STANDARD
SPECIFICATIONS FOR
CONSTRUCTION WORKS
2008
Module – 03 – Earthworks
Introduction
The Standard Specification is published in a series of 21 stand-alone modules, each addressing a
single distinct area of the construction process. This stand-alone module 03 addresses the main
aspects of earthworks in general.
The purpose of the MoW STANDARD SPECIFICATIONS FOR CONSTRUCTION is to provide the
design professional with a guide for accepted construction practices for Ministry of Works projects. As
an aid to the designer, these Standard Specifications are provided for the inclusion in proposed
development projects for ease, efficiency and cost savings.
The Standard Specifications are not intended to limit the design responsibility of the design
professional. However, they establish a minimum acceptable criterion and/or quality for use within
Ministry of Works projects.
The design professional may increase the requirements of an item contained in the Standard
Specifications to meet job requirements, but when this is done, there should be no reference for that
item on the drawings to the Ministry of Works Standard Specifications and a new specification should
be included with the drawings or project contract documents.
The design professional must review all Standard Specifications to be sure that they are adequate for
the proposed project based on the job site conditions; the design professional is solely responsible for
the designs submitted under his seal.
In order to keep design standards current with changing regulations and improved construction
materials and practices this section will be updated and maintained by the concerned authorities of the
Ministry of Works. Prior to starting a new project, the design professional should contact the concerned
Directorate of the Ministry of Works to verify that he/she has the latest document revisions.
Page 1
Module List
Module
No
1
Module Title
Guidance and General Specifications
2
Concrete
3
Earthworks
4
Glass and Glazing
5
Joinery and Carpentry
6
Ironmongery
7
Internal Finishes including Thermal Insulation
8
Painting and Decorating (Internal & External)
9
Metalwork
10
Roofing
11
Structural Steel (and Coatings)
12
Structural Timber
13
Masonry
14
Plumbing and Sanitary
15
Mechanical Installation in Buildings
16
Electrical Installation
17
Sewerage, Pipelines and Pipework
18
Sewerage M&E Works
19
Roadworks
20
Landscaping
21
Dredging, Reclamation and Shoreline Protection
Page 2
Table of Contents
CLAUSE
DESCRIPTION
PAGE
Introduction
1
Module List
2
Table of Contents
3
Foreword
5
1.
PART 1 MATERIAL
6
1.1
Classification………………………………………………………………………. 6
1.2
Definitions………………………………………………………………………….. 6
1.3
General Earthwork Material Requirements…………………………………….. 7
1.4
Water……………………………………………………………………………….. 8
1.5
Geotextiles Used to Separate Earthwork Materials…………………………… 8
1.6
Geogrids…………………………………………………………………………… 9
1.7
Source Approvals…………………………………………………………………. 9
1.8
Routine Sampling and Testing…………………………………………………... 9
1.9
Disposal of Unsuitable Materials………………………………………………… 9
1.10
Materials in Temporary Stockpiles……………………………………………… 9
1.11
Placing……………………………………………………………………………… 9
1.12
Protection…………………………………………………………………………. 10
1.13
Materials in Transit………………………………………………………………. 10
2.
PART 2 METHODOLOGY & WORKMANSHIP
2.1
Suitable Plant and Working Methods………………………………………….. 10
2.2
Haulage of Material to Embankments or Other Areas of Fill………………... 10
2.3
Use of Acceptable Material……………………………………………………... 10
2.4
Trial Excavations to Classify and Quantify Excavated Materials…………… 10
2.5
Household Refuse……………………………………………………………….. 10
2.6
Excavation of Acceptable and Unacceptable Fill…………………………….. 11
2.7
Stockpiling of Materials…………………………………………………………. 11
2.8
Safety……………………………………………………………………………... 11
2.9
Topsoil……………………………………………………………………………. 11
2.10
Support to Excavations…………………………………………………………. 11
2.11
Dewatering of Excavations……………………………………………………... 11
2.12
Unacceptable Hazardous Materials…………………………………………… 12
2.13
Disposal of Surplus Material……………………………………………………. 12
2.14
Sequence of Works……………………………………………………………... 12
10
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2.15
Existing Roads and Services…………………………………………………… 12
2.16
Work in Restricted Areas……………………………………………………….. 12
2.17
Site Preparation………………………………………………………………….. 13
2.18
Excavations………………………………………………………………………. 14
2.19
Construction of Fills……………………………………………………………... 16
2.20
Compaction of Fills……………………………………………………………… 17
2.21
Earthworks Materials Tests…………………………………………………….. 18
3.
PART 3 SUMMARY
3.1
Reference Documents………………………………………………………….. 29
3.2
Testing……………………………………………………………………………. 30
Abbreviations
29
31
Page 4
Foreword
This specification provides the basis for earthworks. It covers the main requirements for selecting
materials, the procedures for controlling the quality and requirements for placing, compaction and
testing.
This specification must be read in its entirety, as it is structured in order of work-flow, which means that
items or activities appear in several places in the specification corresponding to the progression of the
construction process.
For larger, more complex or special projects, a project-specific Particular Specification for earthworks
may also be provided.
Absence of clauses for materials and methods does not necessarily signify that they can not be used.
Proposals for use of innovative methods and materials are encouraged and are subject to review and
approval by the Client.
Where the word approved is used in this specification, this means that the Client or Engineer has been
consulted and has confirmed that the item or procedure is acceptable in the specific context for which
approval has been requested.
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1.
PART 1 MATERIAL
1.1
Classification
Earthwork material shall fall into one or other of the following general classifications:
•
•
•
Acceptable material: material excavated from within the Site or imported on to the Site
which meets the requirements of Table 1 for acceptability for use in the Permanent
Works;
Unacceptable material Class U1 as defined in Sub-clause 1.2.1 of this Clause: material
excavated from within the Site which, unless processed so that it meets the
requirements of Table 1, shall not be used in the Permanent Works;
Unacceptable material Class U2 as defined in Sub-clause 1.2.2 of this Clause: material
excavated from within the Site which shall not be used in the Permanent Works.
