation

Fluid filled borehole

required

Intermediate

Geotechnical

(includes

Groups A and

B)

B - Stiffness Formation

Density

Long & Short

Spaced Density

Calibrated

Bulk Density

In combination

provides stiffness

Parameters –

Youngs, Bulk and

Shear Moduli

PS Logger P & S

Waveforms

P & S

Velocities,

Poissons Ratio

Advanced

Geotechnical

(includes

Groups A and

B)

C - Flowrates Temperature

Conductivity

BH Fluid

Temperature

and

Conductivity

Conductivity

@ 25C

Step changes

indicate groundwater

ingress or egress

from borehole

Impeller

Flowmeter

Spinner Rate Up / Down

Flowrate

For significant flows

Heat Pulse

Flowmeter

Time to

temperature

Rise

For small flowrates

D - Hydrogeological Electric Log 16” & 64”

Resistivity,

Single Point

Resistance,

Self-Potential

Identification of

permeable zones and

bed boundaries.

Strata correlation

between boreholes

Focussed Electric

Log

Resistivity

Dual Induction

Log

Deep & medium

Formation

Conductivity

Formation

Resistivity

E - Porosity Neutron Porosity Porosity Compensated

Porosity

Identifies location of

aquifers and

aquitards

NMR Total, Clay-

bound,

Capillary and

Mobile Porosity

Hydraulic

Conductivity

Measurement of

principal aquifer

properties

Others

F - Ferromagnetic Magnetic

Susceptibility

Magnetic

Susceptibility

Indicates presence of

ferro-magnetic

materials

G - Optional Borehole

Geometry

X&Y Diameter,

Natural Gamma,

BH Orientation

Borehole

Deviation

Alternative to three

arm calliper

Full Waveform

Sonic

P Waveforms,

Slowness

P Velocity Alternative to PS

Logger. S waves

possible in some

borehole conditions


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11.0 Instrumentation


Instrumentation may be required to facilitate sampling and/or monitoring of groundwater, ground gas and ground movements

or combinations of these. Instrumentation shall be specified in the relevant Schedules in S1.18, or as instructed by the

Investigation Supervisor. The types of instrumentation that are generally used include piezometers, inclinometers,

extensometers, total stress cells (occasionally) and survey techniques. Deep datums may need to be installed in boreholes or

drillholes in connection with monitoring and/or surveying. Details on these and other types of instrumentation can be found

in the following documents and full references are provided in Section 18.

• Client guide to instrumentation and monitoring.

• BS EN ISO 18674-1 Geotechnical monitoring by field instrumentation. Part 1: General rules.

• BS EN ISO 18674-2 Measurements along a line - extensometers.

• BS EN ISO 18674-3 Measurements across a line – inclinometers.

• BS EN ISO 18674-4 Piezometers.

• BS EN ISO 18674-5 Stress change measurements by total pressure cells (TPC).

• Geotechnical instrumentation for monitoring field performance

• ICE Manual of Geotechnical Engineering.

• Monitoring Underground Construction.

The extent to which instrumentation can be specified prior to the investigation depends, in part, on the type of investigation to

be undertaken; for a preliminary investigation, it may only be possible to give a general indication of the instrumentation

likely to be required. On the other hand, if the investigation is supplementary to a previous main investigation it may be

possible to fully detail the instrumentation requirements (e.g. their types, locations and depths).

The required type(s) of instruments, details of the installations to be effected and any base readings to be taken by the

Contractor should be specified in the relevant Schedule in S1.18.

Similarly, any requirement for further readings beyond the base set, either during the intrusive phase of the investigation or

requiring return visits to site, should be detailed in Schedule S1.19.1. If return visits to site are required, this should be clearly

identified in the Schedule.

11.2 Covers and headworks

The top of each installation shall be protected by a cover, the types of which shall be specified in Schedule S1.18.1 or as

instructed by the Investigation Supervisor.

Each instrument shall be permanently labelled with a metal stamp or tag indicating the exploratory hole number and, if there

are multiple instruments in one exploratory hole, the tags shall clearly distinguish between each of the instruments, indicating

the borehole name and the tip depth / response zone of the installation.

To allow for the use of down-hole data loggers, dedicated bailers or similar, the head works for any observation well or

piezometer standpipe shall be constructed such that there is a secure anchor point from which a down-hole data logger, bailer,

etc, can be suspended if required.

The headworks to any installation shall be constructed from concrete unless otherwise agreed, be suitable for the loading that

it may be subjected to and be the smallest size practical to provide sufficient space for all elements of the instrument, including

dataloggers, etc, as appropriate, while also providing sufficient space for access for monitoring and sampling.

The type of cover required will depend on both the type of instrument and its location. For example, instruments installed

in a highway location will require the cover to be flush with ground level whereas those in areas subject to local ponding of

surface water would likely need the cover arrangements to be elevated above ground level.

In general, all covers should be lockable, and should be installed immediately after installation of the monitoring point. Two

sets of keys for the covers are to be provided to the Investigation Supervisor.

The selection of cover and construction of the headworks needs to take into account the loading that is likely to occur in the

area where they are constructed (e.g. highways loading, motorised lawn mowers, livestock).

Where the headworks are to a gas monitoring instrument, sufficient clearance needs to be given to ensure that the cover

does not foul the top of the gas tap, and that there is sufficient space within the headworks around the instrument to enable

the gas tap to be unscrewed to permit groundwater monitoring/sampling.

The cover and headworks design should be such as to prevent flooding of the headworks; for example through the use of

suitable seals to prevent ingress of surface water and, unless there is a risk of high groundwater / surface flooding, a

drainage channel.


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11.3 Fencing

When specified in Schedule S1.18.2, or instructed by the Investigation Supervisor, the Contractor shall install a timber

protective fence around the top of an installation. The fence shall comprise at least three wooden stakes, 75mm square,

preserved in accordance with BS 8417, firmly bedded in the ground, stoutly cross-braced and projecting at least 1.0 m above

ground level.

In areas with growing crops whose height is expected to exceed 0.75 m, longer wooden stakes will be required.

Where livestock are expected to be present, the protective fencing needs to be stock proof and this may require fence posts to

be concreted into the ground. Any such special measures should be included in Schedule S1.18.2.

Where a site is expected to be heavily trafficked during the monitoring period (such as active construction sites), more robust

protection measures such as concrete rings should be used to protect installations. These should be sufficiently painted or

marked so as to be clearly visible to the vehicles/plant operating in the area.

11.4 Installation of groundwater observation wells and piezometers


Observation wells, standpipe piezometers and/or other types of piezometers for monitoring groundwater levels, LNAPL or

DNAPL and to facilitate groundwater sampling shall be installed in exploratory holes as specified in Schedules S2 and/or

S1.18.3 and S1.18.4 or as instructed by the Investigation Supervisor.

Sites with two or more separate groundwater regimes will usually require them to be individually sampled and/or monitored.

In principle, more than one instrument can be installed in a single exploratory hole, giving cost savings in forming the hole.

However, it is difficult to ensure and prove fully functioning seals between the different response zones. It is therefore

recommended that, in general, instruments are limited to one (but in any event no more than two) per hole.

Where multiple aquifers exist or multiple groundwater sampling levels are required, consideration should be given to

installing specialist equipment such as multi-point installations. These will require additional Specification items.

Where it is intended to monitor LNAPL or DNAPL the installation should be designed appropriately.

The drawings of observation wells and standpipe piezometers show generic forms of these installations. Particular installation

details (e.g. perforated screen diameter, filter grading, filter length, etc.) should be determined in relation to the site-specific

ground/groundwater conditions and the intended purpose of the installation (e.g. groundwater level monitoring, LNAPL or

DNAPL monitoring, ground-water sampling, permeability testing).

The diameter of the observation well or standpipe piezometer should take into account any requirement for groundwater

sampling and ground gas monitoring requirements.

11.4.2 Observation Wells

Observation wells shall be as generally described in Figure 11.1 below and all dimensions and depths shall be recorded on the

daily record at the time of installation.

Simple observation wells should be installed to sample from or determine the general water level in the ground. They may not

be suitable for monitoring pore water pressure, ground gas, LNAPL, DNAPL or vapours.


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Figure 11.1. Schematic drawing of observation well installations

Notes 1.The installation should be generally as shown opposite and described below, with the site-specific requirements being detailed in Schedules

S1.18.3 and S1.18.4 or as instructed by the Investigation Supervisor.

2.The observation well tubing should consist of unplasticised polyvinylchloride (uPVC) or high-density polyethylene (HDPE) whose

internal diameter is consistent with the specified sampling and/or

monitoring requirements. 3.The base of the tubing should be plugged and the lower section

perforated by holes or slots to give an open area of 10–15%. Where

specified in Schedule S1.18.3, the slotted section should be wrapped with a filter fabric.

4.Where the depth of the exploratory hole is greater than the depth to which the filter and tubing are to be installed, then the exploratory hole

should be backfilled with impermeable material (cement/bentonite grout

and/or bentonite pellets) up to the base of the filter.

5.If grout is used it should consist of cement and bentonite in the

proportions of 1:1 by weight prepared by thorough mixing with approved

equipment and with only sufficient water to form a pumpable mix. The grout shall be placed using a tremie pipe to 1m below the base of the

filter. Sufficient time should be allowed for the grout to cure (set). When

the grout has set, the remaining depth of hole to the level of the base of the filter should be filled with bentonite pellets to form the lower seal.

6.If water in the exploratory hole becomes contaminated by grout it

should be replaced by clean water, the method being to the approval of the Investigation Supervisor.

7.Where the hole is dry and bentonite pellets are used, sufficient clean

water for immediate saturation should be added concurrently with the bentonite pellets.

8.The filter should be clean granular material (sand or gravel) and

placed in the exploratory hole up to the level of the base of the tubing. 9.The tubing with a centralising device attached within the perforated

zone should be lowered carefully down the exploratory hole to the level of

the filter material, and the exploratory hole backfilled to about 1.2m below ground level with filter material. Bentonite pellets should be placed

on top of the filter to form an upper seal not less than 0.5 m thick. The

elevations of the base of the tubing and top and base of the filter should be recorded.

10.The top of the tubing should be covered by a plastic cap or similar.

The cap should include an air vent to allow free ingress/egress of air to the top of the standpipe tubing.

Arrangements to prevent the ingress of surface water and to protect the

top of the tubing should comprise a suitably sized steel barrel or stopcock cover or as specified in Schedule S1.18.1 or as agreed with the

Investigation Supervisor. The protective cover should be set in concrete

and incorporate a gravel drainage layer connected to the air space around the top of the tubing. Protective fencing, where required, should

be in accordance with Schedule S1.18.2


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11.4.3 Standpipe piezometers

Standpipe piezometers shall be as generally described in Figure 11.2 below and all dimensions and depths shall be recorded

on the daily record at the time of installation.

Standpipe piezometers should be installed to determine the water level within or sample groundwater from a particular

stratum.

Figure 11.2. Schematic drawing of standpipe piezometer installations

11.4.4 Other types of observation wells and piezometer installations

When required in the Contract, the Contractor shall install other types of observation wells and piezometers as described in

BS 5930 and in other references identified at Clause 11.1 and as specified in Schedule S1.18.4.

11.4.5 Proof of operation

Hydraulic continuity between observation wells or standpipe piezometers and the groundwater shall be proved by the

Contractor.

The groundwater level shall be recorded in the daily record immediately before and after installation of the observation wells

or standpipe piezometers.

Notes 1.The installation shall be generally as shown opposite and

described below, with the site-specific requirements being detailed in Schedules S1.18.1, S1.18.2 and S1.18.3 or as instructed by the

Investigation Supervisor.

2.The piezometer tip should consist of a porous ceramic element or slotted pipe with an open area of 10–15% and, if required, wrapped

in a filter fabric (all as specified in Schedule S1.16.3).

3.The piezometer tubing should consist of unplasticised polyvinylchloride (uPVC) or high-density polyethylene (HDPE)

whose internal diameter is consistent with the specified sampling

and/or monitoring requirements. The tubing should be supplied and installed in not less than 3m lengths, except for one shorter length as

required to suit the total piezometer depth. The tubing and porous element/slotted section should be joined by screw thread or screwed

couplings.

4.Where the depth of the exploratory hole is greater than the depth to which the filter and tubing are to be installed then the exploratory

hole should be backfilled with impermeable materials

(cement/bentonite grout and/or bentonite pellets) to the base of the filter.

5.The filter should be clean granular material (sand or gravel)

placed as described in 6, 7 and 8 below. 6.That portion of the filter below the porous element should be

placed first and, if necessitated by the absence of casing, methods

such as tremie pipe should be used to ensure that no filter material adheres to the soil in the sides of an unlined exploratory hole. Where

there is water in an exploratory hole, the Contractor should allow

sufficient time for all the sand to settle. 7.The porous element should be placed in the hole using centralisers

to ensure that the vertical axis of the porous element is coincident

with the vertical axis of the exploratory hole. The remaining sand filter should then be added as described in 6 above. The final

elevation of the top of the filter should be recorded.

8.Where the piezometer is to be used for a permeability test the filter material should be placed in measured equal small quantities. After

each addition of filter material, and allowing time for it to settle if

placed through water, the depth to its upper surface should be measured and recorded in order to permit the shape of the filter to

be assessed.

9.Bentonite pellets should be placed on top of the filter to form an upper seal not less than 0.5 m thick. The remainder of the

exploratory hole should be filled with cement/bentonite grout or

bentonite pellets to within 0.5 m of ground level. 10.The top of the piezometer tubing should be covered by a plastic

cap or similar. The cap should include an air vent to allow free

ingress/egress of air to the top of the standpipe tubing. Arrangements should be made to prevent the ingress of surface

water and to protect the top of the piezometer tubing.


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Recovery of the water level within the observation well or stand-pipe piezometer after either raising or lowering it by suitable

means (bailing or pumping from the installation) can be used to demonstrate the required hydraulic continuity with the

groundwater regime. Removal of water from the installation can be part of the development process

Hydraulic continuity with the groundwater cannot easily be proved with pneumatic and electrical piezometers: their

satisfactory operation relies upon correct installation by experienced operatives and check readings during the installation

process.

Further details are provided in BS 5930.

11.4.6 Development

Where specified in Schedule S1.18.5, or instructed by the Investigation Supervisor, groundwater installations shall be

developed by air lifting, surging, over-pumping or jetting.

Details of methods of developing groundwater installations are given in BS ISO 14686.

Particularly where observation wells or standpipe piezometers are to be used for in situ permeability measurements, they

should be developed by air lifting or other suitable methods to:

1. ensure good hydraulic continuity between the installation and the groundwater

2. ‘settle down’ the filter pack

3. break down any skin of remoulded soil on the borehole wall surface created during its formation.

Where observation wells or standpipe piezometers are to be used for groundwater sampling, the installations should also be

purged/micro-purged prior to sampling; see Clause 12.3.2.

11.5 Installation of ground gas observation wells

Observation wells for monitoring ground gas concentration and taking samples of ground gas in exploratory holes shall be

installed as specified in Schedule S1.18.6 or as instructed by the Investigation Supervisor. They shall be as generally described

in Figure 11.3 and all dimensions and depths shall be recorded at the time of installation.

Guidance on the requirements for ground gas monitoring installations is also available in CIRIA Report C665 and BS 8576.

Similarly, any requirement for further readings beyond the base set, either during the intrusive phase of the investigation or

requiring return visits to site, should be detailed in Schedule S1.19.1. If return visits to site are required, this should be clearly

identified in Schedule S1.19.1.

In general, it is preferable for ground gas to be monitored in dedicated ground gas monitoring instruments, with the response

zone above the groundwater.

Particular attention should be given to the selection of the response zone, which should lie within the unsaturated zone, and

closely targeted on the stratum of interest; where groundwater level is high, it may be impossible to install a gas monitoring

well above the normal groundwater level while still providing for an adequate seal between response zone and ground surface.

Combined ground water and ground gas monitoring observation wells may be used, and in this case, the response zone should

be designed to extend from the unsaturated zone to below the phreatic surface, and to allow for variation in groundwater level

to ensure as much as possible that the instrument functions reliably as both a ground gas and a ground water instrument at

all times. Where the response zone of a gas monitoring well extends below the ground water, consideration should be given

to the influence of dissolved phase materials on any gas monitoring results.


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Figure 11.3. Schematic drawing of ground gas observation well installations

11.6 Installation of vapour observation wells

Vapour observation wells shall be installed as specified in Schedule S1.18.7 or as instructed by the Investigation Supervisor.

Vapour observation wells shall be installed into unsaturated ground. The borehole shall not be advanced below the

groundwater table or the surface of non-aqueous liquid (NAPL). The borehole shall be progressed to the target sampling depth

within the unsaturated zone.

Narrow diameter pipework (3 mm to 10 mm) in small diameter boreholes are favoured to limit disturbance of the ground.

However, pipe diameters up to 50 mm can be used. If using an adopted gas observation well, consideration should be given

to the details of construction to ensure it is suitable for monitoring and sampling of vapours. Observation wells are required

to be vapour specific and fully screened within the vadose zone. Use of groundwater observation wells will not be

representative of soil vapour as dissolved VOCs in groundwater can influence the concentrations in the monitoring well.

Vapour observation wells are a specialist installation which requires advice and guidance from geoenvironmental

practitioners.

For certain VOCs, stainless steel installations might be required, for example if vinyl chloride is a key contaminant of concern,

sampling from a PVC well is not appropriate.

Good observation well construction including sufficient seals are essential for reliable investigation of vapours. Sampling

procedures should be carefully evaluated to ensure that data integrity is maintained and project objectives are met.

Consideration should be given to leak detection tests as well as ensuring components of the sample train do not compromise

the sampling process. Further guidance can be found in BS 10175 and BS 8576.

11.7 Inclinometers

Where specified in Schedule S1.18.8 or instructed by the Investigation Supervisor, inclinometer tubes or in-place inclinometers

shall be installed, measured, recorded and reported in accordance with BS EN ISO 18674-3.

Notes 1.The installation should be generally as shown in the drawing

opposite and described below, with the site-specific requirements

being detailed in Schedules S1.18.6 or as instructed by the Investigation Supervisor.

2.The tubing should consist of unplasticised polyvinylchloride

(uPVC) or high- density polyethylene (HDPE). HDPE is the preferred material as it is more resistant to attack by aggressive

chemicals. Each length of tubing should be joined by screw

thread or threaded couplers. Glue or adhesive should not be used to join tubing. The base of the tubing should be plugged and the

tubing perforated by holes or slots to give an open area of 10–15%. The depth to the top of the perforated tubing should be as

specified in Schedule S1.18.6 or as instructed by the Investigation

Supervisor. 3.The filter should be clean non-calcareous quartz-based single-

sized gravel, 6– 10 mm in diameter.

4.Where the depth of the exploratory hole is greater than the depth to which the filter and tubing are to be installed, then the

exploratory hole should be back filled with impermeable

materials (cement/bentonite grout and/or bentonite pellets) to the base of the filter.

5.The tubing should be lowered carefully down the exploratory

hole to the level of the filter gravel, and the exploratory hole backfilled with filter gravel to the top of the perforated section.

Where tubing is required to be installed to a considerable depth,

the use of centralising devices should be considered. 6.The top of the tubing should be covered by a screw-on gas tap,

rubber bung or push-on cap with a gas valve as indicated on the

drawing opposite. 7.That part of the borehole above the perforated section should

be backfilled with bentonite pellets placed on top of the filter to

form an upper seal not less than 0.5 m thick. Where the hole is dry, sufficient clean water for immediate saturation should be

added concurrently with the bentonite pellets.

8.Arrangements should be made to prevent the ingress of surface water and to protect the top of the piezometer tubing.


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The borehole into which the inclinometer is to be installed shall be drilled to the depth required at not less than 100 mm

diameter, using temporary casing if required.

The inclinometer tubing shall be installed in the borehole in lengths not exceeding 3m which are joined by proprietary methods,

supported by centralising spiders at not more than 3 m depth intervals and with the keyways orientated parallel and orthogonal

to the line of maximum slope or structure to be monitored.

The annular space around the inclinometer tubing shall be filled with a grout mix as specified in Schedule S1.18.8, with the

minimum water to provide a slurry which can just be pumped into the hole via a tremie pipe.

The Contractor shall ensure that no extraneous material is allowed to enter the inclinometer tubing and that damage and

deformation of the tubing are prevented.

The Contractor shall provide the Investigation Supervisor with a set of base readings comprising readings at 0.5 m depth

intervals over the full depth of the installation.

It is not normal practice for the Contractor to supply the Investigation Supervisor with inclinometer reading equipment and

software. If equipment and software are required, this should be specified in Schedule S1.19.9.

Typical grout mixes are provided in BS EN ISO 18674-3.

Any requirement for further readings beyond the base set, either during the intrusive phase of the investigation or requiring

return visits to site, should be detailed in Schedule S1.18.8. If return visits to the site are required, this should be clearly

identified in the Schedule.

11.8 Extensometers and settlement gauges

Where specified in Schedule S1.18.9 or instructed by the Investigation Supervisor, extensometers and/or settlement gauges

shall be installed in accordance with BS EN ISO 18674-2 and BS EN ISO 18674-6, respectively.

11.9 Settlement monuments

Where specified in Schedule S1.18.10 or instructed by the Investigation Supervisor, settlement monuments shall be installed

by the Contractor.

11.10 Other instrumentation

Other instrumentation shall be detailed and installed as described in Schedule S1.18.11.

11.11 Decommissioning and removal of installations

The Investigation Supervisor shall provide details of any installations which require decommissioning or removal of their

surface protection. Decommissioning or removal shall be carried out so as not to create pathways for potential contaminants

or surface waters and details of the requirements shall be detailed in Schedule S1.18.12.

Where the top of an installation (e.g. a stopcock cover and surrounding concrete should be removed to avoid a long-term

obstruction, this should be specified in detail.

If decommissioning or removal of instrumentation is required there may be specific requirements which should be detailed

e.g. Environment Agency.


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12.0 Installation monitoring and sampling


Monitoring of and/or sampling from installations may be required during the intrusive phase of the investigation and/or during

return visits to site.

Where concurrent (or immediately sequential) monitoring and sampling of ground gas, vapour and groundwater are required

from the same installation, the Contractor shall ensure that the operations are carried out such that monitoring does not

adversely affect sampling and vice versa.

The required type(s) of instrumentation, details of the installations to be constructed and any base readings to be taken by the

Contractor shall be specified in Schedule S1.19. If multiple sets of base readings are required from instrumentation this shall

also be stated in Schedule S1.19.1.

Groundwater quality, ground gas and vapour monitoring and sampling are specialist activities which require input from

geoenvironmental practitioners.

Where combined installations have been installed for ground gas and groundwater, the monitoring/sampling of ground gas

must precede that related to groundwater.

Similarly, where concurrent/immediately sequential groundwater level monitoring and sampling in the same installation are

required, monitoring should generally precede sampling.

Return visits carried out up to issue of Draft Report are deemed to be included as part of fieldworks and those visits after issue

of the Draft Report should be termed long term monitoring and reported separately as an addendum.

12.2 Groundwater level readings in installations

Readings of depths to groundwater in standpipes and/or standpipe piezometers shall be made by the Contractor with an

approved instrument during the fieldwork period and/or during return visits to site as specified in Schedule S1.19.1, or as

directed by the Investigation Supervisor.

The frequency of observation and reporting of instrumentation readings shall be specified in Schedule S1.19.1.

It is good practice to also check and record the depth to the installation tip. This is particularly important when there is more

than one installation per borehole. When sampling is required at the same time, however, consideration also needs to be given

to the disturbance caused to the water column within the instrument if the depth to the installation tip is measured.

The Investigation Supervisor should approve the instrument used to take groundwater readings and this may comprise an

electronic dipmeter or readings from water level loggers.

12.3 Groundwater sampling from installations


Where specified in Schedule S1.19.2 or as directed by the Investigation Supervisor, groundwater samples shall be taken in

accordance with BS EN ISO 18674-4 from observation wells and/or standpipe piezometers after they have been installed,

developed and generally either purged or micro-purged. Sampling may be required during the intrusive phase of the

investigation and/or during return visits to site.

BS EN ISO 22475-1 and BS 5930 provides details of the requirements for sampling of groundwater.

Sample volumes, the containers, preservatives and conditions required in transit should be agreed with the testing laboratory

before sampling.

Water sample containers should be kept in the dark, filled and refrigerated, without any contact with materials that could

affect the water quality.

Pump type should be assessed prior to monitoring to select the most suitable pumping method to meet groundwater conditions

and sample pumping requirements (i.e. low flow pump).

Samples should be scheduled for testing and dispatched to the testing laboratory in appropriate containers on the day of

sampling where possible and, at the latest, within 24 hours of the sample being taken.


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12.3.2 Purging or micro-purging

Where specified by Schedule S1.19.3 or instructed by the Investigation Supervisor, groundwater installations shall be purged,

unless otherwise specified, to achieve three well volumes. A minimum period of one hour shall be allowed for in pricing and

if further time is required for purging, it shall be paid for at an hourly rate.

During purging, groundwater shall be monitored for conductivity, pH, temperature, electrical conductivity, dissolved oxygen

and Redox potential. Purging shall cease upon stabilisation of these parameters. Alternatively, a minimum of three installation

groundwater volumes shall be purged from the well. If the installation pumps dry or site-specific conditions dictate that

additional purging is required, the Contractor shall inform the Investigation Supervisor who will decide what actions the

Contractor is to carry out.

Purge volumes shall be estimated by the Contractor for each installation.

Micro-purging (to minimise disturbance to the water column) may be specified or instructed by the Investigation Supervisor

as an alternative to purging if free-phase contaminants (light or dense non-aqueous phase liquids, LNAPLs and DNAPLs

respectively) or VOCs are present or the groundwater column is stratified.

Based on three installation groundwater volumes, the purge volume V is calculated as follows:

where r is radius of standpipe; R is radius of filter pack; p is assumed porosity of the filter pack; WL is the depth below ground

level to the water surface; and TD is the depth below ground level of the base of the screened section.

The pumping rate during purging should not be greater than the recharge rate to avoid recharging groundwater cascading

down the well screen. The pumping rate should also be less than the rate of abstracting water from the installation during its

development.

The purged water should be disposed of in an environmentally sensitive manner that ensures purged water does not re-enter

or influence water levels within the borehole/standpipe that is being purged, introduce contaminants or affect local

drainage, water courses or other water bodies.

Where the need for micro-purging can be identified from the desk study results, it should be specified in Schedule S1.19.3.

The diameter of the installation will have to be sufficient to install a dedicated pump: bailers, grab samplers and inertial

pumps are not suitable.

As noted in Clause 12.1, where sampling and groundwater level monitoring are required at the same time, monitoring should

normally be carried out first. Since sampling will usually be preceded by purging with a resultant temporary lowering of the

borehole water level, it may be necessary to take several water level measurements over a period of time to demonstrate that

the equilibrium value has been obtained.

12.3.3 Multi-parameter meter

Where unstable water quality parameters (e.g. pH, electrical conductivity, dissolved oxygen concentration, oxidation-reduction

potential and temperature) shall be determined on-site during monitoring works this should be specified in S1.19.4. This shall

be carried out using a multi-parameter meter.

Continuous measurement using multi-parameter meters can also be specified as a means of determining purging duration.

Purging should continue until the variation in these parameters becomes stable, unless specified otherwise by the Investigation

Supervisor.

A multi-parameter meter allows determination of the above sensitive analytes and when combined with a flow cell minimises

atmospheric contact, aeration and de-pressurisation. The process requires a continuous stream of groundwater flowing

directly into the flow cell where direct measurement is carried out.

Stability is defined as a constant concentration of a parameter, within a defined variance (typically 10%), held over a pre-

defined period of time. The selection of parameters should be based on site-specific conditions but as a minimum should

include pH, electrical conductivity and temperature.

12.4 Gas or vapour monitoring in installations

Ground gas or vapour measurements shall be made by the Contractor in ground gas or vapour monitoring installations where

specified in Schedule S1.19.5, or as directed by the Investigation Supervisor. Measurements may be required during the

intrusive phase of the investigation and/or during return visits to site.

The measurements shall include atmospheric pressure, ground gas pressure, flow rate(s) and concentrations of methane,

oxygen and carbon dioxide, or as specified in Schedule S1.19.5.


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Where the reading instrument does not allow concurrent measurements to be taken, the gas pressure in the installation shall

be determined prior to measuring flow rates (including their range and whether the flow is positive or negative). Flow rate

measurements shall precede the individual gas concentration measurements.

Ground gas concentrations shall be measured for a minimum of 3 minutes and both the peak and steady-state concentrations

recorded. If the concentration is rising/falling at the end of the monitoring period, this shall also be recorded. Where VOC

concentrations are required, monitoring may be undertaken using PID/FID to give overall concentrations.

The depth to water, atmospheric pressure, atmospheric temperature, ground conditions and weather shall be measured and

recorded at the time of taking gas measurements.

If speciated VOCs are required to be determined, samples for laboratory testing shall be required and specified in S1.19.8.

Gas taps should be kept closed between monitoring visits.

Monitoring should, where practical, include readings taken when the atmospheric pressure is below 1000 mb as well as under

falling barometric pressure; see CIRIA C665. Consideration should be made for additional visits and timescales for

monitoring if this is required.

As noted in Clause 12.1, ground gas or vapour measurements should precede that of the depth to water.

12.5 Continuous gas monitoring

Where a more comprehensive characterisation of the ground gas regime is required, in order to refine the conceptual site model

and provide greater confidence for risk assessment, the collection of continuous gas monitoring data shall be considered and

if required specified in Schedule S1.19.6.

This approach might, for example, be used to better assess ground gas risks at higher characteristic situations (CS) sites.

Continuous monitoring involves high-frequency, time-series measurements over short internals, for instance, a period of up

to six weeks. Where the frequency of sampling is equal to or greater than the change in the parameters being monitored, the

data set can be termed continuous.

High-frequency and continuous data can allow a range of correlations between gas concentrations and environmental

variables to be identified, which can be used within both detailed qualitative and quantitative assessments, including statistical

and sensitivity analysis.

The period over which high-frequency and continuous monitoring is conducted should take into account site-specific

circumstances and the type of assessment being completed. For ground gas risk assessment purposes, high-frequency

monitoring should be conducted over a period of time that covers sufficient variation in the most critical factors that affect

gas emission from the ground. Examples are weather conditions, atmospheric pressure drops, changing groundwater levels

and tidal effects.

When it is considered appropriate to carry out high-frequency monitoring, regular visits should still be made to site to record

the condition of the ground surface and other nearby activities. Additional care is necessary for the design and construction

of headworks see Clauses 11.2 and 11.6.

