Earthworks Spec.

Saudi Railways Organisation Haramain High Speed Railway Phase 1 - Package 2MADINAH Station

External Works Engineering Specification Bulk Earthworks and DewateringHHR-P1P2-S4-EW-SP-0001

30 July 2010 Stage 3: Deliverable 05 CONSTRUCTION ISSUE

HHR�P2P2�S4�EW�SP�0001 Bulk

Earthworks and Dewatering

Specification Madinah July 2010

Revision 05

Bulk Earthworks and Dewatering Specification Madinah Revision 05

HHR-P2P2-S4-EW-SP-0001 July 2010

Copyright © Buro Happold Limited Page 2 of 22

Buro Happold

Revision Description Issued by Date Checked

00 Stage 2 Deliverable 02 AZ 11/09/09 AN

01 Draft AZ 14/01/10 AN

02 For Tender AZ 02/02/10 AN

03 With minor additions AZ 31/03/10 AN

04 For Construction AZ 30/04/10 AN

05 Clarification AZ 21/07/10 AN




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Contents

1 Introduction 5

1.1 Definitions 5

2 Excavation and Filling 6

2.1 General 6

2.2 Particular Specification 8

2.2.1 General to the Specification 8

2.2.2 List of Amendments, Additions and Substitute Clauses 10

2.3 Series 600 Specification Appendices 11

3 De�watering 17

3.1 General 17

3.2 Particular Specification 17

Annex A: Series 600 Highways Specification for Earthworks

Annex B: Specifications for ITT Civil Works and Infrastructure; Earthworks (SNCF)




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1 Introduction

This Project Specification is to be read with the Main Contract Preliminaries and General Conditions. Where

there is conflict with any of the above and also including but not limited to the drawings or any other project

specifications, then the Main Contractor and Contractor should immediately contact the engineer.

1.1 Definitions

The Contract Administrator (CA) as referred to in this specification shall mean the Project Manager (not yet

appointed).

The Engineer shall mean Buro Happold Limited.

Supervising Officer (or Overseeing Organisation) shall mean the Engineer.

The Main Contractor shall mean the Main Contractor, and Contractor shall mean the Bulk Earthworks

Specialist Contractor appointed to undertake design and construction of the Earthworks including dewatering.




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2 Excavation and Filling

2.1 General

The new Haramain High-Speed Rail (HHR) stations that will be constructed at Madinah will comprise of a

series of 450m long platforms along with a main concourse structure.

Basement plant rooms will be located in a series of service tunnels that will run perpendicular to the main track

alignment at each station. More extensive basements for housing energy centre units and car parks may be

constructed. General station arrangements and particular details (i.e. the energy centre basement and the

service tunnels) are shown on the Structural Drawings.

The earthworks will include excavation and filling:

Excavation

The excavation works will include, but will not be limited to:

� Excavation to foundation levels;

� Excavations for basement construction;

� Excavation for retaining walls (batter back)

� General site re-grading.

Filling

The filling works will include, but will not be limited to:

� Filling around foundations up to ground bearing slab level;

� Filling below foundations (if required)

� Filling between cut slopes and retaining walls;

� Filling for landscaping purposes;

� Filling for creation of working platforms.

The Contractor is responsible for programming all activities and preparing an Enabling Works Plan which will

be reviewed by the Supervising Officer and ensure safe working practice.




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De�watering

The attention of the Contractor is drawn to the constraint that excavation is not carried out below a specified

level (see Contract Drawings) without installation and operation of a programme of de-watering. This is to

prevent possible degradation of the future formation due to uplift water pressures. Refer to Section 3:

Specification for de-watering.




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2.2 Particular Specification

2.2.1 General to the Specification

a) The earthworks shall be undertaken in accordance with Series 600 of the Specification for Highway

Works (included in annex A), 2006 and BS6031 Code of Practice for Earthworks, 1981 (except where

a conflict exists with this specification in which case the Main Contractor and Contractor will notify

the Engineer).

b) Location and description of each site – refer to Main Contract documents.

c) Submission of information – at the time of tendering, the Contractor shall submit details of the

methods proposed including plant numbers and types, strategy for the phasing of the earthworks with

respect to the other works to be carried out as part of the Enabling Works. The Contractor shall be

responsible for Survey works and to co-ordinate with local authorities and utility suppliers for

determination of existing utilities within the site boundaries. The methods proposed will also include

for removal/ protection of any existing utilities that may be affected by excavations.

d) The Contractor is responsible for any required material assessment and testing as well as disposal of

all materials as per any local regulations/guidelines/legislation. All associated costs for disposal will be

deemed to be included within the Contractor’s proposal unless otherwise stated.

e) Inspection and acceptance of materials, contract drawings and workmanship by the Supervising

Officer, does not in any way relieve the Contractor of his responsibilities under the contract. The

works are to be executed as specified and in accordance with good practice. No changes are

permitted without written approval.

f) The Contractor is to review the detail of this specification and consider the times required for testing,

preparation of samples, and approval of information by the Supervising Officer. This information is to

be included in the contract programme.

g) The Contractor shall allow for all necessary test pieces, testing, trials and attendance to demonstrate

compliance with the requirements of this specification. The results of all testing required under the

specification shall be submitted to the Supervising Officer.

h) All publications referred to hereafter are to be the issues current at the date of invitation to tender.

i) The following materials are specifically precluded from all specifications pertaining to works carried

out under this contract:-

i. High alumina cement or concrete.

ii. Woodwool slabs as permanent shuttering.




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iii. Calcium chloride in admixtures for use in reinforced concrete.

iv. Asbestos in any form.

v. Sea dredged aggregates for use in reinforced concrete unless instructed by the client.

vi. Calcium silicate bricks.

vii. Urea formaldehyde.

viii. Hazardous, aggressive or unstable materials:

The Contractor shall not import or use fill materials which would, either in themselves or in combination with

other materials or ground water, give rise to a health hazard, damage to building structures or instability in the

filling. See also Appendix 6/2 contained in Section 2.3 of this specification.

The Contractor is required to ensure that all efforts be made, and using the best information available to him

that these substances are not incorporated into the works. In the event that he is unwilling or unable to

comply with these requirements he is to inform the Supervising Officer in writing in sufficient time for

consultations to be held and alternatives to be considered.

j) The Contractor should satisfy himself that sufficient investigation and testing has been undertaken

and if he considers it necessary he should supplement it with further Ground Investigation works. Any such

proposals shall be submitted to the Supervising Officer for review.

Details of Ground Investigation Reports – the following ground investigation report is included within the

contract documents:

� HHR-P1P2-S4-SG-GR-0001 RGF - Geotechnical Investigation for the Proposed Madinah HHR station

Factual Report, March 2010

The Contractor will be required to carry out independent interpretation of the ground conditions for the

assessment of the materials to be excavated.

k) Within the areas where rail track will be laid, the Contractor must comply with the specification

of SCNF (included in Annex B)

l) The Contractor must inspect the areas that foundations will be constructed and confirm that the

founding strata will provide the required minimum allowable bearing pressure. If the foundations are

constructed on fill, then the fill should be suitably compacted to provide the required minimum allowable

bearing pressure (ABP). For the ABP refer to the contract drawings.

m) The formation level of all excavations for the buildings is to be treated with the application of a

suitable termicide prior to the placing of concrete and or waterproofing membranes

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The Contractor should satisfy himself that sufficient investigation and testing has been undertaken and if he considers it necessary he should supplement it with further Ground Investigation works. Any such proposals shall be submitted to the Supervising Officer for review.




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n) The contractor must ensure that the founding strata for the pad foundations is the rock formation (Basalt)

2.2.2 List of Amendments, Additions and Substitute Clauses

601 Definitions (addition):

The following definitions of earthworks materials shall apply to all clauses of the Specification in which

reference is made to the defined classes of materials:

i. “Topsoil” shall mean the top layer of soil that can support vegetation.

ii. “Soil” shall mean natural or artificial material without inherent cementing with Uniaxial Compressive

Strength less than 0.5 MPa.

iii. “Rock” shall mean natural or artificial material with inherent cementing or structure and with a Uniaxial

Compressive Strength greater than 0.5 MPa.




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2.3 Series 600 Specification Appendices

Appendix 6/1 � Requirements for Acceptability and Testing of Earthworks Materials

1.0 For General Fill Type 1A, 1B

2.0 For Structural Fill Type 6N, 6P

3.0 Zoning of the requirement for the two fills is shown in drawings that will be provided by the Engineer

4.0 For Grading see Tables 6/2 and 6/5 in Annex A (note that these tables have been amended)

5.0 Testing should include Particle Size Distribution (PSD), Moisture / Water content and Compaction with

a 4.5kg hammer (for Optimum Moisture Content and Dry Density). Refer to Appendix 6/3, table in

Section 7.0 for required frequency of testing. All testing is to be undertaken in accordance with

BS1377-4:1990 ‘Compaction Related Tests’ or as described in the US equivalent (the “Modified

Proctor” test) in accordance with ASTM D1557.

6.0 For ground water refer to Section 3 of this report.

Appendix 6/2 � Requirements for Dealing with Class U2 Unacceptable Material/Hazardous material

The Contractor is responsible for:

� Chemical/contamination testing, assessing and classifying all material for disposal in accordance

with relevant local regulations/guidelines/legislation.

� Disposal of all material (and associated permitting and cost) which shall be to an approved landfill

site.

Test methods and appropriate assessment criteria for chemical analysis shall be as required by the relevant

authority or otherwise agreed with the Supervising Officer.

Appendix 6/3 � Requirements for Excavation, Deposition and Compaction

1.0 Drawings/Figures (The revision number of these drawings maybe superseded in which case the Main

Contractor/ Contractor is responsible to query the Contract Administrator for the latest versions)

EW-11-L1-100-S4 Cut and Fill Requirements (isopachyte drawing)




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S-15-AF-001-S4 GA Plan – Foundation Zone 01 00







S-15-B0-004-S4 GA Plan B0 – Lower Basement Zone 04 02


S-15-B1-001-S4 GA Plan B1 - Basement Zone 01 02













S-16-XX-010-S4 GA Sections - Long Section 01






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S-16-XX-020-S4 GA Sections - Cross Section 01



S-27-AF-001-S4 Sections and details Foundations 00

S-27-B0-001-S Sections and details Level B0 00



S-34-XX-010-S4 Basement wall elevations drawing 1




2.0 Proposed Levels of Excavation

Refer to Contract Drawings. Permissible deviations from formation levels: +0, -25mm. If over-excavation

occurs, concrete (as specified in the Concrete Specification) shall be used to fill to correct founding elevation.

3.0 Constraints on Excavation phasing

All excavations will be kept free from water during bulk excavation. Specific attention is drawn to the

Specification for De-watering (Section 3 of this specification). The Contractor shall be responsible for obtaining

any discharge licences necessary for disposal of water via sewer or to surface water and for any abstraction

licences for the removal of groundwater. The Contractor shall be responsible for the provision of any

attenuation and/or water treatment facilities that are required / requested by the Local Authorities.

No excavation shall be carried out below a specified level (see Contract Drawings) prior to installation and

operation of dewatering works (see De-watering Specification). At tender stage the Contractor shall produce

an Enabling Works plan which clearly shows the phasing logistics of the bulk excavation with respect to the

other specific Enabling Works.

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Refer to Contract Drawings

4.0 Cut slopes

The Contractor is to ensure that the slopes of all cuttings in soil and rock are such that stability and safety are

maintained at all times. Temporary cut slope angles in soils should not be steeper than 1V to 1.5H (this is an

indicative base case and actual temporary works details shall be assessed by the Contractor and submitted in

his method statement and accompanying justification). If vertical cut slopes are used in the rock formations

then the height of the cut slopes should be limited to 3m and trafficking of plant shall not be allowed within 3m

of the crest of the slope. These recommendations are for guidance only. The Contractor shall be responsible

for site safety and stability which should be assessed in accordance with BS6031.

5.0 Blasting

Blasting for excavation shall not be permitted unless given express permission by the Supervising Officer.

6.0 Topographical survey

Within 1 week of completion of bulk excavation in accordance with the Specification and Contract Drawings,

the Contractor shall carry out a topographical survey and produce as built drawings showing the exact

excavation levels related to the datum and grid in the WGS84 co-ordinate system. The scale and format of the

drawings shall be agreed during the initial stages of the enabling works.

7.0 Frequency of testing

The frequency of testing will be:

Type of Material PSD (Grading) Moisture / Water

Content

Compaction

Characteristics (dry

density at optimum

moisture content)

General Fill 1 per day (per fill source) Every 200 m3 OR 1

per day (per fill

source) – whichever

greater

1 per day (per fill source)

Structural/ Engineering Fill 1 per day (per fill source) Every 100 m3 OR 1

per day (per fill

source) – whichever

greater

1 per day (per fill source)




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8.0 Compaction

To comply with Clause 612 [612.1] (see Annex A).

9.0 Locations of excavations that are permitted to be battered and requirements for benching prior to

backfilling and compaction

Refer to contract drawings.

10.0 Backfill against Structures

Backfill may not be placed against below-grade walls until all supporting slabs have been fully constructed.

Appendix 6/4 � Requirements for Class 3 Material

Not used.

Appendix 6/5 � Geotextiles Used to Separate Earthworks Materials

If any geotextiles are to be used, the type and properties of these must be conveyed to the Engineer two

weeks in advance of ordering these for approval.

Appendix 6/6 � Fill to Structures and Fill above/ below Structural Foundations

1.0 See Appendix 6/3, Section 1.0.

Appendix 6/7 � Sub�Formation and Capping and Preparation and Surface Treatment of Formation

1.0 The Contractor shall ensure all excavation formations to be checked and cleared of deleterious

materials and proof rolled if necessary.

2.0 Refer to Concrete Specification for formation preparation and blinding.

Appendix 6/8 � Topsoiling, Grass Seeding and Turfing

Refer to Landscape Architect’s drawings.




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Appendix 6/9 – Earthwork Environmental Bunds, Landscaping Areas, Strengthened Embankments

Not used.

Appendix 6/10 – Ground Anchorages, Crib Walling and Gabions

Not used.

Appendix 6/11 – Swallow Holes and Naturally Occurring Cavities and Disused Mine Workings

The Contractor must satisfy himself that adequate Ground Investigation has taken place for the purposes of

establishing the presence of natural cavities or disused mine workings

Appendix 6/12 – Instrumentation and Monitoring

Refer to Specification for De-watering.

Appendix 6/13 – Ground Improvement

Not used.

Appendix 6/14 – Limiting Values for Pollution of Controlled Waters

The Contractor is responsible to comply with local regulations.

Appendix 6/15 – Limiting Values for Harm to Human Health and the Environment

The Contractor is responsible to comply with local regulations.

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Appendix 6/11 – Swallow Holes and Naturally Occurring Cavities and Disused Mine Workings The Contractor must satisfy himself that adequate Ground Investigation has taken place for the purposes of establishing the presence of natural cavities or disused mine workings

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regulations.

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regulations.

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regulations.




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3 De-watering

3.1 General

The proposed HHR stations will require excavation (as indicated on the Contract Drawings for each station) for

the construction of the sub-structures to the building described in Section 2.1. In general terms the ground

conditions comprise soils overlying rocks (Basalt). The ground water table is understood to be at depth. In

order to maintain a dry excavation for the duration of the works, de-watering although unlikely may be

required. In the event that groundwater is present then the following will apply

Two phases of de-watering are envisaged as follows:

� During excavation in the soils, a strategy for de-watering will be necessary to allow excavation in the

dry below the in-situ groundwater table. This will maintain a safe and stable working environment;

� Excavation to formation level (see Contract Drawings) will necessitate dewatering/pressure relief to a

deeper level to prevent uplift water pressures causing damage to the formation level.

The de-watering is to be carried out under the Enabling Works contract, which also includes the construction

of retaining walls, bulk excavation and foundation works. The Contractor is responsible for programming all

activities and preparing an Enabling Works Plan which will be reviewed by the Supervising Officer. The

Contractor shall ensure safe working practice.

The construction of the foundations to the basement may not be carried out immediately subsequent to

completion of the bulk excavation, however in order to prevent damage to the formation level it will be

necessary to continue with the operation of the de-watering system until such time as agreed by the

Supervising Officer. It is intended that once the Main Works Contractor has been appointed that the De-

Watering Sub-Contractor will be novated to the Main Contractor. This should occur at the end of the Enabling

Works contract.

3.2 Particular Specification

a) The Supervising Officer shall be the Engineer.

b) Location and description of each site – refer to Main Contract documents.

c) The de-watering works comprise:

� Design and construction of the de-watering works to keep all excavations free from water and in

accordance with the Contract Drawings, protect the formation from damage due to uplift

pressures, including but not limited to method statements, design statements, reporting, risk

assessments, approvals and record drawings.




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� Design and implementation of the monitoring programme to validate the performance of the de-

watering scheme.

� Preparation of a risk register and relevant hazard/risk assessments, including the impact of the

de-watering, upon submission of tender documents.

� Management and disposal of all discharge from the de-watering works.

� Comprehensive contingency measures for potential pump failure during de-watering.

� In advance of excavation to the formation level, trials must be undertaken to prove the

effectiveness of de-watering (see Contract Drawings).

d) Working area: The site boundaries are shown in the Main Contract documents. The working area

shall be determined by the Contractor.

e) Sequence of the Works:

The de-watering is an integral part of the Enabling Works. At tender stage the Contractor shall prepare an

Enabling Works plan which clearly shows the phasing of the de-watering works with respect to the other

Enabling Works.

The Contractor’s attention is drawn to the requirement that excavation is not carried out below a specified level

(see Contract Drawings) without installation and operation of a programme of de-watering. This is to prevent

possible degradation of the future formation due to water uplift pressures.

f) Other works proceeding at the same time – to be determined by the Contractor.

g) Contract drawings (The revision number of these drawings maybe superseded in which case the Main

Contractor/ Contractor is responsible to query the Contract Administrator for the latest versions)

EW-11-L1-100-S4 Cut and Fill Requirements (isopachyte drawing)










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S-27-AF-001-S4 Sections and details Foundations 00








h) Offices and other facilities for the Supervising Officer – Refer to Main Contract Documents

Information to be submitted – At time of tender, the Contractor shall submit:

� Design of de-watering scheme including method statements, type, size, number and layout of

dewatering points/relief wells where applicable for all phases of excavation.

� Details of the installation method, including any measures to prevent damage during excavation and

intended standards of control in terms of performance of the design, including setting out.

� Calculations clearly stating the parameters used, with justification for them, and the analytical

formulae used, and present the results in summary form relevant to the proposed design.

� Assessment of the drawdown of the water level beyond the project boundary, to demonstrate that

there are no adverse effects on adjacent structures and utilities and potential mitigation measures.

� Design of the monitoring works to demonstrate compliance of the de-watering scheme.

� Method statement for the disposal of discharge from the de-watering works.

� Details of all standards or codes of practice used in the design.

� Details of any trials proposed.

� Details of any redundancies within the design to allow for mechanical breakdown including the

proposed corrective actions.

i) Responsibility for Design:




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The Contractor is responsible for the design of the de-watering to meet the criteria specified herein and on the

Contract Drawings. The Contractor shall also be responsible for the design of the monitoring works to be

agreed with the Supervising Officer to demonstrate compliance of the de-watering works.

k) Performance criteria:

Keep all excavations free from water and provide a dry working environment for construction of the sub-

structure.

With respect to drawdown and potential effects on adjacent structures/ properties, either prevent drawdown of

the groundwater level at the project boundary,

or

where drawdown of the groundwater beyond the project boundary is proposed, no visible damage to

structures, services and utilities shall occur.

Prior to any excavation to final formation level, the groundwater level in the soil/rock shall be lowered to a

minimum of 1.0m below the final formation level (see Contract Drawings).

The uplift pressure at any point below the excavation, due to the groundwater level must be less than the

overburden pressure.

l) Monitoring

The Contractor shall submit, with the tender, proposals for monitoring the groundwater level during the de-

watering works to demonstrate the compliance of the de-watering works. This should include the number,

type, size and layout of monitoring points. The monitoring points shall be located such that the following

groundwater levels are monitored:

� Groundwater level at the project boundary.

� Groundwater level/water pressure at various levels in the soil/rock at or below the proposed

formation.

As a minimum it is suggested that this will entail the following at each site:

� Approximately 10 No. standpipes around/outside the perimeter of the site boundaries

� Consideration should be given to the required response time and durability of the chosen monitoring

method with respect to the geology and also the bulk excavation method.

� After installation of the de-watering scheme, monitoring should be carried out at regular intervals to

be agreed with the Supervising Officer. This shall continue until the Supervising Officer instructs

otherwise.




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m) Permissible damage criteria for existing adjacent structures and services.

No damage allowed.

n) Site datum and site grid.

The Contractor shall use the WGS84 co-ordinate system datum and grid for setting out. The Contractor shall

endeavour to ensure that reference points are not displaced or disturbed and that a method of re-establishing

them is available if required.

o) Restrictions on permissible working hours.

Refer to Main Contract documents.

p) Details of Ground Investigation Reports - the following ground investigation report has been complied

and is included within the contract documents:

• HHR-P1P2-S4-SG-GR-0001 RGF - Geotechnical Investigation for the Proposed Madinah HHR station

Factual Report, March 2010

The Contractor will be required to carry out independent interpretation of the ground conditions.

q) Additional ground investigation:

The Contractor should satisfy himself that sufficient investigation and testing has been undertaken and if he

considers it necessary he should supplement it with further testing. Any such proposals shall be submitted to

the Supervising Officer for approval.

r) Other particular requirements.

The Contractor shall provide a qualified full time engineer with at least 5 years experience in de-watering works

of the nature of this contract. The onsite Contractor’s engineer will be responsible for ensuring that all aspects

of the specification are satisfied during the de-watering works. The Contractor shall not remove his onsite

engineer from site without obtaining written permission from the Supervising Officer. The CV of the

Contractor’s onsite engineer shall be submitted with the Contractor’s tender.

The Contractor is required to work to a Quality Management System. Details shall be provided prior to

commencement of work on site.

Within 1 week of completion of installation of the de-watering scheme the Contractor shall produce as-built

drawings showing the exact surveyed plan positions of all relief wells, monitoring points etc related to the

WGS84 co-ordinate system site grid, and their installed lengths/depths. The scale and format of the drawings

shall be agreed during the initial stages of the de-watering contract.