1.2
Definitions
1.2.1
Unacceptable Material Class U1
Unacceptable material Class U1 shall be:
•
•
Material which does not comply with the permitted constituents and material properties
of Table 1 and Table 2 for acceptable material;
Material, or constituent materials, composed of the following:
o Peat, materials from swamps, marshes and bogs
o Logs, stumps and perishable material with an organic content (BS 1377: Part 3,
Clause 3) greater than 2%,
o Clay having a liquid limit exceeding 80% or plasticity index exceeding 55%, as
determined in accordance with BS 1377: Part 2, Clauses 4.3 & 5 respectively.
1.2.2
Unacceptable Material Class U2
Class U2 shall be material having hazardous chemical or physical properties requiring special
measures for its excavation, handling, storing, transportation, deposition and disposal.
1.2.3
Argillaceous Rock
Argillaceous rock shall mean shales, mudstones, siltstones, slates and micaceous schists
composed of particles of clay, silt and mica.
1.2.4
Formation
Formation shall be the top surface of the Prepared Subgrade Layer.
Where no Prepared Subgrade Layer is required formation shall be the top surface of
earthworks at the underside of sub-base, unless otherwise stated on the Drawings.
See Figure 1 for details.
1.2.5
Sub-formation
Sub-formation shall be the top surface of earthworks at the underside of the Prepared
Subgrade Layer.
See Figure 1 for details.
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Figure 1: Earthworks terminology (refer to Sub-clauses 1.2.4 & 1.2.5)
Asphalt concrete wearing course
Asphalt concrete base course
Road base
Sub-base (Type B)
Formation Level
Prepared subgrade layer
(Fill Material)
Sub-formation Level
Natural Ground
(Subgrade Layer)
1.2.6
Recycled Aggregate
Recycled aggregate shall be aggregate resulting from the processing of material used in a
construction process. The aggregate shall have material properties that meet the
requirements of Table 1. The content of all foreign materials (including wood, plastic and
metal) shall not exceed 1% by mass.
1.2.7
Rock and Hard Material in Excavation
Rock is defined as natural material that is so hard that, in the opinion of the Engineer, it can
not be removed by the ordinary methods of hand or machine excavation without undue
difficulty, or without preliminary work to break or loosen the material by use of rippers,
pneumatic tools or similar procedures. Hard Material is similarly defined as artificial material
such as blockwork, brickwork or concrete that, in the opinion of the Engineer, is so hard that it
cannot be removed by the ordinary methods of hand or machine excavation without undue
difficulty or without preliminary work to break or loosen the material.
In both cases, use of such preliminary procedures shall not in itself justify rock or hard
material classification.
1.3
General Earthwork Material Requirements
1.3.1
Maximum Particle Size
In addition to any grading requirements the maximum particle size of any fill material shall be
no more than two-thirds of the compacted layer thickness.
1.3.2
Sulphate Content Exceeding 2%
Materials with a water soluble sulphate content exceeding 2% of sulphate (expressed as SO3)
when tested in accordance with BS 1377: Part 3, Clause 5.3 shall not be deposited within
500 mm, or other distances detailed on Drawings, of concrete, cement bound materials, or
other cementitious materials forming part of the Permanent Works.
1.3.3
Sulphate Content Exceeding 0.25%
Materials with water soluble sulphate content exceeding 0.25 % (Expressed as SO3) when
tested in accordance with BS 1377: Part 3, Clause 5.3 shall not be deposited within 500 mm,
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or other distances detailed on the Drawings, of metallic items forming part of the Permanent
Works.
1.3.4
Chlorides
The total chloride content of fill shall not exceed 2% when tested in accordance with BS 1377:
Part 3, Clause 7.3.
1.3.5
Maximum Water Soluble Salt Content of General Fill
Unless otherwise indicated in the Contract, the maximum water soluble salt content of
general fill shall be 2%.
1.4
Water
Water used to increase the moisture content of fills prior to compaction shall have a sulphate
(SO3) content not exceeding 2,500 mg/l when tested in accordance with BS 1377: Part 3,
clause , and the chloride ion content shall not exceed 2,500 mg/l when tested in accordance
with BS 1377: Part 3, Clause 7.2. For material within 300 mm of the underside of concrete
slabs, within 3 m of buildings or for backfill around concrete structures, sweet water shall be
used for which the sulphate (SO3) content shall not exceed 500 mg/l, and the chloride ion
content shall not exceed 350 mg/l.
1.5
Geotextiles Used to Separate Earthwork Materials
Geotextiles required as part of the Permanent Works to separate earthworks materials shall
be in the form of thin permeable membranes and shall conform to the requirements shown on
the Drawings. The geotextile fabric shall be a woven or non-woven fabric consisting only of
long chain polymeric filaments or yarns formed into a stable network such that the filaments
or yarns retain their relative position to each other. The fabric shall be stored and protected in
accordance with the manufacturer’s instructions, shall be inert to commonly encountered
chemicals and the chemical properties of the in-situ soil and water, and shall conform to the
minimum requirements given in Sub-clause 1.5.3.
1.5.1
Certification
The Contractor shall provide the Engineer with the manufacturer’s certificates for the
geotextiles intended for use in the Permanent Works, including the results of tests on the
physical and chemical properties of the geotextiles to show that these will be sufficiently
durable, when installed in the materials to be separated, as to maintain its integrity.
1.5.2
Protection
Geotextiles shall be protected at all times against mechanical or chemical damage.
Geotextiles susceptible to damage by light shall not be uncovered between manufacture and
incorporation into the Permanent Works. Temporary exposure shall not exceed 5 hours.