12.6 Sampling from ground gas installations

Samples shall be taken during the fieldwork period and/or during return visits to site as specified in Schedule S1.19.7, or as

directed by the Investigation Supervisor.

Samples of ground gas for chemical analysis shall be obtained from exploratory holes or standpipes in accordance with BS

10175 and BS 10176. The sampling method shall relate to the volume of gas available and the type of laboratory analysis to

be carried out. The sampler receptacle shall be airtight and may include lockable syringes, Tedlar bags, gas bombs, VOC

sampling canisters, adsorbent columns or cold traps.

Guidance on groundwater and ground gas sampling is also provided in the SCA Blue Book ‘General Principles of sampling

water and associated materials’, and ‘Guidance on monitoring trace components in landfill gas’ (Landfill Directive Technical


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Guidance Note 04) (Environment Agency).

12.7 Vapour sampling

Where required, vapour sampling shall be specified in Schedule S1.19.8. The Designer or Investigation Supervisor shall detail

the sampling method required, if the sampling is required during the fieldwork period or during monitoring visits after

completion of fieldwork together with when the data shall be reported.

Silonite canisters, sorbent tubes and passive sampling may be considered suitable for vapour sampling subject to specialist

advice.

Tedlar bags and Gresham cylinders are not suitable for sampling VOCs because of the stability of the target compounds.

Gresham cylinders are simply a steel or aluminium tube with no passivated coating so are not suited to volatile analytes.

Tedlar bags have very short holding times (typically 48 hours or less). The laboratory will provide high detection limits and

permeation of VOCs is possible through the bag. These bags are also fragile and easily punctured.

12.8 Monitoring of ground movements

The installation and taking of base readings of ground movement monitoring instruments is detailed in Clauses 12.1 and shall

be specified in Schedules S1.18.8.to S1.18.11.

Where ongoing monitoring of such installations by the Contractor is required, it shall be specified in Schedules S1.19.9 or

instructed by the Investigation Supervisor. Schedules S1.18.1-S1.18.11 shall state whether return visits to site will be required.

Further guidance can be found in BS EN ISO 18674-1.

12.9 Other monitoring

Other monitoring shall be carried out as described in Schedule S1.19.10.

Where additional monitoring is required, this should be listed in Schedule S1.19.10 with appropriate Specification items.

12.10 Sampling and testing of surface water bodies

Where specified in Schedule S1.19.11 or instructed by the Investigation Supervisor, surface water bodies shall be sampled

and/or site determinations made of dissolved oxygen, redox potential, conductivity, pH and temperature and any other

parameter specified.

Any requirement for sampling and/or testing necessitating a return visit to site should be detailed in Schedule S1.19.11.

BS EN ISO 5667-1 provides guidance on the design of sampling programmes and techniques. Guidance on sampling rivers

and streams is given in BSEN ISO 5667-6.


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13.0 Reinstatement


The level of reinstatement required on any project, access route and at every individual exploratory hole, shall be

commensurate with the current use of that location. Unless specified in Schedule S1.20.1, all reinstatement works, including

that for accidental damage, shall be undertaken, as far as practicable, so as to match the nature of the ground prior to

investigation.

In certain locations e.g. public highways the method of reinstatement (and indeed backfilling) will be determined by

Department of Transport; Specification for Reinstatement of Openings in the Highways (SROH) including verges, kerbs,

cycleways, etc This specification also deals with breaking out, excavation and backfilling of excavations through road

surfaces, the relevant clauses of which should also be followed.

The objective should be that the surface of exploratory holes be returned to an equivalent quality and material type, to that

before the ground was disturbed. On rare occasions, when perhaps the ground investigation is being undertaken on an area

of land under development it may be acceptable, with the permission of the client, Investigation Supervisor, owner and

developer, to leave the surface of the exploratory hole safely backfilled but un-reinstated.

There will also be occasions when a site is primed for imminent development or re-development and a temporary reinstatement

may be acceptable. In this instance however, the temporary reinstatement must suit and be deemed safe and appropriate for

the temporary use of that land.

Considerations should be given to pre and post-condition surveys in accordance with Clause 5.2 which can avoid claims or

disputes for damages deemed to have been caused by the ground investigation works.

13.2 Turf and topsoil surfacing

When turf and topsoil surfacing is required to be reinstated details shall be provided in Schedule S1.20.2.

After completion of an exploratory hole through a turf or topsoil surfaced area and subsequent backfilling, a layer of topsoil

equivalent to that displaced at commencement shall be gently placed into the exploratory hole and gently tampered and raked

to form a level surface.

Where access routes are required across turf and topsoil surfaced areas the scope of reinstatement shall be specified in Schedule

S1.20.2.

If there is a turf surfacing, the turf taken off the location at commencement should be rolled out over the topsoil layer and

gently rolled or tamped down with a flat surface. The gaps between adjacent pieces of turf should be infilled with loose topsoil.

Re-seeding may be deemed to be an acceptable form of reinstatement and if required should be agreed with the Investigation

Supervisor or specified in Schedule S1.20.2.

13.3 Gravel or rubble surfacing

Exploratory holes formed through loose granular surfaced areas shall, when specified in Schedule S1.20.3, be reinstated with

a surface layer of an equivalent type of granular material.

The reinstated layer of gravel shall be at least as thick as the layer excavated through at commencement and shall be placed

and compacted in layers to match the original condition.

If the land use is a track, road or parking area, particular attention shall be made to backfilling the exploratory hole in such a

way as to eliminate settlement.

13.4 Paved surfacing

Where reinstatement of paved surfacing (asphalt or concrete) is required, this shall be detailed in Schedule S1.20.4. The

Designer or Investigation Supervisor shall state whether the reinstatement is to be temporary or permanent.

As far as is reasonably practicable permanent, reinstatements shall meet both the structural integrity and visual characteristics

of the original surface using comparable materials, unless there is a particular instruction or reason why not.

Backfilling of hard surfaced areas shall be specified in such a way that no subsequent settlement or collapse of the backfill can

occur beneath the surfacing layers.

On private sites, reinstatement should be carried out by any appropriately experienced competent person.

On ‘public streets maintainable at public expense’ The New Roads and Street Works Act (NRSWA) requires that there is a

qualified operative on site at all times while street works are in progress under appropriate supervision on a NRSWA

Supervisor.

Where large diameter coring (a road core >150mm diameter) has been specified through paved surfacing this may allow for


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re-use of the road core as a component of the reinstatement material.

13.5 Headworks

Headworks installed as part of a borehole reinstatement shall in all circumstances be fit for purpose and details shall be

provided in Schedule S1.20.5.

Details of covers and headworks relating to installation requirements are provided in Clause 11.2.

13.6 Access routes and work areas

Reinstatement requirements for access routes and work areas including compound areas shall be specified in Schedule S1.20.6.


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14.0 Site records


The Contractor shall keep site records for each working day of the ground investigation or when night shifts are specified for

each shift. Information shall be recorded as work proceeds and provided to the Investigation Supervisor, if requested.

The site records should be retained, preferably on site, for the duration of the site operations and details should include but

not be limited to; the activities taking place, personnel on site, locations of activities, weather conditions, other site conditions

affecting the ground investigation works, delays, instructions given, health, safety or environmental issues, technical or quality

issues and any variations to the Specification.

The records should be maintained in the form of a site diary or using proformas or preferably recorded digitally.

14.2 Daily records

The Contractor shall prepare for each exploratory hole or investigation point a daily record, preferably in electronic format,

which shall be submitted to the Investigation Supervisor at the beginning of the next working day. Information shall be

recorded as work proceeds and, except as specified in Schedule S1.21.1, shall include the information detailed in Table 14.1,

where relevant.

In accordance with BS 8574, the daily record shall, wherever possible, be provided as data in AGS data format obtained at

source and retained electronically. Unless otherwise specified, the data shall be collected using digital recording devices such

as smart phones, tablets, data loggers or other digital devices at each exploratory hole or investigation point and include

specified measurements, observations and test results deriving from the site works.

In practice, a daily record should comprise an exploratory hole log, in situ test report, monitoring results or other geotechnical

or geoenvironmental data. Many Contractors and suppliers have developed digital devices and outputs for their operations

and equipment and many Apps are available to capture data and details of these should be provided to the Investigation

Supervisor before works commence or the equipment is used. Where these are not available, purpose designed record sheets

should be developed for recording all of the information required in Table 14.1.

The Investigation Supervisor should consult with the Contractor to ensure that proprietary systems proposed for the works

should have data import and export facilities which will enable data to be transferred using the AGS data format.

Table 14.1: Information required for daily records

List of information

Dynamic

Sampling

Cable

Percussion

Rotary

Drilling

Trial Pitting

/ Trenching

In Situ

Testing

Other

measurements,

observations

and test results

Project Name ● ● ● ● ● ●

Contractor’s Name ● ● ● ● ● ●

Operative’s Names ● ● ● ● ● ●

Skills Card Number and

type e.g.

CSCS/CPCS/NPORS/MPQ

C

● ● ● ● ● ○

BDA Audit Card No. ● ● ● ● ○

Exploratory hole or

observation point i.d.

● ● ● ● ● ●

Day and Date ● ● ● ● ● ●

Utility scan details ● ● ● ● ●

Equipment and techniques

used1

● ● ● ● ● ●

Inclination and direction

relative to north

● ● ● ● ● ○

Dimensions ● ○ ○

Diameter and depth of

exploratory holes and

casing

● ● ● ● ● ○

Depths and volume of any

water or flush medium

added to exploratory hole

● ● ○

Depth of each change of

stratum

● ● ● ● ● ○

Description of each

stratum2

● ● ● ● ● ○


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List of information

Dynamic

Sampling

Cable

Percussion

Rotary

Drilling

Trial pitting

/ Trenching

In situ

testing

Other

measurements,

observations

and test results

Contamination or potential

contamination encountered

○

○

○

○

○

○

Type and depth of samples3 ● ● ● ● ○ ○

Type and depth of in situ

tests

● ● ● ● ● ○

Depths of hard material /

obstructions4

● ● ● ● ● ○

Groundwater readings5 ● ● ● ● ● ○

Installations or

instrumentation

● ● ● ● ○ ●

Water level readings6 ● ● ● ● ● ○

Ground gas readings6 ● ● ● ● ● ○

Backfill and materials used ● ● ● ● ○ ○

Time spent on dayworks

activities other than the

primary activity

● ● ● ● ● ●

Colour, condition or loss of

flush returns

● ○ ●

Exploratory hole stability

and if support used

● ● ● ● ○ ○

Sketches of the strata and

other features i.e.

foundations or obstructions

●

Estimate of volume of

water pumped from

exploratory hole and time

taken

○ ○ ● ○ ○

Photographs taken ● ○

Result of blow count

plotted against depth ○ ○

Cone and friction

resistance, friction ratio and

piezometric pressure plotted

against depth

○

Notes

● denotes details are required

○ denotes details are required, if applicable

1 Details shall include for drilling and boring the rig type, rig i.d., tooling used i.e. chisel, core barrel, core bit and for

excavations; machine type, bucket width and whether it is toothed or smooth and if a breaker or pump was used.

2 Descriptions should be in accordance with the specified versions of BS 5930, BS EN ISO 14688 and BS EN ISO

14689. 3 Top and bottom depth of each sample shall be recorded. Details to be recorded for driven open tube samplers shall

also include the length of sample recovered and number of blows. Details to be recorded for coring shall also include

total core recovery per core run and top and bottom depths. Details of any difficulty obtaining the sample, including

failed samples, or potential or known disturbance to the sample shall also be recorded. 4 Details shall include any changes of equipment required to progress the exploratory hole, time taken in duration and

time, depth of penetration and whether the hard material/obstruction stopped progress. 5 Indicates groundwater during drilling / excavation. Depth of any water strike and details of speed of inflow or

outflow recorded every 5 mins for 20 mins. 6 Indicates groundwater or ground gas readings from installations and shall include the time of the reading and

barometric pressure.

14.3 Chain of custody

Chain of custody shall be maintained for all geoenvironmental samples and where specified in Schedule S1.21.2 for selected

geotechnical samples.

Copies of all chain of custody records shall be provided to the Investigation Supervisor, upon request, within 24 hours of the

samples being taken. The Chain of Custody records shall be kept by the Contractor until acceptance of the Final Report.


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The chain of custody process details the links in the transfer of samples between the time of collection and their arrival at the

laboratory. The minimum information to be included on the form shall be:

a) name of the person who collected the samples

b) name of the person receiving the samples

c) time and date that samples are taken

d) time and date that samples are received by the laboratory

e) Contractor name and contact details

f) details of the site(s)

g) details of the samples (location, depth, etc.)

h) analytical suite to be determined

i) other specific instructions in the handling of the samples during analysis, e.g. special safety precautions;

j) samples that are expected to contain high levels of the analyte in question or other substances that can interfere with

the analysis

k) testing turnaround times required in the laboratory.

Laboratories may also use an on-line data management platform which allows electronic scheduling of samples. The above

information should still be provided regardless of the system used.

An example of a Chain of Custody is provided in Appendix A.

14.4 Special in situ testing and instrumentation records

The information to be recorded and submitted to the Investigation Supervisor shall be as specified in Schedule S1.21.3.


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15.0 Geotechnical laboratory testing

15.1 Test schedules

The Contractor shall supply a list of samples available as a schedule listing sample and potential testing required in an agreed

format for the use of the Investigation Supervisor. The format of the schedule shall be agreed as early as possible within the

project between the Contractor and the Investigation Supervisor (an example is provided in Appendix A2).

The Investigation Supervisor shall prepare a schedule of tests or, if specified in Schedule S1.22.1, the Contractor shall prepare

a schedule of tests for approval by the Investigation Supervisor. Unless otherwise agreed, testing schedules shall be provided

within 5 working days of the receipt of the relevant preliminary logs as detailed in Clause 17.2. The Investigation Supervisor

shall take account of the sample type and mass required for the tests specified, as set down in the relevant test standard where

applicable. Tables 15.1 and 15.2 below indicate the minimum sample weight, based on soil type, that shall be assumed to be

required for selected geotechnical tests, noting this is the test mass required for the test specimen, and that the test sample from

which the sample is prepared may need to be greater. The Investigation Supervisor shall clearly indicate when samples are to

be combined for tests, where required to achieve these minimum weights. The Investigation Supervisor shall provide all of the

information required within Table 15.3 and the relevant test standard.

The Contractor shall inform the Investigation Supervisor within 5 working days from the receipt of the testing schedule if a

sample referred to in the schedule is not available for testing.

The laboratory shall visually assess the quality and shall make its best assessment of the sample quality and suitability prior

to testing and advise the Investigation Supervisor, as soon as possible, of any non-compliant, unanticipated disturbed or

unsuitable samples for the tests specified so that appropriate action can be taken, and further instructions provided.

Irrespective of whether the Investigation Supervisor or the Contractor is to specify the testing it is necessary to ensure that

arrangements are put in place by both parties to ensure that the specified time limits are achieved.

It should be accepted that laboratory testing quantities cannot be accurately predicted at tender stage before detailed

ground conditions are known. It may be necessary to specify additional testing once the results of the original tests are

available. The additional testing may comprise more of the original tests and/or different tests.

Example blank laboratory test schedules are provided in Appendix A and these should be available in digital format.

TABLE 15.1: Mass of soil sample required for sieving

Predominant size of material present based on

visual observation

Minimum mass

Test Sieve aperture

mm

kg

Coarse gravel 40

Medium Gravel 2

Fine Gravel 0.3

Sand 0.1

Clay and silt 0.1


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TABLE 15.2: Summary of sample mass requirements for dry density/ moisture content relationship test

TABLE 15.3: Additional information to be provided by the scheduler of laboratory testing

Test Type Standard

Reference

Additional Information to be provided

Determination of

liquid limit

BS EN ISO

17892-12

Cone penetrometer method often used on all samples. Four-point definitive

method performed automatically. Specify if one point method is to be used.

Determination of

plastic limit

BS EN ISO

17892-12

If specimen is unsuitable for plastic limit, liquid limits will normally be

performed.

Determination of

particle density

BS EN ISO

17892-3

Specify whether a small or large pyknometer, or the gas jar method, for

gravelly soils is required when scheduling.

Determination of

particle size

distribution

BS EN ISO

17892-4

Wet sieving method generally used for all specimens. Specify whether

Hydrometer or Pipette sedimentation is required for all specimens having

greater than 10% passing 63 µm sieve. If a different percentage passing value

is required for sedimentation specify when scheduling. If extra sieves are

required in the grading specify when scheduling. Note: sedimentation and

grading curves are often combined using K.H.Head’s Manual of Soil

Laboratory Testing sedimentation riffling correction.

Particular attention should be given to the table and graph of minimum mass

required in the British Standard. Testing will only be completed on insufficient

specimens if this has no effect on other scheduled tests for the specific sample

under consideration. If unsuitability is to be reported before testing, then

specify when scheduling.

Determination of

dry density/

moisture content

relationship

BS 1377: Part 4:

1990 (1)

Specify method of compaction required when scheduling. Particular attention

must be given to material type regarding the table of minimum sample mass

required in the British Standard. (Note any additional testing on the sample

will require additional material).

Determination of

moisture condition

value

BS 1377: Part 4:

1990 (1)

Specify single point, calibration, or rapid assessment when scheduling.

Determination of

chalk crushing

value

BS 1377: Part 4:

1990 (1)

Single determination performed. If the mean of six determinations, as detailed

in the British Standard, is required, specify when scheduling.

Determination of

California Bearing

Ratio

BS 1377: Part 4:

1990 (1)

Specify method of compaction when scheduling. Specify if the sample can be

tested within 3 hours of ramming up. Unless specified, sample will be tested

at top and bottom. Methods 1 to 4 also require specifying the density and

moisture content. Method 5 requires specifying the compactive effort. All

methods require to specify the surcharge to be applied during the test. If a

soaked test is required, then specify when scheduling, including soaking

duration.

Determination of

one-dimensional

consolidation

BS EN ISO

17892-5

Specify the number of loading and unloading stages and pressures required

when scheduling. Specify method of determining end of primary stage. Unless

otherwise specified, the loading pressures will be modified so that the first load

Predominant size of

material present

based on visual

observation

Minimum mass of prepared soil required Type of mould used

(a) (b)

Medium gravel or

finer (c)

6kg 15kg 1 litre

Coarse gravel (d) 15kg 40kg CBR

(X) Tests not applicable

(a) Soil particles not susceptible to crushing during compaction.

(b) Soil particles susceptible to crushing during compaction.

(c) Material with occasional coarse gravel and no cobbles

(d) Material with some coarse gravel and occasional cobbles

X For coarse gravel and coarse gravel with cobbles these types of test will not be suitable

1L = one-litre compaction mould CBR = CBR mould


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properties increment is greater than the swelling pressure. If full swelling pressure

determination is required specify when scheduling. If coefficient of volume

compressibility for pressure increment of 100 kN/m2 in excess of the present

effective overburden pressure (Po’) is required then specify (Po') when

scheduling.

Determination of

permeability by the

constant head

method

BS 1377: Part 6:

1990 (1)

Specify the density and method of placement when scheduling. If testing is

required over a range of hydraulic gradients specify when scheduling. Note

that this test is ideally suited to coarse samples. Triaxial permeability

determination should be considered for fine soil samples.

Determination of

hydraulic cell

(Rowe cell)

consolidation

BS 1377: Part 6:

1990 (1)

63–250 mm specimens can be tested. When scheduling, specify all the

following: drainage conditions; loading conditions; sequence of effective

pressure increments and decrements; criterion for terminating each primary

consolidation and swelling stage; and the method for determining cv. Where

no method of cv determination is specified, the pore pressure dissipation

method is to be used, with the exception of two-way vertical drainage tests

where the log time curve fitting method is used. If specimens are to be

remoulded, then specify the required density and moisture content or

compactive effort when scheduling.

Determination of

isotropic

consolidation in a

triaxial cell

BS EN ISO

17892-9

When scheduling, specify all the following: size of test specimen; drainage

conditions; sequence of effective pressure increments and decrements. The

axial strain at which the test is to be stopped; the requirements for any or all of

the optional reporting information.

Determination of

permeability in a

triaxial cell

BS EN ISO

17892-11

When scheduling, specify all the following: size of test specimen; direction of

flow of water; method of saturation; and effective stress at which each

permeability measurement is to be carried out. Note that this test is ideally

suited to fine soil samples. Constant head permeability should be considered

for coarse samples.

Determination of

shearbox shear

strength

BS EN ISO

17892-10

When scheduling, specify all the following: size of test specimens; method of

remoulding including density and moisture content if required; the normal

pressures to be applied; and if residual strength is required, the method of

reversal. Note that two reversals are performed to determine the residual

strength. Further reversals may be required to define the true residual strength

and if these are required then specify when scheduling. For the 300 mm shear

box, a minimum of 35 kg of soil passing the 20 mm sieve is required for each

stage.

Determination of

ring shear residual

strength

BS EN ISO

17892-10

When scheduling, specify all the following: the moisture content required for

the test; the number of specimens to be tested as a set; the normal pressures to

be applied; and the procedure for forming the shear plane. The procedure in

BS EN ISO 17892-10 is rather vague; therefore, either rely on the procedure

described in BS 1377 or specify a different one when scheduling.

Undrained triaxial

without

measurement of

pore water

pressure

BS EN ISO

17892-8

When scheduling, specify all the following: size of specimens; number of

specimens to be tested; cell confining pressure. If a remoulded test is required,

also specify the method of compaction, and required density and moisture

content. is Multistage UU tests are not covered in BS EN ISO 17892-8 due to

practical concerns of misinterpretation of the data.

Effective stress

testing

BS EN ISO

17892-9

When scheduling, specify all the following: size of specimens; number of

specimens to be tested as a set; type of drainage; correction to be applied for

side drains if used; isotropic or anisotropic consolidation and if the latter then

the stress conditions; effective pressures; and criterion for failure. If a

remoulded test is required, also specify the method of compaction, and

required density and moisture content. Multistage CU or CD tests are not

covered in BS EN ISO 17892-9 due to practical concerns of misinterpretation

of the data.

NOTES: The international ISO series of laboratory test standards (BS EN ISO 17892), have now largely replaced BS

1377 parts 2 to 9. BS 1377 Part 1 is however retained.

(1) For these tests, there are no ISO standards and continued reference to BS 1377 is required. However, it should be

noted that BS 1377 is being redrafted to cover these tests and the part numbers shown in this table will change in due

course.


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15.2 Testing procedures

15.2.1 Testing standards

Where applicable, all preparation, testing and reporting shall be in accordance with the relevant British Standards (see Table

15.4 below). Where tests are not covered by British Standards they shall be performed in accordance with the procedures in

the references or as described in Schedule S1.22.3.

Specifications for laboratory tests not described in British Standards or in the reference list should be inserted in Schedule

S1.22.3.

TABLE 15.4: Test standards for common laboratory tests for soils

Test

Grouping

Test Type Test Standard Comments

Classification

/ Index Tests

Water Content BS EN ISO 17892-1, Geotechnical

investigation and testing − Laboratory testing

of soil − Determination of water content

It is intended that

additional text designed

to cover those variations

on these tests that supply

additional soil

parameters, and which

are currently covered by

BS 1377, will be

contained in a revised

BS 1377 Part 2.

Atterberg Limits BS EN ISO 17892-12, Geotechnical


of soil − Determination of liquid and plastic

limits

Particle Density BS EN ISO 17892-3, Geotechnical


of soil − Determination of particle density

Bulk Density BS EN ISO 17892-2, Geotechnical


of soil − Determination of bulk density

Particle Size

Distribution

BS EN ISO 17892-4, Geotechnical


of soil − Determination of particle size

distribution

Compaction /

Earthworks

Test

Compaction (light)

2.5kg

BS 1377 Part 4 None of these

compaction or ‘material

re-use’ tests are covered

by the international ISO

series of test standards.

BSI is currently drafting

a new BS 1377 Part 2

which will cover these

tests.

Compaction (heavy)

4.5kg

BS 1377 Part 4

Compaction (vibrating) BS 1377 Part 4

CBR BS 1377 Part 4

MCV single point BS 1377 Part 4

MCV calibration BS 1377 Part 4

Strength

Tests

Unconfined

Compressive Strength



of soil – Unconfined compressive strength

It is intended that



on these tests that supply

additional soil



BS 1377, will be


BS 1377 Part 2.

Unconfined

Consolidated Triaxial



of soil – Unconsolidated undrained triaxial test

Consolidated Undrained

Triaxial



of soil – Consolidated triaxial compression test

on water saturated soils Consolidated Drained

Triaxial

Small Shear Box BS EN ISO 17892-10, Geotechnical


of soil − Direct shear tests Large Shear Box

Ring Shear BS EN ISO 17892-10, Geotechnical

investigation and testing – Laboratory testing

of soil – Direct shear test

Laboratory Vane BS 1377 Part 7 To be covered by new

BS 1377 Part 2


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Test

Grouping


Consolidation

Tests

Oedometer

Consolidation



of soil – Incremental loading oedometer

It is intended that



on this test that supply

additional soil



BS 1377, will be


BS 1377 Part 2.

Chemical

Testing

Sulfate and pH BS 1377 Part 3 Not covered by the new

ISO series of test

standards. Will be

covered by the new

version of BS 1377.

Permeability Triaxial Permeability BS EN ISO 17892-11, Geotechnical


of soil – Permeability tests

It is intended that



on this test that supply

additional soil



BS 1377, will be


BS 1377 Part 2.

Hydraulic Cell

Permeability

BS 1377 Part 6 The Hydraulic Cell test

is also used to determine

consolidation

parameters. All these

tests will ultimately be

covered in the new Part

2 of BS 1377.

Pinhole erodibility BS 1377 Part 5

Hydrometer Dispersion BS 1377 Part 5

Frost Heave BS 1377 Part 5

NOTES:

1. The ISO series of international test standards needs to be used in conjunction with BS 1377, since not all tests

undertaken in the UK are covered by the BS EN ISO 17892 series.

2. It should be noted that BS 1377 Part 1 will continue to be required for sure in the UK as it describes various

general requirements for the preparation of tests and also contains valuable information on sample masses.

3. In the UK, some of the tests currently performed in accordance with BS 1377, report additional soil parameters

that are not given in the BS EN ISO 17892 series. For this reason, BS 1377 is currently being rewritten and it is

the intention to make part 2 of the updated standard a reference for these additional soil parameters.

15.2.2 Calibration Records

Calibration records of load-displacement or other measuring equipment shall be carried out in accordance with the appropriate

British Standards and the manufacturer’s recommendations. Evidence of current calibrations shall be supplied to the

Investigation Supervisor when requested.

15.2.3 Geotechnical testing on contaminated samples

Where geotechnical testing is required on samples of suspected contaminated material, indicative geoenvironmental testing

shall be carried out and a safe method of working agreed with the Investigation Supervisor (advised by an environmental

specialist if necessary) before any such work is started. It shall be noted that this may include, but is not limited to, the safe

storage, transportation and handling of all suspect material and its potential reaction with laboratory equipment/materials.

The assessment of whether contaminated samples can be safely handled by the geotechnical laboratory should be determined

on a sample by sample basis and the Investigation Supervisor kept informed.

15.3 Accreditation

The required schemes and standards to which the laboratory testing shall be accredited shall be specified in Schedule S1.22.4.


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It is recommended that where UKAS accreditation is available it is specified.

The precise scope of a laboratory’s accreditation should be checked prior to engagement as accreditation relates to the

individual tests and not the laboratory as a whole. Accreditation is generally obtained against compliance to individual test

procedures and the laboratory should also be required to be compliant to BS EN ISO/IEC 17025 General requirements for

the competence of testing and calibration laboratories.

15.4 Soil testing

Soil testing shall be carried out and reported in accordance with the applicable part of the testing standard within BS EN ISO

17892 / BS 1377 as appropriate and detailed in Table 15.4, unless otherwise specified.

Sections of BS 1377 have almost entirely been replaced by British Standard versions of the BS EN ISO 17892.

If tests include optional methods and a particular option is required or where test specifications may vary or are not available

from the Standards, the requirements or particular test specifications should be provided in Schedule S1.22.3.

15.5 Rock testing

Rock testing shall be carried out and reported in accordance with the following standards or references in Table 15.5, or

appropriate alternative, as described in Schedule S1.22.5.

If tests include optional methods and a particular option is required, this should be included in Schedule S1.22.5.

Most laboratories will be UKAS accredited for testing in accordance with either ISRM or ASTM methods but not both

(although for most tests the ISRM and ASTM procedures are similar and in some cases the same). UKAS accreditation is

considered to be more important than the choice between ISRM and ASTM methods. Many tests are not currently covered by

any national or international test standards, and for these, reference should be made to the series of test methods in the

‘Orange Book’ titled "The ISRM Suggested Methods for Rock Characterization, Testing and Monitoring", edited by Prof. R.

Ulusay.

TABLE 15.5: Test standards for common laboratory tests for rock tests

Test

Grouping


Classification

/ Index Tests

Natural water content ISRM At the time of publication, very

few UK or European rock test

standards had been published.

Of those that are available,

none cover the common rock

strength or rock aggregate tests.

Just prior to this document

being submitted for publication,

a working group had been

formed to produce a series of

European (EN) test standards

for rock.

It is expected that over the next

few years, this group will

produce standards that will be

adopted across Europe, and as

with the soil test standards, the

UK will adopt these for use in

UK testing laboratories.

Porosity/density ISRM

Void index ISRM

Saturation moisture content

of Chalk

BS 1377-2

Intact dry density of Chalk BS 1377-2

Carbonate content BS EN 196-2 / ASTM D4373

Petrographic description ISRM

Durability Slake durability index ISRM

Soundness by solution of

magnesium sulphate

BS EN 1367-2

Magnesium sulphate test BS EN 1367-2

Hardness Shore sclerometer ISRM

Schmidt rebound hardness ISRM / ASTM 5873

Aggregates Resistance to fragmentation

by the Los Angeles test

method

BS EN 1097-2

Aggregate abrasion value BS EN 1097-8

Polished stone value BS EN 1097-8

Aggregate frost heave BS 812

Resistance to freezing and

thawing

BS EN 1367-1


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Resistance to wear Micro-

Deval coefficient

BS EN 1097-1

Particle size distribution BS EN 933-1

Flakiness index BS EN 933-3

Shape index BS EN 933-4

Strength and

Deformation

Testing

Uniaxial compressive

strength

ISRM / ASTM D7012 / ASTM

4555

Deformability in uniaxial

compression

ISRM / ASTM D7012

Tensile strength

Direct tensile strength

Indirect tensile strength by

the Brazilian method

ISRM / ASTM D3967 / ASTM

2936 / ASTM D3967

Undrained triaxial

compression without

measurement of porewater

pressure

ISRM / ASTM D7012

Undrained triaxial

compression with

measurement of porewater

pressure

ASTM D7012

Direct shear strength ISRM / ASTM D5607

Swelling pressure

Swelling pressure index

under conditions of zero

volume change

Swelling strain index for a

radially confined specimen

with axial surcharge

Swelling strain developed in

an unconfined rock

specimen

ISRM

Point load test ISRM 2007 / ASTM D5731

CHERCHAR Method to

determine abrasiveness of

rock

ASTM D7625

Preparation of rock core for

strength and deformation

testing

ASTM D4543 / ISRM 2007

Creep of rock core under

constant stress and

temperature

ASTM D7070

Testing Techniques for Rock

Mechanics

ASTM STP402

Pulse Velocity and

Ultrasonic Elastic Constants

of rock

ASTM D2845

NOTES:

1. Rock testing is not currently covered by any UK or international testing standards, the ‘usual’ reference for in

situ and laboratory rock testing are

• ISRM Suggested Methods for Rock Characterization, Testing and Monitoring: 2007-2014” edited

by Prof. R. Ulusay (Orange Book)

• ISRM Suggested Methods for Rock Characterization, Testing and Monitoring: 1974-2006” (Blue

Book)

• American Society for Testing and Materials (ASTM) Suggested Methods and Guides.