Copyright © Buro Happold Limited

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Annex A: Series 600 Highways Specification for Earthworks




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Annex B: Specifications for ITT Civil Works and Infrastructure;

Earthworks (SNCF)

Aris Zourmpakis

Buro Happold Limited

17 Newman Street

London

W1T 1PD

UK

Telephone: +44 (0)20 7927 9700

Facsimile: +44 (0)870 787 4145

Email: [email protected]

Volume 1Specification for Highway Works

Series 600Earthworks

3

and identified as chalk on the maps producedby the British Geological Survey;

(ii) material designated as Class 3 inAppendix 6/1.

6 Argillaceous rock shall mean shales mudstonessiltstones slates and micaceous schists composed ofparticles of clay and silt and mica. It shall includeunburnt colliery spoil.

7 Pulverised-fuel ash shall mean solid materialextracted by electrostatic and mechanical means fromthe flue gases of furnaces fired with pulverisedbituminous coal. It shall have a maximum particle sizeof 3 mm.

8 Furnace bottom ash shall mean agglomeratedpulverised-fuel ash obtained from the bottom of thepower station furnace and having particle size no largerthan 10 mm.

9 Formation shall be the top surface of capping.Where no capping is required formation shall be the topsurface of earthworks at the underside of sub-base,unless otherwise shown on the Drawings.

10 Sub-formation shall be the top surface ofearthworks at the underside of capping.

11 (05/01) Stabilisation shall mean the spreading ofcement or lime or both on a layer of deposited or intactgranular or cohesive material, and the subsequentprocess of pulverising and mixing followed byappropriate compaction to form the whole or aconstituent layer of a capping.

12 (11/07) Where ‘recycled aggregate’ is used in thisSeries, the material shall be aggregate resulting fromthe processing of material used in a constructionprocess. The aggregate shall have been tested inaccordance with Clause 710, and the content of othermaterials (Class X) including wood, plastic and metalshall not exceed 1% by mass. Where ‘recycledaggregate except recycled asphalt’ is used in this Series,the aggregate shall have been tested in accordance withClause 710. Content of asphalt (mineral aggregate witha bituminous binder) shall not exceed 2% by mass, andthe content of other materials (Class X) includingwood, plastic and metal shall not exceed 1% by mass.

Use of Fill Materials

13 (05/01) In addition to any grading requirements themaximum particle size of any fill material shall be nomore than two-thirds of the compacted layer thicknessexcept that cobbles having an equivalent diameter ofmore than 150 mm shall not be deposited beneathverges or central reserves within 1.30 m of the finishedsurface.

14 (11/07) Material shall not be deposited within500 mm, or other distances described in Appendix 6/3,of concrete, cement bound materials, other cementitiousmaterials or stabilised capping forming part of thePermanent Works if, when tested in accordance withTRL Report 447 either:

(i) (11/05) the water-soluble sulfate (WS) contentexceeds 1500 mg of sulfate (as SO4) per litre(Test No.1); or

(ii) (11/07) the oxidisable sulfides (OS) contentexceeds 0.3 % of sulfate (as SO4) (Test Nos.2 and 4).

(11/07) At least five samples of each material shall betested for WS and OS. The mean of the highest twovalues shall be used for comparison with the limitingvalues. This also applies if six to nine results areavailable. If ten or more results are available, the meanof the highest 20% of the results shall be used forcomparison with the limiting values.

15 (11/07) Material shall not be deposited within500 mm, or other distances described in Appendix 6/3,of metallic structural elements forming part of thePermanent Works if, when tested in accordance withTRL Report 447 either:

(i) (11/05) the water-soluble sulfate (WS) contentexceeds 300 mg of sulfate (as SO4) per litre(Test No.1); or

(ii) the oxidisable sulfides (OS) content exceeds0.06 % of sulfate (as SO4) (Test Nos. 2and 4).

(11/05) At least five samples of each material shall betested for WS and OS. The mean of the highest twovalues shall be used for comparison with the limitingvalues. This also applies if six to nine results areavailable. If ten or more results are available, the meanof the highest 20% of the results shall be used forcomparison with the limiting values.

(11/07) The requirements in (i) and (ii) above shall notapply to metallic items protected by concrete andancillary metallic items such as the tops of chambersand gullies.

16 (05/01) Unburnt colliery spoil may be used asgeneral fill provided it is compacted in compliance withClause 612 and complies with the requirements ofAppendix 6/1.

17 (05/01) Pulverised-fuel ash shall not be placedwithin the dimension described in Appendix 6/3, belowsub-formation or formation.

18 (05/01) Where pulverised-fuel ash is used, theContractor shall for each consignment, make availableto the Overseeing Organisation a record of the type and

Amendment - November 2007



4

source of the material and the name of the power stationfrom which it was obtained and a certificate of resultsof tests showing that the material complies with therequirements of Table 6/1.

602 General Requirements

1 The Contractor shall employ only plant andworking methods which are suited to the materials to behandled and traversed. He shall be responsible formaintaining the nature of the acceptable material so thatwhen it is placed and compacted it remains acceptablein accordance with the Contract. Acceptability shall bedetermined in accordance with Table 6/1 and anyspecial requirements in Appendix 6/1.

2 Haulage of material to embankments or other areasof fill shall proceed only when sufficient spreading andcompaction plant is operating at the place of depositionto ensure compliance with Clause 612.

3 (11/04) No excavated acceptable material orunacceptable material required to be processed, otherthan surplus to the requirements of the Contract, shallbe removed from the Site unless indicated otherwise inAppendix 6/1. Material which is unacceptable only byreason of being frozen shall be retained on Site when inthat condition. Where the Contractor is permitted toremove acceptable material, or unacceptable materialrequired to be processed, from the Site to suit hisoperational procedure, then he shall make good anyconsequent deficit of material arising therefrom.Environmental requirements for processing of ClassU1B material, in terms of limiting values ofcontaminants or other requirements, shall be set out inAppendix 6/1 in the earthworks Class for which theprocessed material is to be used.

4 If any acceptable material or unacceptable materialrequired to be processed is, where permitted byAppendix 6/1, used by the Contractor for purposesother than for general fill, sufficient acceptable fillmaterial to occupy, after full compaction, a volumecorresponding to that which the excavated materialoccupied shall be provided by the Contractor.

5 (11/04) Acceptable material (other than Class 5A orany Class 5B material replacing Class 5A material inaccordance with sub-Clause 3 of this Clause) surplus tothe total requirements of the Permanent Works and allunacceptable material Class U1A not required to beprocessed shall, unless indicated otherwise inAppendix 6/1, be run to spoil in tips provided by theContractor. In the case of unacceptable material, ClassU1B and Class U2, the Contractor shall comply withany specific requirements for disposal described inAppendix 6/2.

6 Where the excavation reveals a combination ofacceptable and unacceptable materials the Contractorshall, unless indicated otherwise in Appendix 6/3, carryout the excavation in such a manner that the acceptablematerials are excavated separately for use in thePermanent Works without contamination by theunacceptable materials. Unless otherwise described inthe Contract Classes of fill material required to bedeposited separately shall be excavated separatelywithout contamination by other Classes of material.

7 The Contractor shall make his own arrangementsfor stockpiling of acceptable material, and unacceptablematerial to be processed, and for the provision of sitesfor the purpose.

8 The Contractor shall ensure that he does notadversely affect the stability of excavations or fills byhis methods of stockpiling materials, use of plant orsiting of temporary buildings or structures.

9 (05/01) Existing topsoil material shall, except whereit is to be left in place in the locations described inAppendix 6/8, be stripped to depths as described inAppendix 6/8 for Class 5A material from all areas ofcutting and from all areas to be covered by embankmentor by other areas of fill. Where stated in Appendix 6/8existing topsoil shall be stripped as turf in accordancewith sub-Clause 3005.13.10 (05/01) Topsoil shall wherever practicable be usedimmediately after its stripping and if not shall be storedin stockpiles of heights not exceeding 2 m or otherheights stated in Appendix 6/8. Unless otherwise statedin Appendix 6/8, topsoil shall not be stockpiled formore than two years. Topsoil shall not be unnecessarilytrafficked either before stripping or when in a stockpile.Stockpiles shall not be surcharged or otherwise loadedand multiple handling shall be kept to a minimum.

11 All Class 5A topsoil arising from the Site, or anyClass 5B material replacing Class 5A material inaccordance with sub-Clause 3 of this Clause, in excessof the requirements for topsoiling, shall be subject tothe requirements described in Appendix 6/8.

12 Excavations for foundations and trenches shall beadequately supported at all times, and except whereotherwise described in Appendix 6/3, shall not bebattered. Where excavations are permitted to bebattered they shall be benched as described inAppendix 6/3 prior to backfilling and compaction. Theadditional work and materials shall be provided by theContractor. Sheeting and other excavation supportsshall be removed as filling proceeds except where theyare required in Appendix 6/3 to be left in position.

13 Excavations requiring backfilling shall remainopen only for the minimum period necessary.




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14 Excavations requiring backfilling in existing pavedor other surfaces, including those paved areas to bereconstructed or repaired, shall be carried out andreinstated in compliance with Clause 706.

15 The Contractor shall keep earthworks free of waterincluding:

(i) arranging for the rapid removal of water:

(a) shed on to the earthworks;

(b) entering the earthworks from anysource;

(ii) lowering and maintaining by appropriatemeasures, the water level in excavations,sufficiently to enable the Permanent Worksto be constructed.

16 In carrying out the requirements of sub-Clause 15of this Clause the Contractor shall:

(i) form and maintain cuttings, embankmentsand other areas of fill with appropriate fallsand gradient and sealed surfaces;

(ii) provide where necessary temporarywatercourses, drains, pumping and the like;

(iii) discharge accumulated water andgroundwater into the permanent outfalls ofthe drainage system where practicable;

(iv) provide adequate means for trapping silt ontemporary systems discharging intopermanent drainage systems.

17 The Contractor shall carry out and maintain anygroundwater lowering or other treatment required inAppendix 6/1.

18 (11/04) Where materials are designated in theContract as either Class U1B or Class U2, theContractor shall carry out any special requirements fortheir handling described in Appendix 6/2. Where suchmaterials are encountered during the progress of theWorks, the Contractor shall make all necessaryarrangements for their safe handling and disposal afterconsultation with the appropriate environmentalauthority.

19 (05/04) Subject to the surface level tolerances givenin Clause 613 and sub-Clause 616.1, material shall notbe frost susceptible if it is used within 450 mm of thedesigned final surface of a road or paved centralreserve, or 350 mm if the annual frost index of the siteis less than 50. Material shall be classified as non-frost-susceptible if the mean heave is 15 mm or less, whentested in accordance with BS 812 : Part 124 : 1989, orBS 1924 : Part 2 : 1990 for lime stabilised capping,amended as given in sub-Clause 801.7.

603 Forming of Cuttings and Cutting Slopes

1 Cuttings shall be excavated to the lines and levelsdescribed in Appendix 6/3.

2 Cutting slopes or toes of cuttings shall only beundercut when required in the Contract for trench orother excavations. Such excavations shall be restrictedin extent as described in Appendix 6/3 and where theyrequire backfilling shall remain open only for theminimum period necessary, so as to prevent risk to thePermanent Works.

3 Except where otherwise described in Appendix 6/3,the excavation of cuttings may be halted at any stageproviding at least 300 mm of material as a weatherprotection is left in place above the formation or abovethe sub-formation, subject to the requirements ofClauses 613 and 616.

4 Where pre-split blasting is required or permitted inAppendix 6/3, it shall comply with Clause 607 and anyother requirements in Appendix 6/3. Full details of themethods and arrangements to be adopted shall be madeavailable to the Overseeing Organisation beforecommencement of drilling operations.

5 Final faces of cuttings which are not to receivetopsoil shall:

(i) wherever possible be left without scars ordamage from construction plant; and

(ii) to achieve a natural appearance, when thestratum permits and when pre-split blastingis not adopted, have the face left irregularwithin tolerances given in Appendix 6/3; and

(iii) have boulders or other rock fragments thatcan be moved by hand without tools,removed; and

(iv) where required in Appendix 6/3 havematerial that can be blown away by airlinehose, having pressures no greater than thosestated therein, so removed; and

(v) have adequate access to enable inspection tobe carried out to determine the extent ofwork required by this sub-Clause.

6 Where required in Appendix 6/3, faces of cuttingswhich are not required to receive topsoil shall have oneor more of the following measures carried out asappropriate:

(i) (11/03) Isolated patches of soft, fragmentedand insecure material shall each beexcavated to a depth of at least 200 mmunless other depths are stated inAppendix 6/3 and replaced as soon aspracticable with ST2 concrete to




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Clause 2602 well rammed into the cleanedout void.

(ii) Areas of cutting face requiring their surfaceto be made stable shall be trimmed back by anominal 50 mm or other amount required inAppendix 6/3 and the resulting surfacetogether with an area of any surroundingintact material as detailed in Appendix 6/3,shall have a suitable cement based grout orsprayed concrete, applied by pressure toform a total nominal thickness of 40 mmunless the required thickness is stated inAppendix 6/3. Where required inAppendix 6/3, reinforcement shall be fixedto the surface before application of theconcrete or grout. Weep holes usingpermanent formers shall be constructed tothe requirements of Appendix 6/3 and at thelocations described in Appendix 6/3.

(iii) (11/03) Soft or insecure material, interlayeredwith rock shall be excavated to the depthbehind the face described in Appendix 6/3.The resulting cavity shall be filled with ST2concrete to Clause 2602 or with masonryinfill complying with the Series 2400 andprovided with weep holes all in accordancewith requirements in Appendix 6/3.

(iv) Netting or other sheet covering as describedin Appendix 6/3 or rock bolts as described inAppendix 6/10.

7 (05/01) Where required in Appendix 6/3, faces ofcuttings which are to receive topsoil shall have one ormore of the following measures carried out asappropriate:

(i) Be benched to retain topsoil as described inAppendix 6/3.

(ii) Be harrowed to a depth of 50 mm. Suchharrowing shall be carried out immediatelyprior to topsoiling, diagonally, at an anglebetween 5º to 45º to the line of the toe,measured on the plane of the slope.

(iii) Isolated patches of soft, fragmented orinsecure material shall be excavated andeither:

(a) filled by well ramming in a Class of fillwith similar characteristics as thesurrounding intact material; or

(b) excavated and dealt with as described insub-Clause 6(i) of this Clause.

(iv) Other areas required to be made stable shallbe dealt with as stated in Appendix 6/3.

8 The concrete, referred to in sub-Clauses 6(i) and6(iii) of this Clause, permanently exposed on the face ofthe cutting shall have surface features as nearly aspossible matching those of the adjacent intact face.Such concrete and the grout referred to in sub-Clause6(ii) of this Clause shall have a consistent colour asnearly as possible matching that of the adjacent intactface.

604 Excavation for Foundations

1 (11/03) The bottom of all foundation excavationsshall be formed to the lines and levels shown on theDrawings. Pockets of soft soil or loose rock shall beremoved and the resulting voids and any natural voidsshall be filled with ST1 concrete to Clause 2062 (orother material as required by Appendix 6/3) except inexcavations for corrugated steel buried structures whenClass 6K lower bedding fill material complying withTable 6/1 shall be used.

After placing of any blinding concrete shown on theDrawings, no trimming of the side faces of theexcavation shall be carried out for 24 hours.

2 The Contractor shall make good:

(i) (11/03) any lateral overbreak of theexcavation above the bottom of thefoundation greater than the net volumerequired for the Permanent Works withmaterial of the same Class as used for fillabove structural concrete foundations tocomply with Clause 611 (except that forcorrugated steel buried structures Class 6Klower bedding material shall be used) or,where the excavation is too narrow to allowthe compaction of earthworks materials, withST1 concrete to Clause 2062;

(ii) (11/03) any additional excavation at or belowthe bottom of foundations, including thatresulting from removal of material which theContractor has allowed to deteriorate, withST1 concrete to Clause 2062 (or othermaterial required by Appendix 6/3) exceptthat under corrugated steel buried structuresClass 6K lower bedding material shall beused.

3 Class 6K lower bedding material referred to in thisClause shall be deposited and compacted in compliancewith Clauses 608 and 612 and Table 6/1.




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605 Special Requirements for Class 3Material

1 When Appendix 6/1 designates a material as Class3 to be used or to remain intact in the Permanent Worksthe following shall apply:

(i) No earthworks involving Class 3 material ortrafficking of areas which consist of Class 3material, unless they are protected, shall becarried out during the periods described inAppendix 6/4.

(ii) Excavation of Class 3 material shall be bymeans of a face shovel, which shallexcavate, swing and unload without movingthe chassis or undercarriage during oneoperating cycle, or by means of a similarshovel-loading machine, so as to reduce thedegradation of the material to a minimum.

(iii) When excavating Class 3 material theContractor shall arrange his method ofworking so as to maintain a working face ofminimum height 3 m or other height requiredin Appendix 6/4 within Class 3 materialexcept that where the depth of the cutting isless than 3 m the full height of Class 3material shall form the working faceexcluding any protection required to theformation or sub-formation.

(iv) Material other than chalk contained withinthe volume designated as Class 3 material inthe Contract shall be excavated anddeposited separately from chalk and not bemixed with it.

(v) Trafficking of areas of Class 3 material shallnot be permitted by vehicles having acapacity when struck of more than 15 m3

unless otherwise described in Appendix 6/4.

(vi) Class 3 material shall not be stockpiled or besubjected to multiple handling.

(vii) Class 3 material shall not, unless required inAppendix 6/4, be layered with other fillmaterial in the construction of embankmentsand other areas of fill.

(viii) When required in Appendix 6/4 embankmentsand other areas of fill constructed of Class 3material shall either:

(a) upon reaching a level 600 mm belowsub-formation or, where there is nocapping, a level 600 mm belowformation, be left for a minimum of4 weeks or other period stated inAppendix 6/4, before continuing filling

which shall, in all cases, be continued incompliance with sub-Clause 608.9; or

(b) be continued above sub-formation orformation with a protective layer inaccordance with sub-Clause 608.9(ii)but which shall be of Class 3 material.Such material shall then be left for aminimum of 4 weeks or other periodstated in Appendix 6/4 before removalof the protective layer and shall beimmediately continued with thepreparation of sub-formation orformation, as appropriate, in accordancewith Clauses 613 and 616.

(ix) Where temporary instability occurs in chalkduring deposition or compaction due toexcessive working by plant or to inclementweather, the Contractor shall delay thefurther deposition of Class 3 material untilthe chalk has recovered sufficient strengthfor work to proceed. A detailed record of theareas of instability shall be made available tothe Overseeing Organisation.

(x) At the end of each working day of filling,exposed Class 3 material laid that day shall,unless otherwise stated in Appendix 6/4 berolled with two passes of a smooth wheeledroller having a mass per metre width of rollexceeding 2100 kg.

(xi) The other special requirements for Class 3material described in sub-Clauses 613.11(i),613.12(i), 616.1(ii) and 616.3 shall alsoapply, together with any other specialrequirements described in Appendix 6/1 orAppendix 6/4.

606 Watercourses

1 The clearance and modification of existing, or theconstruction of new watercourses, including ditches,streams, rivers, lagoons and ponds, shall be asdescribed in Appendix 6/3 including any protection,lining, revetment or other works and shall comply withsub-Clauses 2 to 4 of this Clause.

2 Clearance of existing watercourses shall includethe removal of vegetation, vegetable matter and allother deposits within the watercourse profile. Materialsresulting from this clearance shall be dealt with asunacceptable material.

3 New watercourses and cleared existingwatercourses shall be maintained in a clear condition.

4 Redundant watercourses shall, where required inAppendix 6/3, be drained and cleared in accordance




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with sub-Clause 2 of this Clause and material outsidethe watercourse profile excavated and dealt with asunacceptable material. The excavations shall be to thedimensions stated in the Contract and the whole filledwith general or selected fills of the Class described inAppendix 6/3 complying with Table 6/1 deposited andcompacted in compliance with Clause 608 and 612.Where the surface is to remain exposed it shall betopsoiled and seeded, or receive other treatment, all asdescribed in Appendix 6/3.

#607 Explosives and Blasting for Excavation

1 Blasting for excavation shall not be employedunless permitted or required in Appendix 6/3 and suchblasting shall be confined to the locations and to withinthe time limits stated therein.

2 The Contractor shall:

(i) not carry out plaster shooting;

(ii) for each location where blasting is to beundertaken, give written notice to theOverseeing Organisation of the programmeof blasting, including trial explosions, atleast 10 days before it commences and givewritten notice of each blasting event asdescribed in (v) below, at least 12 hoursbeforehand;

(iii) carry out trial explosions starting withreduced quantities of explosive in order todetermine the size of the actual explosivecharges and their disposition, for use in themain blasting operations, so as not to exceedthe values for vibrational amplitude andvibrational peak particle velocity stated in(vi) below at the positions described therein;

(iv) determine danger zones likely to be createdby the blasting operations, including trialexplosions, within which blasted materialmay be projected and utilise suitablearrangements including Temporary Works, toretain such projectiles and ensure that noinjury or damage is caused to persons orproperty thereby;

(v) limit blasting to a small number of eventsduring permitted hours per day, where anevent shall comprise a single explosion or agroup of explosions each separated by ashort time interval, the group lasting lessthan a minute;

(vi) ensure that:

(a) structures and earthworks, existing orunder construction, on and off the Site,

do not experience, during blastingoperations including trial explosions, avibrational amplitude exceeding 0.2 mmand a resultant peak particle velocityexceeding 50 mm per second, or otherlimits stated in Appendix 6/3, at thesame time or individually; and

(b) peak overpressures, of magnitude suchas to endanger windows and glazedareas of structures, do not occur.

(vii) where instrumentation and monitoring isappropriate:

(a) rigidly fix to structures and insert inearthworks described in (vi)(a) above,suitable instruments to measure thevibrational amplitude and resultantvibrational peak particle velocity, andpeak overpressures, experienced duringblasting operations including trialexplosions;

(b) make available details of the proposedinstrumentation within the Site;

(c) unless otherwise stipulated inAppendix 6/3, make his ownarrangements for installing instrumentson property off the Site includingnegotiating with landowners and otherinterested parties;

(d) read such instruments and takemeasurements throughout the period ofblasting operations, including trialexplosions;

(e) for instruments on structures orearthworks on the Site and, whererequired in Appendix 6/3, on propertyoff the Site, make available the results tothe Overseeing Organisation at the endof each day’s blasting.