1.5.3
Samples
Samples shall be taken from the consignment of geotextile to be used in the Permanent
Works. Samples and test pieces cut from them shall be tested at a laboratory approved by
the Engineer to prove that the geotextile meets the following criteria. The geotextile shall:•
Sustain a tensile load, of not less than 2.5 kN/m at 5% axial strain determined in a “widewidth” tensile test carried out in accordance with BS EN ISO 10319. The characteristic
strength shall be taken as the value of the strength of the material below which not more
than 5% of the test results may be expected to fall. This represents the strength at 1.64
standard deviations below the mean strength.
Page 8
1.5.4
•
Allow water to flow through it at right angles to its principal plane, in either direction, at a
2
rate of not less than 10 l/m /s under a constant head of water of 100 mm determined in
accordance with BS EN ISO 11058, Clause 5. The flow rate determined in the test shall
be corrected to that applicable to a temperature of 20°C using published data on the
variation in viscosity of water with temperature.
•
Have a size distribution of pore openings such that O90 (the size of opening at which
90% of the openings are smaller), is between 100 microns and 300 microns, determined
in accordance with BS EN ISO 12956.
Testing
Prior to determination of pore size and tensile strength, test pieces shall be conditioned and
brought to equilibrium to a temperature of 20°C ± 2°C, and a relative humidity of 65 ± 5%. The
dry weight of the geotextile tested shall be quoted in g/m2.
1.6
Geogrids
Any geogrids to be used for earthworks stability and/or earthworks improvement shall be as
shown on the Drawings. The Contractor shall provide the Engineer with the manufacturer’s
certificates for the geogrids intended for use in the Permanent Works, including the results of
tests on the physical and chemical properties of the geogrids to show that these will be
sufficiently durable, when installed in the permanent works, as to maintain its integrity.
1.7
Source Approvals
Prior to commencement of the works, the Contractor shall obtain the Engineer’s approval for
all sources and suppliers of materials to be used in earthworks in compliance with the
requirements of the Contract. Although the Engineer shall have access to all sources of
materials, for the purpose of inspecting the materials at source, all samples to be taken for
routine testing in accordance with the Contract shall be from loads delivered to the site, to be
included in the Permanent Works. Earthworks materials testing to satisfy the classification
requirements shall be carried out and assessed in accordance with the provisions in Table 1
and Table 2.
1.8
Routine Sampling and Testing
Following initial approval of the sources and materials, the Contractor shall continue the
routine sampling and testing of the various properties of materials delivered to site at the
frequency specified in Table 3.
1.9
Disposal of Unsuitable Materials
Unless otherwise indicated in the Contract, excavated material deemed to be unsuitable for
subsequent re-use in the Permanent Works shall be removed from site by the Contractor to
disposal sites authorized by the Engineer and the relevant Local Authorities.
1.10
Materials in Temporary Stockpiles
All materials excavated from within the Site and required for subsequent re-use shall be
stored in temporary stockpiles by the Contractor at locations subject to the approval of the
Engineer. The Contractor shall provide for stockpiling different classes of fill to ensure that
suitable materials are not contaminated by unsuitable materials.
1.11
Placing
Wherever possible, the Contractor shall import fill materials and place these directly at the
point of final deposition at the rate that can be managed, by the provided resources, to place,
spread, compact and test the material at the specified frequency. Where it is necessary to
place imported materials in temporary stockpiles, different classes of fill must be kept
Page 9
separately at locations to be agreed on by the Engineer to minimize the risk of damage to
structures and obstruction to footpaths or carriageways.
1.12
Protection
All temporary earthwork material stockpiles that may be subject to wind erosion shall be
protected to minimize wind erosion and uncontrolled access by members of the public.
1.13
Materials in Transit
All loads of materials imported and exported must be covered by heavy tarpaulin or other
suitable cover, securely fastened to prevent dust nuisance when the material is in transit.
2.
PART 2 METHODOLOGY & WORKMANSHIP
2.1
Suitable Plant and Working Methods
The Contractor shall employ only plant and working methods which are suited to the
materials to be handled and traversed. The Contractor shall be responsible for maintaining
the nature of the acceptable material so that when placed and compacted it remains
acceptable in accordance with the Contract. Acceptability shall be determined in accordance
with Table 1 and Table 2 and any special requirements stated on the Drawings.
2.2
Haulage of Material to Embankments or Other Areas of Fill
Such haulage shall proceed only when sufficient spreading and compaction plant is operating
at the place of deposition to ensure compliance with Clause 2.18.
2.3
Use of Acceptable Material
No excavated acceptable material or unacceptable material required to be processed, other
than that surplus to the requirements of the Contract, shall be removed from the Site unless
otherwise agreed to by the Engineer. Where the Contractor is permitted to remove
acceptable material, or unacceptable material required to be processed, from Site to suit the
Contractor’s operational procedures, then the Contractor shall make good any consequent
deficit arising there from.
If any acceptable material is used by the Contractor for purposes other than for general fill, a
sufficient volume of acceptable fill material corresponding to the volume of that removed by
the Contractor shall be provided by the Contractor at his cost.
2.4
Trial Excavations to Classify and Quantify Excavated Materials
Prior to commencement of the works on contracts that include significant cuttings and fill
areas, the Contractor shall carry out preliminary trial pitting, sampling and testing of the
deposits to be excavated, under the supervision of a qualified geotechnical engineer, in order
to quantify and classify their suitability for re-use in fill areas of the Permanent Works. The
Contractor shall provide to the Engineer a report, in a form to be agreed upon, summarizing
the findings and proposals for providing for any shortfall of the various classes of fill by
importing from approved sources of fill in order to balance the cut and fill volume of
earthworks.
2.5
Household Refuse
Where household refuse is found covering either areas of excavation or at the formation level
of proposed fill areas on the Site, the Contractor shall provide for its removal and disposal in
approved licensed tips.