2. Where a test method is covered by both the ISRM ‘blue book’ and the ISRM ‘orange book’, the more

recently published reference should be used. 3. Since each test given in these documents are only advisory, any deviations from the tests will need to be

specified to the relevant testing laboratory.


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15.6 Geoenvironmental testing for aggressive ground/groundwater for concrete

Where specified or directed by the Investigation Supervisor, the appropriate test suite(s) listed in Schedule S1.22.6 shall be

carried out.

The test suites listed in Schedule S1.22.6 cover the requirements for the four types of site (Greenfield without pyrite, Greenfield

with pyrite, Brownfield without pyrite and Brownfield with pyrite) defined in BRE Special Digest 1). Most sites will only

require one of the listed test suites to be undertaken. An initial assessment of the category of site (e.g. Brownfield without

pyrite) should be made from the desk study results.

In recognition that most testing laboratories will not be able to offer all of the alternative test methods, the final column of

each test suite allows for either a particular test method to be specified or the tendering Contractor to indicate which method(s)

can be offered. If the latter course is to be followed, it should be stated in Schedule S1.22.6.

Both test suites for Brownfield sites (i.e. pyrite-absent and pyrite-present) include dependent options of testing for magnesium

(when SO4>3000 mg/l in water/soil extract or = 3000 mg/l in groundwater) and testing for nitrate and chloride (when pH

<5.5). One alternative is to let the initial test results determine whether testing for magnesium and/or chloride and nitrate is

required, with responsibility for carrying out the additional testing either left with the testing laboratory or subject to further

instruction from the party scheduling the testing. This approach will likely give the smallest cost of testing but will probably

extend the overall testing time and risk sample deterioration. The other alternative is to include for magnesium, chloride and

nitrate testing at the outset: the shortest test period will result but at the possible expense of unnecessary testing.

Schedule S1.22.6 does not include testing for the ammonium ion or for aggressive carbon dioxide. It is recommended that, if

the desk study results indicate either of these to be of concern, specialist advice is sought.

15.7 Sample transport and storage

The environment within which soil samples are transported and stored shall be chosen to minimize disturbance through

vibration and temperature controlled such that extremes of temperature are avoided. The temperature range shall be between

5°C and 25°C.

Water samples shall be transported within 24 hours to the laboratory after sampling. They shall be protected against heat, frost,

light and damage and be transported at a temperature not exceeding 12º C.

Samples shall also be protected from direct heat and sunlight.

Samples shall be tested as soon as possible but, in any event, in a timeframe to minimize sample degradation.

BRE SD1 Guidance recommends a suitable temperature for transport and storage of groundwater of 4oC.

15.8 Laboratory testing on site

When required in the Contract, tests listed under Schedule S1.22.7 shall be carried out on site. Unless otherwise specified,

these tests shall be UKAS accredited.

Consideration for the timescales required to obtain UKAS accreditation for a field laboratory should be taken. Where the

mobile field laboratory may not be accredited, it may still provide value by providing preliminary screening to better enable

appropriate sample selection and test scheduling from an accredited laboratory.

15.9 Special laboratory testing

Special laboratory testing shall be carried out as described in Schedule S1.22.8. Table 15.9 lists the standards that shall be

adopted for selected special laboratory testing, unless otherwise instructed in S1.22.8


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Table 15.9 Test standards for special laboratory tests

Test Grouping Test Type Test Standard Comments

Cyclic triaxial Modulus and Damping Properties of Soils

using Cyclic triaxial apparatus

ASTM D3999

Resonant column Modulus and Damping Properties of Soils

by fixed-base resonant column devices

ASTM D4015

Load controlled cyclic

triaxial

Load controlled cyclic triaxial strength of

soil

ASTM D5311

Simple shear Consolidated undrained direct simple shear

testing of fine soils

ASTM D6528

Thermal conductivity Thermal conductivity of soils and soft

rocks by Thermal Needle probe

ASTM D5334

Where special laboratory testing is required, this should be listed in Schedule S1.22.8 with appropriate Specification items.

15.10 Specimen preparation and abortive tests

Any specialist specimen preparation methods beyond those identified within the standards or where standards are not available

for the particular test, shall be specified in Schedule S1.22.9.

If a test specimen is found to be unsuitable for testing for whatever reason, the laboratory shall prepare a record of the

unsuitable sample.

A photographic record of the failed sample shall be taken and presented alongside a geological description of the material on

the relevant laboratory test result sheet. The Investigation Supervisor shall be immediately notified, such that an alternative

test or sample may be scheduled.

All laboratory tests undertaken on undisturbed samples, be they soil or rock, require a specimen to be prepared for the test

before the test itself can commence. This process involves; extracting or extruding the sample from its temporary protective

coating or liner, physically trimming or resizing the sample and inserted it into the test apparatus, all vital parts of the test

process. The testing facility must take the greatest care possible to maintain integrity of the sample throughout this and

subsequent parts of the test process.

In some cases however, during this preparation stage the specimen proves to be unsuitable for the scheduled test. This could

be for a variety of reasons including the sample collapsing on extrusion, the sample on extrusion being found to be excessively

disturbed or damaged from the sampling process, the sample failing along a line of geological weakness during preparation,

etc.

Ordinarily the preparation costs form part of the overall test costs however if the reasons for failure could not reasonably

have been foreseen prior to the sample preparation process and are a function of the material properties, the laboratory

contractor should be compensated proportionally for the costs incurred. In these circumstances, the Investigation Supervisor

should confirm if they would like the laboratory to complete a non-compliant test. Where the Designer agrees to abort the test

or where the specimen is untestable the Contractor should recover costs through the appropriate items in the Bill of Quantities.

In all circumstances the laboratory should provide details of the outcome in their reports.


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16.0 Geoenvironmental laboratory testing

16.1 Preparation of test schedule

The Investigation Supervisor shall prepare a schedule of tests or, if specified in Schedule S1.23.1, the Contractor shall prepare

a schedule of tests for approval by the Investigation Supervisor. The testing schedules shall be provided to the testing laboratory

within 24 hours of the samples being taken.

The Contractor shall inform the Investigation Supervisor within a further 24 hours if a sample referred to in the schedule is

not available or unsuitable for testing.

It should be accepted that laboratory testing quantities cannot be accurately predicted at tender stage before detailed ground

conditions are known. It may be necessary to specify additional testing once the results of the original tests are available. The

additional testing may comprise more of the original tests and/or different tests.

Certain analyses (e.g. microbiological tests and biochemical oxygen demand) are highly time dependent and should be

scheduled immediately; the specifier should avoid delays in instructing the laboratory to ensure analysis is carried out within

holding times and samples are not deviated. Irrespective of whether the Investigation Supervisor or the Contractor is to

specify the testing, it is necessary to ensure that arrangements are put in place by both parties to ensure that the specified time

limits are achieved.

16.2 Accreditation

The required schemes and standards to which the laboratory testing shall be accredited shall be specified in Schedule S1.23.2.

Chemical laboratory testing should be carried out to in accordance with BS EN ISO/IEC 17025. Where appropriate, test data

for soil and water samples should also meet the requirements of MCERTS soil and water standards. The precise scope of a

laboratory’s accreditation should be checked prior to engagement. The UKAS website provides further information on

laboratory accreditation: http://www.ukas.org/testing/.

16.3 Chemical testing to assess land contamination, risk to controlled waters, ground gas and vapours

Schedule S1.23.3 shall specify which suites of chemical tests and any additional individual tests are required. If appropriate,

the Schedule shall also include any detection limits and/or test methods which the Contractor is required to comply with.

Where particular testing turnaround times are required, this shall be included in Schedule S1.23.3.

Both the initial selection of which test suites (and any additional individual tests) based on the desk study findings and any

revisions required by the investigation findings should be made by the Investigation Supervisor or the advising site

Environmental Scientist.

Beyond that, Schedule S1.23.3 provides for the Investigation Supervisor to specify test methods and/or limits of detection on

a test-by-test basis. Alternatively, it can be left to the tendering Contractor to complete either or both of these columns to show

what test methods and limits of detection can be offered. However, detection limits should reflect the assessment criteria

against which the test results will be compared, for example Human Health Generic Assessment Criteria, Environmental

Quality Standards (EQS) or Drinking Water Standards (DWS), etc. unless the tendering Contractor is to be informed of these,

it therefore favours the Investigation Supervisor specifying the limits of detection.

The above considerations require close cooperation and dialogue between the specialist environmental site staff, Investigation

Supervisor and the Contractor/testing laboratory.

It is emphasised that Schedule S1.23.3 includes only a basic list of determinands which are likely to be common to the majority

of sites. The schedule should be reviewed (and amended accordingly) on a site-by-site basis to cover all the contaminants of

concern identified during the preliminary site investigation and any subsequently obtained information. Where necessary,

specific contaminants or additional test suites should be added (e.g. emerging contaminants of concern as required as a result

of the preliminary investigation.

Testing turnaround times of 5 days from receipt of the testing schedule are normal. If shorter times are required this should

be stated.

It should however be noted that, due to the test requirements themselves, certain tests (e.g. those for WAC) may require more

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than 5 days turnaround. The specifier should check with the testing laboratory the achievability of the proposed testing

regime. This may result in specifying a nominated testing laboratory.

16.4 Waste characterisation and hazardous classification of soils

Where specified in Schedule S1.23.4 or directed by the Investigation Supervisor, the Contractor shall assess the waste

characterisation status of materials based on the results of contamination testing carried out under Clause 16.3.

Hazardous classification of soils must be undertaken based on the history of the site. Scheduled testing should reflect the

likely contaminants identified from the desk study. WAC analysis, specifically leaching test results, cannot be used for

hazardous classification and assessment purposes. It is only applicable for landfill acceptance and does not give an indication

as to whether a waste may be hazardous or non-hazardous.

Environment Agency guidance on waste classification should be consulted. References are included in Section 17.

16.5 Waste Acceptance Criteria testing

Where specified in Schedule S1.23.5 or directed by the Investigation Supervisor, WAC analysis comprising one or more of

the test suites detailed in Schedule S1.23.5 shall be carried out.

WAC analysis for inert, stable non-reactive hazardous and hazardous waste are defined under statutory regulations. WAC

testing is required to determine whether materials can be disposed of at a particular landfill site. Such testing may also be

required to determine the appropriate methods of dealing with investigation arisings.

Leachate preparation details are set out in Part 2 of BS EN 12457 and in accordance with the Environmental Permitting

Regulations.

16.6 Laboratory testing on site

When specified in Schedule S1.23.6, the tests listed shall be carried out on site. Unless otherwise specified, these tests shall

be UKAS accredited.

Consideration should be given to the timescales required to obtain UKAS or MCERTS accreditation for a field laboratory.

Where the mobile field laboratory may not be accredited, it should still provide value by providing preliminary screening to

better enable appropriate sample selection and test scheduling from an accredited laboratory.

16.7 Special laboratory testing

Special laboratory testing shall be carried out as described in Schedule S1.23.7.


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17.0 Reporting and data management


The reporting of a ground investigation is generally a progressive procedure. During the fieldworks, reporting generally

comprises preliminary data from all phases of the ground investigation, (desk study, site inspection, non-intrusive

investigation, intrusive investigation, laboratory testing and monitoring etc) and also derivations from other data. At draft

report stage, fully checked information comprising data in a readable format such as borehole logs, graphs, tables and figures,

shall be presented.

The formal report presentation of ground investigation information will depend on the type of report to be produced. When

working in compliance with BS EN 1997, this shall comprise one or more of the following report types:

• Desk Study – Clause 17.3.2

• Ground Investigation Report (GIR) - Clause 17.3.3

• Geotechnical Design Report* (GDR) – Clause 17.3.4 *(not normally prepared by the Contractor)

BS EN 1997 only provides guidance on geotechnical aspects of ground investigation. For potentially contaminated sites, it is

recommended reference should be made to BS 10175 Investigation of potentially contaminated sites – code of practice and

gov.uk Land Contamination Risk Management (LCRM) procedures, which set out appropriate reporting.

These key reports may be supplemented as appropriate by other reports such as:

• Mining Report

• Archaeology Report

• UXO Report

• Geophysical Report

• Monitoring Report

These reports can be provided as a single report or as separate reports in two parts.

The following sections provide guidance on the typical sequencing of data submissions, from field records, in situ test data

and exploratory hole logs, through to laboratory data and then full reports. At all stages of reporting, it is assumed that data

submissions will be via digital means; digital data and data transfer formats are discussed in Clauses 17.4.1 and 17.4.2,

respectively.

UK standard practice is to undertake all investigations in accordance with BS EN 1997, and in this case the Contractor or

Designer should produce a GIR.

17.2 Information


The Information shall be prepared from the digital data. The content and sequence of the submission of information is described

below.

17.2.2 Raw data

Where raw data, including in situ test field sheets, laboratory work sheets or geophysical survey data, is obtained and then

subject to any degree of interpretation or calculation, the raw data shall be made available to the Investigation Supervisor upon

request.

If raw data is to be provided as part of the report or as a separate report this shall be detailed in Schedule S1.24.1. and include

the format required and timescales for issue.

17.2.3 Preliminary exploratory hole logs

The Contractor shall prepare a preliminary log of each exploratory hole using an agreed proforma or as detailed in Schedule

S1.24.3. For trial pits, a simplified version of the log and elevations showing each face of the pit shall be provided as

appropriate. Preliminary logs shall be submitted to the Investigation Supervisor within 7 working days of completion of the

explorations to which they refer and shall contain the information required for the exploratory hole logs.

Preliminary exploratory hole logs should be produced using the driller’s daily record, in situ test results and after logging to

the specified standards and prior to completion of relevant laboratory test results.

If the Investigation Supervisor requires a particular style of log to be used, an example should be provided with Schedule

S1.24.3.

Note that the supply of AGS Format Data (Clauses 17.4.1 and 17.4.2) can reduce the need for specific formats of exploratory

hole logs. Use of systems to collect data at source during the ground investigation can also reduce the time for provision of


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preliminary exploratory hole records.

17.2.4 Exploratory hole logs

Unless otherwise specified in Schedule S1.24.3, the exploratory hole logs, which shall be in the same form as the preliminary

logs, shall include all the information that follows, such information having been updated as necessary in the light of laboratory

testing and further examination of samples and cores.

The logs shall be presented to a single, consistent vertical scale.

Exploratory hole logs will develop from the preliminary exploratory hole logs as additional information becomes available

and can be issued as Draft or Final.

TABLE 17.1: Information required for exploratory hole logs

List of information

Dynamic

Sampling

Cable

percussion

boring

Rotary

drilling

(includes

sonic

drilling)

Trial pitting

/ trenching

In Situ

Testing

Other

measurements,

observations

and test results

All of the details set out in

Clause 14.2

● ● ● ● ● ●

Coordinates of the

exploratory hole or

investigation point to

specified grid1

● ● ● ● ● ○

Ground level related to

specified datum2

● ● ● ● ● ○

Elevation of each stratum

referred to the datum

● ● ● ● ○ ○

Description of each stratum

in accordance with the

specified standards1

● ● ● ● ○

Additional details relevant

to the production of the

final logs2

○ ○ ○ ○ ○ ○

Geological formation name

of each strata where

possible3

● ● ● ● ○ ○

Details of groundwater

observations

● ● ● ● ○ ○

Symbolic legend of strata in

accordance with BS 5930

● ● ● ● ○ ○

Total Core Recovery, Solid

Core Recovery and Rock

Quality Designation of each

core run4

○

Fracture Spacing (If) or

Fracture Index (FI) in

accordance with the

standards specified4

○ ○

Notes

● denotes details are required

○ denotes details are required, if applicable

1 Descriptions shall be in accordance with the specified versions of BS 5930, BS EN ISO 14688 and BS EN ISO

14689. 2 Additional details should include depth specific details i.e. discontinuity details, observations, driller’s remarks,

minor stratum changes and levels of uncertainty i.e. due to lack of samples, sample disturbance and problems

encountered. Logs shall, as a minimum, include the initials of the person who carried out the logging. 3 Should be specified to be in accordance with the current British Geological Survey (BGS) formation terminology. 4 Approach shall be in accordance with the relevant parts and specified versions of BS 5930, BS EN ISO 22475, BS

EN ISO 14688 and BS EN ISO 14689.

If, in addition to the description of each stratum, soil classification is required, it should be in accordance with BS EN ISO


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14688-2.

Schedule S1.24.3 should state whether fracture index (FI) or fracture spacing (If) is required.

17.2.5 In situ test results

Many in situ tests will be recorded by digital means, but some may be recorded manually on paper, and then inputted digitally.

In situ test results shall be submitted in AGS (or other agreed) data format to the Investigation Supervisor in batches at the

completion of each week’s testing or at intervals as specified in Schedule S1.24.4.

Where in situ test results require interpretation, e.g. CPT data, geophysical data or pressuremeter data, the interpretation

approach required shall be specified in S1.24.4 or agreed between the Contractor, sub-contractor, if appropriate, and the

Investigation Supervisor. Details of the interpretation approach and methods shall be provided in the report.

Legible PDF copies of work sheets may be required by the Investigation Supervisor if specified in Schedule S1.24.4.

As well as being provided in AGS (or other agreed) data format, in situ test results should also be provided within the

Factual Report or GIR; they may be presented in Appendices or provided as separate reports.

17.2.6 Laboratory test results

Laboratory test results shall be submitted in AGS (or other agreed) data format to the Investigation Supervisor in batches at

the completion of each week’s testing or at intervals as specified in Schedule S1.24.5.

Legible PDF copies of work sheets may be required by the Investigation Supervisor if specified in Schedule S1.24.1.

17.2.7 Plans and drawings

Most ground investigation reports will require a site plan and an as-built (record) exploratory hole plan and some reports will

require additional drawings to support the data provided.

Details and types of plans and drawings and the required digital format shall be specified in Schedule S1.24.5.

The site plan shall be provided showing the geographical location of the site, the site boundary, orientation and scale.

The exploratory hole location plan shall be provided showing as a minimum; the site boundary, orientation, scale, existing

features sufficient to locate the exploratory holes from, exploratory hole and test locations and a legend.

Record drawings shall include the following information:

(a) the project name and identification number in the title block

(b) a sequential number, revision status and date.

It is preferable for drawings to be provided in an appropriate CAD format which should be specified in Schedule S1.24.13.

17.3 Type of reports


Schedule S1.24.7 shall specify the type(s) of report required (see Clause 17.1).

If required, pre-condition and post-condition information, and any of the other types of report given in Clause 17.1 shall be

provided as separate reports unless otherwise specified in Schedule S1.24.7.

All reports shall begin with a cover page showing the name of the Contract, a unique project reference number, date, revision

status and the names of the Client, Designer, Investigation Supervisor and Contractor. Report pages shall be numbered

consecutively. All reports shall be produced and signed by at least one Responsible Expert following a quality assurance

process. All Final Reports shall be signed as a minimum by the main author of the report and checker prior to issue.

Each report shall be submitted to the Investigation Supervisor as an electronic copy (Clause 17.4) in PDF, AGS Data Format

and any other agreed data format. Elements of the report which cannot be provided in PDF format shall be in the agreed format


Certain projects may have specific requirements for the format and content of the reports and any such requirements should

be included in Schedule S1.24. For example, a particular style of exploratory hole log may be specified; long sections may be


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required at a particular scale and showing particular information; or the reports may be required in sections analogous to

packages of construction work.

Clients may require reports covering the geoenvironmental aspects of a project to be prepared in accordance with the National

Quality Mark Scheme (NQMS) and a Declaration to be submitted by a Suitably Qualified and experienced Person (SQP)

registered under the NQMS (www.claire.co.uk/projects-and-initiatives/nqms).

Some Conditions of Contract may not cover all the stated requirements of the Specification in respect of a Geotechnical Design

Report and the Conditions of Contract may require adjustment accordingly.

Pages in the report should be rotated to the correct orientation.

Extensive use of bookmarks should be used to enable easy navigation of the PDF file. As a minimum, links should exist within

the document between the contents page and the component parts. For large reports comprising several volumes the structure

of the whole report should be provided at the start of each volume.

If specified in Schedule S1.24.13, the electronic copy of the photographs should be submitted as JPG format files.

17.3.2 Desk Study

Schedule S1.24.8 shall specify the requirements for the Desk Study report, if one is not already in existence and supplied to

the Contractor. BS EN 1997 requires that a Desk Study shall be undertaken for every investigation.

The Desk Study shall comprise a systematic, critical review and interpretation of available and relevant information about the

site and its environs, including the geology, groundwater conditions, previous uses of the site, and prior knowledge about the

characteristics of the ground. It shall also identify the presence of potentially hazardous ground, gases or vapours, if present.

Ground investigations cannot be fully and appropriately scoped and all relevant technical, safety and environmental aspects

adequately considered without a desk study.

Further guidance is provided in BS EN 1997-2 and also on the AGS website (www.ags.org.uk).

17.3.3 Ground Investigation Report

Where only part(s) of the Ground Investigation Report (GIR) is required to be compiled by the Contractor, this shall, as a

minimum, comprise all of the factual information detailed in Clause 17.3.5. The part(s) and any additional elements to be

compiled by the Contractor shall be detailed in Schedule S1.24.9.

Where a full GIR is required, it shall be prepared in accordance with BS EN 1997-2 and include:

• the ground model;

• a factual account of all ground investigation activities carried out;

• a presentation of all appropriate geotechnical information including geological and hydrogeological features and

relevant data;

• a geotechnical evaluation of the information, stating the assumptions made in the interpretation of the test results.

BS EN 1997 provides full details of the recommended content for this type of report.

Any known limitations of the investigation results should be included in the GIR, as required by BS EN 1997-2.

The GIR may include geotechnical and/or geoenvironmental data which, for larger or more complex projects, may be required

as separate volumes if specified in Schedule S1.24.9.

17.3.4 Geotechnical Design Report

If specified in Schedule S1.24.10, the Contractor shall compile those elements of the Geotechnical Design Report (GDR)

detailed.

It should be noted that generally, the production of a GDR will be the responsibility of the Designer, since the Contractor will

not be in possession of the necessary structural loadings, that are a requisite of the GDR.

If the Contractor is required to supply personnel for technical support to the Investigation Supervisor to develop or produce

the GDR this should be specified in Schedule S1.8.4 and Bill M of the Bill of Quantities used.

17.3.5 Factual account

Where only a factual account of a GIR is required from the Contractor, the contents and additional or specific information,

shall be specified in Schedule S1.24.11.

The information to be included in the factual account of the GIR shall comprise as a minimum:

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(a) a statement on the purpose and rationale of the investigation

(b) a description of the work carried out, including reference to the Specification and standards adopted and any deviations

from them

(c) exploratory hole logs, including details of any instruments installed

(d) measurements, observations and test results (where separate from other exploratory holes)

(e) laboratory test results

(f) monitoring data

(g) site location plan

(h) exploratory hole location plan

(i) a single copy of the photographic volume

(j) any additional information specified in Schedule S1.24.9.

The factual account of the GIR shall be provided in an agreed digital format as detailed in Clause 17.4, unless otherwise

specified in S1.24.13.

Factual and Interpretative Reports are occasionally specified but these terms should not be used, and reporting

requirements should use the terms GIR or GDR. It should be noted that the production of a Factual or Interpretative Report,

will only be permitted when a contract is being undertaken outside of BS EN 1997.

17.3.6 Approval of report

Draft copies of the required reports shall be submitted to the Investigation Supervisor for approval before submission of the

final version. Depending upon the nature and size of the investigation one or more draft reports may be required. The type of

reports and approval periods of the draft and final reports shall be specified in Schedule S1.24.11.

The frequency of issue of the draft and final reports shall be specified in Schedule S1.24.11.

The format of the draft and final reports shall be specified in Clause 17.4.1.

All electronic data submitted to the Investigation Supervisor for approval shall include or be accompanied with the following

information in associated electronic documentation:

(a) a title that defines the media contents

(b) project identification number

(c) date of issue to the Investigation Supervisor

(d) name of the Contractor

(e) name of the Investigation Supervisor

(f) unique issue sequence number.

The definitive copy of the report shall be the Final Report in electronic format which has been issued and approved by the

Investigation Supervisor. The Designer or Investigation Supervisor shall provide contact details for the delivery of the

electronic copy of the Final Report which may be property and/or email addresses depending upon the agreed file transfer

method.

If a paper copy is required, this shall be specified in Schedule S1.24.7 and additional items added to the contract specific

section within Bill A.

17.4 Electronic and digital data

17.4.1 General

The electronic copy of the report shall be in PDF format accompanied by the AGS data file(s) and non-AGS digital data, where

applicable. Elements of the report which cannot be provided in PDF format shall be in the format specified in Schedule

S1.24.13 or as agreed with the Investigation Supervisor.

The Contractor shall provide all fieldwork, monitoring and laboratory data, together with draft and final reports in digital data

format in accordance with the current revision of the Association of Geotechnical and Geoenvironmental Specialists (AGS)

publication ‘Electronic transfer of geotechnical and geoenvironmental data’ or as specified in Schedule S1.24.13.

Where standard AGS headings (fields) are not available the Contractor shall advise the Investigation Supervisor and the AGS

Data Format Working Group shall be consulted to determine if new fields are required and, if required, can be added. If this

is not possible the data shall be provided in Excel or other format agreed with the Investigation Supervisor and detailed in

Schedule S1.24.13.

The digital data shall be produced from the same source as that used to produce the electronic report. All PDF files shall be


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created directly from the source documents rather than scanned.

If any contributors to the files have copyrights for their material, permission should be obtained to reproduce the information

in electronic format.

Digital output data enable efficient processing, presentation, storage and transfer of data. If such data are not required, this

should be stated in Schedule S1.24.13.

Any variations in the extent of digital data and requirements for preliminary digital data should be stated. In the case of a

large report, the report should be submitted in a number of separate PDF and digital data files. If digital data is to be supplied

in a single file, this should be stated.

If a different version of the AGS data format from the current version is required for consistency with earlier submissions,

this should be specified in Schedule S1.24.13. With reference to earlier versions of AGS data format.

17.4.2 Digital Data format

The digital data shall be provided in accordance with the rules provided in the AGS data format publication, unless specified

otherwise in S1.24.15.

The version of the AGS data format shall be explicitly stated in Schedules S1.24.15.

Abbreviations and codes within the AGS data format file shall be from the definitions listed in the AGS publication.

If the Employer, Designer or the Investigation Supervisor requires additional data groups, fields or codes or associated files

within the AGS format data then these shall be fully specified within Schedule S1.24.5.

The file format for associated files shall be agreed in advance between the Contractor and the Investigation Supervisor.

The versions supported by the AGS at the time of writing are v4.1, v.4.04 and v.4.0.3. The version quoted may determine the

manner in which the Contractor collects, manipulates and supplies data, therefore changing the version requirements partway

through a project should be avoided wherever possible. The term ‘AGS version 4’ should be avoided as it is ambiguous.

The data dictionary defining the data groups and headings is given in the AGS publication ‘Electronic transfer of geotechnical

and geoenvironmental data’.

The way that GEOL_GEOL, GEOL_GEOL2, GEOL_BGS, GEOL_FORM and GEOL_STAT should be used (by the Employer,

Designer or Investigation Supervisor) should be defined prior to any generation of AGS data.

Before specifying additional data groups or headings, the Investigation Supervisor is responsible for checking the AGS website

(http://www.ags.org.uk) to ensure that data transfer requirements which are not included in the current AGS publication have

not already been assigned a code, group or heading.

If the Designer or the Investigation Supervisor requires specific data to be reported differently from the suggested Unit / Type

quoted in the AGS data format this should be defined prior to generation of AGS data, preferably well before commencement

of sitework.

Associated files may include photographs, CAD format drawings, and data not covered by the version of the AGS data

format in use, such as advanced laboratory testing or down borehole geophysical logging data.

17.4.3 Preliminary digital data

The Contractor shall issue copies of preliminary digital data to match the requirements in Clause 17.4.1, as specified in

Schedule S1.24.14. Interim digital data, including but not limited to long term monitoring data, shall normally be issued as

preliminary digital data unless otherwise specified.

Long term monitoring data shall be provided at the specified intervals.

Digital data should be provided wherever possible, and the issue of paper copies should be avoided. Depending on the contract

the Investigation Supervisor may prefer to receive digital data only after a significant amount of data has been collected.

The Investigation Supervisor is likely to be receiving information from a number of sources within the Contractor’s

organisation, for example field data and laboratory data. The Investigation Supervisor should be prepared to manage the data

as it arrives. Any file transmitted during the contract may contain all or part of the data available at that time. It may contain

exploratory hole log data, laboratory data or both.

Preliminary data may be subject to update as necessary in the light of laboratory testing and the further examination of

samples and cores. When available, laboratory data should be input.


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Common practice is for digital data to be transmitted by email but larger file sizes may require an agreed file transfer platform

to be used or data sent by memory sticks or hard drive.

17.4.4 Digital data submissions

All AGS format data shall be checked using AGS format checking software. The checking software to be used shall be agreed

in advance between the Contractor and the Investigation Supervisor and detailed in Schedule S1.24.15.

The details of the data transmission shall also be included in the appropriate fields within the Transmission (TRAN) and/or

Project (PROJ) group of the data.

The digital data provided by the Contractor with the Ground Investigation Report or Factual Report (as applicable) is required

to be complete and a total replacement of any previously submitted data with the exception of monitoring data collected after

the field work period.

All sampling and monitoring results which are produced up to submission of the Draft Report shall be included within the

Draft Report and subsequent Final Report, and those obtained afterwards, during the long-term monitoring period, shall be

provided as a separate monitoring report.