(viii) take measurements of vibrational amplitudeand peak particle velocity in each of threemutually perpendicular planes and determinethe peak value, taken as the maximumresultant calculated by vector summation ofthe three components of amplitude andvelocity respectively, measured asinstantaneously as the resolution of therecording instrument permits;

(ix) ensure that noise from blasting operations iscontrolled in accordance with Clause 109;

(x) use explosives in the quantities and in themanner recommended by the manufacturer;




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(xi) store explosives in registered premises in alicensed store or magazine provided with aseparate compartment for detonators or usethem under an Immediate Use Certificateissued by the police;

(xii) only permit explosives to be used or handledby or under the immediate control of acompetent person in accordance with theConstruction (General Provisions)Regulations 1961 (Regulation 19) andsubsequent amending Regulations;

(xiii) ensure there is no unauthorised issue orimproper use of explosives brought on theSite and maintain a strict check on quantitiesissued and consumed;

(xiv) comply with the requirements of BS 6657 inrespect of the use of electrical detonators inthe vicinity of static and mobile radiotransmitters, including normal radio andtelevision broadcasting stations and radarunits associated with aircraft movements,electricity generating plant and transmissionlines.

608 Construction of Fills

1 All fills, including embankments, shall beconstructed:

(i) in the locations described in Appendix 6/3 tothe lines and levels stated therein;

(ii) of Classes of materials required or permittedin Appendix 6/1, complying with Table 6/1with, unless otherwise described in theContract, only Class 6A material depositedinto open water;

(iii) by depositing, as soon as practicable afterexcavation, in layers to meet the compactionrequirements of Clause 612 as required foreach Class of material in Table 6/1, exceptthat:

(a) material requiring end productcompaction shall be deposited in layersnot exceeding 250 mm uncompactedthickness;

(b) material placed into open water shall bedeposited by end tipping withoutcompaction;

(c) material deposited in areas to receivedynamic compaction complying withClause 630 shall be deposited andcompacted to the requirements therein.

(iv) to the requirements of this Clause and anyother requirements for fill in this Series.

2 Starter layers of Classes 6B, 6C or 6D materials asdescribed in Appendix 6/3 shall be deposited as the firstlayer or layers of fill above existing ground level or, ifappropriate, above any ground improvement requiredby Appendix 6/13. Starter layers below Class 2Epulverised-fuel ash general fill shall be Class 6Dmaterial. Plant movement across starter layer materialshall be restricted to that plant which is necessary for itsdeposition, spreading and compaction in compliancewith this Clause and Clause 612 and any plant requiredto carry out any ground improvement beneath it ifrequired by Clause 630. The Contractor shall take allreasonable measures to prevent damage to theunderlying strata, which may include use of lighterspreading plant or a reduction of the number of passesof compaction plant.

3 Coarse granular material Classes 1C and 6B shall,before compaction, be spread in layers by a crawlertractor of not less than 15 tonnes total mass. Aftercompaction each layer shall, if voids remain, be blindedwith an approved Class of granular material complyingwith Table 6/1 so that all surface voids are filled beforethe next layer and before any capping or sub-base isconstructed.

4 Embankments and other areas of fill shall, unlessotherwise required in the Contract, be constructedevenly over their full width and their fullest possibleextent and the Contractor shall control and directconstructional plant and other vehicular trafficuniformly over them. Damage by constructional plantand other vehicular traffic shall be made good by theContractor with material having the samecharacteristics and strength as the material had before itwas damaged.

5 Embankments and other areas of unsupported fillsshall not be constructed with steeper side slopes, or togreater widths than those described in Appendix 6/3,except to permit adequate compaction at the edgesbefore trimming back, or to obtain the final profilefollowing any settlement of the fill and the underlyingmaterial. However any oversteepening or increase inwidth shall not exceed any limits described inAppendix 6/3 and shall remain only for the minimumperiods necessary consistent with the safety of thePermanent Works.

6 Staged construction of fills and any controlled ratesof filling, shall be carried out, in accordance with anyrequirements described in Appendix 6/3 includinginstallation of instrumentation and its monitoring, incompliance with Clause 629.




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7 Where required in Appendix 6/3 the Contractorshall surcharge embankments or other areas of fill, asdescribed therein for the periods stated. If settlement ofsurcharged fill results in any surcharging material,which is unacceptable for use in the fill beingsurcharged, lying below the formation or, where there isa capping, the sub-formation, the Contractor shallremove this unacceptable material and dispose of it inaccordance with Clause 602. He shall then bring theresultant level up to formation or sub-formation, asappropriate, with acceptable material.

8 Where pipes in embankments or in other areas offill are permitted in Appendix 5/1 to be constructedother than in a trench, the fill shall be brought up to andover them equally on both sides. The fill shall bedeposited in even layers and shall not be heaped abovethe pipe. Spreading and compaction shall be carried outevenly without dislodging, distorting or damaging thepipe. Power rammers are not to be used within 300 mmof any part of the pipe or joint.

9 The last 600 mm depth of fill up to sub-formationlevel, or formation level as appropriate, shall, unlessotherwise required in the Contract, be carried out forthe full width of embankments, or between the outerextremities of the verges in other areas of fill, in acontinuous operation. The Contractor shall thencontinue without delay to carry out either (i) or (ii)below:

(i) form the sub-formation or formation, all inaccordance with Clauses 613 and 616,following immediately either by:

(a) the construction of the full thickness ofcapping or sub-base as appropriate; or

(b) if permitted in Appendix 6/3, theconstruction of a lesser thickness ofcapping or sub-base as described thereinlaid as a weather protection layer;

(ii) place an additional 300 mm minimumcompacted thickness of material above sub-formation level or formation level asappropriate for the full width of the filling toform a weather protection. This weatherprotection shall be composed of the samematerial as the sub-formation or formationand compacted in compliance with Table6/1. The material shall be provided from theContractor’s own resources and theprotection layer shall be constructed in acontinuous operation. For stabilised capping,the protective layer shall consist ofunstabilised material.

10 During construction of embankments and otherfills, exposed sides of Classes 2E and 7B pulverised-

fuel ash material shall be protected against scour anderosion from any source.

11 (05/01) Completed slopes of Classes 2E and 7B fillmaterial shall be covered immediately by Class 5topsoil as required in Appendix 6/8 or turf or othermaterial, as required in Appendix 30/5.

12 Whenever fill is to be deposited against the face ofa natural slope, or sloping earthworks face includingembankments, cuttings, other fills and excavations,such faces shall be benched or otherwise shaped asrequired in Appendix 6/3 immediately before placingthe subsequent fill.

13 All permanent faces of side slopes of embankmentsand other areas of fill formed in Classes 2 or 7 cohesivematerials other than pulverised-fuel ash, shall,subsequent to any trimming operations, be re-workedand sealed by tracking a tracked vehicle, suitable for thepurpose, on the slope, or by other suitable methods.

609 Geotextiles Used to Separate EarthworksMaterials

1 Geotextiles required as part of the PermanentWorks to separate earthworks materials at locationsdescribed in Appendix 6/5 shall be manufactured fromsynthetic or other fibres as required therein and be inthe form of thin permeable membranes.

2 The Contractor shall provide evidence to theOverseeing Organisation, before the geotextile isincorporated in the Permanent Works, that thegeotextile will be sufficiently durable, when installed incontact with the materials to be separated, to maintainits integrity for at least the life period required inAppendix 6/5.

3 Geotextiles shall be protected at all times againstmechanical or chemical damage. Those susceptible todamage by light shall not be uncovered betweenmanufacture and incorporation in the Permanent Works.Temporary exposure shall not exceed 5 hours.

4 The method of selection and the required numberof samples are as described in Appendix 6/5. Samplesshall be taken from the consignment of geotextile to beused in the Permanent Works. Samples and test piecescut from them shall comply with sub-Clause 7 of thisClause and test pieces shall be tested at a laboratory toprove that the geotextile meets the following criteria orother criteria described in Appendix 6/5:

(i) The geotextile shall sustain a tensile load ofnot less than that value given inAppendix 6/5, determined in a ‘wide strip’tensile test carried out in accordance withBS 6906 : Part 1. The characteristic strength




11

shall be taken as the value of the strength ofthe material below which not more than 5%of the test results may be expected to fall.This represents the strength at 1.64 standarddeviations below the mean strength.

(ii) The geotextile shall allow water to flowthrough it, at right angles to its principalplane, in either direction, at a rate of not lessthan 10 litres/m2/s under a constant head ofwater of 100 mm, determined in accordancewith BS 6906 : Part 3. The flow ratedetermined in the test shall be corrected tothat applicable to a temperature of 15°Cusing published data on variation in viscosityof water with temperature.

(iii) The geotextile shall have a size distributionof pore openings such that the mean 090, isbetween 100 microns and 300 microns,determined in accordance withBS 6906 : Part 2.

5 The geotextile shall be laid and lapped as describedin this Clause or as described in Appendix 6/5 andwhere lapping is employed adjacent sheets or strips ofgeotextile shall be overlapped by at least 300 mm, orother dimension described in Appendix 6/5.

6 The layer of material on which the geotextile is tobe placed shall not have protrusions or sharpprojections which are likely to damage the geotextileduring installation or in service. The method ofinstallation shall ensure that the geotextile is incontinuous contact with the surface on which it is to beplaced and the geotextile shall not be stretched orbridged over hollows or humps. Operation ofconstruction plant directly on the installed geotextilewill not be permitted and its covering with fill materialshall take place immediately after its laying.

7 All samples and test pieces cut from them shall bemaintained in a clean and dry condition, except fornormal contamination and wetting during testing, andshall be retained by the Contractor in accordance withAppendix 6/5. Prior to determination of pore size andtensile strength, test pieces shall be conditioned andbrought into equilibrium at a temperature of 20° ± 2°C,and a relative humidity of 65 ± 5%. The dry weight ofthe geotextile tested shall be quoted in g/m².

8 The number of tests on samples shall be as requiredin Appendix 6/5.

610 Fill to Structures

1 This Clause shall apply to fill to structures otherthan:

(i) fill for reinforced earth structures, includingassociated drainage layers;

(ii) fill for anchored earth structures includingassociated drainage layers;

(iii) fill for surround and bedding of corrugatedsteel buried structures;

(iv) fill above structural concrete foundationsunless otherwise required in Appendix 6/6.

2 Materials, as required or permitted in Appendix 6/6of Classes 6N, 6P, 7A or 7B and complying withTable 6/1 shall be used as fill to structures, in thelocations described in Appendix 6/6.

3 The Contractor shall compact, in compliance withClause 612, end-product compaction, Class 6N, 6P, 7Aand 7B material to satisfy the compaction requirementsfor those Classes as listed in Table 6/1, but subject tothe restrictions in sub-Clauses 4 and 5 of this Clause.

4 Where fill to structures is required to the samelevel on more than one side of a structural element orburied structure (except where Clause 623 applies) itshall be maintained at heights not differing by morethan 250 mm after compaction on opposing sides of thestructural element as filling proceeds.

5 The Contractor shall restrict compaction plant usedon fill to structures, within 2 m of a structure, to thefollowing items as described in sub-Clause 612.10 andlisted in Table 6/4:

(i) vibratory roller having a mass per metrewidth of roll, as determined by sub-Clause612.10, not exceeding 1,300 kg with a totalmass not exceeding 1,000 kg;

(ii) vibrating plate compactor having a mass notexceeding 1,000 kg;

(iii) vibro-tamper having a mass not exceeding75 kg.

The compacted level of the fill within this zone shallnot differ during construction from the compacted levelof the remainder of the adjoining fill to structures bymore than 250 mm.

6 Where required in Appendix 6/6, Class 6N, 6P and7B material shall be shown, by means of a trial utilisingnot less than 20 m3 of the material, deposited andcompacted in accordance with this Clause, to be stable,when it is trimmed to a slope of 1 vertical to 1½horizontal, or other slope described in Appendix 6/6.

611 Fill Above Structural ConcreteFoundations

1 Fill deposited above structural concretefoundations shall be, as shown on the Drawings:




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(i) Class 6N, 6P, 7A or 7B selected fill materialcomplying with Clause 610 includingcompaction requirements;

(ii) Class 6M selected fill material, depositedand compacted in accordance with Clause623, above the foundation of arch profilecorrugated steel buried structures;

(iii) another class of selected fill or general fillcomplying with Table 6/1 deposited andcompacted in compliance with Clauses 608and 612 and in addition be subject to sub-Clauses 610.4 and 5.

612 Compaction of Fills

General

1 Except for dynamic compaction, which shallcomply with Clause 630, and unless otherwisedescribed in Appendix 6/3, the Contractor shall carryout compaction in compliance with this Clause, as soonas practicable after deposition, on all those Classes offill in Table 6/1 which require to be compacted.

2 Compaction shall be either method or end-productas required for the Class of fill in Table 6/1, using plantappropriate to the Class of fill and the site conditions.

3 The Contractor shall obtain permission from theOverseeing Organisation before carrying outcompaction outside normal working hours.

Method Compaction

4 Where method compaction is required to beadopted it shall comply with sub-Clauses 5 to 10 of thisClause.

5 Except as stated in sub-Clause 6 of this Clause,method compaction shall be undertaken using the plantand methods in Table 6/4 appropriate to the compactionrequirements as listed in Table 6/1 for the Class ofmaterial being compacted.

6 Plant and methods not included in Table 6/4 shallonly be used providing the Contractor demonstrates atsite trials that a state of compaction is achieved by thealternative method equivalent to that obtained using thespecified method.

7 Earthmoving plant shall not be accepted ascompaction equipment nor shall the use of a lightercategory of plant to provide any preliminarycompaction to assist the use of heavier plant be takeninto account when assessing the amount of compactionrequired for any layer.

8 If more than one Class of material is being used insuch a way that it is not practicable to define the areasin which each Class occurs, the Contractor shallcompact with plant operating as if only the materialwhich requires the greater compactive effort is beingcompacted.

9 The Contractor or Overseeing Organisation maycarry out field dry density tests as described in sub-Clause 15 of this Clause on material compacted tomethod requirements at a frequency defined inAppendix 6/3. If the results of field tests show densitieswhich indicate the state of compaction to be inadequate,then if this is due to failure of the Contractor to complywith the requirements of the Contract, the Contractorshall carry out such further work as is required tocomply with the Contract.

10 For the purposes of Table 6/4 the following shallapply:

(i) The minimum number of passes N is theminimum number of times that each point onthe surface of the layer being compactedshall be traversed by the item of compactionplant in its operating mode, or struck bypower rammers or falling weightcompactors. D is the maximum depth of thecompacted layer.

(ii) In column headed N # the number of passesshown is to be doubled for material Classes1A, 1B, 2A, 2B, 2C and 2D when suchmaterials occur within 600 mm of sub-formation (if capping is required) orformation. Such extra compaction shall,unless otherwise described in Appendix 6/3,either be carried out for the full width of theembankment or, in other areas of fill whichare to receive a pavement, between the outerextremities of the verges.

(iii) The compaction plant in Table 6/4 iscategorised in terms of static mass. The massper metre width of roll is the total mass onthe roll divided by the total roll width.Where a smooth wheeled roller has morethan one axle the category of the machineshall be determined on the basis of the axlegiving the highest value of mass per metrewidth.

(iv) A grid roller is a machine with a compactingroll or rolls constructed of heavy steel meshof square pattern.

(v) A deadweight tamping roller is a machinewith a roll or rolls from which ‘feet’ projectand where the projected end area of each‘foot’ exceeds 0.01 m² and the sum of the




13

areas of the feet exceeds 15% of the area ofthe cylinder swept by the ends of the feet.The requirements for tamping rollers applyto machines that have 2 rolls in tandem. Ifonly one tamping roll traverses each point onthe surface of the layer on any one pass ofthe machine, the minimum number of passesshall be twice the number given in Table 6/4plus any further doubling required to satisfy(ii) above.

(vi) For pneumatic-tyred rollers the mass perwheel is the total mass of the roller dividedby the number of wheels. In assessing thenumber of passes of pneumatic-tyred rollersthe effective width shall be the sum of thewidths of the individual wheel trackstogether with the sum of the spacingsbetween the wheel tracks provided that eachspacing does not exceed 230 mm. Where thespacings exceed 230 mm the effective widthshall be the sum of the widths of theindividual wheel tracks only.

(vii) A vibratory tamping roller, which may beself-propelled or towed, is a machine havinga means of applying mechanical vibration toone or more rolls. The roll or rolls haveprojecting feet where the height of each footexceeds 10% of the radius of the roll drum,the projected end area of each foot exceeds0.1% of the roll drum surface area, and thesum of the areas of the feet exceeds 10% ofthe area of the cylinder swept by the ends ofthe feet.

The requirements for the operation ofvibratory tamping rollers shall be the sameas those stated for vibratory rollers in sub-Clause (viii) except that vibratory tampingrollers operating without vibration will beclassified as deadweight tamping rollers.

(viii) Vibratory rollers are self-propelled or towedsmooth-wheeled rollers having means ofapplying mechanical vibration to one ormore rolls except that vibratory rollersemployed for Method 5 compaction shall besingle roll types.

Vibratory rollers operating without vibrationwill be classified as smooth-wheeled rollers.

The requirements for vibratory rollers arebased on the use of the lowest gear on a self-propelled machine with mechanicaltransmission and a speed of 1.5 to 2.5 km/hfor a towed machine, or a self-propelledmachine with hydrostatic transmission. Ifhigher gears or speeds are used an increased

number of passes shall be provided inproportion to the increase in speed of travel.

Where the mechanical vibration is applied totwo rolls in tandem, the minimum number ofpasses shall be half the number given inTable 6/4 for the appropriate mass per metrewidth of one vibrating roll but if one rolldiffers in mass per metre width from theother the number of passes shall becalculated as for the roll with the smallestvalue. Alternatively the minimum number ofpasses may be determined by treating themachine as having a single vibrating rollwith a mass per metre width equal to that ofthe roll with the higher value.

Vibratory rollers shall be operated with theirvibratory mechanism operating only at thefrequency of vibration recommended by themanufacturers. Where more than oneamplitude setting is available and/or a rangeof frequencies is recommended, the machineshall be operated at the maximum amplitudesetting and at the maximum recommendedfrequency for that setting.

Vibratory rollers shall be equipped orprovided with devices indicating thefrequency at which the mechanism isoperating and the speed of travel. Bothdevices shall be capable of being read by aninspector alongside the machine.

(ix) Vibrating-plate compactors are machineshaving a base-plate to which is attached asource of vibration consisting of one or twoeccentrically weighted shafts and:

(a) the mass per square metre of the base-plate of a vibrating-plate compactor iscalculated by dividing the total mass ofthe machine in its working condition byits area in contact with compactedmaterial;

(b) vibrating-plate compactors shall beoperated at the frequency of vibrationrecommended by the manufacturers.They shall normally be operated attravelling speeds of less than 1 km/h butif higher speeds are necessary thenumber of passes shall be increased inproportion to the increase in speed oftravel.

(x) Vibro-tampers are machines in which anengine-driven reciprocating mechanism actson a spring system through whichoscillations are set up in a base-plate.




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(xi) Power rammers are machines which areactuated by explosions in an internalcombustion cylinder, each explosion beingcontrolled manually by the operator.

(xii) Dropping weight compactors are machinesin which a dead weight is dropped from acontrolled height using a hoist mechanismand they include self-propelled machineswith mechanical traversing mechanismscapable of compacting soil in trenches andclose to structures.

(xiii) In the case of power rammers and dropping-weight compactors one pass will beconsidered as made when the compactingshoe has made one strike on the area inquestion.

(xiv) For items marked * in the Method 3 columnof Table 6/4 the roller shall be towed bytrack-laying tractors. Self-propelled rollersare unsuitable.

(xv) Where combinations of different types orcategories of plant are used, the followingshall apply:

(a) the depth of layer shall be that for thetype of plant requiring the least depth oflayer; and

(b) the number of passes shall be that forthe type of plant requiring the greatestnumber of passes.

End-product Compaction

11 Where end-product compaction is required it shallcomply with sub-Clauses 12 to 15 of this Clause.

12 (05/01) The Contractor shall at least 7 days beforecommencement of end-product compaction makeavailable the following to the Overseeing Organisation:

(i) the values of maximum dry density and theoptimum moisture content obtained inaccordance with BS 1377 : Part 4 using the2.5 kg rammer method or vibrating hammermethod as appropriate for each of the fills heintends to use which meet the requirementsof the permitted Class or Classes (wherewithin any Class of material the fill containsmaterial having different maximum drydensities and optimum moisture contents theClass shall be further sub-divided, byextending the identification system, in orderto monitor the compacted density);

(ii) a graph of density plotted against moisturecontent from which each of the values in (i)above of maximum dry density and optimum

moisture content were determined and, forClass 7A material, a plot of the 5% air voidscurve for each sub-division.

13 Once the information contained in sub-Clause 12of this Clause has been made available to theOverseeing Organisation it shall form the basis forcompaction.

14 Fill compacted to end-product requirements shallhave a field dry density, measured in accordance withsub-Clause 15 of this Clause, equal to or greater thanthe percentage given in Table 6/1 of the maximum drydensity for the relevant Class of fill previously madeavailable to the Overseeing Organisation in accordancewith sub-Clause 12 of this Clause.

15 The field dry density referred to in sub-Clause 14of this Clause shall be measured in accordance withBS 1377 : Part 9, except that nuclear methods shall onlybe used where required or permitted in Appendix 6/3.Where nuclear methods are used, the gauge shall becalibrated in accordance with BS 1377 : Part 9.

613 Sub-formation and Capping

1 (05/01) Capping shall be provided only in thoselocations, and to the extent, particularly stated inAppendix 6/7 to be constructed with capping. It shallcomply with this Clause and in addition, for stabilisedcapping, with Clauses 614, 615 and 643 as appropriate.

2 (05/04) Capping shall be constructed with Class6F1, 6F2, 6F3, 6F4, 6F5, 6S, 9A, 9B, 9C, 9D, 9E or 9Fmaterial as required or permitted in Appendix 6/7 andcomplying with Table 6/1.

3 (05/04) Unless otherwise described inAppendix 6/7, capping shall either consist of one Classof capping material throughout its depth laid in one ormore layers of compacted thickness complying withClause 612, or be formed of not more than twoelements of different capping materials. Each elementshall be formed of one or more layers of the samecapping material, each of compacted thicknesscomplying with Clause 612. Class 9D or 9E stabilisedcapping material shall not be placed or constructedabove Class 6F granular capping material or Class 6Sgranular filter layer material.

4 Where required in Appendix 6/7, beforecommencing the construction of capping in thePermanent Works, the Contractor shall demonstrate themethods, equipment and materials he proposes to useby constructing an area, or areas as appropriate, ofcapping on a typical prepared sub-formation to thesame thickness as required in the Permanent Works.The area of each capping construction demonstrationshall be not less than 700 m².