Page 10
2.6
Excavation of Acceptable and Unacceptable Fill
Where an excavation reveals a combination of acceptable and unacceptable materials, the
Contractor shall, unless otherwise directed by the Engineer, carry out the excavation in such
a manner that the acceptable materials are excavated separately for use in the Permanent
Works without contamination by the unacceptable materials. Unless otherwise described in
the Contract, classes of fill material required to be deposited separately shall be excavated
separately without contamination by other Classes of material.
2.7
Stockpiling of Materials
The Contractor shall make his own arrangements for stockpiling acceptable material, and
unacceptable material to be processed, and for the provision of areas for this purpose.
2.8
Safety
The Contractor shall ensure that he does not adversely affect the stability of excavations or
fills by his methods of stockpiling materials, use of plant or the location of temporary buildings
or structures.
2.9
Topsoil
Existing topsoil material shall, except where it is to be left in place at the locations indicated
on Drawings, be stripped from all areas of cuttings and from all areas to be covered by
embankment or any other areas of fill and stockpiled for subsequent re-use in the Permanent
Works.
2.10
Support to Excavations
Excavations for foundations and trenches shall be adequately supported at all times, except
where otherwise agreed upon in writing by the Engineer. Where excavations are permitted to
be battered they shall be benched as agreed to by the Engineer prior to backfilling and
compaction. Any additional work and materials shall be provided by the Contractor. Sheeting
and other excavation support systems shall be removed as filling proceeds except where
Drawings or the Contractor’s method of work requires that they are to be left in position.
Excavations requiring backfill shall remain open only for the minimum period necessary
unless otherwise instructed by the Engineer.
Trench Supports shall be so arranged to permit withdrawal during the placing of the pipe
bedding and trench backfill so as to prevent the formation of voids in the ground.
Excavations requiring backfilling in existing paved or other surfaces, including those paved
areas to be reconstructed or repaired, shall be carried out and reinstated in compliance with
the requirements of the Contract.
All excavations shall be carried out so as to avoid disturbance to the surrounding ground and
any adjacent structures and installations. Where required by the Engineer, the Contractor
shall provide stability calculations for any temporary excavations but approval of such
calculations shall not relieve the Contractor of his responsibility for adequately supporting and
maintaining such supports for any excavation.
2.11
Dewatering of Excavations
The Contractor shall keep earthworks free of water including:
•
Arranging for the rapid removal of water shed on to the earthworks or entering the
earthworks from any source;
Page 11
•
Lowering and maintaining, by appropriate measures, the water level in excavations,
sufficiently to enable the Permanent Works to be constructed.
The Contractor shall:
•
•
•
•
Form and maintain cuttings, embankments and other areas of fill with appropriate falls
and gradient and sealed surfaces;
Provide where necessary temporary watercourses, drains, pumping and the like;
Discharge accumulated water and groundwater into the permanent outfalls of the
drainage system where practicable and permissible;
Provide adequate means for trapping silt on temporary systems discharging into
permanent drainage systems. The Contractor shall obtain all necessary permits from the
Statutory Authorities prior to using any existing permanent drainage systems for his use
as described above.
The Contractor shall also carry out and maintain any groundwater lowering or other treatment
as required on the Drawings.
2.12
Unacceptable Hazardous Materials
Where materials are designated in the Contract as Class U2 hazardous material or where
such materials are encountered during the progress of the Works, the Contractor shall carry
out chemical testing to characterize the materials encountered. The Contractor shall take any
special measures for their safe handling as detailed in the Contract and shall make all
necessary arrangements for their safe handling and disposal as Class U2 material after
consultation with the environmental authority.
2.13
Disposal of Surplus Material
The disposal of surplus excavated material shall be carried out by the Contractor to disposal
sites approved by the Engineer and relevant Local Authorities.
2.14
Sequence of Works
Where detailed on the Drawings or as directed by the Engineer, the Contractor shall plan
earthwork operations to satisfy the indicated sequence of working to minimize interference or
damage to ongoing or completed sections of work. Earthworks at approaches to bridges,
culverts and drains may be required to be executed in a specific sequence to minimize
differential settlement and damage to these structures.
2.15
Existing Roads and Services
The Contractor shall take precautions and measures as agreed upon with the Engineer to
protect from damage and to ensure the uninterrupted operation of all existing roads and
services which are on the line of or adjacent to the works and shall maintain these until, in the
opinion of the Engineer, the general progress of the work renders further protection
unnecessary. In the event that any existing roads or services are damaged, the Contractor
shall inform the concerned Authority and shall carry out the necessary repairs.
2.16
Work in Restricted Areas
In planning his operations, the Contractor shall provide for working within restricted areas
utilizing suitable plant and methods of work to the approval of the Engineer. Unless otherwise
identified in the Contract, restricted areas shall be deemed to be areas where:
•
•
•
The horizontal distance between solid obstructions is less than 3 m;
The vertical distance between the commencing surface and any overhead obstruction is
less than 3 m;
Authorities responsible for utilities in the ground impose limits on machine excavation
and/or compaction;
Page 12
•
•
Excavation is required within 1 m of the edge of existing buried structures or
foundations;
Archaeological sites are identified.
2.17
Site Preparation
2.17.1
Scope
Site preparation includes clearing the project area of all above-ground obstructions and
buildings to be demolished as scheduled on the Drawings; the removal of existing trees,
vegetation and fences; the excavation and removal of any abandoned pipelines, shallow
foundations and any other obstructions which are not designated or permitted to remain; the
stripping of any topsoil; and the setting out and installation of fixed survey points for control
and setting out surveys.
2.17.2
Pre-construction Surveys
Prior to commencing any site clearance work, the Contractor shall carry out a detailed survey
of any buildings, structures, fences trees and vegetation that are within the Site. The results
of the survey shall be provided to the Engineer in both hard and soft formats. The results of
this survey and the amount and extent of demolition and site clearance detailed on the
Drawings shall then be agreed to by the Engineer.