File names should be descriptive of the file contents and, where required, submitted in a folder structure agreed with the

Investigation Supervisor which clearly identifies the structure of the report.

It should be recognised that the use of checking software ensures compliance of file format, but not completeness or integrity

of file content. Manual checks of information should also be required which are typically part of the report production process.

Checking software should be freely available to both parties and agreed by the Investigation Supervisor.

The Transmission (TRAN) and/or Project (PROJ) groups (edition 4.1 or earlier editions, respectively) in the AGS format data

file contains transmission information including data status which should be included in every file submitted.

The Investigation Supervisor and the Contractor should be aware of the problems posed by the presence of small sets of data

in a series of files and the potential for, and the presence of, errors in the datasets. These become very important if the data is

being transferred to a database where incoming data is added to existing data. The organisation of the data prior to issue is

the responsibility of the Contractor. The Contractor’s system should ensure that data originating from different sources within

the Contractor’s organisation are compatible.

17.4.5 Timing of electronic and digital data file submission

Electronic files and digital data files shall be provided at intervals as specified in Schedule S1.24.16.

Each issue of electronic information shall be sequentially numbered from the start of the contract.

A complete set of electronic and digital data (Clause 17.4.1) shall be submitted which will constitute both the draft and final

Desk Study, GIR, GDR or Monitoring Report (as applicable).

The sequential numbering of data issues should be rigorously adhered to so that no data versions are issued out of sequence.

When errors or inconsistencies are noted in the data, by either the Investigation Supervisor or Contractor, they should be

corrected by the Contractor and a corrected dataset issued. When a change or addition is made to data within an issue, a

complete data group should be reissued (not just the changed fields). This may not require complete replacement of the whole

dataset which includes other previous issues.

The Contractor’s data management system should ensure that all issues of digital data are compatible, the data status is

unambiguous, and the issues are numbered in the correct sequential order.

Environmental sampling may require reporting within 24hrs, but other types of sampling or monitoring should be reported as

preliminary digital data within 7 working days.

17.4.6 File transfer

The method used to transmit electronic information files shall be specified in Schedule S1.24.17. The Designer shall specify

if a secure file transfer system or if physical media are to be used (i.e. memory cards, memory sticks or portable hard drives).

The Investigation Supervisor shall agree with the Contractor prior to commencement of the investigation the preferred file

transfer system and/or media.

If physical media is required and more than one memory drive (or other agreed transmission medium) is required to issue

digital data, then each shall be clearly labelled to indicate the order in which the receiver of the data should read the data. The

split of the data into separate files shall be decided by the Contractor following the rules defined in the AGS publication (see

Clause 17.4.1). All physical media shall be securely labelled and clearly marked with the information listed in Clause 17.3.6.


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All media shall be checked for viruses by virus detection software before issue and a statement verifying this shall be made

by the Contractor in the associated data files.

The acceptable process or media for the transmission of information files should be specified. For example, email submission

of preliminary information may be acceptable. However, submission of final information by secure file transfer systems is

desirable. If physical media is used (i.e. memory cards, memory sticks or portable hard drives) these should also use a secure

format.

The virus scanning software should be capable of scanning the included associated files, for example, for macro viruses.

17.4.7 Digital data security and file backup

The Contractor shall have in a place a documented and approved procedure for the safe storage and automatic backup of all

electronic data files produced for the investigation. This procedure shall be agreed with the Investigation Supervisor prior to

the generation of any fieldwork data.

Where special arrangements for the storage and backup of data are required by the Investigation Supervisor, these shall be


The Designer may choose to request a recognised accreditation which ensures the Contractor has robust cyber security

procedures i.e. Cyber Essentials Certification.


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18 References and bibliography

Legislation

Health and safety at Work Act (1974).

Construction (Design and Management) Regulations (2015).

Control of Pollution Act (1974) and amendment Schedule 23 (1989).

Environmental Protection Act (1990).

Hazardous Waste (England and Wales) Regulations (2005).

Management of Health and Safety at Work Regulations (1999) and amendment (2006).

Manual Handling Operations Regulations (1992) and amendments (2002).

New Roads and Street Works Act (1991).

Personal Protective Equipment at Work Regulations (1992) (as amended).

Safe Use of Lifting Equipment: Lifting Operations and Lifting Equipment Regulations (LOLER) (1998).

Safe Use of Work Equipment: Provision and Use of Work Equipment Regulations (PUWER) (1998).

Wildlife & Countryside Act Schedule 9 (1981)

Standards and Codes of Practice (published by BSI)

BSI (1988) BS 1881-124: Methods of analysis of hardened concrete.

BSI (1990) BS 1377: Methods of test for soils for civil engineering purposes.

BSI (1996) BS EN 1097: Tests for mechanical and physical properties of aggregates.

BSI (1997) BS EN 932: Testing aggregates.

BSI (1997) BS EN 933: Tests for geometric properties of aggregates.

BSI (1998) BS EN 1367: Tests for thermal and weathering properties of aggregates.

BSI (2020) BS 5930: Code of practice for site investigations.

BSI (2002) BS EN 12457: Characterisation of waste – leaching – compliance test for leaching of granular waste materials and

sludges.

BSI (2002) BS EN ISO 14688-1: Geotechnical investigation and testing – Identification and classification of soil. Identification

and description.

BSI (2003) BS EN ISO 14689-1: Geotechnical investigation and testing – Identification and classification of rock.

Identification and description.

BSI (2004) BS EN ISO 14001: Environmental Management systems. Requirements with guidance for use.

BSI (2004) BS EN ISO 14688-2: Geotechnical investigation and testing – Identification and classification of soil. Principles

for a classification.

BSI (2005) BS EN ISO 5667-6: Water quality. Sampling. Guidance on sampling of rivers and streams.

BSI (2005) BS EN ISO/IEC 17025: General requirements for the competency of testing and calibration laboratories.

BSI (2005) BSEN ISO 22476-2: Geotechnical investigation and testing. Field testing. Dynamic probing.

BSI (2005) BS EN ISO 22476-3: Geotechnical investigation and testing. Field testing. Standard penetration test.

BSI (2006) BS EN ISO 5667-1: Water quality. Sampling. Guidance on the design of sampling programmes and sampling

techniques.

BSI (2006) BS EN ISO 22475-1: Geotechnical investigation and testing – sampling methods and groundwater measurements

– Part 1: Technical principles for execution.

BSI (2007) BS EN 1997-2: Eurocode 7 – Geotechnical design. Part 2: Ground investigation and testing.

BSI (2007) BS OHSAS 18001: Occupational health and safety management systems.

BSI (2007) BS ISO 18512: Soil Quality: Guidance on long and short term storage of soil samples.

BSI (2008) BS EN ISO 9001: Quality Management Systems – requirements.

BSI (2009) BS ISO 5667-11: Water Quality. Sampling. Guidance on sampling of groundwaters.

BSI (2011) BS 8417: Preservation of wood.

BSI (2011) BS10175 + A2 (2017): Investigation of potentially contaminated sites: Code of practice.



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– Part 2: Qualification criteria for enterprises and personnel.


– Part 3: Conformity assessment of enterprises and personnel by third parties.

BSI (2013) BS 8576: Guidance on investigation for ground gas – permanent gases and volatile organic compounds.

BSI (2013) BS ISO 18400-104: Soil quality – sampling - strategies.

BSI (2015) BS EN ISO 18674-1: Geotechnical investigation and testing — Geotechnical monitoring by field instrumentation.

Part 1: General rules.


Part 2: Measurements along a line - extensometers.


Part 3: Measurements across a line - inclinometers.


Part 4: Piezometers.

BSI (2019) BS EN ISO 18674-5:2 Geotechnical investigation and testing — Geotechnical monitoring by field instrumentation.

Part 5: Stress change measurements by total pressure cells (TPC). Published by British Standards Institution. London.

BSI (2014) BS EN ISO 17892-1 Geotechnical investigation and testing — Laboratory testing of soil. Part 1: Determination of

water content. Published by British Standards Institution. London.


Bulk Density. Published by British Standards Institution. London.


Particle Density. Published by British Standards Institution. London.


particle size distribution. Published by British Standards Institution. London.

BSI (2017) BS EN ISO 17892-5 Geotechnical investigation and testing — Laboratory testing of soil. Part 5: Incremental

loading oedometer test. Published by British Standards Institution. London.

BSI (2017) BS EN ISO 17892-6 Geotechnical investigation and testing — Laboratory testing of soil. Part 6: Fall cone test.

Published by British Standards Institution. London.

BSI (2018) BS EN ISO 17892-7 Geotechnical investigation and testing — Laboratory testing of soil. Part 7: unconfined

compression test. Published by British Standards Institution. London.

BSI (2018) BS EN ISO 17892-8 Geotechnical investigation and testing — Laboratory testing of soil. Part 8: Unconsolidated

undrained triaxial test. Published by British Standards Institution. London.

BSI (2018) BS EN ISO 17892-9 Geotechnical investigation and testing — Laboratory testing of soil. Part 9: Consolidated

triaxial compression tests on water saturated soils. Published by British Standards Institution. London.

BSI (2018) BS EN ISO 17892-10 Geotechnical investigation and testing — Laboratory testing of soil. Part 10: Direst shear

tests. Published by British Standards Institution. London.

BSI (2019) BS EN ISO 17892-11 Geotechnical investigation and testing — Laboratory testing of soil. Part 11: Permeability

tests. Published by British Standards Institution. London.

Standards and Codes of Practice (published by ASTM)

American Society for Testing Materials (ASTM) Pennsylvania

ASTM D402: Equipment for measuring pore pressure in rock specimens under triaxial load. Special Technical Publications

402, . (1966)

ASTM D2845: Standard Test Method for Laboratory Determination of Pulse Velocities and Ultrasonic Elastic Constants of

Rock (2008, withdrawn 2017)

ASTM D2936: Standard Test Method for Direct Tensile Strength of Intact Rock Core Specimens (2020)

ASTM D3967: Standard Test Method for Splitting Tensile Strength of Intact Rock Core Specimens (2016)

ASTM D3999: Standard Test Methods for the Determination of the Modulus and Damping Properties of Soils Using the

Cyclic Triaxial Apparatus (2011, withdrawn 2020)

ASTM D4015: Standard Test Methods for Modulus and Damping of Soils by Fixed-Base Resonant Column Devices (2015)

ASTM D4373: Standard Test Method for Rapid Determination of Carbonate Content of Soils (2014)

ASTM D4543: Standard Practices for Preparing Rock Core as Cylindrical Test Specimens and Verifying Conformance to

Dimensional and Shape Tolerances (2019)

ASTM D5311: Standard Test Method for Load Controlled Cyclic Triaxial Strength of Soil (2013)

ASTM D5334: Standard Test Method for Determination of Thermal Conductivity of Soil and Soft Rock by Thermal Needle

Probe Procedure (2014)

ASTM D5607: Standard Test Method for Performing Laboratory Direct Shear Strength Tests of Rock Specimens Under

Constant Normal Force (2016)


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ASTM D5731: Standard Test Method for Determination of the Point Load Strength Index of Rock and Application to Rock

Strength Classifications (2016)

ASTM D5873: Standard Test Method for Determination of Rock Hardness by Rebound Hammer Method (2000)

ASTM D6528: Standard Test Method for Consolidated Undrained Direct Simple Shear Testing of Fine Grain Soils (2017)

ASTM D7012: Standard Test Methods for Compressive Strength and Elastic Moduli of Intact Rock Core Specimens under

Varying States of Stress and Temperatures (2014)

ASTM D7070: Standard Test Methods for Creep of Rock Core Under Constant Stress and Temperature (2016)

ASTM D7625: Standard Test Method for Laboratory Determination of Abrasiveness of Rock Using the CERCHAR Method

(2010; withdrawn 2019)

Miscellaneous

Association of Geotechnical and Geoenvironmental Specialists (AGS) (1991) Quality management in geotechnical

engineering: a practical approach. AGS, Kent.

Association of Geotechnical and Geoenvironmental Specialists (AGS) (2010) Electronic Transfer of Geotechnical and

Geoenvironmental Data AGS4 ed 4.0. AGS, Kent.

British Drilling Association (BDA) (2007) Guidance for the safe operation of dynamic sampling rigs and equipment. BDA,

London.

British Standards/International Organization for Standardization (2003) BS ISO 14686: Hydrometric determinations. Pumping

tests for water wells. Considerations and guidelines for design, performance and use.

Building Research Establishment (BRE) (1995) BR 279 (Bowley MJ): Sulphate and acid attack on concrete in the ground,

Recommended procedure for soil analysis. BRE, Watford.

Building Research Establishment (BRE) (2005) BRE Special Digest 1: Concrete in aggressive ground. 3rd Edition. BRE,

Watford.

Building Research Establishment (BRE) (2007) BRE Digest 365: Soakaway Design. BRE, Watford.

Butcher AP, McElmeel K and Powell JJM (1995) Dynamic probing and its uses in clay soils. Proceedings of International

Conference on Advances in Site Investigation Practice. ICE London, March 1995. Thomas Telford, 383–395.

Clarke GB and Smith A (1992) A model specification for radial displacement measuring pressuremeters. Ground Engineering

25(2), 28–37.

Construction Industry Research and Information Association (CIRIA) (1998) CIRIA SP 149: A guide to British stratigraphical

nomenclature. Powell JH, CIRIA, London.

Construction Industry Research and Information Association (CIRIA) (2002) CIRIA C562: Geophysics in engineering

investigations. CIRIA, London.

Construction Industry Research and Information Association (CIRIA) (2007) CIRIA C665: Assessing risks posed by

hazardous ground gases to buildings (errata February 2007). CIRIA, London.

Construction Industry Research and Information Association (CIRIA) (2009) CIRIA C681: Unexploded ordnance (UXO) A

guide for the construction industry. CIRIA, London.

Darracott BW and McCann DM (1986) Planning engineering geophysical surveys. Engineering Geology Special Publication

No. 2. Geological Society, London.

Department for the Environment (DOE) (1994) Sampling Strategies for Contaminated Land. Contaminated Land Research

Report 4 (CLR4). DOE,

Department for Transport (DFT) (2006) Traffic Signs Manual Chapter 8-1. Traffic safety measures and signs for road works

and temporary situations. DFT, London.

Department for Transport (DFT) (2011) Specifications for the reinstatement of openings in the highways. DFT, London.

Environment Agency (EA) (2000) Technical aspects of site investigation. R&D Technical Report P5-065/TR. EA, Rotherham.

Environment Agency (EA) (2001) Secondary Model Procedure for the Development of Appropriate Soil Sampling Strategies

for Land Contamination. Technical Report P5-066/TR.

Environment Agency (EA) (2004) Guidance on monitoring trace components in landfill gas. Landfill Directive Technical

Guidance Note 04. EA, Rotherham.

Environment Agency (EA) (2005) Guidance on sampling and testing of wastes to meet landfill waste acceptance criteria,

Version 4.3a. EA, Rotherham.

Environment Agency (EA) (2006) Performance Standard for Laboratories undertaking geoenvironmental testing of soil.

Version 3. EA, Rotherham.

Environment Agency (EA) (2020) Land Contamination Risk Management, www.gov.uk/government/publications/land-

contamination-risk-management-lcrm.

Gosling RC and Baldwin M (2010) Development of a thin wall open drive tube sampler. Ground Engineering 43(3), 37–39.


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Health and Safety Executive (HSE) (2000) Avoiding danger from underground utilities. Guidance Booklets HSG47. HSE,

UK.

Health and Safety Executive (HSE) (2002) Safe work in confined spaces. INDG Series 258. HSE, UK.

Hepton P and Gosling RC (2008) The standard penetration test in the UK after Eurocode 7. Amendment to BS1377: Part 9:

1990. Ground Engineering 41(11), 16–20.

Highways Agency (2011) Manual of contract documents for highway works. (MHCW1). Highways Agency, London.

Institution of Civil Engineers (ICE) (2003) ICE Conditions of Contract for Ground Investigation. Thomas Telford, London.

Institution of Civil Engineers (ICE) (2010) ICE 3009: UK Register of Ground Engineering Professionals. Thomas Telford,

London. www.ukrogep.org.uk

International Society for Rock Mechanics (ISRM) (2007) The complete suggested methods for rock characterisation, testing

and monitoring: 1974–2006. (Available from ISRM.)

International Society for Rock Mechanics (ISRM) (2015) The complete suggested methods for rock characterisation, testing

and monitoring: 2007–2014. (Available from ISRM.)

Standing Committee of Analysts (SCA) (1996) General Principles of sampling water and associated materials (second edition).

SCA, Rotherham.

Transport Research Laboratories (TRL) TRL447 (Updated) (2005), Sulfate specification for structural backfills (Reid JM,

Czerewko MA, Cripps JC). TRL, London.

Geotechnical instrumentation for monitoring field performance. J. Dunnicliff. Published by J. Wiley & Sons Inc, New York,

1993. ISBN: 0-471-00546-0.

ICE Manual of Geotechnical Engineering. J. Burland, T. Chapman, H. Skinner and M. Brown. Chapter 94: Principles of

geotechnical monitoring. J. Dunnicliff, W.A. Marr and J. Standing Chapter 95: Types of geotechnical instrumentation and

their usage. J. Dunnicliff Published by ICE Publishing, London, 2012. ISBN: 9780727736529.

Monitoring Underground Construction. The British Tunnelling Society. Published by ICE Publishing, London, 2011. ISBN:

9780727741189.

Further reading

BSI (1980) BS 7022: Geophysical logging of boreholes for hydrogeological purposes. BSI, Milton Keynes.

BSI (2000) BSEN 197-1: Cement. Compositions, specifications and conformity criteria for common cements. BSI, Milton

Keynes.

BSI (2002) BSISO 10381: Soil quality: Sampling. BSI, Milton Keynes.

BSI (2004) BSEN 1997-1: Eurocode 7 – Geotechnical design. Part 1: General rules. BSI, Milton Keynes.

Clark GB (1966) Deformation moduli of rocks. ASTM SP No. 402.

Clarke GB, Allan P, Akbar K and Irvine J (2005) A simple, robust pressuremeter to test glacial till. Proceedings of the 5th

International Symposium on Pressuremeter. Paris, France.

Construction Industry Research and Information Association (CIRIA) (1983) CIRIA 25: Site Investigation Manual. (Weltman

AJ and Head JA (eds)) CIRIA, London.

Environment Agency (EA) (1997) The physical properties of major aquifers in England and Wales. R&D Publication 8. EA,

Rotherham.

Environment Agency (EA) (2001) Piling and penetrative ground improvement methods on land affected by contamination:

guidance on pollution prevention. Report NC/99/73. National Groundwater and Contaminated Land Centre. EA, Rotherham.

Environment Agency (EA) (2003) Technical Guidance WM2 Hazardous waste – Interpretation of the definition and

classification of hazardous waste. EA, Rotherham.

Environment Agency (EA) (2004) Framework for the Classification of Contaminated Soils as Hazardous Waste. Version 1.

EA, Rotherham.

Environment Agency (EA) (2006) Guidance for waste destined for disposal in landfills. Version 2. EA, Rotherham.

Environmental Protection: The Air Quality Limit Values Regulations (2001) SI 2001/2315.

Geological Society Engineering Group (1988) Working Party Report on Engineering Geophysics. Quarterly Journal of

Engineering Geology 2(1), 207–271.

Head KH (1992) Manual of soil laboratory testing. Pentech Press, London.

Health and Safety Executive (HSE) (1991) Protection of workers and the general public during the development of

contaminated land. Health and Safety: Guidance Booklets 66. HSE, UK.

Mair RJ and Wood DM (1987) Pressuremeter Testing. CIRIA, London.

Valentine SJ and Norbury DR (2011) Measurement of total core recovery dealing with core loss and gain. Quarterly Journal


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of Engineering Geology and Hydrogeology 44, 397–403.

Water, England and Wales: The Water Supply (Water Quality) Regulations (2001) SI 2001/3911 (W.323)


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Schedules and Notes for Guidance

Specification

The Specification shall be the UK Specification for ground investigation published by ICE Publishing, with information,

amendments and additions as described in the Schedules.

Schedule 1. Information and site-specific requirements

Schedule 2. Exploratory holes

Schedule 3. Investigation Supervisor’s facilities

Schedule 4. Specification amendments

Schedule 5. Specification additions

1. Information and requirements specific to the particular contract are to be inserted in the Schedules. The intention is that

all extra information is entered in the Schedules so that the remainder of the Specification may be incorporated unchanged

or may be simply referenced.

2. The Schedules should normally be produced in electronic form using the published documents but, if appropriate, may

be completed by hand or retyped for presentation purposes. For consistency, Schedule clause numbers should remain

unaltered. If there are no particular requirements in a section, the words ‘Not required’ should be inserted against the

section header and the underlying string of Schedules may be omitted. For example, against Cable Percussion Boring

enter ‘Not required’ and delete Schedules S1.10 – S1.10.2 inclusive.


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Schedule 1: Information and site-specific requirements

General comments

1. Schedules S1.1–Sl.7 must be completed for all investigations and preferably Schedule 2, cross-referenced to the drawings.

Those parts of the remaining Schedules which are applicable to the specific investigation also need to be completed.

2. Schedules S1.8–S1.21 inclusive should be used to provide information and Specification requirements which are particular

to the site-specific investigation. When completing the schedules, reference should be made to the Specification and

accompanying Notes for Guidance: the latter which include advice on the information to be included in the Schedules are

not generally repeated here.

3. Schedule S2 should list all the planned exploratory holes, together with details of the expected in situ testing and

monitoring installations to be installed.

4. Schedule S3 should detail all the facilities/utilities to be provided by the Contractor for the sole use of the Investigation

Supervisor. This Schedule may be omitted if the investigation is let as a Design and Construct with the Contractor carrying

out all aspects of the work.

5. Schedules S4 and S5 should be used for amendments and additions to the actual Specification clauses.

S1.1 Name of Contract

A concise and unique name is required for contract and reporting purposes. The name should include the nearest town where

possible.

S1.2 Investigation Supervisor

The name, contact details and other relevant information for the Investigation Supervisor should be inserted.

Detailed information shall be provided here or referenced in the contract amendments in order to clarify/define the role of the

Investigation Supervisor in relation to the selected Conditions of Contract. This shall include a list of delegated powers

divested from the Client.

S1.3 Description of site

The description of the site should include its location (with national grid reference), boundaries, topography, current use, site

classification (green, yellow or red), known or expected contamination, any access restrictions (physically difficult access or

the need for passes to a restricted entry site) and all other pre-construction information required by CDM.

S1.4 Main works proposed and purpose of this contract

1. A description of the Main Works should be provided including proposed land use, locations and descriptions of proposed

groundworks, earthworks, roads and structures together with the type(s) of foundations intended, if known.

2. The text should state whether the investigation comprises a desk study or is a preliminary, main or supplementary intrusive

investigation and whether it is for geotechnical, environmental or combined geo-environmental purposes.

S1.5 Objective and Scope of investigation

1, A brief outline of the GI objectives shall be provided to allow the GI Contractor to better understand the reason for

undertaking this work to enable a more informed resourcing, management, and implementation of the works.

2. A brief outline is required of the work to be done under the contract, stating the type of exploratory holes (boring, drillings,

trial pits, probings, etc.). It should also be stated whether sampling and testing (in situ and laboratory) and monitoring

during/after completion of fieldwork are required, what monitoring instruments are to be installed and what types of report

are to be compiled (desk study, factual, Geotechnical Investigation Report or Geotechnical Design Report).

3. Schedules which are not used for a particular investigation should be listed.

4. Any restrictions on the methods of investigation or their timing due to the presence of protected species of flora or fauna

need to be stated.

5. All other general requirements where further schedules are not used in detail.

S1.6 Geology and ground conditions

A summary description is required of the geology and ground conditions expected to exist based on information obtained the

British Geological Survey (BGS) website www.bgs.ac.uk and from BGS maps and memoirs, other readily accessible

publications and records and any previous investigations. Difficult ground or groundwater conditions, mine workings, etc.

should also be noted. Where hazardous or contaminated ground is known to exist, full details must be made available.

S1.7 Schedule of drawing(s) and documents

The drawing number, title and scale of each contract drawing should be listed; landowners and tenants may be listed where


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appropriate. Setting out points, temporary benchmarks (TBMs) and benchmark data should be shown when such data are

available and provided. Agreed access points and routes to and from exploratory hole locations should also be shown on the

drawings.

Other documents which should be referenced include the available information on utilities and the desk study report if one

exists. Reference should also be made to other relevant documents which may be inspected at the Investigation

Supervisor/Employer’s Office, for example previous site investigations on or immediately adjacent to the site and aerial

photographs.

It is recommended that drawings are provided in CAD format.

S1.8 General requirements (Specification Section 4) Particular restrictions/relaxations

Contract specific restrictions/relaxations, if any, shall be inserted below.

1. Any restrictions on the order of carrying out the work (unnecessary restrictions should not be imposed on the Contractor)

or section(s) of the investigation which are to be completed at a particular time or within a particular period need to be

stated.

2. Any restrictions on the methods of investigation or their timing due to the presence of protected species of flora or fauna

need to be stated.

S1.8.1 Data management plan (Clause 3.2)

S1.8.2 Quality management system (Clause 3.3)

S1.8.3 Project management, supervision and execution personnel (Clauses 4.4 and 4.5)

The provision of any part- or full-time personnel should be detailed here, and appropriate items included in/deleted from

Section A of the Bill of Quantities.

It shall be the Contractors responsibility to identify suitable resources to complete the works.

The Designer shall provide the minimum personnel and qualification/level of competence detailed in Table S1.8.3 to suit the

scope of works being implemented.

The Contractor shall review the minimum resource requirements provided in Table S1.8.3 and include additional resources

he considers necessary to adequately manage, supervise and execute to the works. All resources identified in Table S1.8.3

shall be included in Section A of the Bill of Quantities.

Where the Contractor adds additional resources to the minimum identified by the Designer, he shall submit full details of them

and substantiate their inclusion within in the works as part of his tender submission.

The minimum requirements for project management, supervision and execution personnel, to be provided by the Contractor,

are indicated below in Table S1.8.3. It is anticipated that the on-site personnel’s duties shall primarily relate to the

role/operations indicated in the table below, however, in cases where these operations do not require a full-time role, they shall

also undertake other duties as appropriate.

The costs associated with the provision of project management, supervision and execution personnel are to be included within

separate rates identified in Section A of the Bill of Quantities.

The CVs for all personnel shall be submitted to the Investigation Supervisor for approval prior to commencement of the ground

investigation.

The Contractor shall not replace or substitute personnel during the works period without the Investigation Supervisor’s prior

written consent. If replacement is required, then a full Curriculum Vitae for the Contractor’s proposed alternative shall be

submitted. Personnel shall not start work on site until approval is received.

Table S1.8.3: Minimum requirements for project management, supervision and execution personnel

Category Role/Operation [Example only] Personnel Required Qualification/Level of Competence

[Example only]

1. Project Manager appointed for the

lifetime of the contract and shall be

available to attend project offices on

an ad hoc basis for meetings as

required by the Client, Designer or


1 No.

(part time)

Geotechnical Engineer or

Environmental Scientist with

appropriate post-graduate experience.

Registered Ground Engineering

Professional or Specialist in Land

Condition (SiLC) or equivalent.


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2. Planner/Programmer of Contractor’s

site operations required part or full

time on site to manage the

programme of works.

[X] No.

(part/full time)

Appropriately experienced and trained

person with proven communication

skills and ability to perform the

specified role/operation.

3. Site Agent on site for the duration of

the contract with responsibility for

the Contractor’s on-site co-ordination

of Permissions and Access,

Environmental Management,

Environmental Consents and

Community Liaison [excluding

liaison with landowners]

Preparation of Reports for weekly

technical meetings.

1 No. Minimum Engineering Geologist or Geotechnical

Engineer or Environmental Scientist

with appropriate post-graduate

experience in geotechnical and

contaminated land investigations as

may be required by the nature of the

specified work.


Practitioner or equivalent.

Relevant experience in the

environmental disciplines included

within the accepted Environmental

Management Plan.

Appropriately experienced with proven

communication and/or community

relations skills.

4. Health, Safety and Environment

Coordinator appointed for the

duration of the Contractor’s site

operations, including responsibility

for utilities coordination.

[X] No.

(part/full time)


person with proven communication

skills, and who shall have a prescribed

Occupational Health and Safety

qualification and relevant experience

within ground investigation.

5. Technical Lead to ensure technical

consistency and accuracy for all

geotechnical sampling,

geoenvironmental sampling,

preservation, storage, dispatching and

in-situ testing, and geotechnical logs

of boreholes and pits.

[X] No.

(part/full time)

Engineering Geologist or Geotechnical

Engineer and/or Environmental

Scientist/Hydrogeologist as applicable


experience including working

knowledge of the strata likely to be

encountered and the recognition of key

mineralogical associations.



6. Drilling Supervisor to ensure the

safety and technical quality of

drilling, sampling and testing

operations.

[X] No.

(part/full time)

Lead Driller holding a Level 2

Diploma in Land Drilling for the

activity being supervised and a Level 3

Diploma Vocational Qualification in

Advanced Land Drilling for the activity

being supervised.

7. Technical Rig Supervisor (in addition

to staff provided in 3, 8 and 9) to

ensure the technical quality and

specification compliance of sampling

and testing operations.

[Each professional to

supervise no more

than two operating

rigs on the same site

or one pitting

operation at any one

time.]

Graduate Geologist/Engineering

Geologist/Geotechnical

Engineer/Environmental Scientist with

appropriate post-graduate geotechnical

and/or geoenvironmental experience.

8. Logging and Sampling Supervisor to

ensure the technical quality,

specification compliance and

consistency of logging and sampling

operations.

[X] No.

(part/full time)

Engineering Geologist or Geotechnical

Engineer and/or Environmental

Scientist/Hydrogeologist as applicable



knowledge of the strata likely to be

encountered and the recognition of key

mineralogical associations.



9. Loggers – to log samples in

accordance with the specification and

produce engineering logs

[X] No. minimum Graduate Geologist/Engineering

Geologist/Geotechnical Engineer with

appropriate post-graduate geotechnical

experience.

10. Geoenvironmental Specialist for

geoenvironmental sampling of

[X] No.

(part/full time)

Graduate Environmental

Scientist(s)/Engineering


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drilling and pitting operations and of

water bodies and on-site analysis (in

addition to staff provided in 3, 8 and

9).

Geologist/Hydrogeologist(s) with

appropriate post-graduate

geoenvironmental field sampling

experience.

11. Geophysical Specialist to ensure the

technical quality and specification

compliance for geophysical

surveying operations. (in addition to

staff provided in 3, 8 and 9).

[X] No.

(part/full time)

Engineering Geologist or Geophysicist



knowledge of the geophysical methods

likely to be used.