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5 (05/01) The materials placed during thedemonstration may form part of the Permanent Works,provided they meet the requirements of the Contract, orbe carried out elsewhere on the Site where this isdetailed in Appendix 6/7. After completion of eachdemonstration area the Contractor shall within a periodof not greater than 5 days and before commencing themain construction of the appropriate capping in thePermanent Works, carry out tests on each demonstrationarea and provide the Overseeing Organisation withrecords substantiating compliance with the stipulatedcriteria of Appendix 6/7. Where required byAppendix 6/7 the Contractor shall provide sheeting, toprotect the demonstration area.

6 The demonstration area shall, if it does not meetthe requirements for the Permanent Works or is locatedelsewhere on site, be removed and the area reinstated inaccordance with Appendix 6/7.

7 The methods and materials used in the accepteddemonstration shall not be changed during the course ofthe Works without the construction of a furtherdemonstration where such demonstrations are requiredby Appendix 6/7.

8 Unless otherwise stated in Appendix 6/7, the sub-formation shall have the same longitudinal gradient,crossfall and surface level tolerances as the formation.

9 The Contractor shall limit any unprotected area ofsub-formation, which is to receive capping to suit theoutput of the plant in use and the rate of deposition ofcapping.

10 No unprotected sub-formation which is to receivecapping shall remain continuously exposed to raincausing degradation, nor be left uncovered overnight.

11 (05/01) In cuttings the Contractor shall, as permittedor required in Appendix 6/7 carry out one of thefollowing procedures:

(i) (05/04) for Class 6F granular capping materialor Class 6S granular filter layer material,excavate below formation level to a depth toaccept the capping, trim the surface to formthe sub-formation and immediately compactwith one pass of a smooth-wheeled rollerhaving a mass per m width of roll not lessthan 2,100 kg or a vibratory roller having amass per m width of roll not less than 700 kgor a vibrating plate compactor having a massper m² of not less than 1,400 kg, except thatonly smooth wheeled rollers shall be used onClass 3 chalk material, and immediatelydeposit and compact above it a capping inClass 6F granular capping material or Class6S granular filter layer material; or

(ii) for Class 9A, 9B, 9C, 9D, 9E or 9F cappingmaterial construct the capping by stabilisingthe intact material, providing it complieswith Class 6E, 6R, 7E, 7F, 7G or 7I materialrequirements, immediately below formationto form Class 9A, 9B, 9C, 9D, 9E or 9Fmaterial, respectively; or

(iii) (05/04) excavate below formation to sufficientdepth to enable stabilisation of intact Class6E, 6R, 7E, 7F, 7G or 7I material to becarried out, to produce Class 9A, 9B, 9C,9D, 9E or 9F material forming the lowerelement of the capping (after stabilisation ofthis element, the capping shall be completedby depositing a further layer or layers ofClass 6E, 6R 7E, 7F, 7G, or 7I material andstabilising it to form Class 9A, 9B, 9C, 9D,9E or 9F capping or depositing andcompacting Class 6F granular cappingmaterial to form the upper element of thecapping); or

(iv) (05/04) excavate to sub-formation level anddeposit material complying with Classes 6E,6R, 7E, 7F, 7G, or 7I to be stabilised to forma capping of Class 9A, 9B, 9C, 9D, 9E or 9Flayers.

Where a stabilised layer is directly overlainby Class 6F granular capping material thestabilised layer shall be compacted as for asub-formation in 11(i) above.

12 (05/01) On embankments and other areas of fill theContractor shall, as permitted or required inAppendix 6/7 carry out one of the followingprocedures:

(i) (05/04) complete the embankment to form thesub-formation or remove any protectionlayer and trim the surface to form the sub-formation, and in both cases compact withone pass of a smooth-wheeled roller having amass per m width of not less than 2,100 kgor a vibratory roller of not less than 700 kgper m width or a vibrating plate compactorhaving a mass per m² of not less than1,400 kg, (except that only smooth-wheeledrollers shall be used on Class 3 chalkmaterial) and immediately construct aboveit, in one or more layers, Class 6F granularcapping material or Class 6S granular filterlayer material; or

(ii) construct the embankment to sufficientheight and carry out stabilisation to form acapping of Class 9A, 9B, 9C, 9D, 9E or 9Fmaterial in one or more layers utilisingwhere appropriate any protection layer




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previously constructed; or

(iii) (05/04) for multi-element capping,incorporating stabilised material, constructthe embankment to sufficient height to carryout the work described in 12(ii) above andimmediately construct above it one or morelayers of Class 6F granular capping material.

Where a stabilised layer is directly overlainby Class 6F granular capping material thestabilised layer shall be compacted as for asub-formation in 12(i) above.

13 For Class 6F3 material Optimum Moisture Contentshall be determined according to BS 1377 : Part 4Method 3.7 (vibrating hammer test). Measurements ofmoisture content both for control purposes and foroptimum moisture content determination shall beaccording to BS 1377 : Part 2 Method 3 (oven drymethod) but using an oven on a reduced temperaturesetting of 45 to 50°C.

14 (05/04) Filter layers constructed of Class 6S granularfilter layer material shall be protected from damage bytraffic and construction plant. The Contractor shall soorganise work that only the traffic directly engaged indepositing, spreading and compacting the filter layershall be permitted access to the surface of this layer. Atno time shall the Contractor permit the leading edge ofthe filter layer to extend more than 100 metres beyondthe leading edge of the succeeding layer of subbase.

614 Cement Stabilisation to Form Capping

1 Where capping is to consist of, either wholly or inpart, cement stabilised material Class 9A, 9B or 9C, thisClause shall apply to the construction of those partswhich are stabilised with cement.

2 Material to be stabilised with cement shall be Class6E, Class 7F and Class 7G materials all complying withClause 601 and Table 6/1. Unless otherwise describedin Appendix 6/7 cement shall be Portland cementcomplying with Clause 1001.

3 Class 6E, 7F or 7G material to be stabilised shallhave added to it, at any point, that quantity of cementmeasured as a percentage of its dry weight asdetermined on the demonstration area, to meet therequired bearing ratio in Appendix 6/1, subject to aminimum of 2% cement.

4 The appropriate quantity of cement shall beuniformly spread, by a suitable spreading machine, ontop of the layer to be processed. Using a collecting trayand balance the Contractor shall check the rate ofspread of the machine once for every 500 m² of cementspread.

5 Unless indicated otherwise in Appendix 6/7, Class6E, 7F or 7G material shall be stabilised in a singlelayer if its compacted thickness is 250 mm or less. If itscompacted thickness is greater, the material shall bestabilised in layers not less than 130 mm and not morethan 250 mm thick, including any cutting-in required bysub-Clause 9 of this Clause.

6 The Contractor shall not carry out cementstabilisation when the shade temperature is below 3°Cunless on a rising thermometer above 0°C. Cementstabilisation shall not be carried out during periods ofrain or when rain is imminent. When cement is spreadon material likely to cause premature hydration,processing in accordance with sub-Clause 7 of thisClause shall follow immediately.

7 Unless indicated otherwise by Appendix 6/7, Class6E, 7F or 7G material forming the layer to be stabilisedshall be processed by pulverising and mixing in thecement by means of a sufficient number of passes of asuitable mobile stabilising machine until 95% of the siltand clay fraction is reduced to particles or lumpspassing a BS 28 mm sieve after dry sieving and thepulverisation complies with Table 6/1.

8 (11/05) During processing, sufficient water shall beavailable in the material to hydrate the cement andenable satisfactory mixing and compaction to beachieved. Any added water shall be through an integralspray-bar on the stabilising machine. Any added watershall have a sulfate content not exceeding 1400 mg/l asSO4, when tested in accordance with Test No. 1 ofTRL Report 447.

9 The stabilising machine shall be equipped with adevice for controlling the depth of processing whichshall be maintained at the correct setting at all times. Anoverlap of 150 mm shall be made between adjacentpasses of the stabilising machine. Where a subsequentlayer of material is placed on a layer previouslystabilised the tines or blades of the stabilising machineshall be set so that they cut into the previouslystabilised layer below by at least 20 mm.

10 (11/05) Each layer of Class 9A, 9B or 9C processedmaterial shall be compacted as soon as possible afterthe final pass of the stabilising machine. Compactionshall be completed within 2 hours following the mixingof the cement into the material to be stabilised.Immediately before compaction Class 9B processedmaterial shall have a Moisture Condition Value (MCV)of not greater than 12 nor less than the figure stated inAppendix 6/1 for Class 9B cement stabilised material,both as determined in accordance with Clause 632.Water shall be added if necessary in a uniform mannerto enable this MCV requirement to be met. Any addedwater shall have a sulfate content not exceeding




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1400 mg/l as SO4 when tested in accordance with TestNo. 1 of TRL Report 447.

11 The compaction of each layer of Class 9A or 9Bmaterial shall comply with Clause 612, Table 6/4Method 6 or Method 7 respectively, except that if layersof Class 9A or 9B greater than 250 mm thickness are tobe constructed, the number of passes of the compactionplant shall be determined from the results of ademonstration area as detailed in Appendix 6/7.

12 The compaction of Class 9C material shall complywith Clause 612, end product compaction, to satisfy thecompaction requirements given in Table 6/1 of thisClass.

13 Class 9A, 9B and 9C materials shall be cured inaccordance with Clause 1035. During periods when theair temperature is forecast to drop below 3°C or whenground frost is forecast Class 9A, 9B and 9C materialshall be protected, to prevent freezing, for a period of7 days from the time of completion of compaction.Such protection shall be sealed to prevent the ingress ofmoisture.

14 Class 9A, 9B and 9C materials shall not have othermaterial deposited or compacted above them until suchtime as the required bearing ratio in Appendix 6/1 hasbeen achieved. The relaxation allowed in sub-Clause617.2 shall not apply before this time.

615 Lime Stabilisation to Form Capping

1 This Clause shall apply only to those cappingmaterials which are to be stabilised with lime to formmaterial Class 9D.

2 Material to be stabilised with lime shall be Class7E material complying with Clause 601 and Table 6/1.

3 (11/03) Lime for lime stabilisation shall, as requiredin Appendix 6/7, be either quicklime or hydrated limecomplying with BS EN 459-1. Quicklime shall whensieved have 100% passing a BS 10 mm sieve and atleast 95% by mass passing a BS 5 mm sieve.

4 The Contractor shall make available to theOverseeing Organisation for each source of lime areport of a chemical analysis for ‘available lime’ madein accordance with sub-Clause 641.2. Such reports shallbe made available to the Overseeing Organisation priorto the incorporation of lime in the Permanent Works atweekly or other intervals defined in Appendix 6/7during periods when lime stabilisation is carried out.

5 Class 7E material to be stabilised shall have addedto it, at any point, the percentage of its dry weight oflime, as determined on the demonstration area, to meetthe required bearing ratio in Appendix 6/1, subject to aminimum of 2½% by weight of ‘available lime’ as apercentage of the dry weight of the Class 7E material.

6 Lime of quantity complying with sub-Clause 5 ofthis Clause shall be uniformly spread by a suitablespreading machine on top of the layer to be stabilised.Using a collecting tray and balance the Contractor shallcheck the rate of spread by weight, once for every500 m² of lime spread or a different rate of testing forthe rate of spread as described in Appendix 6/7. At thesame time the Contractor shall collect samples of limedeposited on the tray and test them for available limecontent in accordance with Clause 641.

7 Unless indicated otherwise in Appendix 6/7, thematerial shall be stabilised in a single layer if itscompacted thickness is 250 mm or less. If its compactedthickness is greater, the material shall be stabilised inlayers not less than 130 mm and not more than 250 mmthick, including any cutting-in required by sub-Clause12 of this Clause.

8 Unless indicated otherwise in Appendix 6/7 limestabilisation shall be carried out only during the monthsof March to September inclusive and when the shadetemperature is not below 7°C. Only when the specifiedbearing ratio is attainable at a shade temperature lessthan 7°C, may lime stabilisation be carried out at suchlower temperature. Lime stabilisation shall besuspended if rainfall will have an adverse effect on thematerial being stabilised. The spreading of lime shallnot be carried out in a manner or under conditions thatwill result in lime being blown from the site ontoadjacent land or property.

9 Unless indicated otherwise in Appendix 6/7, thematerial forming the layers to be stabilised shall beprocessed by pulverising and mixing in the lime bymeans of sufficient number of passes of a suitablemobile stabilising machine until 95% of the Class 9Dprocessed material passes a BS 28 mm sieve after drysieving and the pulverisation complies with Table 6/1.

10 (11/05) During processing sufficient water shall beavailable in the material to slake the quicklime (if used)and to enable satisfactory mixing and compaction to beachieved. Any added water shall be through an integralspray-bar on the stabilising machine. Any added watershall have a sulfate content not exceeding 1400 mg/l asSO4 when tested in accordance with Test No. 1 ofTRL Report 447.

11 (11/05) The layer shall receive at least two passes ofthe stabilising machine to pulverise and mix the limeand soil, after which the processing shall be interruptedby a period of not less than 24 hours and not greaterthan 72 hours, to enable the lime to react with the soil.Before this period commences the surface of the layershall be sealed with one pass of a smooth wheeled rollerhaving a mass per metre width of roll of not less than2700 kg or a pneumatic tyred roller of not less than1000 kg per wheel. At the end of this period the layer




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shall receive one further pass of the stabilising machineor more if required to enable the material to complywith sub-Clauses 9 and 13 of this Clause, adding wateruniformly if necessary. Any added water shall have asulfate content not exceeding 1400 mg/l as SO4 whentested in accordance with Test No. 1 of TRL Report447.


13 Each layer of Class 9D processed material shall becompacted as soon as possible after the final pass of thestabilising machine. Immediately before compaction theprocessed material shall have a Moisture ConditionValue (MCV) of not greater than nor less than thefigures stated in Appendix 6/1, for Class 9D limestabilised material, both as determined in accordancewith Clause 632.

14 If there is a delay following the final pass andbefore commencement of compaction the surface shallbe sealed by not less than 2 passes of a smooth-wheeledroller having a mass per metre width of not less than2,700 kg or of a pneumatic tyred roller of not less than1,000 kg mass per wheel. On recommencement andbefore compaction the layer shall be re-processedwithout the addition of lime, by a sufficient number ofpasses of the stabilising machine to meet the MCVrequirements of sub-Clause 13 of this Clause addingwater uniformly if necessary.

15 The compaction of each layer shall comply withClause 612, Table 6/4 Method 7 except that if layersmore than 250 mm thick are constructed the number ofpasses of the compaction plant shall be thosedetermined from results obtained on a demonstrationarea as detailed in Appendix 6/7.

16 Class 9D material shall not have other materialdeposited or compacted above it until such time as therequired bearing ratio in Appendix 6/1 has beenachieved. The relaxation allowed in sub-Clause 617.2shall not apply before this time.

616 Preparation and Surface Treatment ofFormation

1 The formation shall, after completion of anysubgrade drainage, and immediately before laying sub-base on areas of completed formation, have a surface

level tolerance within +20 mm and -30 mm, or otherlevel of tolerance defined in Appendix 6/7 relative to itsdesigned level after completion of the followingoperations as necessary:

(i) (11/04) Any protection layer shall be removedand any soft or damaged areas shall berectified by excavating them and replacingwith acceptable material having the samecharacteristics and strength as thesurrounding material. The surface of theformation shall be trimmed and immediatelycleaned free from mud and slurry whichshall be dealt with as unacceptable materialin accordance with sub-Clause #601.2.

(ii) The formation shall immediately becompacted, in addition to the compactionrequired for the fill. This additionalcompaction shall for this purpose beassumed to be as for a layer of 250 mmfinished thickness compacted in compliancewith Clause 612 and Table 6/4 Method 6except for Class 3 materials where Method 4shall be used. Immediately after theadditional compaction the formation shall betrimmed to achieve the tolerances of thissub-Clause.

2 Where the tolerances in sub-Clause 1 of this Clauseare exceeded, the Contractor shall determine the fullextent of the area which is out of tolerance and shallmake good the formation as follows:

(i) if the surface is too high it shall bere-trimmed and re-compacted in compliancewith Clause 612 and sub-Clause 1 of thisClause;

(ii) if the surface is too low it shall be correctedby the addition of acceptable materialcomplying with Table 6/1 havingcharacteristics and strength matching theoverlain material, deposited and compactedin compliance with Clause 608 and 612 andsub-Clause 1 of this Clause. In cohesivematerials Classes 2 and 7, where this lowsurface is less than 150 mm belowformation, material shall be removed to adepth of at least 150 mm below formationbefore the additional material is depositedand compacted.

3 After trimming, or re-trimming if necessary, theformation shall be rolled with one pass of asmooth-wheeled roller having a mass per metre widthof roll not less than 2100 kg or, except for Class 3material, a vibratory roller having a mass per metrewidth of vibrating roll of not less than 700 kg or a




19

vibrating plate compactor having a mass per m² underthe base plate of not less than 1,400 kg.

4 Where required in Appendix 6/7 or where thetolerances in sub-Clause 1 of this Clause cannot beachieved in the preparation of formation in rock thenone of the following shall be carried out so as toachieve the above tolerances:

(i) the material shall be excavated belowformation to the depth described inAppendix 6/7. The excavated material shallbe processed as described in Appendix 6/7and re-deposited and compacted incompliance with Clauses 608 and 612 andTable 6/4 Method 6 in compacted layers notgreater than 250 mm thick; or

(ii) (11/03) where the rock surface is tabular itshall be regulated by depositing andcompacting cement bound material asdescribed in Appendix 6/7, complying withthe 1000 Series, or ST1 concrete toClause 2062.

5 The Contractor shall limit any areas of completedformation to suit the output of plant in use and the rateof deposition of sub-base. No formation of cohesivematerial Classes 2 and 7 shall remain continuouslyexposed to rain causing degradation or be leftuncovered overnight.

6 The preparation of formation on existing sub-basematerial shall be completed as described inAppendix 6/7.

617 Use of Sub-formation or Formation byConstruction Plant

1 Construction plant and other vehicular traffic(except that required for the construction of capping)shall not be operated on the sub-formation, unlessadequate protection, if necessary in addition to anyweather protection, is provided.

2 Construction plant and other vehicular traffic(except for that required for preparation of theformation in compliance with Clause 616) shall not beoperated on the formation unless adequate protection, ifnecessary in addition to any weather protection isprovided.

3 In addition to the requirements of sub-Clauses 1and 2 of this Clause, the Contractor shall makeavailable to the Overseeing Organisation his proposalsfor the protection of the sub-formation or formation inareas where they are within 300 mm of the existingground level, after topsoil has been stripped, beforeusing construction plant or other vehicular traffic at orabove sub-formation or formation.

618 (05/01) Topsoiling

1 Topsoiling shall be carried out using Class 5material complying with Table 6/1.

2 Imported topsoil, Class 5B material, shall only beimported when required in Appendix 6/8, orAppendix 30/6.

3 When required in Appendix 6/8 topsoil shall not beexcavated from stockpiles, whether on site or imported:

(i) which have been exposed to a cumulativerainfall exceeding 100 mm, or other figurestated in Appendix 6/8, over the preceding28 days measured at a point detailed inAppendix 6/8; or

(ii) when heavy rain is falling; or

(iii) with a tracked vehicle; or

(iv) which have been stockpiled for more than2 years; or

(v) which are frozen; or

(vi) in the case of topsoil which has beenstockpiled for more than 6 months, unlessthe stockpile has been treated with a total,non-residual herbicide as recently as isseasonally possible (allowing the period oftime recommended by the manufacturer toelapse prior to excavation).

4 Topsoil shall:

(i) be deposited and spread on the areas, to thethicknesses described in Appendix 6/8, inlayers not exceeding 150 mm. Each layershall be firmed before spreading the next.The thickness shall be reduced wherenecessary to allow for any subsequentturfing required in Appendix 30/5 (it shallnot be spread using a tracked vehicle, whenso stipulated in Appendix 6/8);

(ii) have stones and other debris removed anddisposed off Site which have:

(a) dimensions greater than 100 mmequivalent diameter, unless otherwisepermitted in Appendix 6/8; and

(b) dimensions greater than 50 mmequivalent diameter which lie within50 mm of the surface;

(iii) be graded to smooth contours, eliminating allmounds and depressions where water maycollect;

(iv) not have stones or other debris protrudingabove the surface by more than 30 mm, and




20

comply with the further requirements ofClauses 3004 and 3005.

619 Earthwork Environmental Bunds

1 Earthwork environmental bunds shall beconstructed in the locations described in Appendix 6/9with fill materials complying with the requirementstherein and Clause 601 and Table 6/1. Deposition shallbe in accordance with Clause 608 and compaction withthe requirements of Table 6/1 unless otherwisedescribed in Appendix 6/9 or the requirements of sub-Clauses 2 or 3 of this Clause apply.

2 Earthwork environmental bunds formed ofreinforced or anchored earth shall be constructed incompliance with Clauses 2502 and 622.

3 Earthwork environmental bunds formed ofstrengthened embankments shall be constructed inaccordance with Clause 621.

4 (05/01) Where required in Appendix 6/9 earthworkenvironmental bunds shall be topsoiled in accordancewith Clause 618 and seeded, or turfed, all in accordancewith Clause 3005.

620 Landscape Areas

1 Landscape areas shall be constructed in thelocations shown in Appendix 6/9 with Class 4 materialas described therein and complying with Table 6/1.

2 Unless method compaction to Clause 612 isrequired in Appendix 6/9 the degree of compaction ofClass 4 material shall be sufficient to remove largevoids and to produce a coherent mass whilst preventingover-compaction and any build up of excess porepressures.

3 Following completion of filling of landscape areas,Class 4 material shall where required in Appendix 6/9,be shaped as described therein.

4 Class 4 material shall be deposited in landscapeareas after any adjoining embankment or other area offill has been completed. Where permitted inAppendix 6/9 and provided the adjoining embankmentor other area of fill is always kept at least 1 m higherthan the landscape area fill, construction of suchlandscape area may proceed until completion.

5 (05/01) Landscape areas shall be topsoiled inaccordance with Clause 618 and seeded or turfed inaccordance with Clause 3005 to the requirements ofAppendix 30/5.

621 Strengthened Embankments

1 Strengthened embankments shall be constructed inthe locations and to the details described inAppendix 6/9 with fill materials and strengtheningmaterials described therein.

622 Earthworks for Reinforced Soil andAnchored Earth Structures

1 The construction of earthworks for reinforced soiland anchored earth structures together with assemblyand erection of reinforcing and anchor elements andassociated components shall be in compliance with thisClause and Clause 2502.

2 Excavation shall be carried out in compliance withClause 604.

3 Fill for reinforced soil structures shall, except fortheir associated drainage layers, be of Class 6I, 6J, 7B,7C or 7D selected material complying with Table 6/1 aspermitted in Appendix 6/1 together with any otheradditional requirements therein. Where Class 7Bconditioned pulverised-fuel ash is used for fill, onlynon-metallic reinforcing elements shall be used andmetallic fasteners shall be of stainless steel.