Where required on the Drawings or directed by the Engineer and prior to the commencement
of bulk excavations, the Contractor shall excavate by hand trial pits and/or pilot trenches to
confirm the location of services in and around the area of the proposed Works. Records shall
be submitted by the Contractor detailing the information obtained from each trial excavation in
a form to be agreed upon by the Engineer together with proposals to protect or divert any
existing utilities that may be affected by the Contractor’s temporary works or by the
Permanent Works.
Where required on the Drawings or directed by the Engineer, the Contractor shall assist in
the preparation of condition surveys on existing infrastructure and structures that are likely to
be affected by the works. Where necessary, such surveys shall include photographs,
drawings and sketches with levels and dimensions illustrating the existing condition of
adjacent buildings and other structures and in particular recording any existing damage or
structural defect. The Contractor shall liaise with the Engineer, and where appropriate with
the owners and occupiers, in preparing such records.
2.17.3
Trees and Vegetation
The Contractor shall obtain the written approval of the Engineer before initiating the removal
of any trees, stumps and other vegetation. Trees and vegetation are to be removed down to a
minimum depth of 500 mm below ground level and taken to an approved disposal site. The
burning of trees, vegetation and other construction waste is not permitted on the Site. Unless
directed otherwise in the Contract, selected trees may be required to be uprooted and laid
aside for removal and transplantation by others.
Trees and areas of vegetation shown on the Drawings and required to be protected shall be
adequately protected and preserved to the satisfaction of the Engineer.
2.17.4
Existing Surface Materials
Turf, topsoil, paving and other surface materials shall be stripped separately from the subsoil
and stored separately for re-use or disposal as detailed on the Drawings or directed by the
Engineer.
2.17.5
Demolition of Existing Structures
Where the demolition of existing structures or buildings is detailed on the Drawings, the
Contractor shall, in a safe manner, plan, demolish and remove off site to an approved tip or
Page 13
recycling plant all buildings and foundations or other underground structures. Prior to any
demolition work commencing, the Contractor shall ensure that all utilities are disconnected
and/or diverted to suit the Work requirements.
Unless otherwise indicated on the Drawings, foundations of building structures shall generally
be removed to a depth of 1 m below ground level. Where shown on the Drawings or
otherwise directed by the Engineer, underground structures, culverts and chambers shall be
removed to the levels shown on the Drawings or as directed by the Engineer.
2.17.6
Demolition Works
All demolition works shall be carried out in accordance with a method statement approved by
the Engineer. If required, the Contractor shall take appropriate protective measures to protect
structures and buildings adjacent to the works before commencement of site works.
2.17.7
Materials to be Salvaged
A schedule of any material or equipment to be salvaged from structures or buildings to be
demolished shall be provided by the Engineer. The Contractor shall inspect structures or
buildings to be demolished and shall take all necessary measures to recover such items prior
to demolition. The recovered materials shall be placed in a storage area to be agreed upon
by the Engineer.
2.17.8
Excavations to be Backfilled
All excavations formed by the removal of underground structures or foundations, or by the
removal of trees or other unsuitable materials encountered during the site clearance, shall be
backfilled with acceptable materials and shall follow the compaction requirements in Table 1.
2.18
Excavations
2.18.1
Use of Explosives
The use of explosives for blasting to assist excavation is not permitted.
2.18.2
Forming of Cuttings and Cutting Slopes
Cuttings shall be excavated to the lines and levels detailed on the Drawings.
Cutting slopes or toes of cuttings shall only be undercut when required in the Contract for
trench or other excavations and where they require backfilling, they shall remain open only for
the minimum period necessary, so as to prevent risk to the Permanent Works.
Final faces of cuttings which are not to receive topsoil shall wherever possible be left without
scars or damage from construction plant.
Faces of cuttings which are to receive topsoil shall be benched to retain topsoil and/or
harrowed to a depth of 50 mm immediately prior to top soiling, diagonally at an angle between
5 degrees and 45 degrees to the line of the toe (see Figure 2).
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Figure 2: Facings of cuttings to receive topsoil (refer to Sub-clause 2.19.2)
Harrowing (50 mm
minimum depth)
or Benching
5° to 45°
Plan
2.18.3
Toe of slope
Section
Excavations for Foundations
The bottom of all foundation excavations shall be formed to the lines and levels shown on the
Drawings.
Unless otherwise indicated on the Drawings, the excavations for foundations may be halted at
any stage providing at least 300 mm of material is left in place above the formation level as
weather or surface water protection. The last 150 mm of soil above formation level shall be
achieved by hand or by an excavator with a ditching bucket to minimize disturbance to the
foundation soil.
For the excavation for foundations in previously compacted fill the excavation shall be carried
out as though in undisturbed ground.
On completion of each excavation, the Contractor shall notify the Engineer of the depth of
excavation and nature of material at formation level and seek the Engineer’s approval to
place the concrete blinding. The formation shall be inspected by a qualified engineer to
confirm that the ground conditions are as anticipated and that these are suitable for the
support of the foundations. Pockets of soft soil or loose rock shall be removed and the
resulting voids shall be filled by concrete or other material as required by the Engineer.
Any additional excavation at or below the bottom of the foundations, including that resulting
from the removal of material which the Contractor has allowed to deteriorate, shall be made
good with concrete.
After placing of any blinding concrete, no trimming of the sides of the excavation shall be
carried out for at least 24 hours.
The Contractor shall make good any lateral over-excavation with material of the same Class
as used for filling above structural concrete foundations or, where the excavation is too
narrow to allow the compaction of earthworks materials, to backfill with concrete.
It is the Contractor’s responsibility to ensure the safety and maintenance of all excavated
areas until the permanent works are completed. The Contractor shall erect all necessary
warning signs, lights and barriers around all excavations.
Page 15
2.19
Construction of Fills
2.19.1
General
All fills, including embankments, shall be constructed:
•
•
•
To the locations, lines and levels detailed on the Drawings
Of Classes of materials required or permitted in Table 1.