12. In situ Testing Supervisor to ensure

the technical quality and specification

compliance for in situ testing

operations. (in addition to staff

provided in 3, 8 and 9).

[X] No.

(part/full time)


person with proven ability and

competence required by the nature of

the specified work.

13. Instrumentation and Monitoring

Supervisor to ensure the technical

quality and specification compliance

for installation and monitoring

operations. (in addition to staff

provided in 3, 8 and 9).

[X] No.

(part/full time)


person with proven ability and

competence required by the nature of

the specified work.

14. Environmental Advisor to respond to

any Environmental Management Plan

queries and direct the actions of the

Ecology Clerk of Works.

[X] No.

(part/full time)

Professionally qualified, experienced

and licensed Environmental Scientist.

15. Site Data Coordinator to deal with all

AGS and other digital data receipt,

development, checking and issue.

[X] No.

(part/full time)


person with proven skills and ability to

perform the role/operation.

16. Other Specialists [X] No.

(part/full time)

Professionally qualified, where

available, experienced person with a

proven ability and competence to

perform the specified role/activity.

S1.8.4 Provision of ground practitioners and other personnel for technical support (Clauses 4.3.5, 4.4.7 and 4.4.8)

When known at the time of tender, the requirements for ground practitioners or other personnel to provide advice or assistance

to the Investigation Supervisor during the course of the works or for the preparation of the Ground Investigation Report and/or

the Geotechnical Design Report and/or the provision of other personnel to assist in the running of the investigation should be

detailed in this schedule by the Designer.

Where ground practitioners or other personnel are included within this schedule, these personnel shall be identified in Bill M

of the Bill of Quantities and will be paid for on a time and expenses basis.

Provision of ground practitioners and other personnel to support the Investigation Supervisor can also be instructed during

the works period by the Investigation Supervisor once the Investigation Supervisor identifies a requirement for such support.

S1.8.5 Hazardous ground, land affected by contamination and notifiable and invasive weeds (Clauses 4.6.5 and

4.6.10)

Details of notifiable and/or invasive weeds which may affect or restrict the ground investigation works need to be included

in Schedule S1.8.

S1.8.6 Additional information on utilities not shown on Contract drawings (Clauses 4.6.4 and 5.1.6)

Reference should be made to the PAS 128 survey and relevant statutory distances, or safe distances if these exceed statutory

distances, from any known or suspected utilities unless included in the Contract.

S1.8.7 Known/suspected mine workings, mineral extractions, etc. (Clauses 3.4, 4.6.5)

Reference should be made to the statutory requirement (Borehole Operations and Services Regulations) to notify the HSE

Inspector of Mines for all boreholes in excess of 30 m depth and within 1 km of past or present mining activities and the

requirement for a Coal Authority Permit if drilling through Coal Measures.


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S1.8.8 Protected species (Clause 4.6.9)

S1.8.9 Archaeological remains (Clause 3.5)

S1.8.10 Security of site (Clause 4.3.4)

S1.8.11 Traffic safety and management (Clause 4.3.5)

All forms of traffic management should be included (not just highways) as well as the required pedestrian safety controls.

S1.8.12 Working hours (Clause 4.3.6)

S1.8.13 Trainee site operatives (Clause 3.14.1)

S1.8.14 Contamination avoidance and/or aquifer protection measures required (Clauses 4.6.6 and 4.6.7 and 6.3.5)

S1.8.15 Maximum period for boring, pitting or trenching through hard material or obstruction (Clauses

2.8, 4.3 and 6.4)

S1.8.16 Reinstatement requirements (Clauses 4.3.1 and 4.3.4)

S1.8.17 Welfare and other facilities required (Clause 4.3.1, 4.3.3 and 4.3.7)

S1.8.18 Unavoidable damage to be reinstated by Contractor (Clauses 4.3.1 and Clause 13.1)

S1.8.19 Surveys (Clauses 5.1, 5.2, 5.3, 5.4, 5.5, 5.6, 5.7 and 5.8)

The survey type and required accuracy and location and elevation accuracy of exploratory holes shall be detailed.

S1.8.20 Inspection and survey records requirements (Clause 5.2)

Further particular Contract restrictions/relaxations shall be entered below, using sequential numbers to those above

Particular requirements and details should be detailed.

S1.9 Dynamic sampling (Clause 6.2) Particular restrictions/relaxations

Project specific restrictions/relaxations, if any, should be detailed.

S1.9.1 Permitted methods and restrictions (Clauses 6.2.2, 6.2.3, 6.2.4 and 6.2.5)

Particular project requirements should be detailed. Sampling requirements should be detailed under the relevant schedules

of S1.12.

S1.9.2 Backfilling (Clauses 6.1.5 and 6.2.6)


S1.10 Cable percussion boring (Clause 6.3) Particular restrictions/relaxations




of S1.12.

S1.10.2 Backfilling (Clause 6.3.6)


S1.11 Rotary drilling (Specification Section 5) Particular restrictions/relaxations



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S1.11.1 Augering requirements and restrictions (Clauses 6.4.3)

S1.11.2 Particular rotary drilling techniques (Clause 6.4.1)

Any requirements for minimum hole or core diameter, drilling/coring methods/equipment and flush medium should be

specified in the Schedule.

S1.11.3 Drilling fluid type and collection (Clause 6.4.2)

S1.11.4 Rotary core drilling equipment and core diameter (Clauses 6.4.1 and 6.4.4.1)

Core diameter can either be stipulated where experience is available, or the Contractor asked to identify the core diameter

proposed to be used to achieve the core recovery within the known ground conditions.

S1.11.5 Core logging (Clause 6.4.4.5)

S1.11.6 Core sub-samples for laboratory testing (Clause 8.7.8)

Details of the method of taking, preserving and transporting core sub-samples should be specified. These will vary depending

on whether the logging and associated sub-sampling is carried out on site or at the Contractor’s offices, the type of material,

what laboratory tests are required and the delay between sub-sampling and testing.

S1.11.7 Address for delivery of selected cores (Clauses 6.4.4.8)

S1.11.8 Rotary open-hole drilling general requirements (Clause 6.4.4.5)

S1.11.9 Rotary open-hole drilling for locating mineral seams, mine workings, etc. (Clause 6.4.5.2)

A purpose-designed form may be necessary to record the additional information required by the referenced Specification

clause, over and above that listed in the daily record under Specification Clause 13.2.

S1.11.10 Core photographic requirements (Clause 6.4.4.6)

S1.11.11 Core scanning requirements (Clause 6.4.4.7)



S1.12 Sonic drilling (Clause 6.5) Particular restrictions/relaxations


S1.12.1 Permitted methods and restrictions (Clauses 6.5.2 and 6.5.3)


of S1.12.



S1.13 Pavement/ concrete or structural coring (Clause 6.6) Particular restrictions/relaxations




of S1.12.



S1.14 Pitting and trenching (Specification Section 7) Particular restrictions/relaxations


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S1.14.1 PAS 128 survey and inspection pits (Clauses 3.8.3 and 7.1)

If CAT scanning and/or service inspection pits are not required, this should be stated and the accompanying risk assessments

made available to the Contractor.

S1.14.2 Restrictions on plant or pitting/trenching methods (Clauses 7.2 and 7.4)

S1.14.3 Utility pits and trenches (Clause 7.3)

S1.14.4 Alternative pit and trench dimensions (Clause 7.7)

S1.14.5 Groundwater (Clause 7.9)

S1.14.6 Backfilling (Clause 7.10)

S1.14.7 Photographic requirements (Clause 7.8)

S1.14.8 Artificial lighting (Clause 7.12)

S1.14.9 Provision of pitting equipment and crew for Investigation Supervisor’s use (Clause 7.13)

Schedule S1.14.9 must include details of the depth of pits to be excavated, any required ground support measures and whether

a ground practitioner is required for sampling/logging.


Particular requirements and details should be given.

S1.15 Sampling and monitoring during intrusive investigation (Specification Section 6, 7 and 8) Particular

restrictions/relaxations


S.15.1 Address for delivery of selected geotechnical samples (Clauses 6.2.9 and 7.6.1)

S1.15.2 Retention and disposal of geotechnical samples (Clauses 6.2.9 and 7.6.2)

See also NG S1.12.10.

S1.15.3 Frequency of sampling for geotechnical purposes (Clauses 8.7.2 and 8.9.2)

S1.15.4 Open-tube and piston sample diameters (Clauses 8.7.3.2 and 8.7.3.3)

S1.15.5 Retention of cutting shoe samples (Clauses 8.7.3.2 and 8.7.3.3)

S1.15.6 Mostap sampling (Clause 8.7.10)

S1.15.7 Groundwater samples and groundwater level measurements during exploratory hole formation

(Clause 8.7.11)

S1.15.8 Special geotechnical sampling (Clauses 8.7.12, 8.10.2 and 8.10.3)

S1.15.9 Address for delivery of selected samples (Clause 8.10.2, 8.10.3 and 8.10.4)

S1.15.10 Retention and disposal of contamination/WAC samples (Clause 8.10.3)

S1.15.11 Frequency of sampling for geoenvironmental purposes (Clause 8.9.2)

S1.15.12 Sampling method (Clause 8.9.3)

Whether contamination/WAC samples are to be taken by an environmental scientist, etc. or by others working under the

supervision or under the direction of the environmental scientist, etc. should to be defined.


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S1.15.13 Headspace testing (Clause 8.9)





S1.16 In situ testing (Specification Section 9) Particular restrictions/relaxations


S1.16.1 Tests in accordance with British Standards or other standards or methods (Clause 16.1)

S1.16.2 Cone penetration testing (Specification Section 9.2) Particular restrictions/relaxations


S1.16.3 Capacity and equipment requirements for cone penetration testing (Clauses 9.2.1 and 9.2.6)

S1.16.4 Reporting of cone penetration testing parameters (Clause 8.2.4)

S1.16.5 Seismic cone equipment requirements (Clause 9.2.6.1)

S1.16.6 Interpretation of cone tests (Clauses 9.2 and 9.2.6.3)

S1.16.7 Other cone or specialist probes (Clauses 9.2.7 and 9.2.8)

S1.16.8 Standard penetration tests and reporting requirements (Clauses 9.3)

S1.16.9 Type(s) and reporting of dynamic probing (Clause 9.4)

S1.16.10 Self-boring pressuremeter and high-pressure dilatometer testing and reporting (Clause 9.5.1)

S1.16.11 Full displacement driven or push-in pressuremeter testing and reporting requirements (Clause 9.5.2)

S1.16.12 Menard pressuremeter tests and reporting requirements (Clause 9.5.3)

S1.16.13 Flat plate dilatometer tests and reporting requirements (Clause 9.5.4)

S1.16.14 Hand or torsion vane tests and reporting requirements (Clause 9.6.1.2)

S1.16.15 Penetration / borehole vane for shear strength (Clause 9.6.1.3)

S1.16.16 Hand penetrometer tests and reporting requirements (Clause 9.6.2)

S1.16.17 Plate load tests and reporting requirements (Clause 9.6.3)

S1.16.18 Density tests and reporting requirements (Clauses 9.7.2, 9.7.3, 9.7.4 and 9.7.5)

S1.16.19 Permeability tests and reporting requirements (Clauses 9.8.1 and 9.8.2)

S1.16.20 Packer tests and reporting requirements (Clause 9.8.3)

S1.16.21 Pumping tests and reporting requirements (Clause 9.8.4)

S1.16.22 California bearing ratio tests and reporting requirements (Clause 9.9.1)

S1.16.23 Dynamic cone penetrometer tests and reporting requirements (Clause 9.9.2)

S1.16.24 Deflectometer tests and reporting requirements (Clause 9.9.3)

S1.16.25 Soil infiltration tests and reporting requirements (Clauses 9.10.1 and 9.10.2)


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S1.16.26 Contamination screening tests and reporting requirements (Clause 9.11)

S1.16.27 Interface probe tests and reporting requirements (Clause 9.12)

S1.16.28 Special in situ testing and reporting requirements (Clause 9.12)





S1.17 Geophysical testing (Specification Section 10) Particular restrictions/relaxations


S1.17.1 Geophysical survey objectives (Clause 10.1)

The requirements for the objectives of the survey, type of geophysical surveys, pre-survey trials of geophysical methods and

the requirement for a geophysicist and their specialisms should be defined.

S1.17.2 Information provided (Clause 10.2)

S1.17.3 Horizontal data density (Clause 10.3)

S1.17.4 Level datum (Clause 10.4)

S1.17.5 Geophysical survey report (Clauses 10.7 and 10.8)





S1.18 Instrumentation (Specification Section 11) Particular restrictions/relaxations


S1.18.1 Protective covers and headworks for installations (Clause 11.2)

S1.18.2 Protective fencing (Clause 11.3)

S1.18.3 Groundwater observation wells and piezometer installations (Clauses 11.4.1 and 11.4.2)

S1.18.4 Other types of observation wells and piezometer installations (Clause 11.4.3)

S1.18.5 Development of observation wells and standpipe piezometers (Clause 11.4.5)

S1.18.6 Ground gas observation wells (Clause 11.5)

S1.18.7 Vapour observation wells (Clause 11.6)

S1.18.8 Inclinometer installations (Clause 11.7)

S1.18.9 Extensometers and settlement gauges (Clause 11.8)

Details of required type(s) of extensometers and settlement gauges and proposed installations need to be specified.

S1.18.10 Settlement monuments (Clause 11.9)

Details of required type(s) of settlement monuments and proposed installations need to be specified.

S1.18.11 Other instrumentation (Clause 11.10)


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S1.18.12 Decommissioning and removal of installations (Clause 11.11)

Details of required type(s) of decommissioning and/or removal and proposed installations need to be specified.

S1.19 Installation monitoring and sampling (Specification Section 12) Particular restrictions/relaxations


The frequency of measurements/sampling is to be stated for the fieldwork and/or post fieldwork periods.

S1.19.1 Groundwater readings in installations (Clauses 11.1 and 12.2)

S1.19.2 Groundwater sampling from installations (Clause 12.3.1)

S1.19.3 Purging/micro-purging (Clause 12.3.2)

S1.19.4 Multi-parameter meter (Clause 12.3.3)

S1.19.5 Gas and vapour monitoring (Clause 12.4)

S1.19.6 Continuous gas monitoring (Clause 12.5)

S1.19.7 Sampling from ground gas installations (Clause 12.6)

S1.19.8 Vapour sampling (Clause 12.7)

S1.19.9 Monitoring of ground movements (Clause 12.8)

S1.19.10 Other monitoring (Clause 12.9)

S1.19.11 Sampling and testing of surface water bodies (Clause 12.10)

A plan needs to be provided showing the required testing positions.



S1.20 Reinstatement (Specification Section 13) Particular restrictions/relaxations


S1.20.1 General reinstatement (Clause 13.1)

S1.20.2 Turf and topsoil surfacing (Clause 13.2)

S1.20.3 Gravel or rubble surfacing (Clause 13.3)

S1.20.4 Paved surfacing (Clause 13.4)

S1.20.5 Headworks (Clause 13.5)

S1.20.6 Access routes (Clause 13.6)






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S1.21 Daily records (Specification Section 14) Particular restrictions/relaxations


S1.21.1 Information for daily records (Clause 14.2)

S1.21.2 Chain of custody (Clause 14.3)

S1.21.3 Special in situ tests and instrumentation records (Clause 14.4)



S1.22 Geotechnical laboratory testing (Specification Section 15) Particular restrictions/relaxations


S1.22.1 Investigation Supervisor or Contractor to schedule testing (Clause 15.1)

S1.22.2 Tests required (Clause 15.4)

S1.22.3 Specifications for tests which vary or are not covered by the British Standards (Clauses 15.2.1 and 15.4)

S1.22.4 Accreditation to be adopted (Clause 15.3).

S1.22.5 Rock testing requirements (Clause 15.5)

S1.22.6 Geoenvironmental testing for aggressive ground/groundwater for concrete (Clause 15.6) (Test Suites A–D

are overleaf)

The Schedules for test suites A–D allow for the Investigation Supervisor to specify the test methods required or for the

Contractor to detail which methods can be offered.

The Schedule should also define whether dependent option tests in Suites C and D are to be carried out in any event or only if

the option trigger level are reached. See Specification NfG 15.6.

S1.22.7 Laboratory testing on site (Clause 15.8)

S1.22.8 Special laboratory testing (Clause 15.9)

S1.22.9 Specimen preparation and abortive tests (Clause 15.10)




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SCHEDULE 1.22.6 (Derived from BRE Special Digest SD1) Sheet 1 of 3

GEOENVIRONMENTAL TESTS ON POTENTIALLY AGGRESSIVE GROUND/GROUNDWATER

SUITE A Greenfield site (pyrite absent)

Sample type Determinand Recommended test methods Test method specified/offered1

Soil pH in 2.5:1

water/soil extract

BR 279 Electrometric

BS 1377 Part 3

SO4 in 2:1

water/soil extract

BR 279 Gravimetric method, cation exchange

or ion chromatography

BS 1377 Part 3

TRL 447 Test 1

Groundwater pH BR 279 Electrometric

BS 1377 Part 3

SO4 BR 279 Gravimetric method, cation exchange


BS 1377 Part 3

Commercial lab in-house procedure –

determination of sulfur by ICP-AES2

SUITE B Greenfield site (pyrite present)

Soil pH in 2.5:1

water/soil extract


BS 1377 Part 3

SO4 in 2:1

water/soil extract



BS 1377 Part 3

TRL 447 Test 1

Acid soluble SO4 BR 279 Gravimetric method

BS 1377 Part 3

TRL 447 Test 2

Total sulfur BR 279 Ignition in oxygen

TRL 447 Test 4A

TRL 447 Test 4B


BS 1377 Part 3

SO4 BR2 79 Gravimetric method, cation exchange


BS 1377 Part 3



1 Either Investigation Supervisor to specify method required or Contractor to detail method(s) offered. 2 ICP-AES: inductively coupled plasma atomic emission spectroscopy.


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SUITE C Brownfield site (pyrite absent)


Soil pH in 2.5:1

water/soil extract


BS 1377 Part 3

SO4 in 2:1

water/soil extract



BS 1377 Part 3

TRL 447 Test 1

Mg (only required

if water soluble

SO4 >3000 mg/l)

BR 279 AAS2 method

Commercial lab in-house procedure – variant of BR 279 using ISP-AES3

NO3 in 2:1

water/soil extract

(only required if

pH <5.5)

BR 279

Cl in 2:1

water/soil extract

(only required if

pH <5.5)

BR 279

BS 1377 Part 3


BS 1377 Part 3



BS 1377 Part 3



Mg (only required

if water soluble

SO4 ⩾3000mg/l)

BR 279 AAS method2

Commercial lab in-house procedure – Mg in solution by ICP-AES3

NO3

(only required if

pH <5.5)

BR 279

Cl (only required

if pH <5.5)

BR 279

BS 1377 Part 3

1 Either Investigation Supervisor to specify method required or Contractor to indicate method(s) offered. 2 AAS: atomic absorption spectrometry. 3 ICP-AES: inductively coupled plasma atomic emission spectroscopy.


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SUITE D Brownfield site (pyrite present)


Soil pH in 2.5:1

water/soil extract


BS 1377 Part 3

SO4 in 2:1

water/soil extract



BS 1377 Part 3

TRL 447 Test 1

Acid soluble SO4 BR 279 Gravimetric method

BS 1377 Part 3

TRL 447 Test 2

Total sulphur BR 279 Ignition in oxygen

TRL 447 Test 4A

TRL 447 Test 4B

Mg (only required

if water soluble

SO4 >3000mg/l)

BR 279 AAS2 method

Commercial lab in-house procedure – variant of BR 279 using ICP-AES3

NO3 in 2:1

water/soil extract

(only required if

pH <5.5)

BR 279

Cl in 2:1

water/soil extract

(only required if

pH <5.5)

BR 279

BS 1377 Part 3


BS 1377 Part 3



BS 1377 Part 3



Mg (only required

if water soluble

SO4 ⩾3000 mg/l)

BR 279 AAS method2 and BS 1377 Part 3

Commercial lab in-house procedure – Mg in solution by ICP-AES3

NO3

(only required if

pH <5.5)

BR 279

Cl (only required

if pH <5.5)

BR 279

BS 1377 Part 3

1 Either Investigation Supervisor to specify method required or Contractor to indicate method(s) offered. 2 AAS: atomic absorption spectrometry. 3 ICP-AES: inductively coupled plasma atomic emission spectroscopy.


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S1.23 Geoenvironmental laboratory testing (Specification Section 16) Particular restrictions/relaxations


S1.23.1 Investigation Supervisor or Contractor to schedule testing (Clause 16.1)

S1.23.2 Accreditation required (Clause 16.2)

S1.23.3 Chemical testing for contamination (Clause 16.3)

(Test Suites E–I are overleaf)

Schedule S1.23.3 should include the details of any nominated testing laboratories which are to be used.

Schedule S1.23.3 should include any required testing turnaround times.

The test suites provided under Schedule S1.23.3 must be reviewed (and amended accordingly) on a site-by-site basis to cover

all the contaminants of concern identified during the preliminary investigation or subsequently obtained information.

The Schedules for Test Suites E–I allow for the Investigation Supervisor to specify the test methods (except testing under

MCERTS), limit of detection and accreditation required or for the Contractor to detail what can be offered under each of

these categories.

Analysis of marine sediments will require different sample preparation and/or testing methods. Laboratories have to be

validated by the Marine Management Organisation (MMO) where results are used to inform license applications.


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SCHEDULE 1.23.3 Sheet 1 of 5

CHEMICAL LABORATORY TESTING FOR CONTAMINATION

Nominated test laboratory? _________________________________________________________________________

Required testing turnaround times? __________________________________________________________________

NB 1. This proforma Schedule MUST take account of the desk study and preliminary investigation and amended

accordingly to include any additional determinands likely to be required on a site-specific basis.

2. Limits of detection should reflect the GAC against which the test results will be compared.

SUITE E – Soil samples

Determinant

(Procurer to list

required

determinands)

Limit of detection

required/offered1

Test method

required/offered1

Accreditation

required/offered1

Arsenic

Boron

Cadmium

Chromium (total)

Copper

Lead

Mercury

Nickel

Zinc

pH

Water soluble sulphate

(as SO4)

Soil Organic Matter

Total Petroleum

Hydrocarbons

Criteria Working

Group

(TPH CWG)

Speciated Polycyclic

Aromatic Hydrocarbons

(US EPA 16) (PAHs)

Volatile Organic Compounds

(VOCs) in accordance with

BS 10176

Phenols

Cyanide (total)

Asbestos identification and

quantification - Blue Book

Method

1 Either Investigation Supervisor to specify the test method (except testing under MCERTS), limit of detection and accreditation required or Contractor to detail what can be offered under each of these categories. See also Specification Note for Guidance 16.3.


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Required testing turnaround Times? _________________________________________________________________


accordingly to include any additional determinants likely to be required on a site-specific basis.

2. Limits of detection should reflect the assessment criteria against which the test results will be compared.

SUITE F – Water samples

Determinant

(Procurer to list

required

determinands)

Limit of detection

required/offered1

Test method

required/offered1

Accreditation

required/offered1

Arsenic

Boron

Cadmium

Chromium (total)

Copper

Lead

Mercury

Nickel

Zinc

pH

Sulphate (as SO4)

TPH CWG

PAHs

VOCs

Phenols

Cyanide (total)

1 Either Investigation Supervisor to specify the test method, limit of detection and accreditation required or Contractor to detail what can be offered under each of these categories. See also Specification Note for Guidance 16.3.


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accordingly to include any additional determinands likely to be required on a site-specific basis.2. Limits of detection

should reflect the assessment criteria against which the test results will be compared.

SUITE G – PFAS

Determinand (Procurer to list

required determinands)

Limit of

detection

required/offer

ed1

Test method

required/offered1

Accreditation

required/offered1

Perfluoro-n-butanoic acid (PFBA)

Perfluoro-n-pentanoic acid (PFPA)

Perfluoro-n-hexanoic acid (PFHxA)

Perfluoro-n-heptanoic acid (PFHpA)

Perfluoro-n-octanoic acid (PFOA)

Perfluoro-n-nonanoic acid (PFNA)

Perfluoro-n-decanoic acid (PFDA)

Perfluoro-n-undecanoic acid (PFUnA)

Perfluoro-n-dodecanoic acid (PFDoA)

Perfluoro-1-butane sulfonate

(PFBS)

Perfluoro-1-pentanesulfonate (PFPeS)

Perfluoro-1-hexanesulfonate (PFHxS)

Perfluoro-1-heptanesulfonate (PFHpS)

Perfluoro-1-octanesulfonate (Linear PFOS)

Branched PFOS (mixture of isomers)

Total PFOS (sum of linear and branched)

Perfluoro-1-decanesulfonate (PFDS)

Perfluorooctanesulfonamide (PFOSA)

6:2 fluorotelomer sulfonate (6:2 FtS)



5:3 fluorotelomer carboxylic acid (5:3

FTCA)



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NB 1. This proforma Schedule MUST be take account of the desk study and preliminary investigation and amended


2. Limits of detection should reflect the requirement of Gas Screening Values (GSV) against which the test results

will be compared.

SUITE H – Permanent gases, hydrogen sulphide and helium

Determinand

(Procurer to list

required

determinands)

Limit of detection

required/offered1

Test method

required/offered1

Accreditation

required/offered1

Oxygen

Nitrogen

Carbon dioxide

Carbon monoxide

Hydrogen

Hydrogen sulphide

Methane

Helium



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2. Limits of detection should reflect the criteria against which the test results will be compared.

SUITE I – Vapour Analysis

Determinand

(Procurer to list

required

determinands)

Limit of detection

required/offered1

Test method

required/offered1

Accreditation

required/offered1

VOCs

Total Petroleum

Hydrocarbons C4-C12

1 Either Investigation Supervisor to specify the test method, limit of detection and accreditation required or Contractor to detail what can be offered under each of these categories. See also Specification Note for Guidance 16.3


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S1.23.4 Waste characterisation and hazardous classification of soils (Clause 16.4)

To be determined on a site-specific basis.

S1.23.5 Waste Acceptance Criteria testing (Clause 16.5)

(Test Suites J-L are overleaf)

The Schedules for Test Suites J–L allow for the Investigation Supervisor to specify the test methods, limit of detection and

accreditation required or for the Contractor to detail what can be offered under each of these categories.

S1.23.6 Laboratory testing on site (Clause 16.6)

S1.23.7 Special laboratory testing (Clause 16.7)




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CHEMICAL TESTING FOR WASTE ACCEPTANCE CRITERIA TESTING.

SUITE J – Inert waste landfill

Determinand Limit of detection

required/offered1

Test method

required/offered1

Accreditation

required/offered1

Soil analyses

Total organic carbon

BTEX

PCBs (7 congeners)

Mineral oil (C10–C40)

PAHs

Leachate analyses

Arsenic

Barium

Cadmium

Chromium (total)

Copper

Mercury

Molybdenum

Nickel

Lead

Antimony

Selenium

Zinc

Chloride

Fluoride

Sulphate (as SO4)

Total dissolved solids

Phenol Index

Dissolved organic carbon at

own pH or pH 7.5–8.0



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CHEMICAL TESTING FOR WASTE ACCEPTANCE CRITERIA TESTING

SUITE K – Stable non-reactive hazardous waste in non-hazardous landfill


required/offered1

Test method

required/offered1

Accreditation

required/offered1

Soil analyses


pH

Leachate analyses

Arsenic

Barium

Cadmium

Chromium (total)

Copper

Mercury

Molybdenum

Nickel

Lead

Antimony

Selenium

Zinc

Chloride

Fluoride

Sulphate (as SO4)


Phenol Index

Dissolved organic carbon



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CHEMICAL TESTING FOR WASTE ACCEPTANCE CRITERIA TESTING

SUITE L – Hazardous waste landfill


required/offered1

Test method

required/offered1

Accreditation

required/offered1

Soil analyses


Loss on ignition

Leachate analyses

Arsenic

Barium

Cadmium

Chromium (total)

Copper

Mercury

Molybdenum

Nickel

Lead

Antimony

Selenium

Zinc

Chloride

Fluoride

Sulphate (as SO4)


Phenol Index

Dissolved organic carbon



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S1.24 Reporting (Specification Section 17 Particular restrictions/relaxations

Contract specific restrictions/relaxations, if any, shall inserted below.

S1.24.1 Raw data (Clause 17.2.2)

S1.24.2 Preliminary exploratory hole logs (Clauses 17.2.3)

S1.24.3 Exploratory hole logs (Clause 17.2.4)

The Schedule should state whether fracture index or fracture spacing is to be used on the log and whether soil classification is

required.

S1.24.4 In situ results (Clause 17.2.5)

S1.24.5 Laboratory test results (Clause 17.2.6)

S1.24.6 Plans and drawings (Clause 17.2.7)

S1.24.7 Type of reports required (Clause 17.3)

S1.24.8 Desk Study (Clause 17.3.2)

S1.24.9 Ground Investigation Report (GIR) (or specified part thereof) (Clauses 17.3.3 and 17.3.5)

The Schedule shall fully detail what elements of the Ground Investigation Report are to be compiled by the Contractor and if

the Investigation Supervisor requires technical support to be provided.

S1.24.10 Geotechnical Design Report (GDR) (or specified part thereof) (Clauses 17.3.4)

The Schedule shall fully detail any elements of the Geotechnical Design Report which are to be compiled by the Contractor

and if the Investigation Supervisor requires technical support to be provided.

S1.24.11 Report approval (Clause 17.3.6)

The number of copies of draft and final reports needs to be defined.

Report approval times need to be compatible with those specified in the Appendix to the Form of Tender.

S1.24.12 Electronic and digital data (Clause 17.4.1, 17.4.7 and 17.4.8)

S1.24.13 Data format (Clauses 17.4.2)

S1.24.14 Preliminary data (Clauses 17.4.3)

S1.24.15 Data submissions (Clause 17.4.4)

S1.24.16 Timing for submission of electronic information files (Clause 17.4.5)

S1.24.17 File transfer (Clause 17.4.6)


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Particular requirements and details should be given


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Schedule 2: Exploratory holes

S2.1 Hole number

This is a unique identification for each hole. If a suffix or prefix is used, there should be no space between letters and numbers

to assist with digital data, for example BH62 or TP49A. Each type of exploratory hole should have a unique number series,

for example boreholes 1 onwards, trial pits 100 onwards, cone penetration tests 200 onwards, etc.

It is also recommended that, where there have been previous investigations on the site, entirely separate exploratory hole

numbering sequences are used for the proposed investigation.

S2.2 Type

Reference to the type of hole should be given if not covered by the hole number.