4 Fill for anchored earth structures shall, except fortheir associated drainage layers, be of 6I or 6J selectedmaterial complying with Table 6/1 as permitted inAppendix 6/1 together with any other additionalrequirements therein.

5 Drainage layers to reinforced soil and anchoredearth structures shall be one of the following asappropriate:

(i) Class 6H material complying with Table 6/1and Appendix 6/1.

(ii) (05/04) for use with Class 7B material,uncrushed, partially crushed or crushedgravel sand complying with BS EN 12620,fines content category f3 and sizes 0/4(CP),0/4(MP) or 0/2(MP) and, when in contactwith metallic components, with theproperties listed in Table 6/3.

(iii) Type B filter drain material complying withClause 505 for use only in horizontaldrainage layers.

Vertical layers of drainage layer materialshall be brought up at the same rate as theadjoining fill material without mixing orcontamination.

6 In addition to the requirements of sub-Clauses 7and 8 of this Clause, fill for reinforced soil andanchored earth structures shall be deposited and




21

compacted in compliance with Clauses 608 and 612 andTable 6/1, with method compaction for Classes 6H, 6I,6J, 7C and 7D materials and end-product compactionfor Class 7B material. Drainage layer material otherthan Class 6H shall be deposited in accordance withClause 608 and compacted as described inAppendix 6/3.

7 Reinforced soil and anchored earth structures shallhave:

(i) the deposition and compaction carried out sothat all layers of reinforcing and anchorelements are fixed at the required levels ontop of compacted fill;

(ii) the deposition, spreading, levelling andcompaction of the fill carried out generallyin a direction parallel to the facing andexecuted in stages to alternate with theplacing and fixing of the reinforcing andanchor elements and the facing elements;

(iii) the reinforcing and anchor elements kept asfree as possible from damage ordisplacement during deposition, spreading,levelling and compaction of the fill (also theprogramme of filling shall be arranged sothat no machines or vehicles run on thereinforcing or anchor elements);

(iv) all construction plant, and all other vehicles,having a mass exceeding 1,000 kg, kept atleast 2 m away from the back of the facing;

(v) within 2 m of the back of the facing, theplant used for compacting the fill restrictedto the following items as described in sub-Clause 612.10 and listed in Table 6/4:

(a) vibratory roller having a mass per metrewidth of roll not exceeding 1,300 kgwith a total mass not exceeding1,000 kg;

(b) vibrating plate compactor having a massnot exceeding 1,000 kg;

(c) vibro tamper having a mass notexceeding 75 kg;

(vi) at the Contractor’s option, the reinforced soiland anchored earth fill beyond the 2 m zonereferred to in (v) above, raised in thickerlayers than within the 2 m zone, providingthis is compatible with the arrangement ofthe reinforcing and anchor elements and thedifference in compacted level does notexceed 300 mm;

(vii) during construction of the reinforced soil oranchored earth structure the retained fill at

the rear of the structure, as defined in sub-Clause 8 of this Clause, maintained at thesame level as the adjoining reinforced soil oranchored earth fill;

(viii) if the retained material at the rear of thereinforced soil or anchored earth structure,as defined in sub-Clause 8 of this Clause, isan existing earthwork or natural slope whichrequires supporting by temporary shoring,this shoring shall be removed progressivelyas the work proceeds to prevent theformation of voids.

8 The rear of the reinforced soil or anchored earthstructure is the position coinciding with the ends of thereinforcing or anchor elements furthest from the facingunits.

623 Earthworks for Corrugated Steel BuriedStructures

1 The construction of earthworks for corrugated steelburied structures together with assembly and erection oftheir components shall be in compliance with thisClause and Clause 2501.

2 Excavation shall be carried out in compliance withClause 604 and any additional requirements given inAppendix 6/3.

3 Fill for corrugated steel buried structures shall beof the following selected granular materials complyingwith Table 6/1:

(i) Lower bedding material Class 6K.

(ii) Upper bedding material Class 6L.

(iii) Surround material Class 6M

and the overlying fill shall be one of thefollowing:

(iv) Well graded, uniformly graded or coarse,granular material Class 6Q.

(v) Wet, dry, stony or silty cohesive material andchalk Class 7H.

4 In addition to the requirements of sub-Clauses 5 to14 of this Clause, Class 6K, 6L and 6M materials shallbe deposited in compliance with Clause 608 and shall(except for Class 6L upper bedding material which shallbe uncompacted) be end-product compacted incompliance with Clause 612 and Table 6/1, except thatthe compacted layers shall not exceed 150 mmthickness. The compaction and testing requirements forClass 6K lower bedding and Class 6M surroundmaterials shall also comply with any additionalrequirements given in Appendix 6/3.




22

5 As far as possible, the Class 6K lower beddingmaterial shall be shaped to fit the invert such that itsupports 20% of the circumference of circularstructures or the whole of the portion of circumferenceoccupied by the bottom plates of multi-radii structures.In the case of structures of span less than 3 m wherethis cannot be met and the structure is erected on a flator partially preshaped bedding, care shall be taken toensure that the lower bedding material is properlyplaced and compacted under the haunches. A uniformlayer of uncompacted Class 6L upper bedding materialshall be deposited before the placing of any part of thesteel structure, over the whole width of the shapedlower bedding material and shall be of sufficient depthto fill the corrugations of the underside of the structure.

6 Class 6M surround material shall be used for fillingall excavations above the bedding, except those in hardmaterial for which Class 6K lower bedding materialshall be used throughout. Additional requirements formaking good are given in Clause 604.

7 Class 6M surround material shall be deposited andcompacted uniformly on either side of the structure.The maximum difference in fill level on opposite sidesof the structure shall be no more than 250mm at alltimes unless otherwise permitted in Appendix 6/3.

8 Class 6M surround material shall be deposited andcompacted in accordance with sub-Clause 4 of thisClause, above the concrete foundations of arch-profilecorrugated steel buried structures.

9 Class 6M surround material under the structureshall be well compacted by hand using a suitably sizedpole or length of rectangular timber between thecorrugations, or by another suitable method.

10 Plant for compaction of Class 6M surroundmaterial within 1 m of either side of the structure andup to a height of 1 m, or one fifth of the span if greater,above the crown, shall be restricted to the followingitems, as described in sub-Clause 612.10 and listed inTable 6/4:

(i) vibratory rollers having a mass per metrewidth of roll not exceeding 750 kg;

(ii) vibrating plate compactors having mass notexceeding 750 kg;

(iii) vibro-tampers.

11 Fill placed above the level of the crown of thestructure, including Class 6M surround material, shallbe deposited, spread and compacted in such a mannerthat any out of balance forces transmitted to the culvertare kept to a minimum. This will require that traffickingby construction plant is not all in one direction and thatthe compacted surface of the fill is kept as nearhorizontal as practicable.

12 During all operations of filling, compaction, roadpavement construction and of any other trafficmovements which affect the shape of the structure, thechanges in the horizontal and vertical diameters of thestructure shall not exceed ± 5% for circular structuresand ± 2% for structures of other cross-sections. Thelongitudinal straightness over any 10 m length of thestructure shall not deviate by more than 25 mm, and therotational displacement in any 10 m length of structureshall not be greater than 25 mm.

13 Only that compaction plant described in sub-Clause10 of this Clause, shall be used in the vicinity of thestructure unless the depth of compacted Class 6Msurround material placed above the crown of thestructure is more than 1 m, or one fifth of the span,whichever is the greater. The structure shall not besubjected to a surcharge greater than the depth of fillrequired in the Contract and permitted depth of anyprotection layer given in Appendix 6/3.

14 No material shall be placed by tipping either ontothe structure or within a distance on either side of thestructure of 2 m or half the span of the structure,whichever is the greater.

15 Method compaction shall be used for the overlyingfill (Classes 6Q and 7H) according to Clause 612; themethod used being that for the corresponding generalfill in Table 6/1.

624 Ground Anchorages

1 The Contractor shall design the ground anchoragesrequired as part of the Permanent Works and listed inAppendix 1/11, in accordance with the designrequirements described in Appendix 6/10. The groundanchorages shall be installed and where required inAppendix 6/10 proof loaded, in accordance with therequirements therein.

2 Ground anchorages not forming part of thePermanent Works will only be permitted where suchanchorage will not affect the Permanent Works.

625 Crib Walling

1 The Contractor shall design the crib walling listedin Appendix 1/10 in accordance with the designspecification and procedures in Appendix 6/10 andStandard BD 68.

626 Gabions

1 Gabions shall be constructed in compliance withthis Clause and with any additional requirements inAppendix 6/10.




2 Gabion units shall be assembled in accordance withthe manufacturer’s instructions and shall be sufficientlyfilled with Class 6G material complying with Table 6/1and any other requirements in Appendix 6/1, with anallowance for consolidation of fill, so as to minimisedistortion during construction. Gabion units shall,where appropriate, be maintained square and withvertical sides during filling. Internal tie wires shall beinserted and units shall be tensioned in accordance withthe manufacturer’s instructions. Gabion units shall beconstructed so as to maintain tightness of mesh andshall be laced securely with wire, complying with sub-Clause 3(i) of this Clause.

3 The gabion mesh shall be one of the followingunless otherwise described in Appendix 6/10:

(i) A mesh manufactured from wire complyingwith BS 1052 having a minimum corediameter of 2.0 mm, unless otherwisedescribed in Appendix 6/10.

(ii) A geomesh, being a grid of plastic materialsuitable for use in earthworks, having theproperties described in Appendix 6/10.

4 (11/03) All wire shall be galvanized in compliancewith BS EN 10244-2 and be coated with a minimumthickness of 0.55 mm of PVC for extruded coatings and0.25 mm of PVC for bonded coatings. The PVC shallbe capable of resisting the effects of immersion in seawater, exposure to ultra violet light and abrasion, whentested for a period not less than 3000 hours inaccordance with BS 2782 : Part 5 : Method 540B(ISO 4892).

5 The size of mesh openings and grading of fill shallbe as described in Appendix 6/10, but the maximumsize of fill material shall not exceed two thirds of theminimum dimension of the gabion compartment or200 mm whichever is smaller and the minimum size ofthe fill, unless otherwise stated in Appendix 6/10, shallbe not less than the size of the mesh opening.

6 Mechanical equipment may only be used for fillinggabion units provided that the results are equivalent tofilling by hand.

627 Swallow Holes and Other NaturallyOccurring Cavities

1 Infilled swallow holes and other naturallyoccurring cavities shall where required inAppendix 6/11 be excavated, filled and capped asdescribed in Appendix 6/11.

2 Open swallow holes and other shallow cavitiesshall where required in Appendix 6/11 be flushed,cleared of rubbish where to do so would not endanger

operatives, and filled and capped as described inAppendix 6/11.

628 Disused Mine Workings

1 Disused mine workings shall, where required inAppendix 6/11 be investigated, inspected, monitored,cleared, flushed, filled, capped or have any othertreatment carried out, all as described in Appendix 6/11.

629 Instrumentation and Monitoring

1 Instrumentation, other than that required incompliance with Clause 607, shall be as described inAppendix 6/12 and shall be installed in the locationsshown therein.

2 Monitoring of instrumentation shall be carried outas required in Appendix 6/12 and the results supplied tothe Overseeing Organisation as required therein.

630 Ground Improvement

Dynamic Compaction

1 Dynamic compaction, carried out to either methodor end-product as required in Appendix 6/13 andachieved by dropping a free-falling heavy mass(pounder) a number of times at pre-determined spacingson the surface of the ground or fill, shall be applied tothe areas described in Appendix 6/13.

2 Dynamic compaction shall be completed before thecommencement of construction of any PermanentWorks, or work on the placement or diversion ofStatutory Undertaker’s equipment, within that part ofthe Site defined in Appendix 6/13 which contains thearea to be dynamically compacted.

3 The Contractor shall ensure that no damage orinjury is caused to persons or property on or off the Siteas a result of the dynamic compaction.

Vibrated Stone Columns

4 Vibrated stone columns in existing natural soils orfill by vibroreplacement or vibrodisplacement shall beformed in the manner and in the areas described inAppendix 6/13.

5 Unless otherwise described in Appendix 6/13,materials shall comply with the Series 600 and theSeries 800 as appropriate.

6 The Contractor shall report immediately to theOverseeing Organisation any circumstance whichindicates that in the Contractor’s opinion the groundconditions differ from those expected from hisinterpretation of the ground investigation reports.

23Amendment - November 2006



7 Columns shall be installed as shown on theDrawings and within the permitted tolerances stated inAppendix 6/13.

Materials

8 (05/04) The material used to form the columns shallbe clean, hard, inert material and shall be natural sand,gravel, crushed rock other than argillaceous rocks,crushed hardcore, crushed concrete, crushed slag orwell burnt non-plastic shale. The material shall beappropriate to the ground conditions in which the stonecolumns are formed and its use shall not be detrimentalto any other work on site. The material shall benominally single sized coarse aggregate with a value ofupper (D) sieve size in the range 10 mm to 40 mm or agraded material complying with Clause 804 (Type 2unbound mixtures for subbase) except the materialpassing the 0.425 mm sieve shall be non-plastic whentested in accordance with BS1377 : Part 2.

Testing of Ground Treatment

9 Testing of treated ground shall be undertaken forcontrol purposes during the treatment and oncompletion of the ground treatment. The performancecriteria for treated ground are given in Appendix 6/13.

10 Improvement in treated ground shall be measuredin accordance with the criteria stated in Appendix 6/13.

Types of Test

11 The following tests or alternatives permitted inAppendix 6/13 shall be carried out at the positions andfrequency given in Appendix 6/13.

Plate tests

12 Plate bearing tests are loading tests carried outusing a plate on treated ground. The test is described inBS 1377 : Part 9 : 1990 Method 4.1.

Zone Tests

13 Zone tests are loading tests carried out with a slab,intended to test bearing pressure over a wider anddeeper zone than in the plate tests. The test is describedin BS 1377 : Part 9 : 1990 Method 4.2.

Penetration Tests

14 In granular soils the static cone (Dutch cone)penetration test, the standard penetration test (SPT) ordynamic cone penetration tests shall be employed asdescribed in Appendix 6/13.

Trial Areas

15 Trial areas are to be treated and tested whererequired in Appendix 6/13. Trial areas which meet theperformance requirements may form part of thePermanent Works.

16 Equipment and materials used in trial areas shall beidentical to those proposed for the Permanent Works.

17 Testing in trial areas shall be carried out as given inAppendix 6/13.

18 Detailed reports shall be prepared for all testing asdefined in Table 6/6.

Records and Reports

19 Complete records of plant, equipment andmaterials shall be maintained during all groundtreatment operations.

20 Records shall be made available to the OverseeingOrganisation including all information identified inTable 6/6 and any other information required byAppendix 6/13. All records pertaining to a particularday’s operations shall be made available to theOverseeing Organisation at the start of the followingday’s operations.

Other Methods

21 Other methods of ground improvement shall becarried out where required in Appendix 6/13 and asdescribed therein.

631 Earthworks Materials Tests

1 Unless otherwise described in the Contractsampling and testing of earthworks materials shall becarried out in accordance with BS 1377 : Part 1 toPart 9 inclusive.

#632 Determination of Moisture ConditionValue (MCV) of Earthworks Materials

1 Where the Moisture Condition Value (MCV) is tobe determined, the determination shall be carried out inaccordance with BS 1377 : Part 4.

2 The determination of the MCV/moisture contentrelation in accordance with BS 1377 : Part 4 shall becarried out when required in Appendix 6/1.

3 Where permitted in Appendix 6/1 the rapidassessment procedure for material acceptability alsogiven in BS 1377 : Part 4 may be used.




633 Determination of Undrained ShearStrength of Remoulded Cohesive Material

1 Where required in Appendix 6/1, the undrainedshear strength of cohesive soil under total stressconditions shall be determined from triaxialcompression tests performed on remoulded specimensand tested under conditions where the lateral pressure ismaintained constant and there is no change in totalwater content of the specimens. Unless otherwiserequired in Appendix 6/1, the tests shall be inaccordance with BS 1377 : Part 7 and the additionalrequirements of sub-Clauses 2 to 4 of this Clause.

2 The specimens shall be prepared in accordancewith BS 1377 : Part 7 using remoulded materialcompacted into a split mould of nominal diameter100 mm and nominal height 200 mm. The soil shall beat its natural moisture content and compacted inaccordance with BS 1377 : Part 1 using the 2.5 kgrammer method described in BS 1377 : Part 4.

3 The specimens shall be tested at an operating cellpressure of 200 ± 10 kN/m² and an axial strain rate of1% per minute. Where Appendix 6/1 requires c and ϕ tobe determined, the test shall be modified to enableMohr circles to be plotted and c and ϕ reported.

4 Where stated and described in Appendix 6/1, othertests may be used during construction to supplement thetest described above, provided the results have beencorrelated to ensure compatibility.

634 (11/05) Determination of Intact Lump DryDensity (IDD) of Chalk

1 (11/05) The intact lump dry density (IDD) of chalklumps shall be determined in accordance withBS 1377 : Part 2.

635 (05/04) Los Angeles and Other Tests forParticle Soundness

(05/04) Resistance to Fragmentation - Los AngelesCoefficient (LA)

1 (05/04) The value of Los Angeles coefficient shallbe determined in accordance with BS EN 1097-2.

Other Tests for Particle Soundness

2 (05/04) Where Appendix 6/1 requires magnesiumsulfate soundness tests to be carried out, they shall becarried out in accordance with BS EN 1367-2. WhereAppendix 6/1 requires slake durability, point load orother tests for soundness to be carried out, they shall becarried out in accordance with the procedures giventherein.

636 Determination of Effective Angle ofInternal Friction (ϕϕϕϕϕ/////) and Effective Cohesion(c/////) of Earthworks Materials

1 The effective angle of internal friction ϕ/ andeffective cohesion c/ shall be determined by shear boxor triaxial tests as required in Table 6/1 andAppendix 6/1. Unless otherwise required inAppendix 6/1, the tests shall be in accordance with therequirements in sub-Clauses 2 to 6 of this Clause.

Shear Box Tests

2 For Classes 6N, 6P, 6I and 6J granular materials,the tests shall be carried out in accordance withBS 1377 : Part 7 and the following:

(i) The plan size of the shear box shall benominally 300 mm square.

(ii) Three samples shall be tested, each sampleoccupying the full depth of the shear box andshall be compacted at the optimum moisturecontent to a dry density of 92% ± 2% of themaximum dry density determined inaccordance with BS 1377 : Part 4 using thevibrating hammer method. The samples shallnot be immersed in water.

(iii) Each of the samples shall be subjected to adifferent normal stress equal to themaximum vertical pressure in the fill at thebase, quarter height and mid-height of thestructure respectively. Each of the samplesshall be sheared in a single stage test withinone hour of compaction and the rate ofshearing shall be such that no pore waterpressure is generated.

(iv) The values of c/ and ϕ/ reported shall bethose corresponding to the maximumstrength envelope.

3 For Classes 7A, 7C and 7D cohesive materials, thetests shall be carried out in accordance withBS 1377 : Part 7 and the following:

(i) The shear boxes shall be nominally 300 mmsquare and nominally 60 mm square.

(ii) For the initial determination of fill propertiesthree samples shall be tested in each size ofshear box. The samples shall occupy the fulldepth of the shear box and shall becompacted at the optimum moisture contentto a dry density of 92% ± 2% of themaximum dry density determined inaccordance with BS 1377 : Part 4 using the4.5 kg rammer method. To allow the samplesto soften, the shear box assembly shall then




be immersed in water for a minimum periodof 24 hours.

(iii) Each of the three samples in a set shall besubjected to a different effective normalstress equal to the maximum verticalpressure in the fill at the base, quarter heightand mid-height of the structure respectively.Normal stresses shall be applied to thesoftened sample for a minimum period of24 hours prior to shearing in a single stagetest. The rate of shearing shall be such thatno pore water pressure is generated.

(iv) The values of c/ and ϕ/ reported shall bethose corresponding to the maximumstrength envelope.

(v) The test results obtained using the 300 mmsquare box shall be taken as the properties ofthe fill. The initial test results obtained usingthe 60 mm square box shall be used for thesubsequent quality control of the fill.

4 For Class 7B pulverised-fuel ash material, theprocedure shall be as for sub-Clause 3 of this Clauseexcept that:

(i) The maximum dry density and optimummoisture content shall be determined inaccordance with BS 1377 : Part 4 using the2.5 kg rammer method.

(ii) An additional sample in each set shall besubjected to an effective normal stress equalto the maximum vertical pressure in the fillat three quarters of the height of the structureor the lowest attainable normal stress,whichever is the greater.

(iii) As soon as the shear box has been filled andthe sample compacted, the normal stressshall be applied and the sample immersed inwater. This concurrent loading andimmersion of the sample shall continue for aperiod of 24 hours and the sample shall thenbe sheared without further delay.

Triaxial Tests

5 Where Class 7A cohesive fill to structures is to betested by a consolidated drained triaxial test, the testshall be in accordance with BS 1377 : Part 8 using thesample size and preparation procedure in Clause 633and the requirements of Appendix 6/1.

637 Determination of Resistivity (rs) to AssessCorrosivity of Soil, Rock or EarthworksMaterials

Method of Test

1 Where the resistivity of the ground or of material tobe used in the Permanent Works is required to bedetermined, this shall be obtained by in situ tests asdescribed in sub-Clause 2 of this Clause or, whenrequired in Appendix 6/1, by laboratory tests onsamples in accordance with BS 1377 : Part 3.

In Situ Resistivity Tests

2 In situ resistivity shall be determined at the site ofthe structure or the cutting or the proposed borrow pitor on stockpiles in accordance with BS 1377 : Part 9and the requirements of Appendix 6/1.

3 Details of the area and volume of material to betested shall be made available to the OverseeingOrganisation together with the arrangement ofelectrodes in each test. The Overseeing Organisationshall be given notice of the date, time and location ofeach test.

4 At any test location, at each selected depth, twomeasurements shall be made such that the electrodealignment for the second measurement is approximatelyat right angles to the electrode alignment for the firstmeasurement.

5 At any test location, the first selected depth shall beno more than 1.5 m below the ground surface or nomore than 1.5 m below the upper surface of the materialto be tested, whichever is appropriate. Following themeasurements at the first selected depth, furthermeasurements shall be made at selected depthsincreasing by approximately 2 m each time untilmeasurements have been carried out on the full depth ofground or material to be tested.

6 Where the depth of material to be tested is toogreat to be tested from the surface within the confinesof the Site, the Contractor shall undertake all necessaryarrangements for testing such material, includingsubsequent tests which may be required at a lower levelfollowing excavation. Details of his arrangements shallbe made available to the Overseeing Organisation.