By deposition, as soon as practicable after excavation, in layers to meet the compaction
requirements of Clause 2.20 as required for each Class of material in Table 1, except
that:
o material requiring end-product compaction shall be deposited in layers not
exceeding 200 mm un-compacted thickness
o material placed into open water shall be deposited by end tipping without
compaction
o materials deposited in areas to receive ground improvement by dynamic
compaction shall be deposited and compacted to the specific requirements of that
process.
The construction of any section of embankment shall not be commenced until the preparation
for that section has been inspected and accepted by the Engineer.
2.19.2
Placement of Fill
Where required on the Drawings, starter layers of the specified material Class shall be
deposited as the first layer or layers of fill above existing ground level or any areas of ground
improvement.
Prior to the commencement of filling, the embankment formation shall be proof rolled and
inspected for any unsuitable material naturally occurring on the site or encountered in the
sub-grade. Any unsuitable material shall be excavated and, with the agreement of the
Engineer, the resultant excavation shall be backfilled with acceptable material, placed and
compacted in accordance with Table 1.
Embankments and other areas of fill shall, unless otherwise required in the Contract, be
constructed evenly over the full width and to their fullest possible extent and the Contractor
shall control and direct construction plant and other vehicular traffic uniformly over them.
Damage by constructional plant and other vehicular traffic shall be made good by the
Contractor with material having the same characteristics and strength as the material had
before it was damaged.
Embankments and other areas of unsupported fills shall not be constructed with steeper side
slopes or to greater widths than those indicated on the Drawings, except to permit adequate
compaction at the edges before trimming back, or to obtain the final profile following any
settlement of the fill and the underlying material. However any over-steepening or increase in
width shall remain only for the minimum period necessary consistent with the safety of the
Permanent Works.
Staged construction of fills and any controlled rates of filling, shall be carried out, in
accordance with any requirements detailed on the Drawings. Also where required, the
Contractor shall surcharge embankments or other areas of fill, for the periods stated on the
Drawings. Acceptable material shall be used to bring the resultant level up to formation or
sub-formation as appropriate.
The last 600 mm of depth of fill up to sub-formation level, or formation level as appropriate,
shall, unless otherwise required in the Contract, be carried out for the full width of
embankments or between the outer extremities of the verges in other areas of fill in a
continuous operation.
Page 16
Whenever fill is to be deposited against the face of natural slope or sloping earthworks face,
including embankments, cuttings other fills and excavations, such faces shall be benched or
otherwise shaped as detailed on the Drawings or directed by the Engineer immediately before
placing the subsequent fill.
All permanent faces of side slopes of embankments, shall, subsequent to any trimming
operations, be re-worked and sealed by tracking with a suitable tracked vehicle.
2.19.3
Placement of Geotextiles and Geogrids
Geotextiles and geogrids shall be laid and lapped as described in this Clause and on the
Drawings. Where lapping is employed, adjacent sheets or strips of geotextile/geogrid shall be
overlapped by at least 300 mm, or other dimension detailed on the Drawings or the
manufacturer’s data sheets.
The layer of material on which the geotextile/geogrid is to be placed shall not have
protrusions or sharp projections which are likely to damage the geotextile/geogrid during
installation or in service. The method of installation shall ensure that the geotextile/geogrid is
in continuous contact with the surface on which it is to be placed and the geotextile/geogrid
shall not be stretched or bridged over hollows or humps. Operation of construction plant
directly on the installed geotextile/geogrid will not be permitted and covering of the geotextile /
geogrid with fill material shall take place immediately after its laying.
2.19.4
Fill to Structures
Where specified on the Drawings, fill material complying with the requirements of Table 1
shall be used as fill to structures.
The Contractor shall compact, in compliance with Sub-clause 2.20.2, the Classes of materials
specified on the Drawings to satisfy the compaction requirements in Table 1 but subject to
the restrictions of this Sub-clause.
The Contractor shall not backfill around structures until the structural elements have attained
adequate strength and the Engineer has agreed to the backfilling work proceeding.
Where fill to structures is required to the same level on more than one side of a structural
element or buried structure it shall be maintained at heights not different by more than
250 mm after compaction on opposing sides of the structural element as filling proceeds.
The Contractor shall restrict compaction plant used on fill to structures, within 2 m of a
structure, to the following items:
•
•
•
Vibratory rollers having a mass per meter width of roll, not exceeding 1,300 kg with a
total mass not exceeding 1,000 kg;
Vibrating plate compactor having a mass not exceeding 1,000 kg;
Vibro-tamper having a mass not exceeding 75 kg.
Where fill is to be placed and compacted adjacent to the structure’s waterproofing system,
care shall be taken to ensure that no damage is caused to the waterproofing or the protective
layers.
2.20
Compaction of Fills
2.20.1
Timing of Compaction
The Contractor shall carry out compaction immediately after deposition of the fill, on all
Classes of fill in Table 1 which require compaction.
Page 17
2.20.2
End-product Compaction
Unless otherwise indicated, compaction shall be to an end-product as required for the Class
of fill in Table 1, using plant appropriate to the Class of fill and to the site conditions.
The Contractor shall, at least 7 days before commencement of end-product compaction,
make available to the Engineer the following:
•
•
The values of maximum dry density and the optimum moisture content obtained in
accordance with BS 1377: Part 4 using the 4.5 kg rammer method or vibrating hammer
method as appropriate for each of the fills he intends to use, which meet the
requirements of the permitted Class or Classes and variations thereof.
A graph of dry density plotted against moisture content from which each of the values in
the above item of maximum dry density and optimum moisture content were determined.
The information from the above items provided by the Contractor to the Engineer shall form
the basis for compaction methodology.
Fill compacted to end-product requirements shall have an in situ density, measured using
appropriate field equipment, equal to or greater than the percentage given in Table 1 of the
maximum dry density for the relevant Class of fill previously made available to the Engineer in
accordance with the above.