S2.3 Scheduled depth

This is the depth anticipated, but it is subject to variation depending on the ground conditions encountered. Note that under

most Conditions of Contract the Contractor may vary the depth under certain circumstances. The required depth of

investigation is also heavily dependent on the anticipated type of foundation, for example a piled foundation will require a

much greater depth of investigation than a shallow founded structure. See also Annex B3 of BS EN 1997-2.

S2.4 National grid reference

A provisional national grid reference should be given where possible, in advance of exploration, for setting-out purposes.

S2.5 Approximate ground level

The approximate ground level may be determined from Ordnance Survey contour maps for tabulation prior to surveying for

level.

S2.6 Remarks

Where known in advance, an indication should be given of any in situ tests or instrument installations, for example

pressuremeter tests, standpipe piezometer installations for water and/or gas, specialist sampling for laboratory tests, etc.,

together with any further controlling detail, for example depths and spacings of tests.


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Hole number Type Scheduled

depth (m)

National grid reference Approximate ground

level (mOD)

Remarks

Easting

(m)

Northing

(m)


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Schedule 3: Investigation Supervisor’s facilities

S3.1 Accommodation

The accommodation requirements will vary depending on the size and duration of the Contract and the number of the

Investigation Supervisor’s staff involved.

S3.2 Furnishings

S3.3 Utilities

The need for steady current electricity may relate to the use of on-site computers. Portable telephones are likely to be

necessary on larger sites and where fixed lines are not available. Cleaning of the office should be included and other facilities

such as copiers, paper supply, etc.

S3.4 Equipment

The Investigation Supervisor may require equipment such as tapes, penetrometer, hand vane, hand probing equipment,

computer hardware and software, etc. Details should be given, and also the period for which it is required. If on-site computer

equipment is required, the robustness of such equipment in dusty site conditions should be considered.

S3.5 Transport

If vehicles are required for the Investigation Supervisor’s use, the number and type should be specified. The following example

clause illustrates factors to be specified.

The Contractor shall provide (number) plain-coloured (vehicle type) transport for the exclusive use of the Investigation

Supervisor for any purpose in connection with the site operations. The vehicles shall be delivered and maintained in good

roadworthy condition. They shall be licensed and insured for use on the public highway and shall have comprehensive

insurance cover for any qualified driver over 21 years of age authorised by the Investigation Supervisor, together with any

authorised passengers and the carriage of goods or samples. The Contractor shall provide fuel, oil and maintenance in

conformity with the vehicle manufacturer’s recommendation and shall clean the vehicles inside and outside as required. A

suitable replacement shall be provided for any vehicle out of service for more than 24 hours.

S3.6 Personal Protective Equipment for Investigation Supervisor

Essential clothing should be listed, bearing in mind the possibility of working in contaminated ground. If clothing is to be

retained by the Investigation Supervisor this should be stated.

It should be noted, however, that current practice is for essential PPE to be provided by the Investigation Supervisor’s

Employer.


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Schedule 4: Specification amendments

Notes for Guidance

Clauses which do not apply to the required work are covered by Clause 3.1 and should not be deleted.

Where an applicable clause contains an inappropriate word or phrase this may be amended, for example ‘Clause 2.9 Line 3

delete x insert y’. If much of the clause is inappropriate, the entire clause may be deleted and replaced, for example, by

‘Delete Clause 2.9 and insert new Clause 2.9A’ with the new clause wording inserted in column 4.

The following clauses are amended

Section number Clause number Delete the following Substitute the following


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Schedule 5: Specification additions

Notes for Guidance

Where a required activity or condition is not covered by a Specification clause, an additional clause may be added at the end

of the relevant section or as a sub-clause if a related topic exists, for example ‘add Clause 3.16.5 Crazy Paving’.

Details of special sampling, in situ testing and laboratory testing may be given clause numbers relating to the relevant section.

If the addition is extensive or does not relate to an existing section, a new section or an additional Appendix may be added.

The following clauses are added to the Specification

Section

number

Clause

number

Clause wording


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Annex 1 Bill of Quantities for Ground Investigation

Preamble

1.0 General

In this Bill of Quantities the sub-headings and item descriptions identify the work covered by the respective items.

The exact nature and extent of the work to be performed shall be ascertained by reference to the Conditions of

Contract, the Specification and the Schedules, as appropriate. The rates and prices entered in the Bill of Quantities

shall be deemed to be fully inclusive of the following:

(a) plant and all costs in connection therewith

(b) all general obligations, requirements, liabilities and risks involved in the execution of the investigation as set forth

or implied in the documents on which the tender is based

(c) establishment charges, overheads and profit

(d) on completion, removal of all equipment and utilities from site and disposal of inert arisings.

(e) calibration and recalibration and presentation of certificates as necessary

1. The Bill of Quantities is presented as a comprehensive list of items which are conveniently correlated to the

Specification items.

2. It is intended that the numbering of items will remain unaltered. Additional items may be added to correspond with

contract-specific Specification requirements. If necessary, a subsidiary numbering system may be introduced where

this extends an existing item (for example B2.1 Extra over Item B1 for moving over a distance exceeding 500 m –

nr). Otherwise, any contract-specific additional items should be detailed in the space provided at the end of each

Bill.

3. Work items should have required quantities inserted. Items against which no quantities are entered shall be deemed

not to be required. If lump-sum items are not required, this should be stated against the item in the Bill of

Quantities. Provisional sums should be inserted as required to cover items not detailed in the Specification and Bill

of Quantities and which are to be charged by the Contractor as agreed with the Investigation Supervisor.

Provisional sums should normally be entered by the Investigation Supervisor but alternatively by the Contractor,

where the Contractor is acting as Designer as well.

4. The use of ‘rate only’ items is discouraged. Where there is a reasonable probability that an item will be required, a

realistic assessment of the quantity should be made and entered in the Bill of Quantities. However, the nature of

ground investigation is such that some modifications and/or additions to the work content may be identified as the

investigation proceeds.

5. The Bill of Quantities should be prepared in electronic form using the published documents. There is also an option

to re-draft and omit items not required, but preferably retaining the same item numbering system to reduce cross-

referencing errors. Where a series of items is to be omitted, for example drilling without cores (Items C11–C20

inclusive), this may be done by first entering the words ‘Not required’ in the header/sub-header line under the

Quantity column and then deleting the individual lines for Items C11–C20 inclusive.

6. Any apparent conflict between the Bill of Quantities and other contract documentation should be clarified with the

Investigation Supervisor during the tender period.

7. The preamble supplements the Specification to define general and particular activities to be included in the rates.

Additional numbered preambles may be included as necessary at the end of the Preambles.

2.0 Bill items

Unless identified as Not required, all items in Bill A of the Bill of Quantities (general items, provisional utilities and

additional items), and also all items in subsequent sections against which quantities are entered shall be priced.

The rate entered for Item A2 does not include for setting up at the first exploratory hole location.

3.0 Lump sum items

If lump-sum items are not required by the Contractor, this shall be stated against the rate item in the Bill of Quantities.

4.0 Establish on site all plant, equipment and amenities

The Designer shall provide an initial estimation of the plant, equipment and amenities required to complete the works

under Bill A Item 2 and sub-items of the Bill of Quantities in accordance with Clause 4.3.

In accordance with Clause 4.3 the Contractor shall be responsible for identifying the appropriate level of plant,

equipment and amenities required to complete the works. Where necessary, the Contractor shall include additional

itemisation and quantification as necessary to complete the works within Bill A Item 2 and sub-items of the Bill of

Quantities.

Where it is identified during the works period that additional plant, equipment and amenities are necessary to

complete the works, these shall be discussed with the Investigation Supervisor. Where agreed the Investigation

Supervisor may instruct establishment of additional plant, equipment or amenities to site

5.0 Site management, supervision and execution of the Works


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When full or part-time site management, supervision and execution resources are required in accordance with Clauses

4.4.2, Clause 4.4.3 and Clause 4.4.6, the minimum requirements considered necessary by the Designer shall be

detailed in Schedule S1.8.3 and itemised under the relevant technical role or specialist service item within Bill A Item

7 and sub-items of the Bill of Quantities.

The Contractor in collaboration with the Designer shall review the supervision, management and execution of the

works to identify additional resources necessary to satisfactorially complete the works. Where additional resources

are identified, the Contractor shall amend Table S1.8.3 and adjust the quantities for Bill A Item 7 and sub-items of

the Bill of Quantities appropriately and submit the revised Bill items with the tender submission.

Unless otherwise detailed in Schedule S1.8.3, the on-site services provided by the technical staff shall comprise the

technical supervision of site activities, site liaison, logistics, logging, in situ testing and sampling, photography and

the preparation of daily records and preliminary logs (except where any of the above activities are carried out by site

operatives and boring/drilling operatives).

When individuals are not carrying out their specific duties or are otherwise away from site, then daily rates will not

apply and these costs will be deemed to be covered under general items. The Contractor shall compile a detailed

daily resource list, which is to be agreed with the Investigation Supervisor, for payment of these resources under Bill

A Item 7 and sub-items of the Bill of Quantities.

Work on highways, waterways and railways, etc. may require additional professional safety staff. These individuals

must either be provided by the Client or provision included in the Bill of Quantities under additional Bill A items for

each individual, subject to the understanding of need at the time of preparation of the job-specific documentation.

6.0 Technical Support to the Investigation Supervisor.

Where ground practitioners or other personnel are required by the Designer to support the Investigation Supervisor

in accordance with Clause 4.4.7, these shall be detailed in Schedule S1.8.4 and provision included in Bill M of the

Bill of Quantities.

The Contractor shall maintain suitable daily records for payment purposes, which shall be agreed with the


The Investigation supervisor may instruct the Contractor to provide technical and/or specialist support during the

works period.

7.0 Yellow category site

The rate entered under Item A3 shall include for the provision of any additional PPE, ground surface protection

measures, additional welfare facilities and plant and equipment decontamination facilities required as a direct result

of the contamination or hazard(s) detailed in Schedule S1.8.4 and/or S1.8.6.

8.0 Photographs

The item for photographs shall allow for the standing time of associated personnel, plant and supply of electronic

images in .jpg format, unless specified otherwise.

9.0 Move and set up

Rates for moving plant and equipment to the site of each exploratory borehole, excavation, probing or testing location

shall allow movement of plant and equipment only. Where setting up over a previously formed exploratory hole or

for angled drilling additional items shall be used. The formation of access routes, working areas, setting up and

removing signage, fencing or barriers, and making good avoidable damage to access routes and working areas on

completion as required by the Contract shall be priced for separately.

Agreed access points and routes should be defined on the Drawing(s) at the time of tender.

Any access difficulties, including restrictions where passes are required, should be detailed in the description of the

site in Schedule S1.3.

Extra over items for setting up on a slope of a gradient greater than 20% is limited to a gradient not greater than 36%.

These items allow for creating a level working area to facilitate the safe setting up and operating of plant. Any

requirement for scaffolding, importing materials to create a ramp and working platform, craning or lifting shall be

charged against items listed in Contract Specific Additional Bill Items.

10.0 Exploratory hole formation

Payment for forming exploratory boreholes, excavations, undertaking probing and in-situ testing shall be based on:

(a) full thickness of strata investigated and described in accordance with the Specification

(b) depths measured vertically from ground level at ten metre intervals from ground level to the bottom

of the borehole


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(c) depth measured from original ground level where an inspection pit has been excavated

For rotary / sonic exploratory holes in addition to the above:

(d) that part of an exploratory hole below the bottom of an exploratory hole that has been ordered to

continue from the bottom of an exploratory hole

(e) core recovery of at least 90% in any core run, unless the Investigation Supervisor is satisfied is

cannot be achieved

For trial pits and trenches in addition to the above where pertinent:

(f) volume calculated as measured length times measured depth times specified width for trial and

observation trenches

Any requirement for forming an exploratory borehole or excavation, undertaking probing or in situ testing starting

above ground level, such as from scaffolding, platform or overwater shall be charged against additional items listed

in Contract Specific Additional Bill Items.

Rates for forming exploratory holes shall allow for:

(a) dealing with surface water

(b) taking information and supply of daily record for works carried by site operatives

(c) additional site supervision of non-qualified operatives.

Should an exploratory hole in unstable rock require to be cased to maintain borehole stability or in advance of

continuation by other techniques payment will be recovered in a separate item.

The measurement of breaking out hard strata or obstructions shall be the duration of time which the boring equipment

is engaged in breaking out the hard strata or obstructions as agreed by the Engineer. This measurement shall be in

addition to the measurement of boring. Slow boring shall be charged as breaking out hard strata or obstructions where

progress is less than 0.5m/hr.

The installation of temporary casing to maintain borehole stability in advance of continuation of the borehole by

another technique is not included in items charged as a “Day Rate.”

11.0 Unavoidable damage

Unavoidable damage should normally be accommodated as a direct compensation payment by the Client to land

owners/occupiers.

Damage to land or property in the vicinity of the exploratory hole and on access routes in excess of that which is

avoidable should be made good at the Contractor’s expense.

12.0 Backfilling

Backfilling with arisings shall include for any required topping-up of the backfill during the fieldwork and

maintenance periods. Any requirement for topping up a borehole backfilled with cement/bentonite grout, bentonite

or pre-mixed bentonite/cement will be charged at an hourly rate with time measured as associated non-productive rig

time.

13.0 Aquifer protection

Rates for aquifer protection measures shall allow for the measures detailed in Schedule S1.8.14.

The rate for aquifer protection shall include for the minimum time element associated with curing of a bentonite seal

which should be stated within S1.8.14. Time in excess and topping up of grout shall be charged at an hourly rate with

time measured as associated non-productive rig time.

Where both aquifer protection measures and cross-contamination measures at a single soil boundary or more than

one set of aquifer measures are required in a single hole, additional bill items may be required.

14.0 Standing time

Standing time shall be measured as the duration of time for which plant, equipment and personnel are standing on the

instruction of the Investigation Supervisor or in accordance with the Specification.

Standing time shall be paid for interruption of the formation of exploratory holes to record groundwater entry in

accordance with Clause 8.8. The rates for standing time shall include for:

(a) plant equipment and personnel

(b) recording information and preparing daily record.

15.0 Daily/day rates

The rates for daily provision of dynamic sampling, dynamic probing, boring, drilling, hand auguring and pitting and

trenching crews, plant and equipment at locations as directed by the Investigation Supervisor shall allow for

compliance with the requirements of the Specification, including preparation of records (unless the Investigation

Supervisor takes responsibility for the logging and preparation of records).


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Dynamic sampling, dynamic probing, boring and drilling should be carried out with either full or part-time presence

of a ground practitioner. Trial pitting/trenching would normally require the full-time presence of a ground

practitioner for sampling and logging purposes. This ground practitioner may be provided by the Contractor or the

Investigation Supervisor may direct these activities and opt to perform the sampling, logging tasks and prepare the

records.

A detailed description of what and who is required to be included in the day rate for the provision of these activities

should be provided. Where a ground practitioner is required for sampling/logging, Bill A Items for personnel should

be completed.

16.0 Sampling

The rates for sampling shall allow for the standing time of associated plant. The rates for sampling shall also include

for the costs of the sample containers and transport and storage of the samples up to the specified time limits.

The rate for taking a U100 or UT100 sample does not include for recovery of a sample from the cutting shoe.

The rates for each of Items E13.1–E15.3 shall include for all necessary containers and collected samples for an

individual determination of the specified contamination or WAC suite.

17.0 In situ testing

The rates for in situ testing shall allow for the standing time of associated plant and presentation of the results on

preliminary logs/exploratory hole logs or on separate agreed report forms using the same dates of presentation as the

exploratory hole to which they refer.

In the case of the self-boring pressuremeter, high-pressure dilatometer or Menard pressuremeter, the rates shall

include for interpretation. The mutual standing of the respective boring/drilling plant and specialist testing equipment

and crews during the combined process shall be charged as standing in appropriate Bill Items under Bills B and C.

Where in situ testing is paid for on a time related basis, the time measured shall be the actual time taken to carry out

the test in accordance with the Investigation Supervisor’s instruction and/or the Specification but excluding the time

taken to erect and dismantle test equipment where this is itemised separately.

The rate for carrying out an SPT (whether using a split spoon or solid cone) does not include for recovery of an

associated sample. Items H1.1-H1.4 apply to cable percussive and dynamic sampling boreholes. SPT’s undertaken

by a rotary or sonic drilling rig will be charged against items 2.1-2.4 and 3.1-3.4, respectively.

Rates for California Bearing Ratio and Plate Loading Tests shall not include for the provision of kentledge. If

kentledge is required to be provided by the Contractor this shall be priced under a separate additional item.

18.0 Cone penetration testing (CPT)

The rates for cone penetration test Items F15, F21 and F23 shall allow for provision of daily records and for

interpretation and presentation of the results on agreed report forms/exploratory hole logs in accordance with BS

1377 and Schedule S1.16.4.

For the seismic cone, the recorded and presented data shall include the specified CPT data recorded between seismic

test depths.

The rates for dynamic probing shall allow for undertaking and reporting torque measurements at the prescribed

vertical intervals.

19.0 Instrumentation and installations

The rates for installation of instruments shall allow for:

(a) clearing and keeping the hole free of unwanted materials

(b) all costs associated with equipment, installation, specified seals, surround and backfill materials excluding

backfill below the instrument

(c) proving correct functioning

(d) delays due to installations,

(e) recording information and preparing daily record and additional reports.

Curing and settling time for grout will be charged at an hourly rate with time measured as associated non-productive

rig time.

20.0 Installation monitoring and sampling

The rates for installation monitoring and sampling during the fieldwork period shall allow for:

(a) all costs associated with consumables and provision of data recording equipment to site

(b) proving correct calibration and recalibration


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(c) recording information, preparing, updating and submitting additional reports successively and at the

completion of monitoring, including notification of any unexpected readings and/or variation in readings

The rates for monitoring and sampling of installations during the post-fieldwork period shall allow for:

(d) items (a)–(c) above

(e) all costs associated with remobilising the appropriate (number and experience) staff to site and all travelling

and accommodation expenses.

The rates for recording of water level, ground gas or other monitoring measurements shall allow for notices of re-

entry to the Investigation Supervisor, owners or occupiers affected by the location or access route.

21.0 Laboratory testing

The rates for laboratory testing shall include for:

(a) the supply of a copy of the preliminary test results to the Investigation Supervisor

(b) notification of unavailable test samples, failed tests and/or deviating samples (e.g. samples not correctly

preserved)

(c) the cost of determining a parameter (e.g. moisture content or density) where that parameter forms part of the

information to be reported for the specified test (e.g. undrained shear strength, consolidation test or

unconfined compressive strength)

(d) the disposal of uncontaminated samples in accordance with the relevant regulations

(e) the laboratory will be recompensed for the assessment and preparation of samples for testing that are shown

to be deviating / not suitable when the reasons for the deviation are outside of the contractor’s control or the

laboratories control if subcontracted

22.0 Disposal of contaminated waste

The provisional sum, Item A6, for the off-site disposal of contaminated waste shall include for temporary storage and

for organising the transport and disposal by a suitably licensed waste disposal contractor. Payment shall be made only

against receipted invoices at an agreed uplift fee.

The costs of laboratory testing to determine the nature of the waste shall be covered by laboratory testing rates for

tests actually completed and to an agreed schedule. Those sums shall be offset against the Provisional sum Item A6.

Prior to laboratory test results becoming available, the cost of disposing of arisings cannot be accurately estimated

and it is recommended that a Provisional Sum is included in the Bill of Quantities, the monetary value being assessed

using the results of the site-specific desk study.

The costs of temporary on-site storage of contaminated waste can be significant.

23.0 Technical and specialist support provided by the Contractor

Bill M of the Bill of Quantities (Technical and specialist support provided by ground practitioners and other

personnel) shall be priced. The rates given will be used by the Investigation Supervisor to make an initial estimate of

costs, where applicable, of employing the Contractor’s staff for technical support or advice in accordance with

Clauses 4.4.7 and/or 4.4.8 of the Specification.

It is recommended that Bill M is included in all contracts to provide a tendered basis for works that may be required

by the Investigation Supervisor or Designer during the course of the contract.

If not required, the words ‘Not required’ should be entered and the respective items.

24.0 Reporting

Items for the supply of electronic copies, and AGS and non-AGS digital data as appropriate, of the Desk Study,

Ground Investigation Report and/or Geotechnical Design shall include for the provision of the report/data on the

required physical media if specified. If paper copy/ies are required, additional items shall be provided in the contract

specific section of Bill A and include for printing and supply of the specified number of draft and final copies

(Specification Clause 17.3 and Schedule S1.24.7). All other duties in compiling, preparing and checking the draft and

final reports shall normally be paid for under Item A7 of the Bill of Quantities.

If the Investigation Supervisor requires technical support from the Contractor to prepare reports this shall be paid for

using the rates given under Bill M.

25. Units of measurement

The following abbreviations shall be used for the units of measurements:

Millimetres: mm

Metre: m

Kilometre: km

Square millimetres: mm2

Square metre: m2


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Cubic metre: m3

Square metre per day: m2/day

Linear metre: lin.m

Kilogramme: kg

Tonne: t

Sum: sum

Number: nr

Hour: h

Week: wk

Vehicle week: v.wk

Item: item

Day: day

Specimen day: sp.day

Person day: p.day


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Bill of Quantities

Bill A: General items, provisional utilities and additional items – Notes for Guidance

Items A2–A5 may be subdivided where the investigation requires the involvement of several separate Contractors or it is

preferable to separately itemise different investigatory techniques.

The same approach of subdividing Items A2–A5 can be used where a site includes both Yellow and Red Category areas, for

example Items A2–A5 can be retained for Yellow areas and A2.1–A5.1 for the Red areas. However, a Red Categorisation may

well require additional items to be included in other Bills, for example those for percussion boring, rotary drilling, sampling,

etc. to cover for the additional costs arising from the Red Categorisation.

If the whole of a site is a Red Category, the same subdivisions as suggested above can be used but with Items A2–A5 (Yellow

Category) shown as ‘Not required’.

Depending on the nature of a Red Category site it may be necessary to include further additional items such as off-site

monitoring and health motoring of site personnel: items could be numbered A5.2, A5.3, etc.

Item A6 does not include for laboratory testing to determine the nature of the contaminated arisings. The required testing

should be covered by relevant rates under Bill L. It is recommended that a provisional sum is always included under Item A6

and rates under Bill L are obtained in order to cover for unforeseen contamination not revealed by the desk study.

Subject to the following notes, Item A7 enables full identification of professional staff which the Contractor is required to

provide.

Items under A7 are intended for detailing the requirements for the provision of Contractor’s personnel in accordance with

Specification Clause 4.4.2, Clause 4.4.3 and Clause 4.4.5. Items should be included for different activity role and where other

specialists are required. An estimate of the appropriate number of person days should be entered under Quantity against each

item. It may be necessary to add additional items in order to adequately describe the categories of other specialists, for

example traffic safety officer, archaeologist, etc. and the grade of person required. Any items listed shall be chargeable only

when present on site.

Persons fulfilling the roles identified under Item A7 must be fully competent and be able to demonstrate they have the skills,

knowledge and experience to be able to safely fulfill their role appropriately.

Where the provision of personnel for work in accordance with Specification Clauses 4.4.2, 4.4.3 and 4.4.5 cannot be

adequately specified at tender by the Designer, the Contractor should complete the appropriate items in the bill relevant to

the site roles and number of personnel required.

The provision of technical support and other specialists to assist the Investigation Supervisor should be itemised under Bill M

of the Bill of Quantities.

Item A16 may be revised to ‘sum’ if the traffic safety and management requirements are simple and can be fully defined in

Schedule S1.8.11. In many cases it will be appropriate to add additional items (A16.1, A16.2, etc.) to cover for the provision

and maintenance of the measures. In any event, Schedule S1.8.11 should provide the maximum possible detail of the required

traffic management measures.

Items

In connection with Items A22 and A23, Schedules S1.24.9 and S1.24.10 should specify the required parts of the Ground

Investigation Report and Geotechnical Design Report, respectively.


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Bill of Quantities

Bill A - General items, provisional utilities and additional items

Number Item description Unit Quantity Rate Amount £

A General items, provisional utilities and additional items

A1 Offices and stores for the Contractor sum

A1.1 Establishment of compound area prior to mobilising and starting site works

and removal on completion of site works. Rate to include erection and

dismantling of any hoarding, fencing, signage around compound area

sum

A1.2 Maintenance of offices and stores for the Contractor week

A2 Establish on site all plant, equipment and utilities for a Green Category

site

sum

A2.1 Establish on site and remove from site, one cable percussion rig and ancillary

plant and equipment

nr

A2.2 Establish on site and remove from site, one dynamic sampling rig and

ancillary plant and equipment

nr

A2.3 Establish on site and remove from site, one rotary drilling rig and ancillary

plant and equipment

nr

A2.4 Establish on site and remove from site, one sonic drilling rig and ancillary

plant and equipment

nr

A2.5 Establish on site and remove from site, one dual purpose rotary drilling and

dynamic sampling rig and ancillary plant and equipment

nr

A2.6 Establish on site and remove from site, one cone penetration test (CPT) rig

and ancillary plant and equipment

nr

A2.7 Establish on site and remove from site, one excavator for machine dug trial

pits and ancillary plant and equipment

nr

A2.8 Mobilisation of specialist ancillary plant sum

A.2.9 Mobilisation of geophysical surveying plant and equipment sum

A2.9 Weekly maintenance of plant on site week

A2.10 Establish on site S.I.A or similar approved Contractor for Site Security sum

A2.11 Maintain site security week

A3 Extra over Item A2 for a Yellow Category site sum

A4 Maintain on site all site safety equipment for a Yellow Category site week

A5 Decontamination of equipment during and at end of intrusive

investigation for a Yellow Category site

sum

A6 Appropriate storage, transport and off-site disposal of contaminated

samples, flush, arisings and any PPE equipment, excluding laboratory

testing

provisional sum

A7 Provide project management, supervision and execution personnel

A7.1 Project Manager p.day

A7.2 Site Planner/Programmer p.day

A7.3 Site Agent (specify grade required) p.day

A7.4 Site Health and Safety Coordinator p.day

A7.5 Technical Lead (specify grade required) p.day

A7.6 Data Coordinator p.day

A7.7 Logging and/or Sampling Supervisor (specify grade required) p.day

A7.8 Technical Rig Supervisor (specify grade required) p.day

A7.9 Drilling Supervisor (L3 VQ) p.day

A7.10 Site Logger (specify grade required) p.day

A7.11 Geoenvironmental Specialist (specify grade required) p.day

A7.12 Other specialists – e.g. UXO / ACoW / ECoW / Environmental Specialist /

Traffic Safety Control Officer / Geophysicist

p.day

A8 Establish the location and elevation of the ground at each exploratory hole sum


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A9 Preparation of Health and Safety documentation including Risk Assessments sum

A10 Facilities for the Investigation Supervisor sum

A11 Vehicle(s) for the Investigation Supervisor v.wk

A12 Fuel for vehicle for the Investigation Supervisor provisional sum

A13 Investigation Supervisor’s telephone and facsimile charges provisional sum

A14 Deliver selected cores and samples to the specified address provisional sum

A15 Special testing and sampling required by Investigation Supervisor provisional sum

A16 Traffic safety and management provisional sum

Reporting

A17 Electronic copy of the final Desk Study Report sum

A17.1 Electronic copy of the draft Desk Study Report sum

A18 Electronic copy of the PAS 128 utilities survey report sum

A19 Electronic copy of a Pre-condition Survey Report sum

A20 Electronic copy of a Post-condition Survey Report sum

A21 Electronic copy of the final Ground Investigation Report (or specified

part thereof)

sum

A21.1 Electronic copy of the draft Ground Investigation Report (or specified

part thereof)

sum

A21.2 Electronic copy of an interim Ground Investigation Report (or

specified part thereof)

sum

A22 Electronic copy of the final Ground Design Report (or specified part

thereof)

sum

A22.1 Electronic copy of the draft Geotechnical Design Report (or


sum

A22.2 Electronic copy of an interim Geotechnical Design Report (or


sum

A23 Electronic copy of the final Factual Report sum

A23.1 Electronic copy of the draft Factual Report sum

A23.2 Electronic copy of an interim Factual Report sum

A24 Electronic copy of the final Interpretative Report sum

A24.1 Electronic copy of the draft Interpretative Report sum

A24.2 Electronic copy of an interim Interpretative Report sum

A25 Electronic copy of the Monitoring Report sum

A25.1 Electronic copy of an interim Monitoring Report sum

A26 Interim issue of digital data in AGS Format nr

A27 Digital copy of photographs – soil/rock core nr

A28 Digital copy of photographs – trial/observation pits/trenches nr

A29 Provision of Collateral Warranty to third parties nr

A30 Provision of a Letter of Reliance or Assignment to third parties nr


Temporary Works and Other Matters

A31 Carry out Principal Contractor’s role under CDM Regulations sum

A32 Obtain statutory utility plans in advance of fieldwork sum

A33 Undertake PAS 128 Survey sum

A34 Attendance at pre-start meetings nr

A35 Standing time associated with site induction sum

A36 Preparation of sloping / uneven ground including clearance of

vegetation to create suitable access for plant to exploratory location

nr


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A37 Undertaking any Temporary Works or Temporary Works Design

(e.g. scaffolding erection; excavation shoring)

nr

A38 Construction and removal of bunded wash down area to control and

contain contaminated material / ground or wash-water

nr

A39 Clearance of vegetation including tree felling to create suitable

access for plant to exploratory location

nr

A40 Removal and reinstatement of obstacle to facilitate access for plant to

exploratory location i.e.

nr

A41 Mobilisation and demobilization of materials for laying temporary

road to facilitate access for plant to exploratory location (such as

ground protection or bog mats or track matting) - state size

lin. m

A41.1 Maintain ground protection / temporary access track (such as bog

mats or track matting)

lin.m /week

A41.2 Re-site ground protection / temporary trackway lin.m

A42 Construction and reinstatement of temporary level working area on

sloping ground in advance of carrying out exploratory hole

nr

A43 Installation and removal of Temporary “Goal Posts” required under

GS6 for site plant crossing under OHL’s

nr

A44 Construction and removal of temporary bridging of water course nr

A45 Construction and removal of temporary working platform fine mine

shaft investigation

nr

A46 Erect and dismantle fencing to segregate exploratory working area /

access/egress route from 3rd parties

nr

A47 Reinstatement of hard standing – Cold Bitumen m3

A48 Reinstatement of hard standing – Hot Tar m3

A49 Reinstatement of site on completion of works sum

Contract specific additional bill items

Total Bill A carried to Summary


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Bill of Quantities

Bill B: Cable Percussion boring and Dynamic Sampling – Notes for Guidance

For certain sites it is optional to introduce an extra over rate as Item B1.1 for moving boring plant and equipment over distances

exceeding, say, 500 m to give more flexibility in the Investigation Supervisor’s direction of field operations; similarly, for Item B15.