638 Determination of Redox Potential (Eh) toAssess Corrosivity of Earthworks Materialsfor Reinforced Soil and Anchored EarthStructures

Method of Test

1 Where the redox potential of material to beincorporated into reinforced earth or anchored earthstructures is required to be determined, this shall beobtained by in situ tests as described in sub-Clauses 2 to6 of this Clause or, when required in Appendix 6/1, bylaboratory tests on samples in accordance withBS 1377 : Part 3.

In Situ Redox Potential Tests

2 In situ redox potential shall be determined inundisturbed ground at the site of the cutting or theproposed borrow pit or on stockpiles in accordance withBS 1377 : Part 9 and the requirements of Appendix 6/1.

3 Details of the area and volume of material to betested shall be made available to the OverseeingOrganisation together with the locations of the test pits.

4 The Overseeing Organisation shall be given noticeof the date, time and location of each test.

5 At each test location the tests shall be carried out ina test pit not less than 600 mm square in plan excavatedto a depth given in Appendix 6/1.

6 At each test location, a sample shall be taken fromthe base of the excavation and kept in a hermeticallysealed container for determining the pH value of the fillwhich shall be obtained in accordance withBS 1377 : Part 3.

639 Determination of Coefficient of Frictionand Adhesion Between Fill and ReinforcingElements or Anchor Elements for ReinforcedSoil and Anchored Earth Structures

Reinforcing Elements

1 The coefficient of friction and the adhesion shall bedetermined by tests carried out in a 300 mm size shearbox with the element material fixed at the top of thelower half of the box and the fill sample occupying thetop half only.

2 The test shall be carried out following theprocedure given in Clause 636 for the determination ofthe effective angle of internal friction and effectivecohesion of earthworks materials except that:

(i) The apparatus shall in addition include asteel block fitting closely inside the lower

half of the shear box and equal in height to itless the thickness of the reinforcing elementmaterial. (The flat toothed grid fitting thebottom of the shear box is not required).

(ii) The preparation of test specimens shall be asfollows:

Element material shall be cut to fit theinterior plan shape of the shear box using asufficient number of strips of such materialabutting to completely fill the interior planarea without overlap. They shall be firmlyfixed to the top of the steel block so that thetop face of the material is flush with the topedge of the lower half of the box and alignedso that shearing occurs in a direction parallelto the longitudinal axis of a reinforcingelement.

A sample of the fill material to be used in thePermanent Works, of sufficient size to carryout the tests, and within the range ofmoisture contents permitted in Table 6/1 forsuch material, shall be sieved to obtain a testsample passing the 20 mm BS sieve, ofsufficient quantity after compaction to fillthe top half of the shear box. The top andbottom of the shear box shall be fixedtogether and the test sample of the sieved fillmaterials immediately placed and compactedin the top half of the box as described inClause 636.

3 The value of the coefficient of friction between thefill and the reinforcing element shall be obtained byplotting the values of peak shear stress, obtained in thetests, against applied normal stress and by measuringthe slope of the resulting straight line graph. Theadhesion between the fill and the reinforcement shall beobtained by taking the shear stress corresponding withzero normal stress.

4 The following additional information shall berecorded for each test:

(i) Normal stress applied (kN/m²).

(ii) Peak shear stress (kN/m²).

(iii) Strain at peak shear stress (%).

(iv) Moisture content of fill after test(Classes 7B, 7C and 7D).

Anchor Elements

5 Where required in Appendix 6/1, tests shall becarried out as described therein to assess the interactionbetween the fill and the element.




640 Determination of Permeability ofEarthworks Materials

1 Where required in Table 6/1 or Appendix 6/1 thepermeability of earthworks materials shall bedetermined as described in Appendix 6/1.

641 Determination of Available Lime Contentof Lime for Lime Stabilised Capping

1 (11/03) The available lime content of lime for limeor lime and cement stabilised capping to be determinedon Site shall be carried out as described inBS 6463 : Part 101 except that the sample incrementsshall be taken from the collecting tray used to check therate of spread at intervals of one increment per 500 m.

2 (11/03) The available lime content shall bedetermined as calcium oxide in accordance withBS 6463 : Part 102, Method 20, and the results reportedas:

Available lime (as CaO) = ......% by mass.

642 Determination of the Constrained SoilModulus (M*) of Earthworks Materials forCorrugated Steel Buried structures

General

1 When required in Appendix 6/1, the constrainedsoil modulus M* shall be determined by one of thefollowing methods:

(i) From plate loading tests in accordance withBS 1377 : Part 9.

(ii) From the results of Standard Penetrationresistance tests (SPT) on non-cohesivematerials in accordance withBS 1377 : Part 9.

(iii) From the values of the coefficient of volumecompressibility (mv) from one-dimensionalconsolidation tests on undisturbed soilspecimens of cohesive materials, inaccordance with BS 1377 : Part 5.

Plate Loading Tests

2 When testing compacted granular fill materials thetest surface shall be prepared by either:

(i) removing the surface layer carefully usinghand tools to perform the test at a depth of100 mm below the surface; or

(ii) compacting the surface, after the requiredcompaction has been applied, with twoadditional passes with no vibration toremove the overstressing in the surface layer.

If necessary, the plate shall be bedded ontothe fill using a small quantity of dry sand toremove any slight unevenness of the surfaceof the fill. The field dry density and moisturecontent shall be determined at the position ofeach plate loading test in accordance withClause 612 and BS 1377 : Part 2 orequivalent, respectively.

3 When using the plate loading test to determine M*of the material existing on site a smooth surface shall beprepared by careful hand excavation and the platebedded onto the soil using either sand or quick settinggypsum plaster depending on whether the soil isgranular or cohesive.

4 (11/03) The loading test shall be carried out under aseries of maintained loads. The maximum load shall besuch that the average pressure applied to the plate is inexcess of 350 kN/m². The elastic modulus Es shall bedetermined as the secant modulus between averagepressures applied to the plate of 150 and 350 kN/m² inthe first load cycle. A value of Poisson’s ratio of 0.3shall be assumed. A second load cycle testing shall alsobe conducted and the results of this test compared withthe first load cycle to check that the plate was seatedsatisfactorily during the first load cycle. If the results ofthe first load cycle suggest that the plate was not seatedsatisfactorily, then the procedure shall be repeated at anew location. Second load cycle results shall not beused to demonstrate the adequacy of the material beingtested.

5 The constrained soil modulus M* shall bedetermined from the elastic modulus Es using theequation:

(1 - v)EsM* = ___________________ (N/mm2) (1 + v)(1 - 2v)

where v = Poisson’s ratio to be taken as 0.3

and Es = Elastic modulus of the soil (N/mm2)

Standard Penetration resistance Tests

6 The constrained soil modulus M* of non-cohesivematerials existing on site shall be determined from therelationship:

0.39N1.4

M* = ____________ (N/mm2) γm

Where N = uncorrected SPT value and γm = 1.3




One-dimensional Consolidation Tests

7 The constrained soil modulus M* of undrainedcohesive materials existing on site shall be determinedfrom the formula:

1M* = ______ (N/mm2)

mv

where mv (mm2/N) is the coefficient of volumecompressibility

The value of mv to be used in the formula is thatcalculated from the test results for the loadingincrement in the consolidation test corresponding to thein situ effective overburden pressure at the level of thecrown of the structure.

Number of Tests

8 Three tests for M* shall be carried out on the soiloccurring on each side of the structure, one of which isto be at the level of the maximum span, unlessotherwise described in Appendix 6/1.

643 (05/01) Lime and Cement Stabilisation toForm Capping

1 Where capping is to consist of, either wholly or inpart, lime and cement stabilised material Class 9E or9F, this Clause shall apply to the construction of thoseparts which are stabilised with lime and cement.

2 Material to be stabilised with lime and cement shallbe Class 6R or 7I material all complying withClause 601 and Table 6/1.

3 (11/03) Lime for lime and cement stabilisation shall,as required in Appendix 6/7, be either quicklime orhydrated lime complying with BE EN 459-1. Quicklimeshall when sieved have 100% passing a BS 10 mmsieve and at least 95% by mass passing a BS 5 mmsieve.

4 The Contractor shall make available to theOverseeing Organisation for each source of lime areport of a chemical analysis for ‘available lime’ madein accordance with sub-Clause 641.2. Such reports shallbe submitted to the Overseeing Organisation prior tothe incorporation of lime in the Permanent Works atweekly or other intervals defined in Appendix 6/7during periods when lime and cement stabilisation iscarried out.

5 Cement for lime and cement stabilisation shall bePortland cement complying with Clause 1001, unlessotherwise described in Appendix 6/7.

6 Classes 6R and 7I material to be stabilised shallhave added to it, at any point, the percentage of its dry

weight of lime and cement as determined on thedemonstration area, to meet the required bearing ratioin Appendix 6/1, subject to a minimum of 1% by weightof ‘available lime’ and 2% cement as a percentage ofthe dry weight of the 6R and 7I materials.

7 The Contractor shall not carry out lime and cementstabilisation when the shade temperature is below 3°Cunless on a rising thermometer above 0°C. Lime andcement stabilisation shall not be carried out duringperiods of rain or when rain is imminent. When cementis spread on material likely to cause prematurehydration, processing in accordance with sub-Clause 16of this Clause shall follow immediately.

8 Lime of quantity complying with sub-Clause 6 ofthis Clause shall be uniformly spread by an approvedspreading machine on top of the layer to be stabilised.Using a collecting tray and balance the Contractor shallcheck the rate of spread by weight, once for every500 m2 of lime spread or a different rate of testing forthe rate of spread as described in Appendix 6/7. At thesame time the Contractor shall collect samples of limedeposited on the tray and test them for available limecontent in accordance with Clause 641.

9 Unless indicated otherwise in Appendix 6/7, thematerial shall be stabilised in a single layer if itscompacted thickness is 250 mm or less. If its compactedthickness is greater, the material shall be stabilised inlayers not less than 130 mm and not more than 250 mmthick, including any cutting-in required by sub-Clause13 of this Clause.

10 Unless indicated otherwise in Appendix 6/7, thematerial forming the layer to be stabilised shall beprocessed by pulverising and mixing in the lime bymeans of sufficient number of passes of an approvedmobile stabilising machine until 95% of the Class 9E or95% of the silt and clay fraction of Class 9F processedmaterial passes a BS 28 mm sieve after dry sieving andthe pulverisation complies with Table 6/1.

11 (11/05) During processing sufficient water shall beavailable in the material to slake the quicklime (if used)and to enable satisfactory mixing and compaction to beachieved. Any added water shall be through an integralspray-bar on the stabilising machine. Any added watershall have a sulfate content not exceeding 1400 mg/l asSO4 when tested in accordance with Test No. 1 of TRLReport 447.

12 The layer shall receive at least two passes of thestabilising machine to pulverise and mix the lime andsoil, after which the processing shall be interrupted by aperiod of not less than 24 hours and not greater than72 hours to enable the lime to react with the soil.Before this period commences the surface of the layershall be sealed with one pass of a smooth wheeled rollerhaving a mass per metre width of roll of not less than




2700 kg or a pneumatic tyred roller of not less than1000 kg per wheel. At the end of this period the layershall receive one further pass of the stabilising machineor more if required to enable the material to complywith sub-Clauses 10 of this Clause.


14 The appropriate quantity of cement shall beuniformly spread, by a suitable spreading machine, ontop of the layer previously processed with lime. Using acollecting tray and balance the Contractor shall checkthe rate of spread of the machine once for every 500 m2

of cement spread.

15 Unless indicated otherwise in Appendix 6/7, thematerial previously mixed with lime shall be stabilisedwith cement in a single layer or in layers of the samecompacted thickness as for the lime mixed materiallayers, including any cutting-in required by sub-Clause13 of this Clause.

16 Unless indicated otherwise in Appendix 6/7, thematerial forming the layer to be stabilised shall beprocessed by pulverising and mixing in the cement bymeans of a sufficient number of passes of an approvedmobile stabilising machine until 95% of the silt andclay fraction is reduced to particles or lumps passing aBS 28 mm sieve after dry sieving and the pulverisationcomplies with Table 6/1.

17 (11/05) During processing, sufficient water shall beavailable in the material to hydrate the cement andenable satisfactory mixing and compaction to beachieved. Any added water shall be through an integralspray-bar on the stabilising machine. Any added watershall have a sulfate content not exceeding 1400 mg/l asSO4 when tested in accordance with Test No. 1 ofTRL Report 447.


19 (11/05) Each layer of Class 9E or 9F processedmaterial shall be compacted as soon as possible after

Amendment - November 2005 30

the final pass of the stabilising machine. Compactionshall be completed within 2 hours following the mixingof the cement into the material to be stabilised.Immediately before compaction Class 9E processedmaterial shall have a Moisture Condition Value (MCV)of not greater than 12 nor less than the figure stated inAppendix 6/1 both as determined in accordance withClause 632. Water shall be added if necessary in auniform manner to enable this MCV requirement to bemet. Any added water shall have a sulfate content notexceeding 1400 mg/l as SO4 when tested in accordancewith Test No. 1 of TRL Report 447.

20 The compaction of each layer of Class 9E or 9Fmaterial shall comply with Clause 612, Table 6/4Method 7, except that if layers of Class 9E or 9F greaterthan 250 mm thickness are to be constructed, thenumber of passes of the compaction plant shall bedetermined from the results of a demonstration area asdetailed in Appendix 6/7.

21 Class 9E and 9F materials shall be cured inaccordance with Clause 1035. During periods when theair temperature is forecast to drop below 3°C or whenground frost is forecast Class 9E and 9F material shallbe protected, to prevent freezing, for a period of 7 daysfrom the time of completion of compaction. Suchprotection shall be sealed to prevent the ingress ofmoisture.

22 Class 9E and 9F materials shall not have othermaterial deposited or compacted above them until suchtime as the required bearing ratio in Appendix 6/1 hasbeen achieved. The relaxation allowed in sub-Clause617.2 shall not apply before this time.

(11/03) 644 Determination of sulfate content

1 Where required in Table 6/1 or Appendix 6/1, theeffects of water-soluble sulfate, oxidisable sulfides andtotal potential sulfate shall be assessed in accordancewith TRL Report 447, Test Nos.1 to 5.

2 Test results and limiting values for sulfate shall begiven as SO4. Further information on sulfur compoundsis given in NG 644.

3 (11/05) At least five samples of each material shallbe tested for WS, OS and TPS. The mean of the highesttwo values shall be used for comparison with thelimiting values. This also applies if six to nine resultsare available. If ten or more results are available, themean of the highest 20% of the results shall be used forcomparison with the limiting values.

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Material Properties Required for Acceptability (InAddition to Requirements on Use of Fill Materials inClause 601 and Testing in Clause 631)

Class GeneralMaterialDescription

Typical Use Permitted Constituents (All Subjectto Requirements of Clause 601 andAppendix 6/1)

Acceptable LimitsWithin:

Defined andTested inAccordancewith:

Property (SeeExceptions inPrevious Column)

1 A - Well graded General Fill Any material, or combination of (i) grading BS 1377 : part 2 Tab 6/2 Tab 6/2 Tab 6/4 Method 2 1 A -granular material materials, other than material designated

as Class 3 in the Contract. (Properties (ii) uniformity See Note 5 10 -(i), (ii) and (iv) in next column, shall not coefficientapply to chalk). Recycled aggregate

(iii) mc BS 1377 : Part 2 App 6/1 App 6/1

(iv) MCV Clause 632 App 6/1 App 6/1

(v) IDD of chalk Clause 634 - App 6/1

1 B - Uniformly graded General Fill Any material, or combination of (i) grading BS 1377 : Part 2 Tab 6/2 Tab 6/2 Tab 6/4 Method 3 1 B -granular material materials, other than chalk. Recycled

aggregate (ii) uniformity See Note 5 - 10coefficient



1 C - Coarse granular General Fill Any material, or combination of (i) grading BS 1377 : Part 2 Tab 6/2 Tab 6/2 Tab 6/4 Method 5 1 C -material materials, other than material designated

as Class 3 in the Contract. (Properties (i) (ii) uniformity See Note 5 5 -and (ii) in next column, shall not apply coefficientto chalk). Recycled aggregate

(iii) Los Angeles Clause 635 - 50coefficient

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2 A - Wet cohesive General Fill Any material, or combination of (i) grading BS 1377 : part 2 Tab 6/2 Tab 6/2 Tab 6/4 Method 1 2 A -material materials, other than chalk. except for materials

(ii) plastic limit BS 1377 : part 2 - - with liquid limit(PL) greater than 50,

determined by(iii) mc BS 1377 : Part 2 PL -4% App 6/1 BS1377 : Part 2, only

deadweight tamping or(iv) MCV Clause 632 App 6/1 App 6/1 vibratory tamping

rollers or grid rollers(v) Undrained Clause 633 App 6/1 App 6/1 shall be used.shear strength ofremoulded material

2 B - Dry cohesive General Fill Any material, or combination of (i) grading BS 1377 : Part 2 Tab 6/2 Tab 6/2 Tab 6/4 Method 2 2 B -material materials, other than chalk

(ii) plastic limit BS 1377 : Part 2 - -(PL)

(iii) mc BS 1377 : Part 2 App 6/1 PL -4%


(v) undrained shear Clause 633 App 6/1 App 6/1strength ofremoulded material

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2 C - Stony cohesive General Fill Any material, or combination of (i) grading BS 1377 : part 2 Tab 6/2 Tab 6/2 Tab 6/4 Method 2 2 C -material materials, other than chalk

(ii) plastic limit BS 1377 : part 2 - -(PL)


(iv) MCV Clause 632 App 6/1 -

(v) Undrained Clause 633 App 6/1 -shear strength ofremoulded material

2 D - Silty cohesive General Fill Any material, or combination of (i) grading BS 1377 : Part 2 Tab 6/2 Tab 6/2 Tab 6/4 Method 3 2 D -material materials, other than chalk

(ii) mc BS 1377 : Part 2 App 6/1 App 6/1

(iii) MCV Clause 632 App 6/1 App 6/1

(iv) undrained Clause 633 App 6/1 App 6/1shear strength ofremoulded material

2 E - Reclaimed General Fill Reclaimed material from lagoon or (i) mc BS 1377 : Part 2 To enable End product 95% of 2 E -pulverised fuel ash stockpile containing not more than 20% compaction to maximum dry densitycohesive material furnace bottom ash Clause 612 of BS 1377 : Part 4

(2.5 kg rammer(ii) bulk density BS 1377 : Part 9 App 6/1 App 6/1 method)







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3 - - Chalk General Fill Chalk and associated materials all (i) mc BS 1377 : Part 2 - App 6/1 Tab 6/4 Method 4, or 3 - -designated as Class 3 in the Contract Method 1 if required

(ii) IDD Clause 634 App 6/1 App 6/1 in App 6/1. All typesof vibratory rollers ofCategories over1800 kg shall not beused

4 - - Various Fill to landscape See App 6/1 (i) grading BS 1377 : Part 2 App 6/1 App 6/1 See Clause 620 and 4 - -areas App 6/1

(ii) mc BS 1377 : Part 2 - App 6/1

(iii) MCV Clause 632 App 6/1 App 6/1

5 A - Topsoil, or turf, Topsoiling Topsoil or turf designated as Class 5A in (i) grading Clause 618 - Clause - 5 A -existing on site the Contract 618

5 B - Imported topsoil Topsoiling General purpose grade complying with - - - - - 5 B -BS 3882







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6 A - Selected well Below water Natural gravel, natural sand, crushed (i) grading BS 1377 : Part 2 Tab 6/2 Tab 6/2 No compaction 6 A -graded granular gravel, crushed rock other than (On-site)material argillaceous rock, crushed concrete,

chalk, well burnt colliery spoil or any BS EN 933-2 Tab 6/5 Tab 6/5combination thereof. (Properties (i) and (Off-site)(ii) in next column, shall not apply tchalk.) Recycled aggregate (ii) uniformity See Note 5 10 -

(iii) SMC of chalk Clause 634 - 20%index

(iv) plasticity index BS 1377 : Part 2 Non-plastic

6 B - Selected coarse Starter layer Natural gravel, natural sand, crushed (i) grading BS 1377 : Part 2 Tab 6/2 Tab 6/2 Tab 6/4 Method 5 6 B -granular material gravel, crushed rock, crushed concrete, (On-site)

chalk, well burnt colliery spoil, slag orany combination thereof. (Properties BS EN 933-2 Tab 6/5 Tab 6/5(ii) and (iii) in next column, shall not (Off-site)apply to chalk.) Recycled aggregate

(ii) plasticity index BS 1377 : Part 2 Non-plastic


TABLE 6/1: (11/05) Acceptable Earthworks Materials: Classification and Compaction Requirements (See footnotes) (continued)







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6 C - Selected uniformly Starter layer Natural gravel, natural sand, crushed (i) grading BS 1377 : Part 2 Tab 6/2 Tab 6/2 Tab 6/4 Method 3 6 C -graded granular gravel, crushed rock other than (On-site)material argillaceous rock, crushed concrete,

chalk, well burnt colliery spoil, slag or BS EN 933-2 Table 6/5 Tab 6/5any combination thereof. (Property (iii) (Off-site)in next column, shall not apply tochalk.) Recycled aggregate (ii) uniformity See Note 5 - 10

coefficient

(iii) plasticity index BS 1377 : Part 2 Non-plastic

(iv) Los Angeles Clause 635 - 50coefficient

(v) mc BS 1377 : Part 2 App 6/1 App 6/1

6 D - Selected uniformly Starter layer below Natural gravel, natural sand, crushed (i) grading BS 1377 : Part 2 Tab 6/2 Tab 6/2 Tab 6/4 Method 4 6 D -graded granular pulverised fuel ash gravel, crushed rock other than (On-site)material argillaceous rock, crushed concrete,

chalk, well burnt colliery spoil, slag or BS EN 933-2 Tab 6/5 Tab 6/5any combination thereof. Recycled (Off-site)aggregate

(ii) uniformity See Note 5 - 10coefficient

(iii) plasticity index BS 1377 : Part 2 Non-plastic

(iv) mc BS 1377 : Part 2 App 6/1 App 6/1

(v) MCV Clause 632 App 6/1 App 6/1








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Class General Material Description

Typical Use Permitted Constituents (All Subject to Requirements of Clause 601 and Appendix 6/1)

Material Properties Required for Acceptability (In Addition to Requirements on Use of Fill Materials in Clause 601 and Testing in Clause 631)

Compaction Requirements in Clause 612

Class

Property (See Exceptions in Previous Column)

Defined and Tested in Accordance with:

Acceptable Limits Within:

Lower UpperS E L E C T E D G R A N U L A R F I L L

6 E - Selected granular material (Class 9A)

For stabilisation with cement to form capping

Any material, or combination of materials, other than unburnt colliery spoil and argillaceous rock. (Properties (i), (ii) and (iii) in next column, shall not apply to chalk.) Recycled aggregate

(i) grading BS 1377 : Part 2 (On-site)

Tab 6/2 Tab 6/2 Not applicable 6 E -

BS EN 933-2 (Off-site)

Tab 6/5 Tab 6/5

(ii) mc BS 1377 : Part 2 - App 6/1(iii) liquid limit BS 1377 : Part 2 - 45(iv) plasticity index BS 1377 : Part 2 - 20(v) organic matter BS 1377 : Part 3 - App 6/1(vi) water soluble (WS) sulfate content

TRL Report 477, Test No. 1

- 3000 mg/l as SO4

(vii) oxidisable sulfides (OS) content

TRL Report 477, Tests No. 2 and 4

- 0.6% as SO4

(viii) SMC of chalk Clause 634 20%

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Class




Lower Upper S E L E C T E D G R A N U L A R F I L L

6 F 1 Selected granular material (fine grading)

Capping Any material, or combination of materials, other than unburnt colliery spoil argillaceous rock and chalk. Recycled aggregate.