The in situ density referred to above shall be measured in accordance with BS 1377: Part 9,
Clause 2.1, unless the Engineer permits the nuclear methods to be used. Where nuclear
methods are permitted, BS 1377: Part 9, Clause 2.5 shall be followed.
2.20.3
Method Compaction
Where method compaction is required to be adopted, this shall be undertaken using plant
and methods appropriate to the compaction requirements in Table 1 for the Class of fill being
compacted. The Contractor shall provide to the Engineer for his approval his detailed
proposal for the method of compaction including, but not limited to, information on Class of
fill to be compacted, layer thickness, compaction plant to be used and number of passes to
be applied to each layer.
Where required by the Engineer, the Contractor shall carry out in situ density tests on
materials compacted to the proposed method requirements to prove the achieved
compaction. If the results of such field tests show densities which indicate the state of
compaction to be inadequate, then the Contractor shall carry out such further works as may
be required by the Engineer to ensure compliance with the Contract.
2.20.4
Landscaped Areas
Landscaped areas shall be constructed in the locations shown on the Drawings with Class 4
material complying with Table 1.
Unless an end-product compaction is required, the degree of compaction of Class 4 material
shall be that sufficient to remove large voids and to produce a coherent mass whilst
preventing over-compaction.
Following completion of filling of landscaped areas, Class 5 material complying with Table 1
shall be shaped as detailed on the Drawings.
2.21
Earthworks Materials Tests
Unless otherwise described in the Contract, sampling and testing of earthworks materials
shall be carried out in accordance with BS 1377: Parts 1 to 9 inclusive (also see Part 3 of this
Specification).
Page 18
Notes for Table 1:
(1) “omc” is the ‘optimum moisture content. “MDD” is the ‘maximum dry density”
(2) 10% Fines Value. The minimum value given shall be for tests carried out in accordance
with BS 812: Part 111 except that samples shall be soaked in water at room
temperature for 48 hours before testing without having been over-dried.
(3) Where undrained shear strength is specified as the method of material classification
and control, a Hand Vane may be used provided that it is calibrated against
Unconsolidated Undrained Shear Strength tests to BS 1377: Part 7, Clause 8 on
110 mm nominal diameter samples. In this case the Contractor shall submit details of
his proposed Hand Vane and calibration method to the Engineer for acceptance prior to
the start of the earthworks.
(4) Laboratory CBR Value. The minimum CBR value shall be that from fully-saturated
tests on samples compacted to a density of 95% of the maximum dry density and when
tested in accordance with BS 1377: Part 4: Clause 7 using 3 annular surcharge rings.
(5) In situ CBR Value shall be the value achieved from in situ tests carried out in
accordance with BS 1377: Part 7: Clause 4.3 using 3 annular surcharge rings.
Page 19
TABLE 1: Requirements for Acceptability and Testing of Earthworks
Part 1 – General Granular Fill
Class
General Material
Description
Typical Use
Permitted Constituents
(All subject to the requirements of
Parts 1& 2 of this Specification)
Compaction Requirements
Material Properties
PROPERTY
TEST
see cl 3.2 for test method
1A
1B
1C
Well graded granular
material
General fill.
Uniformly graded
granular material
General fill
Coarse granular
material
General fill.
Any material or combination of
materials, excavated from site,
recycled aggregate or dredged
materials.
Any material or combination of
materials, excavated from site,
recycled aggregate or dredged
materials.
Any material or combination of
materials, excavated from site
recycled aggregate or dredged
materials.
Grading
Uniformity
coefficient
Moisture content
Grading
Uniformity
coefficient
Moisture content
Grading
Uniformity
coefficient
Moisture content
LIMITS
UPPER
Table 2
BS 1377: Part 2
LOWER
Table 2
ratio of D60 to D10
10
-
BS 1377: Part 2
BS 1377: Part 2
omc - 2%
Table 2
omc + 2%
Table 2
ratio of D60 to D10
-
10
BS 1377: Part 2
BS 1377: Part 2
omc - 2%
Table 2
omc + 2%
Table 2
ratio of D60 to D10
10
-
BS 1377: Part 2
omc - 2%
omc + 2%
End Product 95% of maximum
dry density of BS 1377: Part 4
(4.5kg rammer).
End product 95% of maximum
dry density of BS 1377: Part 4
(4.5kg rammer)
End Product 95% of maximum
dry density of BS 1377: Part 4
(4.5kg rammer).
Page 20
TABLE 1: Requirements for Acceptability and Testing of Earthworks (cont.)
Part 2 – General Cohesive Fill
Class
General Material
Description
Typical Use
Permitted Constituents
(All subject to the requirements of
Parts 1& 2 of this Specification)
Compaction Requirements
Material Properties
PROPERTY
TEST
see cl 3.2 for test method
2A
2B
2C
2D
Wet cohesive
material
Dry cohesive
material
Stony cohesive
material
Silty cohesive
material
General fill.
General fill.
General fill.
General fill.
Any material or combination of
materials, excavated from Site.
Any material or combination of
materials excavated from the Site.
Any material or combination of
materials, excavated from Site.
Any material or combination of
materials, excavated from Site.
Grading
Plastic limit (PL)
Moisture content
Undrained Shear
Strength
Grading
Plastic limit (PL)
Moisture content
Undrained shear
strength
Grading
Plastic limit (PL)
Moisture content
Undrained shear
strength
Grading
Plastic limit (PL)
Moisture content
BS 1377: Part 2
BS 1377: Part 2
BS 1377: Part 2
BS 1377: Part 7 (See
notes)
BS 1377: Part 2
BS 1377: Part 2
BS 1377: Part 2
BS 1377: Part 7 (See
notes)
BS 1377: Part 2
BS 1377: Part 2
BS 1377: Part 2
BS 1377: Part 7 (See
notes)
BS 1377: Part 2
BS 1377: Part 2
BS 1377: Part 2
LOWER
Table 2
-
LIMITS
UPPER
Table 2
6%
0.9 x PL
60 kPa
Table 2
-
-
End Product 95% of maximum
dry density of BS 1377: Part 4
(4.5kg rammer).