Where boring diameters are in excess of 200mm, an extra over item as B1.2 shall be introduced to allow for longer time associated

with setting up larger size equipment.

Items B2 and B16 allow for the creating of a level working area on sloping ground to facilitate the safe setting up and operating of

plant. Any requirement for scaffolding, importing materials to create a ramp and working platform, craning or lifting shall be charged

against items listed in Contract Specific Additional Bill Items.

Dynamic sampling may be measured on a per hole and metreage basis or alternatively on a time basis; the Investigation Supervisor

will normally adopt one of these methods. Quantities shall be entered for only one method. Measurement on a time basis is often

appropriate to permit flexibility for adequate examination, sampling and testing in less certain or complex ground condition or in

areas of difficult access.

If dynamic probing is to be carried out at the site of each sampling hole this should be stated in Schedule S1.9.3 and be allowed for

in the rates entered under Items B15–B20 or B22 as appropriate.

If two or more dynamic sampling units are required, this should be stated in Schedule S1.9.3. The requirement for window or

windowless sampling should also be indicated in Schedule S1.9.3.

If dynamic sampling rigs are used to carry out conventional sampling (SPTs, UT100/U100 driven samples) additional Bill Items will

be required.

Item B22 is limited to a Competitor / Terrier / Dart or similar small tracked soils sampling rig. Where window or windowless sampling

is to be undertaken by a Rotary rig within a rotary drill hole then measurement and additional Bill Items shall be included in Section

C.


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Bill of Quantities

Bill B – Cable percussion boring and dynamic sampling


B Cable percussion boring

B1 Move cable percussion boring plant, equipment and crew to the site of each

borehole and set up nr

B2 Extra over Item BI for setting up on a slope of gradient greater than 20% and

less than 36% nr

B3 Break out surface obstruction where present at borehole h

B4 Advance borehole between existing ground level and 10m depth m

B5 As Item B4 but between 10 and 20m depth m




B9 Extra over Items B4 through to B8, inclusive for working at diameters >200mm m

B10 Advance borehole through hard material or obstruction h

B11 Provide aquifer protection measures at a single aquiclude/aquifer boundary or

cross-contamination control measures at a single soil boundary in a borehole

nr

B12 Insert temporary casing in advance of rotary/sonic continuation m

B13 Standing time for cable percussion plant, equipment and crew h

B14 Provision of cable percussion plant, equipment and crew as directed by the

Investigation Supervisor

day

Dynamic sampling

B15 Move dynamic sampling equipment to the site of each exploratory hole and set

up nr

B16 Extra over Item BI5 for setting up on a slope of gradient greater than 20% and

less than 36% nr

B17 Advance dynamic sample hole between existing ground level and 5m depth m



B20 Standing time for dynamic sampling equipment and crew hr

B21 Extra over Items B17 to B19, inclusive and B22 for use of semi-rigid core liner m

B22 Provision of dynamic sampling equipment and crew for sampling as directed by

the Investigation Supervisor; maximum depth 15 m

day

Backfill

B23 Backfill borehole with arisings m

B24 Backfill borehole with bentonite / pre-mixed cement/bentonite pellets m

B25 Move grout plant, tremie pipe and pump to the site of each exploratory hole and

set up

nr

B26 Backfill borehole with cement/bentonite grout (tremie) m

B27 Return to the site of each exploratory hole and set up where borehole requires

topping up

nr


Total Bill B carried to Summary


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Bill of Quantities

Bill C: Rotary Drilling – Notes for Guidance

For certain sites it is optional to introduce an extra over rate as Item C1.1 or C49.1 for moving rotary drilling plant and

equipment and C62.1 for sonic drilling plant and equipment over distances exceeding, say, 500 m to give more flexibility in

the Investigation Supervisor’s direction of field operations.

Hole and core diameters will be defined in the Schedules. If more than one hole or core diameter is required, the Bill of

Quantities must identify this with different items repeated as required for each core size. The separate Bill items for the semi-

rigid core liner should always have quantities corresponding to the lengths of rotary or sonic drilling to obtain cores, unless

the Investigation Supervisor wishes to restrict the drilling method used.

Casing off “unstable rock” referred to in Item C38 allows for casing off fractured, broken and/or weathered rock and

cavities/voids associated with mine workings or erosional features. Measurement of casing used in this connection shall be

from Ground Level to depths such that casing if not required to maintain borehole stability.

Item C39 shall not be used in addition to Item C38.

Where a Sonic drilling rig is to be used for rotary open-holing or coring in rock, measurement shall be against the items C11

through to C20, inclusive and C25 through to C34, inclusive.

Items C2, C49, C62 and C102 allow for the creating of a level working area on sloping ground to facilitate the safe setting up

and operating of plant. Any requirement for scaffolding, importing materials to create a ramp and working platform, craning

or lifting shall be charged against items listed in Contract Specific Additional Bill Items.

Hand auguring may be measured on a meterage basis or alternatively on a time basis; the Investigation Supervisor will

normally adopt one of these methods. Quantities shall be entered for only one method. Measurement on a time basis is often

appropriate to permit flexibility for adequate examination and sampling in less certain or complex ground conditions. If two

or more hand auguring crews are required, this should be stated in Schedule 1. ecti


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Bill of Quantities

Bill C: Rotary Drilling – Notes for Guidance


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C Rotary Drilling

C1 Move rotary drilling plant and equipment to the site of each exploratory

drillhole and set up nr

C2 Extra over Item C14 for setting up on a slope of gradient greater than 20% and

less than 36% nr

C3 Extra over Item C14 for setting up over a pre-formed/cased borehole nr

C4 Extra over Item C14 for setting up drilling plant for inclined drillhole nr

C5 Extra over Item C14 for setting up for mist/water/polymer/mud flush nr

C6 Break out surface obstructions where present at exploratory drillhole h

C7 Provide aquifer protection measures at a single aquiclude/aquifer boundary in a

drillhole nr

C8 Provision of rotary drilling plant, equipment and crew for sampling as directed

by the Investigation Supervisor

day

C9 Insert drill rods through pre-formed cased borehole m

C10 Standing time for rotary drilling plant, equipment and crew h

Drilling without cores

C11 Rotary drill at the specified diameter, from which cores are not required, between

existing ground level and 10m depth m

C12 As Item C11 but between 10 and 20m depth m









C21 Extra over Items C11 to C20 for inclined drillhole m

C22 Extra over Items C11 to C20 for mist/water/polymer/mud flush m

C23 Extra over Items C11 to C20 for casing off materials to maintain borehole

stability m

C24 Extra over Items C11 through to C20, inclusive for recording drilling parameters

as specified

m

Drilling to obtain cores

C25 Rotary drill to obtain cores of the specified diameter between existing ground

level and 10m depth m

C26 As Item C25 but between 10 and 20m depth m C27 As Item C25 but between 20 and 30m depth m








C35 Extra over Items C25 to C34 for use of semi-rigid core liner m

C36 Extra over Items C25 to C34 for coring inclined rotary drillhole m

C37 Extra over Items C25 to C34 for mist/water/polymer/mud flush m

C38 Extra over Items C25 to C34 for casing off unstable rock to maintain borehole

stability m

C39 Extra over Items C25 to C34 for coring with wireline techniques m

C40 Extra over Items C25 to C34 for coring superficial deposits m

C41 Extra over Items C25 to C34 for dynamic sampling superficial deposits m

C42 Extra over Items C25 through to C34, inclusive for recording drilling parameters

as specified nr


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C43 Core box to be retained by client


C44 Backfill borehole with arisings m

C45 Backfill borehole with bentonite / pre-mixed cement/bentonite pellets m

C46 Move grout plant, tremie pipe and pump to the site of each exploratory hole and

set up

nr

C47 Backfill borehole with cement/bentonite grout (tremie) m

C48 Return to the site of each exploratory hole and set up where borehole requires

topping up

nr

Rotary percussive drilling

C49 Move rotary percussive drilling plant and equipment to the site of each drill hole

and set up

nr


less than 36%

nr

C51 Rotary percussive drill at the specified diameter in any material between existing

ground level and 10 m depth

m





C56 Standing time for rotary percussive drilling plant, equipment and crew h




set up

nr



topping up

nr

Sonic drilling

C62 Move sonic drilling plant and equipment to the site of each exploratory drillhole

and set up

nr


less than 36%

nr

C64 Extra over Item C62 for setting up sonic drilling plant for inclined drillhole nr

C65 Break out surface obstructions where present at exploratory drillhole h

C66 Provide aquifer protection measures at a single aquiclude/aquifer boundary in a

drillhole

nr

C67 Provision of sonic drilling plant, equipment and crew for sampling as directed by

the Investigation Supervisor

day

C68 Standing time for sonic drilling plant, equipment and crew h

Sonic drilling without cores

C69 Sonic drill at the specified diameter, from which cores are not required, between

existing ground level and 10m depth

m

C70 As Item 69 but between 10 and 20m depth m









C79 Extra over Items C69 to C78 for inclined sonic drillhole m

C80 Sonic drill at the specified diameter, from which cores are required, between

existing ground level and 10 m depth

m




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C90 Extra over Items C80 to C89 for inclined sonic drillhole m

C91 Extra over Items C80 to C89 for use of semi-rigid core liner m




set up

nr



topping up

nr

Hand augering

C97 Bring hand auger equipment to the position of each exploratory hole

C98 Bore with hand auger from existing ground level to 2 m depth

C99 As Item C2 but between 2 and 4m depth

C100 Standing time for hand auger equipment and crew

C101 Provision of hand auguring equipment and crew for auguring as directed by the

Investigation Supervisor; maximum depth 4m

C102 Move mechanical auguring plant and equipment to the site of each exploratory

hole and set up


less than 36%

C104 Break out surface obstructions where present at auger hole

C105 Standing time for rotary auger equipment and crew

C106 Auger in materials other than hard strata at the specified diameter between

existing ground level and 10 m depth



C109 Provision of mechanical auguring plant and equipment and crew for auguring as

directed by the Investigation Supervisor




set up

nr



topping up

nr


Total Bill C carried to Summary


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Bill of Quantities

Bill D: Trial pits and trenches – Notes for Guidance

Hand excavated pits for the purposes of the avoidance of underground services, structures or assets should be undertaken in

advance of borehole, probing or CPT operations. Where it is known that no underground services exist below the site (e.g.

setting up directly on bedrock) then an Inspection Pit need not be undertaken. Inspection pits are normally excavated to a

minimum depth of 1.2mbgl. Where underground services, structures or assets are known or suspected to be present below a

depth of 1.2mbgl then the borehole, probe or CPT should be relocated or steps taken to excavate to depths required to

positively prove the position is clear of any services. Surface dimensions of each hand excavated pit are largely dictated by

the depth required to be achieved and subsurface ground conditions.

Trial pits and trenches may be measured on a linear metre depth basis (for pits) and a m3 basis (for trenches) or alternatively

on a time basis. Normally the Investigation Supervisor will adopt one of these methods. Quantities shall be entered for only

one method for each pit or trench. Measurement on a time basis is often appropriate to permit flexibility for adequate

examination, sampling and testing in less certain or complex ground conditions. If two or more pitting crews are required,

this should be stated in Schedule S1.14.

Pits and trenches exceeding 4.5 m in depth require the mobilisation of more significant plant and an extra over item is included

for moving to the site of each pit or trench accordingly. An additional item in A2 may also be considered appropriate for

mobilisation to site.

Rates for Items D20 - D22 inclusive will vary on a site-specific basis and these should be detailed in Schedule S1.14.

An additional item in A2 shall also be included for mobilising specialist equipment, materials and labour to site where

undertaking Observation Pits or Trenches.

Where personnel are required for logging an excavation, then this should be recovered under Item A7.


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Bill of Quantities

Bill D Pitting and trenching


D Pitting and trenching

Inspection pits

Cable percussion boring / Dynamic sampling

D1 Excavate inspection pit by hand to 1.2 m depth nr

D2 Extra over Item Dl for breaking out surface obstructions h

Rotary / Sonic Drilling



Cone Penetration Testing



Concrete Coring

D7 Diamond core through hard standing in advance of borehole

works (minimum 250mm diameter)

nr

Trial pits and trenches

D8 Move equipment to the site of each trial pit or trench of not greater

than 4.5 m depth nr

D9 Extra over Item D8 for setting up on a slope of gradient greater

than 20% and less than 36% nr

D10 Extra over Item D8 for trial pit or trench between 4.5 and 6m

depth nr

D11 Excavate trial pit between existing ground level and 3.0 m depth m

D12 As Item D10 but between 3.0 and 4.5m depth m

D13 As Item D10 but between 4.5 and 6m depth m

D14 Excavate trial trench between existing ground level and 3.0m

depth m3

D15 As Item D13 between 3.0 and 4.5m in depth m3

D16 As Item D13 between 4.5 and 6m depth m3

D17 Mobilisation of hydraulic breaker sum

D18 Extra over Items D8 to D16 inclusive for the provision of a

hydraulic breaker for breaking out hard material or surface

obstructions

h

D19 Standing time for excavation plant, equipment and crew for

machine dug trial pit or trench h

Daily provision of pitting crew and equipment

D20 Provision of excavation plant equipment and crew for

machine dug trial pits or trenches as directed by the

Investigation Supervisor; maximum depth 4.5 m

day

D21 As Item D31 but 6.0m depth day

D22 Extra over Items D19 and D20 for the provision of a hydraulic

breaker for breaking out hard material or surface obstructions

day

General

D23 Bring pump to the position of each exploratory pit or trench nr

D24 Pump water from pit or trench h

D25 Extra over Item D23 for temporary storage, treatment and disposal

of contaminated water Provisional

sum

D26 Leave open trial pit or trench m /day

D27 Backfill trial pit with excavated material m

D28 Backfill trial pit with imported material m3

D29 Backfill trial trench with excavated material m3

D30 Backfill trial trench with imported material m3


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D31 Extra over Items D8 through to D30, inclusive for Temporary

Works Design

sum

D32 Extra over Items D8 through to D30, inclusive for the provision of

shoring, propping or other excavation support and all necessary

safety equipment, PPE and emergency procedures to allow safe

manned entry and safe working

day


Total Bill D carried to Summary


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Bill of Quantities

Bill E: Sampling and monitoring during intrusive investigation – Notes for Guidance

Use of static pushed or thin-walled samplers is recommended where the sample is to be used for laboratory strength and/or

compressibility testing. The UT100 can be considered but the driving mechanism and the number of blows to retrieve the

sample should be taken into account.

Item E5 refers to Piston Sampling.

Item E7 relates to sub-samples obtained from larger samples recovered by rotary or sonic methods.

The rates for Items E13.1–E15.5 should include for plastic tubs, glass bottles or any combination of these as required for the

laboratory analysis of the contaminants concerned.

Where other laboratory tests or test suites are required on a site-specific basis, additional Bill items will be needed to cover

for the provision of the appropriate containers.


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Bill of Quantities

Bill E: Sampling and monitoring during intrusive investigation


E Sampling during formation of exploratory hole

E1 Small disturbed sample nr

E2 Bulk disturbed sample nr

E3 Large bulk disturbed sample nr

E4.1 Open-tube U100 sample nr

E4.2 Open-tube U100 sample – by rotary/sonic methods

E4.3 Open-tube UT100 sample nr

E4.4 Open-tube UT100 sample – by rotary/sonic methods

E5 Static push sample nr

E6 Groundwater sample nr

E7 Cut, prepare and protect core sub-sample nr

Continuous or semi-continuous sampling

E8 Move Mostap semi-continuous sampling plant and equipment to the site of

each exploratory hole and set up

nr

E9 Extra over Item E9 for setting up on a slope of gradient greater than 20%

and not exceeding 36%

nr

E10 Break out surface obstruction where present at exploratory hole h

E11 Advance sampler between existing ground level and 10m depth m

E12 As Item E12 but between 10 and 20m depth m

Containers for contamination assessment and WAC testing

E13.1 Provision of containers and collection of samples for contamination for

aggressive ground/groundwater for Concrete (Suite A)


aggressive ground/groundwater for Concrete (Suite B)


aggressive ground/groundwater for Concrete (Suite C)


aggressive ground/groundwater for Concrete (Suite D)

E14.1 Provision of containers and collection of samples for contamination Suite

E (S1.20.3)

nr


F (S1.20.3)

nr


G (S1.20.3)

nr

E15.1 Provision of containers and collection of samples for WAC Suite H

(S1.20.5)

nr

E15.2 Provision of containers and collection of samples for WAC Suite I (S1.20.5) nr

E15.3 Provision of containers and collection of samples for WAC Suite J (S1.20.5) nr


Total Bill E carried to Summary


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Bill of Quantities

Bill F: Dynamic probing and cone penetration testing – Notes for Guidance

If dynamic probing is to be carried out at the site of each dynamic sampling hole, Items F1-F6 or F7 should not be used and

the cost of the probing included in the rates defined under Items B15-B21 or B22 as appropriate.

Cone penetration testing may be measured on a per hole and meterage basis or alternatively on a time related basis; the

Investigation Supervisor will normally adopt for one of these methods. Quantities shall be based for only one method.

Measurement on a time related basis is often appropriate to permit flexibility for adequate examination, sampling and

testing in less certain or complex ground conditions or in areas of difficult access.

The rates for cone penetration tests Items F15, F21 and F23 shall allow for provision of daily records and for interpretation

and presentation of the results on agreed report forms/exploratory hole logs in accordance with BS 1377 and Schedules

1.13.3 or 1.13.4.


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Bill of Quantities Bill F: Dynamic probing and cone penetration testing


F Probing and cone penetration testing

Dynamic Probing

F1 Bring dynamic probe equipment to the site of each test location nr

F2 Extra over Item F1 for setting up on a slope of gradient greater

than 20% and less than 36%

nr

F3 Carry out dynamic probe test from existing ground level to 5m

depth

m

F4 As Item F3 but between 5 and 10m depth m


F6 Standing time for dynamic probe test equipment and crew h

F7 Provision of dynamic probing equipment and crew for probing as

directed by the Investigation Supervisor; maximum depth 15m

day

Cone penetration testing

F8 Bring cone penetration test (CPT) equipment to the site of each test

location

nr

F9 Extra over Item F8 for setting up on a slope of gradient greater

than 20% and less than 36%

nr

F10 Carry out cone penetration test (CPT) measuring both cone and

sleeve resistance from existing ground level to 10m depth

m




F14 Extra over Items F10 to F13 for use of piezocone m

F15 Extra over Items F10 to F13 for interpretation of CPT/CPTU data m

F16 Carry out dissipation test up to 1 hour duration nr

F17 Extra over Item F16 for test duration exceeding 1 hour h

F18 Standing time for static cone penetration test equipment and crew h

F19 Extra over Items F10 to F13 for use of seismic cone m

F20 Carry out seismic cone test nr

F21 Extra over Item F20 for interpretation of seismic cone data nr

F22 Standing time for seismic cone test equipment and crew h

F23 Provision of static cone penetration testing equipment and crew for

measuring both cone and sleeve resistance from existing ground

level to refusal or as directed by the Investigation Supervisor; (rate

shall include for Interpretation and presentation of data)

day

F24 e/o item F23 for use of a piezocone to provide measurements of

pore-water pressure

day

F25 e/o item F23 for use of a tri axial magnetometer cone / natural

gamma cone / seismic cone / temperature cone / hydraulic profiling

tool / membrane interface probe /laser induced fluorescence/

electrical conductivity cone

day


Total Bill F carried to Summary


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Bill of Quantities Bill G - Geophysical testing – Notes for Guidance

The recommended basis for pricing land-based mapping is linear (line) metres. In order to compare alternative tenders, it

will be necessary for the intended line spacings either to be specified or defined by the tenderers. Linear metres is also adopted

for land-based profiling techniques. Here the inter-sensor spacings need either to be specified or defined by the tenderers.

Slim-line down-hole methods have been provided as common suites but can be subdivided as subitems of G5 to cover specific

individual sondes that can be run. The recovered cost being the metres run for that sonde.

Daily rate is adopted for overwater geophysics as the majority of methods can be carried out simultaneously. However,

performance and acceptance criteria will need to be agreed.

Where exploratory boreholes need to be lined with grouted in place uPVC casings, or similar, to facilitate cross or downhole

seismic testing, this should be billed on a linear metre basis under contract specific additional bill items, similarly cement

bond log and liner verticality measurements requirements should be billed here.


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Bill of Quantities

Bill G - Geophysical surveys


G1 Land-based mapping geophysical techniques

G1.1 Collect and process conductivity survey data m2

G1.2 Collect and process magnetic survey data m2

G1.3 Collect and process electromagnetic survey data m2

G1.4 Collect and process micro-gravity survey data station

G1.5 Interpretation of land-based mapping data sum

G1.6 Standing time for land-based mapping geophysical survey crew and

equipment

hr

G2 Land-based profiling geophysical techniques

G2.1 Collect & process electrical resistivity tomography data lin. m

G2.2 Collect & process seismic refraction (P wave) data lin. m

G2.3 Collect & process seismic refraction (S wave) data lin. m

G2.4 Collect & process seismic reflection (P wave) data lin. m

G2.5 Collect & process seismic reflection (S wave) data lin. m

G2.6 Collect & process ground penetrating radar data lin. m

G2.7 Interpretation of land-based profiling geophysical data sum

G2.8 Standing time for land-based profiling geophysical survey crew and

equipment

hr

G3 Land-based in situ geophysical techniques

G3.1 Collect & process electrical resistivity sounding (4-pin wenner) data nr

G3.2 Collect & process MASW (1-D) profile nr

G3.3 Collect & process CSW (1-D) profile nr

G3.4 Standing time for land-based in-situ geophysical survey crew and

equipment

hr

G4 Land-based borehole seismic geophysical techniques

G4.1 Move down-hole seismic equipment to the site of each borehole and set up bh

G4.2 Move cross-hole seismic equipment to the site of each set of borehole and

set up

set

G4.3 Move cross-hole seismic tomography (P wave) equipment to the site of

each set of boreholes and set up

set

G4.4 Collect & process down-hole seismic data m

G4.5 Collect & process cross-hole seismic data m

G4.6 Collect and process cross-hole seismic tomography (P wave) data m

G4.7 Standing time for land-based borehole seismic geophysical survey crew

and equipment

hr

G5 Land-based borehole wireline geophysical techniques

G5.1 Move hydrogeological investigation suite of wireline geophysical logging

tools to the site of each borehole and set up:

Caliper, Natural Gamma, Resistivity, Fluid Temperature & Conductivity &

Impeller Flowmeter

bh

G5.2 Move basic geotechnical investigation suite of wireline geophysical

logging tools to the site of each borehole and set up.

bh


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G5.3 Move intermediate geotechnical investigation suite of wireline geophysical

logging tools to the site of each borehole and set up

bh

G5.4 Move advanced geotechnical investigation suite of wireline geophysical

logging tools to the site of each borehole and set up

bh

G5.5 Collect and process hydrogeological investigation suite survey data m

G5.6 Collect and process basic geotechnical investigation suite survey data m

G5.7 Collect and process intermediate geotechnical investigation suite survey

data

m

G5.8 Collect and process advanced geotechnical investigation suite survey data m

G5.9 Collect and process Cavity Laser Scanning wireline logging data sum

G5.10 Collect and process Cavity Sonar Scanning wireline logging data sum

G5.11 Standing time for land-based borehole wireline geophysical survey crew

and equipment

hr

G6 Overwater

G6.1 Collect and process echo sounding, side-scan sonar, magnetic,

conductivity, seismic reflection, seismic refraction, resistivity imaging or

ground-probing radar data

day


Total Bill G carried forward to

Summary


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Bill of Quantities

Bill H: In situ testing – Notes for Guidance

The types of work included are those most often used. Additional techniques should be added when required and included as

additions to the Specification and schedules.

The nuclear method of determining in situ density is one which can be carried out rapidly and is therefore more appropriately

priced on a time basis.

Items H37–H51 (self-boring pressuremeter), H52–H65 (high-pressure dilatometer), H66–H80 (Menard pressuremeter) and

H81–H95 (driven or push-in pressuremeter) provide stand-alone coverage of the works involved without the need to cross-

refer to relevant items from Bill B (percussion boring) and/or Bill C (rotary drilling). The stand-alone coverage also allows

for the use of other hole-forming plant not covered by Bills B and C.


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Bill of Quantities

Bill H: In situ testing


H In situ testing

H1 Standard penetration test in borehole between ground level and 10m depth nr

H1.1 As Item H1 bur between 10 and 20m depth nr




H2 Standard penetration test in rotary drillhole between ground level and 10m

depth

nr





H3 Standard penetration test in Sonic drillhole between ground level and 10m

depth

H3.1 As Item H3 bur between 10 and 20m depth




H4 In situ density testing

H4.1 Small pouring cylinder method nr

H4.2 Large pouring cylinder method nr

H4.3 Water replacement method nr

H4.4 Core cutter method nr

H4.5 Nuclear method day

H5 California Bearing Ratio test nr

H6 Plate Loading Test nr

H7 Light weight deflectometer test nr

H8 Falling weight deflectometer test nr

H9 Vane shear strength test in borehole nr

H10 Penetration vane test, penetration from ground level nr

H11 Hand penetrometer test (set of 3 readings) nr

H12 Hand vane test (set of 3 readings)

H13 Electrical resistivity of soil nr

H14 Thermal resistivity of soil nr

H15 Redox potential nr

Permeability testing

H16 Set up and dismantle variable head permeability test in cable percussion

borehole

h

H17 Set up and dismantle constant head permeability test in cable percussion

borehole

h

H18 Carry out permeability test in cable percussion borehole h

H19 Set up and dismantle variable head permeability test in observation

well/standpipe piezometer

nr

H20 Set up and dismantle constant head permeability test in observation well

/standpipe piezometer

nr

H21 Carry out permeability test in observation well /standpipe piezometer h

H22 Set up and dismantle variable head permeability test in rotary borehole nr

H23 Set up and dismantle constant head permeability test in rotary borehole nr

H24 Carry out permeability test in rotary borehole h

H25 Set up and dismantle single packer permeability test nr


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H26 Set up and dismantle double packer permeability test nr

H27 Carry out single packer permeability test h

H28 Carry out double packer permeability test h

Pumping Tests

H29 Move and set up pumping test plant and equipment to site of each

exploratory hole

nr

H30 Carry out background monitoring day

H31 Carry out equipment test in test well nr

H32 Carry out variable rate step test in test well nr

H33 Carry out constant rate test in test well day

H34 Extra over Item H33 for additional days pumping day

H35 Carry out recovery monitoring day

H36 Standing time for pumping test plant, equipment and crew hr

Self-boring pressuremeter nr

H37 Move and set up self-boring pressuremeter and exploratory hole-forming

equipment to site of each exploratory hole

H38 Extra over Item H25 for setting up on a slope of gradient greater than 20%

and less than 36%

nr

H39 Advance exploratory hole to pressuremeter test location between ground

level and 10 m depth

m

H49 As Item H39 but between 10 and 20m depth m


H42 Advance exploratory hole through hard stratum or obstruction h

H43 Self-bore to form test pocket between ground level and 10 m depth m



H46 Carry out pressuremeter test, provision of data and report, test duration

not exceeding 1.5 hours

nr

H47 Extra over Item H46 for test duration in excess of 1.5 hours h

H48 Carry out additional calibrations as instructed by the


H48.1 Displacement transducers nr

H48.2 Pore pressure transducers nr

H48.3 Total pressure transducers nr

H48.4 Membrane stiffness nr

H49 Carry out membrane compression calibrations as instructed by the


nr

H50 Backfill exploratory hole for pressuremeter with cement/bentonite grout m

High pressure dilatometer nr

H51 Move and set up high-pressure dilatometer and exploratory hole-forming



and less than 36%

nr

H53 Advance exploratory hole to dilatometer test depth between ground


m




H57 Rotary core to form dilatometer test pocket between ground level and 10m

depth

m




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H60 Carry out dilatometer test, provision of data and report, test duration


nr



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H62.1 Displacement Transducers nr

H62.2 Total Pressure Transducers nr




nr

H64 Backfill exploratory hole for high-pressure dilatometer with

cement/bentonite grout

m

H65 Standing time for dilatometer equipment and crew h

Menard pressuremeter

H66 Move and set up Menard pressuremeter and exploratory hole-forming


H67 Extra over Item H68 for setting up on a slope of gradient greater than

20% and less than 36%

nr

H68 Advance exploratory hole to pressuremeter test location between

ground level and 10 m depth

m




H72 Rotary core to form pressuremeter test pocket between ground level

and 10m depth

m



H75 Carry out Menard pressuremeter test, provision of data and report, test

duration not exceeding 1.5 hours

nr

H76 Extra over Item H77 for test duration in excess of 1.5 hours

H77 Carry out additional calibrations as instructed by the Investigation

Supervisor







nr

H79 Backfill exploratory hole for pressuremeter with cement/bentonite

grout

m

H80 Standing time for Menard pressuremeter equipment and crew h

Driven, push-in or Menard pressuremeter nr

H81 Move and set up pressuremeter and exploratory hole-forming



and less than 36%

nr

H83 Advance exploratory hole to pressuremeter test location between ground


m





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H87 Install pressuremeter at base of exploratory hole between ground level and

10m depth

m



H90 Carry out pressuremeter test, provision of data and report, test duration


nr










nr

H94 Backfill exploratory hole for pressuremeter with cement/bentonite grout m

H95 Standing time for driven or push-in self-boring pressuremeter and crew h

Soil infiltration test

H96 Provide equipment and carry out infiltration tests as specified, rate to

include hire of excavation equipment

nr

H97 Extra over Item H82 for additional days day

H98 Calculation of infiltration rate for each tested location nr


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Geoenvironmental site testing nr

H99 Reading of free product level in borehole using an interface probe

H100 Provide contamination screening test kits per sample nr

H101 Carry out headspace testing by FID/PID nr

Rock Testing

H102 Schmidt Rebound Hammer test nr

H103 Point Load test nr

H104 Modulus of Deformation nr


Total Bill H carried to Summary


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Bill of Quantities

Section I: Instrumentation – Notes for Guidance

The types of instrumentation included are those most often used. Additional instrumentation should be added when

required and included as additions to the Specification.

Additional Items will be required to cover extensometers, settlement gauges and settlement monuments. The form and

content of the additional items will depend on the Specification details set out in Schedules S1.18.8 and S1.18.9.

Forming the exploratory hole for standpipe, standpipe piezometer, inclinometer or extensometer installations by cable

percussion or rotary drilling should have meterage included under Bill B or C, respectively.

Where monitoring wells and standpipe piezometers for sampling and monitoring groundwater and ground gas

monitoring wells are in the form of a combined installation, they should be measured once under appropriate Items I6, I7

or I8.