Property (vi) in the next column shall not apply if Class A (asphalt) content is 20% or less.

(i) grading BS 1377 : Part 2 Tab 6/2 Tab 6/2 Tab 6/4 Method 6 6 F 1(ii) optimum mc BS 1377 : Part 4

(vibrating hammer method)

- -

(iii) mc BS 1377 : Part 2 Optimum mc - 2%

Optimum mc

(iv) Los Angeles coefficient

Clause 635 - 60

(v) Class A (asphalt) content

Clause 710 - 50%

(vi) bitumen content

BS EN 12697-1 or BS EN 12697-39

- 2.0%

6 F 2 Selected granular material (coarse grading)

Capping Any material, or combination of materials, other than unburnt colliery spoil and argillaceous rock. (Property (i) in next column shall not apply to chalk.) Recycled aggregate.

Property (vi) in the next column shall not apply if Class A (asphalt) content is 20% or less.

(i) grading BS 1377 : Part 2 Tab 6/2 Tab 6/2 Tab 6/4 Method 6 6 F 2(ii) optimum mc BS 1377 : Part 4

(vibrating hammer method)

- -

(iii) mc BS 1377 : Part 2 Optimum mc - 2%

Optimum mc

(iv) Los Angeles coefficient

Clause 635 - 50

(v) Class A (asphalt) content

Clause 710 - 50%

(vi) bitumen content

BS EN 12697-1 or BS EN 12697-39

- 2.0%

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Class





6 F 3 Selected granular material

Capping Recycled bituminous planings and granulated asphalt, but excluding materials containing tar or tar-bitumen binders. Recycled aggregate.


Tab 6/2 Tab 6/2 Tab 6/4 Method 6 Maximum Compacted layer thickness shall be 200 mm

6 F 3


Tab 6/5 Tab 6/5

(ii) optimum mc Clause 613 - -(iii) mc Clause 613 Optimum

mc - 2%Optimum mc

(iv) Class A (asphalt) content

Clause 710 - 50%

(v) bitumen content BS EN 12697-1 or BS EN 12697-39

- 10%

6 F 4 Selected granular material (fine grading)

- imported on to the Site

Capping Unbound mixtures complying with BS EN 13285.

Any material, or combination of materials - including recycled aggregate, but excluding unburnt colliery spoil, argillaceous rock, chalk, recycled bituminous planings and granulated asphalt.

Property (x) in the next column shall not apply if Class A (asphalt) content is 20% or less.

(i) Size designation and overall grading category

BS EN 13285 - 0/31.5 and GE

Tab 6/2 Tab 6/2 Tab 6/4 Method 6 6 F 4

(ii) Maximum fines and oversize categories

BS EN 13285 - UF15 and OC75

Tab 6/5 Tab 6/5

(iii) Los Angeles coefficient

BS EN 13242 - LA15

- 60

(iv) Volume stability of blast furnace slag

BS EN 13242 - free from dicalcium silicate and iron disintegration

- -

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Class




Lower UpperS E L E C T E D G R A N U L A R F I L L

6 F 4 (contd) (v) Volume stability of steel (BOF) and EAF) slag

BS EN 13242 - V5

- -

(vi) Other aggregate requirements

BS EN 13242 - Category NR (no requirement)

- -

(vii) Laboratory dry density and optimum water content

BS EN 13285, clause 5.3 - declared values

- -

(viii) Water content BS EN 1097-5 Optimum wc - -2%

Optimum wc

(ix) Clas A (asphalt) content

Clause 710 - 50%

(x) bitumen content BS EN 12697-1 or BS EN 12697-39

- 2.0%

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Class





6 F 5 Selected granular material (coarse grading)

- imported on to the Site

Capping Unbound mixtures complying with BS EN 13285.

Any material, or combination of materials - including recycled aggregate, but excluding unburnt colliery spoil, argillaceous rock, chalk, recycled bituminous planings and granulated asphalt.

Property (x) in the next column shall not apply if Class A (asphalt) content is 20% or less.

(i) Size designation and overall grading category

BS EN 13285 - 0/80 and GE

Tab 6/2 Tab 6/2 Tab 6/4 Method 6 6 F 5

(ii) Maximum fines and oversize categories

BS EN 13285 - UF12 and OC75

Tab 6/5 Tab 6/5

(iii) Los Angeles coefficient

BS EN 13242 - LA50

- 60

(iv) Volume stability of blast furnace slag

BS EN 13242 - free from dicalcium silicate and iron disintegration

- -

(v) Volume stability of steel (BOF) and EAF) slag

BS EN 13242 - V5

- -

(vi) Other aggregate requirements

BS EN 13242 - Category NR (no requirement)

- -

(vii) Laboratory dry density and optimum water content

BS EN 13285, clause 5.3 - declared values

- -

(viii) Water content BS EN 1097-5 Optimum wc - -2%

Optimum wc

(ix) Clas A (asphalt) content

Clause 710 - 50%

(x) bitumen content BS EN 12697-1 or BS EN 12697-39

- 2.0%

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Class





6 G - Selected granular material

Gabion filling Natural gravel, crushed rock, crushed concrete or any combination thereof. None of these constituents shall include any argillaceous rock..


Tab 6/2 Tab 6/2 None 6 G -


Tab 6/5 Tab 6/5

(ii) Los Angeles coefficient

Clause 635 - 50

6 H - Selected granular material

Drainage layer to reinforced soil and anchored earth structures

Natural gravel, natural sand, crushed gravel, crushed rock, crushed concrete, chalk, well burnt colliery spoil or any combination thereof. None of these constituents shall include any argillaceous rock. (Properties (vi), (vii), (viii), (ix), (x), (xi) and (xii) in next column only apply when metallic reinforcing or anchor elements, facing units or fastenings are used.) (Properties (ii) and (v) in next column shall not apply to chalk.) Recycled aggregate except recycled asphalt


Tab 6/2 Tab 6/2 Tab 6/4 Method 3 6 H -


Tab 6/5 Tab 6/5

(ii) plasticity index BS 1377 : Part 2 Non-plastic(iii) Los Angeles coefficient

Clause 635 - 50

(iv) mc BS 1377 : Part 2 App 6/1 App 6/1(v) MCV Clause 632 App 6/1 App 6/1

(vi) pH value BS 1377 : Part 3 Tab 6/3 Tab 6/3

(vii) chloride ion content

BS EN 1744-1 - Tab 6/3

(viii) water soluble (WS) sulfate content

TRL Report 447, Tests No. 1

- Tab 6/3

(ix) oxidisable sulfides (OS) content

TRL Report 447, Tests Nos. 2 and 4

- Tab 6/3

(x) restivity Clause 637 Tab 6/3 -

(xi) redox potential Clause 638 Tab 6/3 -

(xii) organic content

BS 1377 : Part 3 - Tab 6/3

(xiii) microbial activity index

Table 6/3 - Tab 6/3

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6 I - Selected well Fill to reinforced Natural gravel, natural sand, crushed (i) grading BS 1377 : Part 2 Tab 6/2 Tab 6/2 Tab 6/4 Method 2 6 I -graded granular soil and anchored gravel, crushed rock, crushed concrete, (On-site)material earth structures slag, chalk, well burnt colliery spoil or any

combination thereof except that chalk BS EN 933-2 Tab 6/5 Tab 6/5shall not be combined with any other (Off-site)constituent. None of these constituentsshall include any argillaceous rock. (ii) uniformity See Note 5 10 -(Properties (i), (ii) and (v) in next column coefficientshall not apply to chalk.) (Properties (viii),(ix), (x), (xi), (xii), (xiii) and (xiv) only (iii) SMC of chalk Clause 634 - 20%apply when metallic reinforcing or anchorelements, facing units or fastenings are (iv) mc BS 1377 : Part 2 App 6/1 App 6/1used.) Recycled aggregate exceptrecycled asphalt (v) MCV Clause 632 App 6/1 App 6/1

(vi) effective angle of Clause 636 App 6/1 -friction (ϕ') andeffective cohesion (c')

(vii) coefficient of Clause 639 App 6/1 -friction and adhesion(fill/elements)

(viii) pH value BS 1377 : Part 3 Tab 6/3 Tab 6/3

(ix) chloride ion content BS EN 1744-1 - Tab 6/3

(x) water soluble TRL Report 447, - Tab 6/3(WS) sulfate content Test No. 1

(xi) oxidisable TRL Report 447, - Tab 6/3sulfides (OS) content Tests Nos. 2 and 4

(xii) resistivity Clause 637 Tab 6/3 -

(xiii) redox potential Clause 638 Tab 6/3 -

(xiv) organic content BS 1377 : Part 3 - Tab 6/3

(xv) microbial Table 6/3 - Tab 6/3activity index







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6 J - Selected uniformly Fill to reinforced Natural gravel, natural sand, crushed (i) grading BS 1377 : Part 2 Tab 6/2 Tab 6/2 Tab 6/4 Method 3 6 J -graded granular soil and anchored gravel, crushed rock, crushed concrete, (On-site)material earth slag, chalk, well burnt colliery spoil or any

combination thereof, except that chalk BS EN 933-2 Tab 6/5 Tab 6/5shall not be combined with any other (Off-site)constituent. None of these constituentsshall include any argillaceous rock. (ii) uniformity See Note 5 5 10(Properties (viii), (ix), (x), (xi), (xii), (xiii) coefficientand (xiv) in next column only apply whenmetallic reinforcing or anchor elements, (iii) SMC of chalk Clause 634 - 20%facing units or fastenings are used.)(Properties (i), (ii) and (v) in next column (iv) mc BS 1377 : Part 2 App 6/1 App 6/1shall not apply to chalk.) Recycledaggregate except recycled asphalt (v) MCV Clause 632 App 6/1 App 6/1

(vi) effective angle of Clause 636 App 6/1 -friction (ϕ') andeffective cohesion (c')

(vii) coefficient of Clause 639 App 6/1 -friction and adhesion(fill/elements)


(ix) chloride ion content BS EN 1744-1 - Tab 6/3

(x) water soluble (WS) TRL Report 447, - Tab 6/3sulfate content Test No. 1

(xi) oxidisable sulfides TRL Report 447, - Tab 6/3(OS) content Tests Nos 2 and 4



(xiv) organic content BS 1377 : Part 3 - Tab 6/3

(xv) microbial Table 6/3 - Tab 6/3activity index44

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buried structures colliery spoil or any combination thereof. of BS 1377 : Part 4None of these constituents shall include any BS EN 933-2 Tab 6/5 Tab 6/5 (Vibrating hammerargillaceous rock. Recycled aggregate (Off-site) method)except recycled asphalt

(ii) uniformity See Note 5 5 -coefficient

(iii) plasticity index BS 1377 : Part 2 - 6

(iv) optimum mc BS 1377 : Part 4 - -(vibrating hammermethod)

(v) mc BS 1377 : Part 2 Optimum Optimummc -2% mc +1%

(vi) MCV Clause 632 App 6/1 App 6/1

(vii) Los Angeles Clause 635 - 40coefficient

(viii) resistivity Clause 637 2000 ohm -cm

(ix) water soluble (WS) TRL Report 447, - 300 mg/lsulfate content Test No. 1 as SO4

(x) oxidisable sulfides TRL Report 447, - 0.06% as(OS) content Tests Nos 2 and 4 SO4

(xi) chloride ion BS EN 1744-1 - 0.025%content

(xii) pH value BS 1377 : Part 3 6 9

(xiii) sulfide and Standard textbook - Rapidhydrogen sulfide of qualitative blackening

inorganic analysis of leadacetatepaper







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6 L - Selected uniformly Upper bedding for Natural gravel, natural sand, crushed gravel, (i) grading BS 1377 : Part 2 Tab 6/2 Tab 6/2 None 6 L -graded granular corrugated steel crushed rock, crushed concrete, well burnt (On-site)material buried structures colliery spoil or any combination thereof.

None of these constituents shall include any BS EN 933-2 Tab 6/5 Tab 6/5argillaceous rock. Recycled aggregate (Off-site)except recycled asphalt

(ii) resistivity Clause 637 2000 ohm -cm

(iii) water soluble TRL Report 447, - 300 mg/l(WS) sulfate content Test No. 1 as SO4

(iv) oxidisable TRL Report 447, - 0.06% assulfides (OS) content Tests Nos. 2 and 4 SO4

(v) chloride ion BS EN 1744-1 - 0.025%content

(vi) pH value BS 1377 : Part 3 6 9

(vii) sulfide and Standard textbook - Rapidhydrogen sulfide of qualitative blackening








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GRANULAR

Upper

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6 M - Selected granular Surround to Natural gravel, natural sand, crushed gravel, (i) grading BS 1377 : Part 2 Tab 6/2 Tab 6/2 End product 90% of 6 M -material corrugated steel crushed rock, crushed concrete, well burnt (On-site) maximum dry density

buried structures colliery spoil or any combination thereof. of BS 1377 : Part 4None of these constituents shall include any BS EN 933-2 Tab 6/5 Tab 6/5 (Vibrating hammerargillaceous rock. Recycled aggregate (Off-site) method) unlessexcept recycled asphalt otherwsie stated in

(ii) uniformity See Note 5 5 - App 6/1coefficient

(iii) plasticity index BS 1377 : Part 2 - 6

(iv) optimum mc BS 1377 : Part 4 - -(vibrating hammermethod)

(v) mc BS 1377 : Part 2 Optimum Optimummc -2% mc +1%

(vi) MCV Clause 632 App 6/1 App 6/1

(vii) Los Angeles Clause 635 - 40coefficient

(viii) resistivity Clause 637 2000 ohm -cm

(ix) water soluble (WS) TRL Report 447 - 300 mg/lsulfate content Test No. 1 as SO4

(x) oxidisable sulfides TRL Report 447 - 0.06% as(OS) content Tests Nos. 2 and 4 SO4

(xi) chloride ion BS EN 1744-1 - 0.025%content

(xii) pH value BS 1377 : Part 3 6 9

(xiii) sulfide and Standard textbook - Rapidhydrogen sulfide of qualitative blackening








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6 N - Selected well graded Fill to structures Natural gravel, natural sand, crushed gravel, (i) grading BS 1377 : Part 2 Tab 6/2 Tab 6/2 End product 95% of 6 N -granular material crushed rock, crushed concrete, slag, well (On-site) maximum dry density of

burnt colliery spoil or any combination BS 1377 : Part 4thereof. None of these constituents shall BS EN 933-2 Tab 6/5 Tab 6/5 (vibrating hammerinclude any argillaceous rock. Recycled (Off-site) method)aggregate except recycled asphalt

(ii) uniformity See Note 5 10 -coefficient


(iv) undrained shear Clause 633 App 6/1 -parameters (c and ϕ)

(v) effective angle of Clause 636 App 6/1 -internal friction (ϕ')and effectivecohesion (c')

(vi) permeability Clause 640 App 6/1 -

(vii) mc BS 1377 : Part 2 App 6/1 App 6/1

(viii) MCV Clause 632 App 6/1 App 6/1

(ix) slope stability Clause 610 App 6/6test (where requiredin App 6/6)







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FILL


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Class




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S E L E C T E D G R A N U L A R F I L L

6 P - Selected granular material

Fill to structures

Natural gravel, natural sand, crushed gravel, crushed rock, crushed concrete, slag, chalk, well burnt colliery spoil or any combination thereof. None of these constituents shall include any argillaceous rock. (Properties (i), (ii) and (ix) in next column shall not apply to chalk.) Recycled aggregate except recycled asphalt


Tab 6/2 Tab 6/2 End product 95% of maximum dry density of BS 1377 : Part 4 (vibrating hammer method)

6 P -


Tab 6/5 Tab 6/5

(ii) uniformity coefficient

See Note 5 5 -

(iii) IDD of chalk Clause 634 - App 6/1(iv) Los Angeles coefficient

Clause 635 - 60

(v) undrained shear parameters (c and j)

Clause 633 App 6/1 -

(vi) effective angle of internal friction (j’) and effective cohesion (c’)

Clause 636 App 6/1 -

(vii) permeability Clause 640 App 6/1 -

(viii) mc BS 1377 : Part 2 App 6/1 App 6/1

(ix) MCV Clause 632 App 6/1 App 6/1

(x) slope stability test (where required in App 6/6)

Clause 610 App 6/6

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Class





6 Q - Well graded uniformly graded or coarse granular material

Overlying fill for corrugated steel buried structures

As Class 1A, 1B or 1C granular fill materials, but not to include argillaceous rock, slag or PFA in any proportions. Recycled aggregate except recycled asphalt

As for Class 1A, 1B or 1C with the addition of the following:

6 Q -

(i) water soluble (WS) sulfate content


- 300 mg/l as SO4

(ii) oxidisable sulfides (OS) content


- 0.06% as SO4

(iii) chloride ion content

BS EN 1744-1 - 0.025%

(iv) pH value BS 1377 : Part 3 6 9

(v) sulfide and hydrogen sulfide

Standard textbook of qualitative inorganic analysis

- Rapid blackening of lead acetate paper

6 R - Selected granular material

For stabilisation with lime and cement to form capping (Class 9F)

Any material, or combination of materials, other than unburnt colliery spoil and argillaceous rock. (Properties (i), (ii) and (iii) in text column, shall not apply to chalk.)


Tab 6/2 Tab 6/2 Not applicable 6 R -


Tab 6/5 Tab 6/5

(ii) mc BS 1377 : Part 2 App 6/1 -

(iii) liquid limit BS 1377 : Part 2 - 45

(iv) plasticity index BS 1377 : Part 2 - 20

(v) organic matter BS 1377 : Part 3 - App 6/1

(vi) water soluble (WS) sulfate content


- 3000 mg/l as SO4

(vii) oxidisable sulfides (OS) content


- 0.6% as SO4

(viii) IDD of chalk Clause 634 - App 6/1

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6 S - Selected well graded Filter layer below Crushed rock or sand (i) grading BS 1377 : Part 2 Tab 6/2 Tab 6/2 - 6 S -granular material subbase (On-site)

BS EN 933-2 Tab 6/5 Tab 6/5(Off-site)

(ii) plasticity index BS 1377 : Part 2 - Non-plastic


GeneralMaterialDescription





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7 A - Selected cohesive Fill to structures Any material or combination of materials, (i) grading BS 1377 : Part 2 Tab 6/2 Tab 6/2 End product: 100% of 7 A -material other than argillaceous rock and materials maximum dry density of

designated as Class 3 in the Contract. If chalk (ii) mc BS 1377 : Part 2 App 6/1 App 6/1 BS 1377 : Part 4 (2.5 kgis used it shall form 100% of constituents. rammer method) or a(Properties (i) and (iii) shall not apply to (iii) MCV Clause 632 App 6/1 App 6/1 dry density correspondingchalk.) (Properties (vii) and (viii) may be to 5% air voids at field mcincreased to 54% and 31% respectively for (iv) undrained shear Clause 633 App 6/1 App 6/1 whichever is lowerLias Clay only and subject to the parameters (c and ϕ)requirements of Appendix 6/6)

(v) effective angle of Clause 636 App 6/1 App 6/1internal friction (ϕ')and effectivecohesion (c')

(vi) IDD of chalk Clause 634 App 6/1 App 6/1

(vii) liquid limit BS 1377 : Part 2 - 45

(viii) plasticity index BS 1377 : Part 2 - 25







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TABLE 6/1: Acceptable Earthworks Materials: Classification and Compaction Requirements (See footnotes) (continued)

7 B - Selected conditioned Fill to structures and Conditioned material direct from power (i) mc BS 1377 : Part 2 To enable compaction End product: 95% of 7 B -pulverised fuel ash to reinforced soil station dust collection system and to which a to Clause 612 maximum dry density ofcohesive material controlled quantity of water has been added BS 1377 : Part 4 (2.5 kg

(ii) bulk density BS 1377 : Part 9 App 6/1 App 6/1 rammer method)

(iii) undrained shear Clause 633 App 6/1 -parameters (c and ϕ)

(iv) effective angle of Clause 636 App 6/1 -internal friction (ϕ')and effectivecohesion (c')

(v) coefficient of Clause 639 App 6/1 -friction and adhesiion(fill/elements)

(vi) permeability Clause 640 App 6/1 -

(vii) slope stability Clause 610 App 6/6test (where requiredin App 6/6)







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7 C - Selected wet Fill to reinforced Any material, or combination of materials, (i) grading BS 1377 : Part 2 Tab 6/2 Tab 6/2 Tab 6/4 Method 1 7 C -cohesive material soil other than unburnt colliery spoil,

argillaceous rock and chalk. (Properties (viii), (ii) mc BS 1377 : Part 2 App 6/1 App 6/1(ix), (x), (xi) and (xii) in next column onlyapply when metallic reinforcing elements, (iii) MCV Clause 632 App 6/1 App 6/1facing units or fastenings are used)



(vi) liquid limit BS 1377 : Part 2 - 45

(vii) plasticity index BS 1377 : Part 2 - 25


(ix) chloride ion BS EN 1744-1 - Tab 6/3content











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7 D - Selected stony Fill to reinforced Any material, or combination of materials, (i) grading BS 1377 : Part 2 Tab 6/2 Tab 6/2 Tab 6/4 Method 2 7 D -cohesive material soil other than unburnt colliery spoil,

argillaceous rock and chalk. (Properties (vi), (ii) mc BS 1377 : Part 2 App 6/1 App 6/1(vii), (viii), (ix), (x), (xi) and (xii) in nextcolumn only apply when metallic reinforcing (iii) MCV Clause 632 App 6/1 App 6/1elements, facing units or fastenings are used)



(vi) liquid limit BS 1377 : Part 2 - 45

(vii) plasticity index BS 1377 : Part 2 - 25


(ix) chloride ion BS EN 1744-1 - Tab 6/3content











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SELECTED

COHESIVE

FILL

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ovember 2007 7 E - Selected cohesive For stabilisation with Any material, or combination of materials, (i) grading BS 1377 : Part 2 Tab 6/2 Tab 6/2 Not applicable 7 D -material lime to form capping other than unburnt colliery spoil

(Class 9D) (ii) mc BS 1377 : Part 2 - App 6/1

(iii) MCV Clause 632 App 6/1 -

(iv) plasticity index BS 1377 : Part 2 10 -

(v) organic matter BS 1377 : Part 3 - App 6/1

(vi) water soluble (WS) TRL Report 447, - App 6/1sulfate content Test No. 1

(vii) oxidisable sulfides TRL Report 447, - App 6/1(OS) content Tests Nos. 2 and 4

(viii) total potential TRL Report 447, - App 6/1sulfate (TPS) content Test No. 4

7 F - Selected silty For stabilisation with Any material, or combination of materials, (i) grading BS 1377 : Part 2 Tab 6/2 Tab 6/2 Not applicable 7 F -cohesive material cement to form other than chalk, unburnt colliery spoil

capping (Class 9B) and argillaceous rock (ii) uniformity coefficient See Note 5 5 -



(v) liquid limit BS 1377 : Part 2 - 45

(vi) plasticity index BS 1377 : Part 2 - 20

(vii) organic matter BS 1377 : Part 3 - App 6/1

(viii) water soluble (WS) TRL Report 447, - App 6/1sulfate content Test No. 1

(ix) oxidisable sulfides TRL Report 447, - App 6/1(OS) content Tests Nos. 2 and 4

(x) total potential TRL Report 447, - App 6/1sulfate (TPS) content Test No. 4







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App 6/1

3000mg/l asSO4

0.6%as SO4

1.2% asSO4

300 mg/las SO4

0.06%as SO4

0.025%

9

BS 1377 : Part 2

TRL Report 447,Test No. 1

TRL Report 447,Tests Nos. 2 and 4




BS EN 1744-1

BS 1377 : Part 3

App 6/1

-

-

-

-

-

-

6

(i) mc

(ii) water soluble(WS) sulfatecontent

(iii) oxidisablesulfides (OS)content

(iv) total potentialsulfate (TPS)content

(i) water soluble(WS) sulfatecontent

(ii) oxidisablesulfides (OS)content

(iii) chloride ioncontent

(iv) pH value

7 G - Selectedconditionedpulverised fuel ashcohesive material

For stabilisationwith cement toform capping(Class 9C)

Conditioned material direct from powerstation dust collection system and towhich a controlled quantity of water hasbeen added



Typical Use Permitted Constituents (All Subject toRequirements of Clause 601 andAppendix 6/1)



Property (Seeexceptions inPrevious Column)

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Not applicable

Class

7 G -


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As for Class 2A, 2B, 2C, 2D or 3 with the addition of the 7 H -following

As Class 2A, 2B, 2C, 2D generalcohesive fill material or Class 3 chalkfill material, except that argillaceousrock, slag, PFA or any combinationthereof shall not be used

Overlying fill forcorrugated steelburied structures

7 H - Wet, dry, stony orsilty cohesivematerial and chalk

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Tab 6/2

App 6/1

-

-

App 6/1

App 6/1

App 6/1

App 6/1

BS 1377 : Part 2

BS 1377 : Part 2

Clause 632

BS 1377 : Part 2

BS 1377 : Part 3




Tab 6/2

-

App 6/1

10

-

-

-

-

(i) grading

(ii) mc

(iii) MCV

(iv) plasticityindex

(v) organic matter

(vi) water soluble(WS) sulfatecontent

(vii) oxidisablesulfides (OS)content

(viii) total potentialsulfate (TPS)content

7 I - Selected cohesivematerial

For stabilisationwith lime andcement to formcapping (Class 9E)

Any material, or combination ofmaterials, other than unburnt collieryspoil







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COHESIVE

FILL

Not applicable

Class

7 I



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-

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-

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TABLE 6/1: Acceptable Earthworks Materials: Classification and Compaction Requirements (See footnotes) (continued)

BS 1377 : Part 2

Clause 632

BS 1924 : Part 2

BS 1924 : Part 2

BS 1924 : Part 2

BS 1924 : Part 2

Clause 632

BS 1924 : Part 2

BS 1924 : Part 2

BS 1924 : Part 2

BS 1924 : Part 2

BS 1924 : Part 2

BS 1924 : Part 2

Clause 632

BS 1924 : Part 2

BS 1924: Part 2

App 6/1

App 6/1

60%

App 6/1

App 6/1

App 6/1

App 6/1

App 6/1

App 6/1

60%

App 6/1

30%

App 6/1

App 6/1

App 6/1

(i) mc

(ii) MCV

(i) pulverisation

(ii) bearing ratio

(iii) mc

(i) pulverisation

(ii) MCVimmediatelybefore compaction

(iii) bearing ratio

(iv) mc

(i) pulverisation

(ii) bearing ratio

(iii) mc

(i) pulverisation

(ii) MCVimmediatelybefore compaction

(iii) bearing ratio

(iv) mc

8

9

9

9

9

-

A

B

C

D

-

-

-

-

-

Class 1, Class 2 orClass 3 material

Cement stabilisedwell gradedgranular material

Cement stabilisedsilty cohesivematerial

Cement stabilisedconditionedpulverised fuel ashcohesive material

Lime stabilisedcohesive material

Lower trench fill

Capping

Capping

Capping

Capping

Any; except there shall not be anystones or lumps of clay >40 mmnominal diameter. Recycled aggregate

Class 6E with addition of cementaccording to Clause 614

Class 7F with addition of cementaccording to Clause 614

Class 7G with addition of cementaccording to Clause 614

Class 7E with addition of limeaccording to Clause 615







Lower

MISC

STABILISED

MATERIALS

FILL

To enable compactionto Clause 612

App 6/1

App 6/1

-

-

App 6/1

-

12

-

App 6/1

-

-

-

App 6/1

-

App 6/1

Upper

Tab 6/4

Tab 6/4 Method 6

Tab 6/4 Method 7

End product 95% ofmaximum dry density ofBS 1924 : Part 2 (2.5 kgrammer method)

Tab 6/4 Method 7

Class

8

9

9

9

9

-

A

B

C

D


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9 E - Lime and cement Capping Class 7I with addition of lime and (i) pulverisation BS 1924 : Part 2 30% - Tab 6/4 Method 7 9 E -stabilised cohesive cement according to Clause 643material (ii) MCV immediately Clause 632 App 6/1 App 6/1

before completion

(iii) bearing ratio BS 1924 : Part 2 App 6/1 -

(iv) mc BS 1924 : Part 2 App 6/1 App 6/1

9 F - Lime and cement Capping Class 6R with addition of lime and (i) pulverisation BS 1924 : Part 2 60% - Tab 6/4 Method 6 9 F -stabilised well cement according to Clause 643graded granular (ii) bearing ratio BS 1924 : Part 2 App 6/1 -material








Lower Upper

STABILISED


MATERIALS

Footnotes to Table 6/1

1. App = Appendix2. Tab = Table3. Where in the Acceptable Limits column reference is made to App 6/1,

only those properties having limits ascribed to them in Appendix 6/1shall apply. Where Appendix 6/1 gives limits for other properties notlisted in this Table such limits shall also apply.

4. (05/04) Where BS 1377 : Part 2 is specified for mc, this shall mean BS 1377 : Part 2or BS EN 1097-5 as appropriate.

5. Uniformity coefficient is defined as the ratio of the particle diameters D60 to D10 onthe particle-size distribution curve, where:D60 = particle diameter at which 60% of the soil by weight is finerD10 = particle diameter at which 10% of the soil by weight is finer

6. (11/04) The limiting values for Class U1B material are given in Appendix 6/14 andAppendix 6/15.

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63

TABLE 6/3: (11/05) Limits of Material Properties of Fill for Use With Metal Components in Reinforced Soiland Anchored Earth Structures for Class 6H, 6I, 6J, 7C and 7D Materials

Reinforcing Properties of FillElement Max Max Organic Max Water Maximum Minimum Minimum MicrobialMaterial pH Value Chloride Content Soluble (WS) Oxidisable Resistivity Redox Activity

Ion Content Sulfate Sulfides Ohm.cm Potential Index% Content (OS) volts

Min Max % mg/l as SO4 Content% as SO4

Galvanised 5 10 0.02 0.2 300 0.06 5000 0.40 )Steel )

) Less than 5Stainless 5 10 0.025 0.2 600 0.12 3000 0.35 )Steel )

NOTES:

1 A method of calculating the Microbial ActivityIndex may be obtained by reference to TRRLContractor Report 54 ‘Soil Corrosivity Assessment’.

2 (11/03) The corrosion potential of frictional fill shallbe assessed from resistivity, pH, chloride, water solublesulfate and oxidisable sulfides tests. For cohesive soil itwill be necessary to test additionally for organiccontent. Should either organic content or sulfate be inexcess of the specified levels, then tests shall also beincluded for Redox Potential and Microbial ActivityIndex. Further information may be obtained byreference to TRRL Contractor Report 54.

3 (11/03) The water soluble sulfate content andoxidisable sulfides content shall be determined inaccordance with the methods described inTRL Report 447, Tests Nos. 1, 2 and 4.

4 (11/03) Methods of test (except for MicrobialActivity Index, water soluble sulfate content andoxidisable sulfides content) are given inBS 1377 : Part 3.


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Type of Compaction Plant Ref Category Method 1 Method 2 Method 3 Method 4 Method 5 Method 6No.

D N# D N# D N# D N D N N for N for N forD = 110 mm D = 150 mm D = 250 mm

Smoothed wheeled roller (or Mass per metre width of roll:vibratory roller operating 1 over 2100 kg up to 2700 kg 125 8 125 10 125 10* 175 4 unsuitable unsuitable unsuitable unsuitablewithout vibration) 2 over 2700 kg up to 5400 kg 125 6 125 8 125 8* 200 4 unsuitable 16 unsuitable unsuitable

3 over 5400 kg 150 4 150 8 unsuitable 300 4 unsuitable 8 16 unsuitable

Grid roller Mass per metre width of roll:1 over 2700 kg up to 5400 kg 150 10 unsuitable 150 10 250 4 unsuitable unsuitable unsuitable unsuitable2 over 5400 kg up to 8000 kg 150 8 125 12 unsuitable 325 4 unsuitable 20 unsuitable unsuitable3 over 8000 kg 150 4 150 12 unsuitable 400 4 unsuitable 12 20 unsuitable

Deadweight tamping Mass per metre width of roll:roller 1 over 4000 kg up to 6000 kg 225 4 150 12 250 4 350 4 unsuitable 12 20 unsuitable

2 over 6000 kg 300 5 200 12 300 3 400 4 unsuitable 8 12 20

Pneumatic-tyred Mass per wheel:roller 1 over 1000 kg up to 1500 kg 125 6 unsuitable 150 10* 240 4 unsuitable unsuitable unsuitable unsuitable

2 over 1500 kg up to 2000 kg 150 5 unsuitable unsuitable 300 4 unsuitable unsuitable unsuitable unsuitable3 over 2000 kg up to 2500 kg 175 4 125 12 unsuitable 350 4 unsuitable unsuitable unsuitable unsuitable4 over 2500 kg up to 4000 kg 225 4 125 10 unsuitable 400 4 unsuitable unsuitable unsuitable unsuitable5 over 4000 kg up to 6000 kg 300 4 125 10 unsuitable unsuitable unsuitable 12 unsuitable unsuitable6 over 6000 kg up to 8000 kg 350 4 150 8 unsuitable unsuitable unsuitable 12 unsuitable unsuitable7 over 8000 kg up to 12000 kg 400 4 150 8 unsuitable unsuitable unsuitable 10 16 unsuitable8 over 12000 kg 450 4 175 6 unsuitable unsuitable unsuitable 8 12 unsuitable

Vibratory tamping Mass per metre width of aroller vibrating roll:

1 over 700 kg up to 1300 kg 100 12 100 12 150 12 100 10 unsuitable unsuitable unsuitable unsuitable2 over 1300 kg up to 1800 kg 125 12 125 12 175 12* 175 8 unsuitable 12 unsuitable unsuitable3 over 1800 kg up to 2300 kg 150 12 150 12 200 12* unsuitable unsuitable 8 12 unsuitable4 over 2300 kg up to 2900 kg 150 9 150 9 250 12* unsuitable 400 5 6 10 unsuitable5 over 2900 kg up to 3600 kg 200 9 200 9 275 12* unsuitable 500 6 6 10 unsuitable6 over 3600 kg up to 4300 kg 225 9 225 9 300 12* unsuitable 600 6 4 8 unsuitable7 over 4300 kg up to 5000 kg 250 9 250 9 300 9* unsuitable 700 6 3 7 128 over 5000 kg 275 9 275 9 300 7* unsuitable 800 6 3 6 10

TABLE 6/4: Method Compaction for Earthworks Materials: Plant and Methods (Method 1 to Method 6)(This Table is to be read in conjunction with sub-Clause 612.10)

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Type of Compaction Ref Category Method 1 Method 2 Method 3 Method 4 Method 5 Method 6Plant No.

D N# D N# D N# D N D N N for N for N forD = 110 mm D = 150 mm D = 250 mm

Vibratory roller Mass per metre width of avibratory roll:

1 over 270 kg up to 450 kg unsuitable 75 16 150 16 unsuitable unsuitable unsuitable unsuitable unsuitable2 over 450 kg up to 700 kg unsuitable 75 12 150 12 unsuitable unsuitable unsuitable unsuitable unsuitable3 over 700 kg up to 1300 kg 100 12 125 10 150 6 125 10 unsuitable 16 unsuitable unsuitable4 over 1300 kg up to 1800 kg 125 8 150 8 200 10* 175 4 unsuitable 6 16 unsuitable5 over 1800 kg up to 2300 kg 150 4 150 4 225 12* unsuitable unsuitable 4 6 126 over 2300 kg up to 2900 kg 175 4 175 4 250 10* unsuitable 400 5 3 5 117 over 2900 kg up to 3600 kg 200 4 200 4 275 8* unsuitable 500 5 3 5 108 over 3600 kg up to 4300 kg 225 4 225 4 300 8* unsuitable 600 5 2 4 89 over 4300 kg up to 5000 kg 250 4 250 4 300 6* unsuitable 700 5 2 4 7

10 over 5000 kg 275 4 275 4 300 4* unsuitable 800 5 2 3 6

Vibrating plate Mass per m2 of base plate:compactor 1 over 880 kg up to 1100 kg unsuitable unsuitable 75 6 unsuitable unsuitable unsuitable unsuitable unsuitable

2 over 1100 kg up to 1200 kg unsuitable 75 10 100 6 75 10 unsuitable unsuitable unsuitable unsuitable3 over 1200 kg up to 1400 kg unsuitable 75 6 150 6 150 8 unsuitable unsuitable unsuitable unsuitable4 over 1400 kg up to 1800 kg 100 6 125 6 150 4 unsuitable unsuitable 8 unsuitable unsuitable5 over 1800 kg up to 2100 kg 150 6 150 5 200 4 unsuitable unsuitable 5 8 unsuitable6 over 2100 kg 200 6 200 5 250 4 unsuitable unsuitable 3 6 12

Vibro-tamper Mass:1 over 50 kg up to 65 kg 100 3 100 3 150 3 125 3 unsuitable 4 8 unsuitable2 over 65 kg up to 75 kg 125 3 125 3 200 3 150 3 unsuitable 3 6 123 over 75 kg up to 100 kg 150 3 150 3 225 3 175 3 unsuitable 2 4 104 over 100 kg 225 3 200 3 225 3 250 3 unsuitable 2 4 10

Power rammer Mass:1 100 kg up to 500 kg 150 4 150 6 unsuitable 200 4 unsuitable 5 8 unsuitable2 over 500 kg 275 8 275 12 unsuitable 400 4 unsuitable 5 8 14

Dropping-weight Mass of rammer over 500 kgcompactor weight drop:

1 over 1 m up to 2 m 600 4 600 8 450 8 unsuitable unsuitable unsuitable unsuitable unsuitable2 over 2 m 600 2 600 8 unsuitable unsuitable unsuitable unsuitable unsuitable unsuitable

TABLE 6/4: Method Compaction for Earthworks Materials: plant and Methods (Method 1 to Method 6)(This Table is to be read in conjunction with sub-Clause 612.10)

Am

endment - N

ovember 2007



66

TABLE 6/4: Method Compaction for Earthworks Materials: Plant and Methods (Method 7)(This Table is to be read in conjunction with sub-Clause 612.10)

Type of Compaction Plant Ref Category Method 7No.

Smooth wheeled roller Mass per metre width of roll:(or vibratory roller 1 over 2100 kg up to 2700 kg unsuitable unsuitableoperating without 2 over 2700 kg up to 5400 kg unsuitable unsuitablevibration) 3 over 5400 kg 12 unsuitable

Grid roller Mass per metre width of roll:1 over 2700 kg up to 5400 kg unsuitable unsuitable2 over 5400 kg up to 8000 kg 16 unsuitable3 over 8000 kg 8 unsuitable

Deadweight tamping roller Mass per metre width of roll:1 over 4000 kg up to 6000 kg 4 82 over 6000 kg 3 6

Pneumatic-tyred roller Mass per wheel:1 over 1000 kg up to 1500 kg unsuitable unsuitable2 over 1500 kg up to 2000 kg 12 unsuitable3 over 2000 kg up to 2500 kg 6 unsuitable4 over 2500 kg up to 4000 kg 5 unsuitable5 over 4000 kg up to 6000 kg 4 166 over 6000 kg up to 8000 kg unsuitable 87 over 8000 kg up to 12000 kg unsuitable 48 over 12000 kg unsuitable 4

Vibratory tamping roller Mass per metre width of vibrating roll:1 over 700 kg up to 1300 kg unsuitable unsuitable2 over 1300 kg up to 1800 kg unsuitable unsuitable3 over 1800 kg up to 2300 kg 16 unsuitable4 over 2300 kg up to 2900 kg 12 unsuitable5 over 2900 kg up to 3600 kg 10 unsuitable6 over 3600 kg up to 4300 kg 8 167 over 4300 kg up to 5000 kg 7 148 over 5000 kg 6 12

Vibratory roller Mass per metre width of vibrating roll:1 over 270 kg up to 450 kg unsuitable unsuitable2 over 450 kg up to 700 kg unsuitable unsuitable3 over 700 kg up to 1300 kg unsuitable unsuitable4 over 1300 kg up to 1800 kg unsuitable unsuitable5 over 1800 kg up to 2300 kg 12 unsuitable6 over 2300 kg up to 2900 kg 10 unsuitable7 over 2900 kg up to 3600 kg 10 unsuitable8 over 3600 kg up to 4300 kg 8 unsuitable9 over 4300 kg up to 5000 kg 8 unsuitable10 over 5000 kg 6 12

Vibratory plate compactor Mass per m2 of base plate:1 over 880 kg up to 1100 kg unsuitable unsuitable2 over 1100 kg up to 1200 kg unsuitable unsuitable3 over 1200 kg up to 1400 kg unsuitable unsuitable4 over 1400 kg up to 1800 kg 10 unsuitable5 over 1800 kg up to 2100 kg 8 unsuitable6 over 2100 kg 6 unsuitable

Vibro-tamper Mass:1 over 50 kg up to 65 kg unsuitable unsuitable2 over 65 kg up to 75 kg unsuitable unsuitable3 over 75 kg up to 100 kg unsuitable unsuitable4 over 100 kg 8 unsuitable

Power rammer Mass:1 100 kg up to 500 kg 8 unsuitable2 over 500 kg 6 10

Dropping weight compactor Mass of rammer over 500 kgheight drop:

1 over 1 m up to 2 m unsuitable unsuitable2 over 2 m unsuitable unsuitable

N for N for D = 150 mm D = 250 mm


Volume 1


ay Works

Series 600Earthw

orks67A

mendm

ent - Novem

ber 2007

TABLE 6/5: (11/05) Off-Site Grading Requirements for Class 6 Acceptable Earthworks Materials

Percentage by Mass Passing the Size Shown

Class Size Size(mm) Size (microns) Class(mm) BS EN 933-2 Series BS EN 933-2 Series

500 300 125 80 63 40 31.5 20 16 10 8 6.3 4 2 1 500 250 125 63 0

6A 100 0-100 0-85 0-45 0-5 6A

6B 100 0-10 6B

6C 100 0-100 0-100 0-35 0-10 0-2 6C

6D 100 85-100 60-100 30-100 15-80 5-48 0-15 6Dexcept0-20for

crushedrock

6E & 100 85-100 25-100 10-100 <15 6E &6R 2R

6F3 100 75-99 50-90 30-75 15-60 0-35 0-12 6F3

6F4 100 75-99 50-90 30-75 15-60 0-35 <15 6F4

6F5 100 75-99 50-90 30-75 15-60 0-35 0-12 6F5

6H 100 60-100 15-45 0-25 0-5 6H

6I & 100 85-100 25-100 15-100 9-100 <15 6I &6J 6J

6K 100 0-10 6K

6L 100 85-100 60-100 30-100 15-100 5-70 0-15 6Lexcept0-20for

crushedrock

6M 100 0-10 6M

6N & 100 <15 6N &6P 6P

6S 100 60-100 30-90 8-45 0-16 6S



TABLE 6/6 : (05/04) Records and Reports - Information Required

Ground Treatment In situ TestingFor each column/area treated: For each area tested:

Date DateContract title Contract TitleArea identification Area identificationUnique grid location Test position, co-ordinates and levelGround level at commencement Method of test usedMaterial used All information required by appropriate BritishApproximate column diameter Standard test procedureDepth of penetration of each compaction pointVibrator power consumption during operationJetting pressure (where applicable)Duration of penetrationDuration of compactionObstructions and delaysNumber and type of tests carried out

68FAmendment - November 2007


HHR-P2P2-S4-EW-SP-0001 April 2010


Buro Happold

Annex B: Specifications for ITT Civil Works and Infrastructure;

Earthworks (SNCF)

Aris Zourmpakis

Buro Happold Limited

17 Newman Street

London

W1T 1PD

UK

Telephone: +44 (0)20 7927 9700

Facsimile: +44 (0)870 787 4145

Email: [email protected]

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