Geoenvironmental testing necessary to enable the safe disposal of the purged water, Item I15.10 should be charged and

included per number under Bill L.

Item I18 includes only for a base set of readings following initial installation of the instrument. Subsequent sets of

readings during the fieldwork period or during the post fieldwork period and requiring a return visit to site should be

charged under additional Bill I items or J13 as appropriate.

Time waiting for cement/bentonite grout to cure below a monitoring well or standpipe piezometer will be charged at the

standing time rates given in Bill B or C.


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Bill of Quantities

Bill I – Instrumentation


Observation wells and standpipe piezometers

I1 Backfill exploratory hole with cement/bentonite grout below observation

well or standpipe piezometer

m

I2 Provide and install observation well (nominal 19 mm id) m

I3 Provide and install standpipe piezometer (nominal 19 mm id) m

I4 Provide and install observation well (nominal 25 mm id) m

I5 Provide and install standpipe piezometer (nominal 25 mm id) m

I6 Provide and install ground gas observation well (nominal 19 mm id) m

I7 Provide and install ground gas observation well (nominal 50 mm id) m

I8 Provide and install ground gas observation well (nominal 75mm id) m

I9 Provide and install headworks for ground gas observation well or standpipe

piezometer

nr

I10 Provide and install protective cover (flush) nr

I11 Provide and install protective cover (raised) nr

I12 Extra over Item I10 for heavy duty cover in highways nr

I13 Supply and erect protective fencing around observation well or standpipe

piezometer installation

nr

I14 Supply and erect 1.5m high marker post nr

I15 Standpipe and piezometer development

I15.1 Supply equipment and personnel to carry out development by surging nr

I15.2 Develop observation well or standpipe piezometer by surging h

I15.3 As Item I15.1 but by airlift pumping nr

I15.4 As Item I15.2 but by airlift pumping h

I15.5 As Item I15.1 but by over pumping nr

I15.6 As Item I15.2 but by over pumping h

I15.7 As Item I5.1 but by jetting nr

I15.8 As Item I15.2 but by jetting h

I15.9 Containment, transport and disposal of development water

sum

I15.10 Extra over Item I15.9 for containment, transport and disposal of

contaminated purged water

Provisional

Sum

Inclinometer

I16 Supply and install inclinometer tubing in exploratory hole, not including

hole formation

m

I17 Hire of inclinometer readout unit day

I18 Carry out base set of inclinometer readings per installation and installation

report

h

I19 Provide and install protective cover (flush) nr

Contract Specific Additional Bill Items

Total Bill I carried to Summary


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Bill of Quantities

Bill J: Installation monitoring and sampling – Notes for Guidance

A set of base inclinometer readings is defined in Specification Clause 11.7 but may be varied on a site-specific basis by

means of Schedule S1.18.8. Further readings during or after fieldwork should comply with this requirement unless

otherwise stated in the Schedule.

When readings from monitoring wells, standpipe piezometers, inclinometers, extensometers etc. are required to be

continued after the fieldwork period, the alternative of measuring this work on Bill M rates may be appropriate.

Item J8 should be based on a number of site visits where purging is required. The rate for disposal of contaminated

waters should be charged under Item J8.1.

Geoenvironmental testing necessary to enable the safe disposal of the purged water, Item J8.1 and J17.1 shall be

charged and included per number under Bill L.


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J Installation monitoring and sampling (during fieldwork

period)

J1 Reading of water level in observation well or standpipe

piezometer during fieldwork period

nr

J2 Ground gas measurement in observation well during fieldwork

period

nr

J2.1 Extra over Item J2 for obtaining a ground gas sample nr

J3 Ground vapour measurement in observation well during

fieldwork period

nr

J3.1 Extra over Item J3 for obtaining a vapour sample nr

J4 Set of inclinometer readings (as defined in Specification Clause

11.6.5 or Schedule S1.16.7) per installation during fieldwork

period and report results

nr

J5 Water sample from observation well or standpipe piezometer

during fieldwork period, including purging or micro-purging up

to 1.0 hour

nr

J6 Extra over Item J5 for purging or micro-purging in excess of 1.0

hour

h

J7 Reading of free product level in observation well using an

interface probe during fieldwork period

nr

J8 Containment, transport and disposal of purged water nr

J8.1 Containment, transport and disposal of contaminated purged

water

Provisional

Sum

Installation monitoring and sampling (post fieldwork period)

J9 Return visit to site following completion of fieldwork to take

readings from installations

nr

J10 Extra over Item J9 for reading of water level in observation well

or standpipe piezometer during return visit

nr

J11 Extra over Item J9 for ground gas measurement in observation

well during return visit

nr

J12 Extra over Item J9 for ground vapour measurement in

observation well during return visit

nr

J13 Extra over Item J9 for set of inclinometer readings (as defined in

Specification Clause 11.6.5 or Schedule S1.16.7) per installation

during return visit and report results

nr

J14 Extra over Item J9 for water sample from observation well or

standpipe piezometer during return visit to site, including

purging or micro-purging up to 1.0 hour

nr

J15 Extra over Item J14 for purging or micro-purging in excess of

1.0 hour

h

J16 Extra over Item J9 for ground gas sample nr

J17 Extra over Item J9 for vapour sample nr

J18 Containment, transport and disposal of purged water nr

J18.1 Containment, transport and disposal of contaminated purged

water

Provisional

Sum

J19 Extra over Item J9 for reading of free product level in

observation well using an interface probe during return visit to

site

nr

J20 Surface water body sample taken during fieldwork period nr

J21 Surface water body sample taken during return visit to site nr


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Number

Item description Unit Quantity Rate Amount £

J22 Determination of dissolved oxygen, conductivity, pH and

temperature of surface water body during fieldwork period

nr

J23 Determination of dissolved oxygen, conductivity, pH and

temperature of surface water body during return visit to site

nr


Total Bill J carried to Summary


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Bill of Quantities Bill K: Geotechnical laboratory testing – Notes for Guidance

Items for laboratory testing on soil are listed to correspond with the appropriate BS EN 17982, BS 1377, BS EN 933, BS

EN 1097, BS EN 1367 and ISRM Suggested Methods or ASTM International standard test methods.

For the purposes of preparation, the following types of soil specimens are considered: disturbed, undisturbed, re-

compacted, remoulded and reconstituted. To determine the strength properties of clay, silt and organic soil, undisturbed

samples should be used. Alternatively, for certain soil, e.g. coarse silt or sand, or special purposes, tests can be carried

out on reconstituted or remoulded specimens. Item K1.5 may be scheduled to assess fine-grained soil, i.e. BS EB 16907-

2 Earthworks: Classification of materials.

The deformation of soil specimens in Section K8 can be measured with on-specimen transducers placed horizontally and

axially to measure the radial and axial strain, respectively. Somewhat similarly, three pairs of bender elements (Item

K9.1) can be placed on the soil specimen horizontally and axially to measure the shear-wave velocity in three orientations.

Measurements of shear-wave velocity can be scheduled after specimen saturation or consolidation, or both.

In Section K10, tests, such as the magnesium sulfate test, resistance to fragmentation or wear, may require crushing to

obtain the appropriate fraction, typically between 10 mm and 14 mm.

Items K3.11, K7.22, K8.14, K9.20 and K10.28 cover the cost of preparation of specimens that prove unsuitable to testing

after preparation owing to sample deficiencies, e.g. not readily identified interval voids or fractures in intact samples,

excessive amount of gravel in bulk samples, etc. See Clause 15.1.

Where significant quantities of geotechnical testing of contaminated ground samples are also anticipated, consideration

may be given to the inclusion of an additional Bill which repeats the relevant geotechnical tests to enable the Contractor

to better identify any additional costs involved.

Items K2.3–K2.10 are combined by many testing laboratories in respect of aggressivity of soil and groundwater, but the

same chemical tests are listed individually in Bill K to permit separate selection of required tests. Test suites in respect of

the aggressivity of soil and groundwater are provided in Bill L as these are more often completed by the geoenvironmental

laboratories.


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Bill of Quantities

Bill K Geotechnical laboratory testing


K Geotechnical laboratory testing

K1 Classification

K1.1 Water content nr

K1.2 Liquid limit (four-point method), plastic limit and plasticity index nr

K1.3 Liquid limit (one-point method), plastic limit and plasticity index nr

K1.4 Non-plastic sample determination after preparation nr

K1.5 Methylene blue test nr

K1.6 Volumetric shrinkage

K1.7 Linear shrinkage nr

K1.8 Density by linear measurement nr

K1.9 Density by immersion in water or water displacement nr

K1.10 Particle density by small or large pycnometer, or gas jar nr

K1.11 Particle size distribution by sieving nr

K1.12 Sedimentation by pipette nr

K1.13 Sedimentation by hydrometer nr

K2 Chemical and electrochemical

K2.1 Organic matter content nr

K2.2 Mass loss on ignition nr

K2.3 Sulfate content of acid extract from soil nr

K2.4 Sulfate content of water extract from soil nr

K2.5 Sulfate content of groundwater nr

K2.6 Carbonate content by rapid titration nr

K2.7 Carbonate content by gravimetric method nr

K2.8 Water-soluble chloride content nr

K2.9 Acid-soluble chloride content nr

K2.10 Total sulfur content nr

K2.11 Total dissolved solids nr

K2.12 pH value nr

K2.13 Electrical resistivity nr

K2.14 Thermal resistivity nr

K2.15 Extra over Items K2.13 & K.14 for specimen remoulding or re-compaction nr

K2.16 Redox potential nr

K3 Compaction-related

K3.1 Dry density/moisture content relationship using 2.5 kg rammer nr

K3.2 Dry density/moisture content relationship using 4.5 kg rammer nr

K3.3 Dry density/moisture content relationship using vibrating rammer nr


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Number Item description Unit Quantit

y Rate Amount £

K3.4 Extra over Items K3.1, K3.2 and K3.3 for use of CBR mould nr

K3.5 Maximum and minimum dry density for granular soils nr

K3.6 Moisture Condition Value at natural moisture content nr

K3.7 Moisture Condition Value/moisture content relationship nr

K3.8 Chalk crushing value nr

K3.9 California Bearing Ratio on re-compacted disturbed sample nr

K3.10 Extra over Item K3.9 for soaking day

K3.11 Sample preparation/abortive test cost for unsuitable to test bulk sample

K4 Consolidation

K4.1 One-dimensional consolidation, test period not exceeding 7 days nr

K4.2 Extra over Item K4.1 for test period exceeding 7 days day

K4.3 Measurements of swelling pressure, test period not exceeding 2 days nr

K4.4 Measurement of swelling, test period not exceeding 2 days nr

K4.5 Measurement of settlement on saturation, test period not exceeding 1 day nr

K4.6 Extra over Items K4.3-K4.5 for test period exceeding 1 or 2 days day

K4.7 Consolidation of a specimen up to 100 mm diameter in a hydraulic cell,

test period 4 days

nr

K4.8 As Item K4.7 but using a 150 mm diameter specimen nr


K4.10 Extra over Items K4.7–K4.9 for test period exceeding 4 days day

K4.11 Extra over Items K4.7-K4.9 for specimen remoulding or re-compaction nr

K4.12 Consolidation in a triaxial cell, test period 4 days nr

K4.13 Extra over Item K4.12 for test periods exceeding 4 days day

K4.14 Extra over Items K4.12 for specimen remoulding or re-compaction, or

specimen diameter reduction

nr

K5 Permeability

K5.1 Permeability of soil in a rigid or flexible wall permeameter by the constant

head or falling head method, test duration not exceeding 4 days nr


K5.3 Permeability of soil in an oedometer ring permeameter, test duration not

exceeding 1 day per loading or unloading stage

day

K5.4 Extra over Items K5.3 for test period exceeding 1 day per stage day

K5.5 Permeability of a smaller than 100 mm diameter specimen in a

hydraulic cell, test period 4 days

nr




K5.9 Extra over Items K5.5-K5.8 for measuring permeability in the horizontal

direction

nr

K5.10 Extra over Items K5.5–K5.9 for test period exceeding 4 days day

K5.11 Extra over Items K5.1-K5.9 for specimen remoulding, or reconstitution, or

re-compaction

nr

K5.12 Permeability in a triaxial cell, test period 4 days nr


K5.14 Extra over Items K5.12 for specimen remoulding or reconstitution, or re-

compaction, or specimen diameter reduction

nr

K6 Durability

K6.1 Dispersibility by the pinhole method nr


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K6.2 Dispersibility by the crumb method nr

K6.3 Dispersibility by the dispersion method nr

K6.4 Frost heave of soil nr

K7 Shear strength (total stress)

K7.1 Undrained shear strength by the laboratory vane method (set of 3) nr

K7.2 Undrained shear strength by hand vane or Torvane (set of 3) nr

K7.3 Undrained shear strength by hand penetrometer (set of 3) nr

K7.4 Undrained shear strength by the fall cone method nr

K7.5 Extra over Items K7.1-K7.4 for specimen remoulding or re-compaction

K7.6 Consolidated drained shear strength by direct shear of a set of three

specimens in a small shearbox (up to 25 mm in height), test duration not

exceeding 1 day per specimen

nr

K7.7 Extra over Item K6.6 for test duration exceeding 1 day per specimen sp.day

K7.8 Residual shear strength by direct shear of a set of three specimens in a

small shearbox (up to 25 mm in height), test duration not exceeding 4 days

per specimen

nr

K7.9 Extra over Item K7.8 for test duration exceeding 4 days per specimen sp.day

K7.10 Extra over Item K7.8 & K7.9 for specimen remoulding or re-compaction sp.

K7.11 Consolidated drained shear strength by direct shear of a set of three

specimens in a large shearbox (up to 150 mm in height), test duration not

exceeding 1 day per specimen

nr


K7.13 Residual shear strength by direct shear of a set of three specimens in a

large shearbox (up to 150 mm in height), test duration not exceeding 4

days per specimen

K7.14 Extra over Item K7.13 for test duration exceeding 4 day per specimen sp.day K7.15 Residual shear strength using the small ring shear apparatus at three

normal pressures, test duration not exceeding 4 days

nr


K7.17 Unconfined compression of soil nr

K7.18 Unconsolidated undrained triaxial compression without the

measurement of pore pressure (set of three specimens)

nr

K7.19 As Item K7.18 but for a single specimen nr

K7.20 As Item K7.18 but with measurement of pore pressure nr

K7.21 Extra over Items K7.18-K7.20 for specimen remoulding, or reconstitution,

or re-compaction, or specimen diameter reduction

nr

K7.22 Sample preparation/abortive cost for unsuitable to test as an intact sample nr

K8 Shear strength (effective stress)

K8.1 Consolidated undrained triaxial compression of three specimens with

isotropic consolidation and measurement of porewater pressure, test

duration not exceeding 4 days per specimen

nr

K8.2 As Item K8.1 but for a single specimen, test duration not exceeding 4 days nr

K8.3 Extra over Items K8.1 & K8.2 for test duration exceeding 4 days per

specimen

sp.day

K8.4 As Item K8.2 but with anisotropic consolidation, test duration not

exceeding 4 days per specimen

nr


K8.6 Consolidated drained triaxial compression test of three specimens with

isotropic consolidation and measurement of porewater pressure, test

duration not exceeding 4 days per specimen

nr

K8.7 As Item K8.6 but for a single specimen, test duration not exceeding 4

days

nr


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K8.8 Extra over Items K8.6 & K8.7 for test duration exceeding 4 days per

specimen

sp.day

K8.9 As Item K8.7 but with anisotropic consolidation, test duration not

exceeding 4 days per specimen

nr

K8.10 Extra over Items K8.9 for test duration exceeding 4 days per specimen sp.day

K8.11 Extra over Items K8.1, K8.2, K8.4, K8.6, K8.7 and K8.9 for remoulding,

or reconstitution, or re-compaction, or specimen diameter reduction

K8.12 Extra over Items K8.1, K8.2, K8.4, K8.6, K8.7 and K8.9 for measuring the

porewater pressure at the mid-plane in addition to the end of the specimen

sp.

K8.13 Extra over Items K8.1, K8.2, K8.4, K8.6, K8.7 and K8.9 for measuring the

specimen deformation with on-specimen transducers, per orientation

nr

K8.14 Sample preparation/abortive cost for unsuitable to test as an intact sample nr

K9 Advanced soil testing

K9.1 Shear-wave velocity (Svh, Shh, Shv) and initial shear modulus (Gvh, Ghh, Ghv)

of soil using bender elements, per orientation

nr

K9.2 Consolidated undrained shear strength by direct simple shear testing of

soil, test duration not exceeding 1 day per specimen

nr

K9.3 Extra over Item K9.2 for test durations exceeding 1 day per specimen sp.day

K9.4 Consolidated undrained cyclic direct simple shear testing of soil, test

duration not exceeding 3 days

sp.

K9.5 Extra over Item K9.4 for additional cycle stages or part there of sp.

K9.6 Extra over Item K9.4 for post-cyclic simple shear test sp.


K9.8 Load-controlled cyclic triaxial strength of soil, test duration not exceeding

4 days

nr


K9.10 Modulus and damping properties of soils using the cyclic apparatus, test

duration not exceeding 4 days

nr

K9.11 Extra over Item K9.11 for additional consolidations stages and companion

modulus & damping measurements

nr

K9.12 Extra over Item K9.11 for post-cyclic triaxial shear test nr


K9.14 Modulus and damping properties of soils using a resonant column or

torsional shear device, test duration not exceeding 4 days

nr

K9.15 Extra over Item K9.15 for additional consolidations stages and companion

modulus & damping measurements

nr

K9.16 Extra over Item K9.15 for post-resonance or post-torsion triaxial test nr


K9.18 Extra over Items K9.1, K9.2, K9.4, K9.8, K9.10 and K9.14 for specimen

remoulding, or reconstitution, or re-compaction, or specimen diameter

reduction

K9.20 Sample preparation/abortive cost for unsuitable to test intact sample nr

K10 Rock testing

K10.1 Natural water content of rock sample nr

K10.2 Porosity/density using saturation and caliper techniques nr

K10.3 Porosity/density using saturation and buoyancy nr

K10.4 Slake durability index nr

K10.5 Magnesium sulfate test nr

K10.6 Shore scleroscope nr

K10.7 Schmidt rebound hardness nr

K10.8 CERCHAR abrasivity index nr


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K10.9 Resistance to fragmentation (LA coefficient) nr

K10.10 Resistance to wear (Micro-Deval coefficient) nr

K10.11 Aggregate abrasion value nr


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K10.13 Polished stone value nr

K10.14 Aggregate frost heave nr

K10.15 Resistance to freezing and thawing nr

K10.16 Extra over Items K10.5 and K10.10-K10.15 for specimen crushing sp.

K10.17 Uniaxial compressive strength nr

K10.18 Deformability in uniaxial compression nr

K10.19 P- and S-wave velocity, including elastic parameters & Poisson’s ratio

K10.20 Indirect tensile strength (Brazilian test) nr

K10.21 Undrained triaxial compression without measurements of porewater

pressure

nr

K10.22 Undrained triaxial compression with measurement of porewater pressure nr

K10.23 Extra over Item K11.20-K11.22 for specimen re-coring sp.

K10.24 Direct shear strength of a single specimen at a single pressure nr

K10.25 Swelling pressure or strain test nr

K10.26 Measurement of point load strength index of rock specimen (set of ten

individual determinations)

nr

K10.27 Single measurement of point load strength on irregular rock lump or core

sample (either axial or diametral test)

nr

K10.28 Sample preparation/abortive cost for unsuitable to test sample

K11 Contract specific additional bill items

Total Bill K carried to Summary


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Bill of Quantities

Bill L: Geoenvironmental laboratory testing – Notes for Guidance

The tests included in each of Suites E and F, under Items L1.5–L1.6 need to be reviewed and, if necessary, amended in

light of the results of the site-specific desk study. It is likely that other determinands will need to be included for many

investigations.

Additional test suites or individual tests may be added as Items L1.5.1, L1.6.1, etc. where required.


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Bill of Quantities

Bill L Geoenvironmental laboratory testing


L Ground / groundwater aggressivity

L1.1 Suite A (Greenfield site – pyrite absent Schedule 1.22.6) nr

L1.2 Suite B (Greenfield site – pyrite present Schedule 1.22.6) nr

L1.3 Suite C (Brownfield site – pyrite absent Schedule 1.22.6) nr

L1.4 Suite D (Brownfield site – pyrite present Schedule 1.22.6) nr

Geoenvironmental laboratory testing

L1.5 Suite E (Soil samples Schedule S1.22.3) nr

L1.6 Suite F (Water samples Schedule S1.22.3) nr

L1.7

L 1.8

L1.9

Suite G (PFAS samples Schedule S1.22.3)

Suite H (Permanent gases Schedule S1.22.3)

Suite I (Vapour samples Schedule S1.22.3)

nr

nr

nr

Waste acceptance criteria testing nr

L1.10 Suite J (Inert waste landfill Schedule S1.23.5)

L1.11 Suite K (Stable, non-reactive hazardous waste in non-hazardous

waste landfill Schedule S1.23.5)

nr

L1.12 Suite L (Hazardous waste landfill Schedule S1.23.5) nr


Total Bill L carried to Summary


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Bill of Quantities

Section M: Technical support from ground practitioners and other personnel – Notes for Guidance

Rates should be entered for the various grades of resources listed. These resources will provide technical support to the

Investigation Supervisor in accordance with Clause 4.4.7 and Schedule S1.8.4.

The technical support may comprise advice or assistance during the course of the investigation and/or the preparation of

the Ground Investigation Report and/or the Geotechnical Design Report all in accordance with Specification Clauses

17.3.3 and Clause 17.3.4. Where such support is required, it will either be detailed in Schedule S1.24.9 or S1.24.10, or

may be instructed by the Investigation Supervisor.

The resources identified in Bill M exclude resource for the project management, supervision, technical direction and

execution required from the Contractor under the Conditions of Contract and the requirements of Specification Clause

4.4.2, Clause 4.4.3, and Clause 4.4.6, and Schedule S1.8.3, which shall be included in the relevant items within Bill A of

the Bill of Quantities (see Clause 1 of the Preamble to the Bill of Quantities).

The disciplines and/or grades of ground practitioners and other personnel required to assist or advise the Investigation

Supervisor will need to be determined by the Designer on a site-specific basis. The list may be subdivided or repeated for

the main utilities required where due consideration is to be given to the separate costs of the advisory utilities or report

preparation.


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Bill of Quantities Bill M – Technical support from ground practitioners and other personnel

Item Personnel Unit Quantity Rate Amount £

M1 Ground practitioners

M1.1 (a) Registered Ground Engineering Technician / Technician h

M1.2 (b) Graduate ground practitioner / Graduate geoenvironmental

practitioner

h

M1.3 (c) Registered Ground Engineering Practitioner / Experienced

ground practitioner / Experienced geoenvironmental

practitioner

h

M1.4 (d) Registered Ground Engineering Professional h

M1.5 Geoenvironmental Specialist / Environmental Scientist h

M1.6 (e) Registered Ground Engineering Specialist h

M1.7 (f) Registered Ground Engineering Adviser h

M1.8 (g) Chartered practitioner h

M1.9 (h) Registered Specialist in Land Condition (SiLC) h

M1.10 (i) Registered Risk Assessor (RSoBRA or ASoBRA) h

M2 Other specialists (to be separately identified and listed below)

M2.1 h

M2.2 h

M2.3 h

M2.4 h

M3 Expenses

M3.1 Expenses incurred by staff on site visits or who are

resident by agreement with the Investigation Supervisor

day

M3.2 Rate per mile1 from Contractor’s premises and return mile

M3.3 All other expenses incurred in conjunction with a site visit where

a return journey is made on the same day

visit

M3.4 All other expenses incurred in connection with visit where an

overnight stay is necessary

overnight


Total Bill M carried to Summary

Notes 1Where considered more appropriate, ‘kilometre’ may be used.


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Bill of Quantities

Section N: Long-term storage of samples – Notes for Guidance

An estimate of the duration for long-term storage of samples after the standard retention period of 28 days after issue of

the Final Report, where required in Schedules S1.15.2, should be assessed by the Designer or Investigation Supervisor.

Consideration of the type of sample and its likely deterioration with time should be made as well as the testing requirements

and restrictions of any subsequent testing, especially with regard to geoenvironmental samples.

Where samples comprise more than one container, the rate entered shall be per container.


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Bill of Quantities

Bill N: Long-term storage of samples

Item Item description Unit Quantity Rate Amount/mth £

N1 Geotechnical samples

N1.1 Small disturbed sample nr

N1.2 Bulk disturbed sample nr

N1.3 Groundwater sample nr

N1.4 U100 Open-tube sample (thick-wall sampler) nr

N1.5 UT100 Open-tube sample (thin-wall sampler) nr

N1.6 Dynamic (windowless) sample nr

N1.7 Rotary drilling core in core box nr

N1.8 Rotary drilling core sub-sample nr

N1.9 Block sample nr

N1.10 Mostap sample nr

N1.11 Piston sample nr

N2 Geoenvironmental samples

N2.1 Soil sample in plastic tubs nr

N2.2 Soil sample in glass containers nr

N2.3 Groundwater sample nr

N2.4 Gas sample nr

N2.5 Vapour sample nr


Total Bill N carried to Summary


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Summary of Bill of Quantities

£

A. General items, provisional services and additional items

B. Cable percussion boring and dynamic sampling

C. Rotary drilling

D. Pitting and trenching

E. Sampling during intrusive investigation

F. Dynamic probing and cone penetration testing

G. Geophysical surveys

H. In situ testing

I. Instrumentation

J. Installation monitoring and sampling

K. Geotechnical laboratory testing

L. Geoenvironmental laboratory testing

M. Technical support from ground practitioners or other personnel

N. Long-term storage of samples

Total tender


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Example use of the Schedules and Bills of Quantities

General comments

An example will be provided in the published edition.


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Example

Particulars of the example


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Appendix A. Example Proforma Appendix A1 Example of a Chain of Custody

Page of

SHIPMENT INFORMATION Company:

Company address Address:

CONTACT INFORMATION Tel:

Project reference Email:

COURIER INFORMATION Tel:

ALS Quote number

Standard. According to agreement

Express. Required reporting date:

Project contact name(s)

Project contact email(s)

Primary phone

Consignment condition Received by Logged by

Arriving Temperature Date and time Date and time

CLIENT CONTACT AND REPORTING INFORMATION

SAMPLING AND CONTAINER INFO

Company name

Project location

PO Number

REPORTING AND INVOICING (optional)

MATRIX CODE CLASSIFICATIONS - WATER MATRIX CODE - OTHER

REQUIRED PROJECT INFORMATION

Depth in

metres

(top)

SAMPLE IDENTIFICATION

Secondary phone/contact

SUITE OR NAME OF ANALYSIS

ANALYSIS REQUIRED (please cross appropriately)

For lab use only For lab use only For lab use only For lab use only For lab use only For lab use only For lab use only For lab use only For lab use only For lab use only For lab use only

An

aly

sis

5

An

aly

sis

6

An

aly

sis

2

An

aly

sis

3

An

aly

sis

4

An

aly

sis

8

Date samples despatched

An

aly

sis

1

LABORATORY INFORMATION

Client's signature:

An

aly

sis

9

An

aly

sis

10

An

aly

sis

11

An

aly

sis

12

Date

Laboratory comments

Failure to complete all sections of this form may delay analysis. Please fill in this form LEGIBLY.

CHAIN OF CUSTODY

An

aly

sis

7

Ground Water (GW)

Surface Water (SW)

Drinking Water (DW)

Land Leachate (LE)

Prepared Leachate (PL)

Untreated Sewage (US)

Treated Sewage (TS)

Trade Effluent (TE)

Saline Water (SA)

Process Water (PR)

Recreational Water (RE)

Unspecified Liquid (UNL)

Soils (S)

Gas (G)

Product (P)

Sludge (SL)

Unspecified Solid (UNS)

3rd party invoicing details

REMARKS AND KNOWN HAZARDS (including high

concentrations of contaminants)Time Total bottles

AGS

sample

type

MATRIX

code

Depth in

metres

(bottom)

AGS

client sample

reference

(Express fees may apply, contact laboratory for confirmation)

Report turnaround time

(TAT)

Please cross

appropriately


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Appendix A2 Example of a Geotechnical Laboratory Testing Schedule

Date Scheduled

Page

BH / TP

No.

Depth

(m)

Sample

Ref. Typ

e

Set of 3 x

38m

m s

pecim

ens

Multi

Sta

ge (

38, 70 o

r 100m

m)

Sin

gle

Sta

ge (

38, 70 o

r 100m

m)

Natu

ral W

ate

r C

onte

nt

Atterb

erg

Lim

its (

4 P

oin

t C

one)

Part

icle

Density

Sie

ve A

naly

sis

Pip

ette S

edim

enta

tion

Com

pactio

n T

ests

- 4

.5kg

Mois

ture

Conditi

on V

alu

e

(One P

oin

t or

Calib

ratio

n)

Calif

orn

ia B

earing R

atio

Consolid

atio

n

pH

Sulp

hate

Dete

rmin

atio

n

Tota

l / 2

:1 W

/S o

r G

roundw

ate

r

Org

anic

conte

nt or

Loss o

n Igniti

on

BR

E S

D1 S

uite

Consolid

ate

d U

ndra

ined T

riaxia

l

(100 / 7

0m

m d

ia. m

ulti

sta

ge)

Consolid

ate

d D

rain

ed T

riaxia

l

(xx d

ia. S

ingle

/ M

ulti

sta

ge)

Triaxia

l Perm

eability

Direct S

hear

Tests

(Quic

k s

et of 3 o

f 60 x

60m

m)

Rin

g S

hear

Tests

Labora

tory

Vane

Com

pactio

n T

ests

- 2

.5kg

Set of 3 d

rain

ed d

irect shear

test (6

0m

m x

60m

m)

on

recom

pacte

d s

am

ple

Geotechnical Laboratory Testing Schedule

Sample Details Triaxial Tests Routine Tests Chemical Tests Special Tests

Remarks

Other Tests

Project Name

Project No.

Client

Project Manager of


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Appendix A3 Example of a Geoenvironmental Laboratory Testing Schedule


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Appendix B. Summary of Piling Requirements from Ground Investigations


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Feedback

Feedback is important and it is recognised that the Specification and accompanying documentation will benefit

from being updating in the future.

Users are invited to email recommendations for revision to the Site Investigation Steering Group: please email the following

details to [email protected]

Name:

Organisation:

Address:

Email:

Date:

Recommendations for revision:

Title: UK Specification for Ground Investigation Third edition

Page No.:

Section:

(e.g. Specification, Schedules, Bills of Quantities, Notes for Guidance)

Clause/Schedule/Bill No.:

Description of problem:

Suggested amendment:

mailto:[email protected]

uk specification for ground investigation

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