Table 2
6%
0.9 PL
-
End product 95% of maximum
density of BS1377: Part 4
(4.5kg rammer).
60 kPa
Table 2
6%
0.9 PL
-
End Product 95% of maximum
dry density of BS 1377: Part 4
(4.5kg rammer).
Table 2
omc - 3%
Table 2
6%
omc + 3%
End Product 95% of maximum
dry density of BS 1377: Part 4
(4.5kg rammer).
60 kPa
Table 2
-
Page 21
TABLE 1: Requirements for Acceptability and Testing of Earthworks (cont.)
Part 3 – Not Used
Class
General Material
Description
Typical Use
Permitted Constituents
(All subject to the requirements of
Parts 1& 2 of this Specification)
Compaction Requirements
Material Properties
PROPERTY
TEST
see cl 3.2 for test method
3
LOWER
LIMITS
UPPER
Not used
TABLE 1: Requirements for Acceptability and Testing of Earthworks (cont.)
Part 4 – Land-raise Fill
Class
General Material
Description
Typical Use
Permitted Constituents
(All subject to the requirements of
Parts 1& 2 of this Specification)
Compaction Requirements
Material Properties
PROPERTY
TEST
see cl 3.3 for test method
4
Various
Land-raise fill
Any acceptable material or
combination of materials imported
to site or from site.
Grading
Moisture content
BS 1377: Part 2
BS 1377: Part 2
LOWER
-
LIMITS
UPPER
-
Clause 2.21.4
TABLE 1: Requirements for Acceptability and Testing of Earthworks (cont.)
Part 5 – Topsoil
Class
General Material
Description
Typical Use
Permitted Constituents
(All subject to the requirements of
Parts 1& 2 of this Specification)
Compaction Requirements
Material Properties
PROPERTY
TEST
see cl 3.2 for test method
5A
Topsoil, or turf,
existing on Site
Top soiling
Any material designated as topsoil
in the Contract.
See Landscape
Specification
5B
Imported Topsoil
Top soiling
Material complying with BS 3882.
See Landscape
Specification
See Landscape
Specification (Module
20)
See Landscape
Specification (Module
20)
LOWER
LIMITS
UPPER
Compaction not required
Page 22
TABLE 1: Requirements for Acceptability and Testing of Earthworks (cont.)
Part 6 – Selected Granular Fill
Class
General Material
Description
Typical Use
Permitted Constituents
(All subject to the requirements of
Parts 1& 2 of this Specification)
Compaction Requirements
Material Properties
PROPERTY
TEST
see cl 3.2 for test method
6A
6B
6C
6D
Selected well graded
granular material
Selected coarse
granular material
Selected uniformly
graded granular
material
Screened Crusher
material
Fill below water
Fill starter layer
Fill starter layer.
Blinding layer
Natural sand, natural gravel,
crushed rock other than
argillaceous rock, crushed
concrete.
Grading
Uniformity
coefficient
Plasticity Index
10 % Fines Value
Natural sand, natural gravel,
crushed rock other than
argillaceous rock, crushed
concrete.
Grading
Uniformity
coefficient
Plasticity Index
10% Fines Value
Natural sand, natural gravel,
crushed rock other than
argillaceous rock, crushed
concrete.
Grading
Uniformity
coefficient
Plasticity Index
Moisture content
10% Fines Value
Crushed gravel, crushed rock or
crushed concrete fines.
Grading
Plasticity Index
BS 1377: Part 2
ratio of D60 to D10
BS 1377: Part 2
BS 812: Part 111
(See notes)
BS 1377: Part 2
ratio of D60 to D10
BS 1377: Part 2
BS 812: Part 111
(See notes)
BS 1377: Part 2
ratio of D60 to D10
BS 1377: Part 2
BS 1377: Part 2
BS 812: Part 111
(See notes)
BS 1377: Part 2
BS 1377: Part 2
LOWER
Table 2
10
LIMITS
UPPER
Table 2
-
Non Plastic
50 kN
Table 2
10
Table 2
-
Non Plastic
50 kN
Table 2
-
No compaction required when
placed below water. Method
compaction approved by the
Engineer when above water.
Method compaction approved
by the Engineer.
Table 2
10
Non Plastic
omc - 2%
omc + 2%
50 kN
-
End Product 95% of maximum
dry density of BS 1377: Part 4
(4.5kg rammer).
Table 2
Table 2
Non Plastic
Method compaction approved
by the Engineer.
Page 23
TABLE 1: Requirements for Acceptability and Testing of Earthworks (cont.)
Part 6 – Selected Granular Fill (cont.)
Class
General Material
Description
Typical Use
Permitted Constituents
(All subject to the requirements of
Parts 1& 2 of this Specification)
Compaction Requirements
Material Properties
PROPERTY
TEST
see cl 3.2 for test method
6N
6P
Selected well
graded granular
material
Selected granular
material
Fill to Structures
Fill to Structures
Natural gravel, natural sand,
crushed gravel, crushed rock other
than argillaceous rock, crushed
concrete, or any combination
thereof.
Natural gravel, natural sand,
crushed gravel, crushed rock other
than argillaceous rock, crushed
concrete, any combination thereof.
LIMITS
UPPER
Table 2
BS 1377: Part 2
LOWER
Table 2
ratio of D60 to D10
10
-
10% Fines Value
BS 812: Part 111
(See notes)
100 kN
-
Effective angle of
internal friction
BS 1377: Part 7
Permeability
BS 1377
Grading
Uniformity
coefficient
Grading
Uniformity
coefficient
10% Fines Value
BS 1377: Part 2
40
degrees
5 x 10-5
m/sec
Table 2
Table 2
ratio of D60 to D10
5
-
BS 812: Part 111
(See notes)
100 kN
-
Effective angle of
internal friction
BS 1377: Part 7
Permeability
BS 1377: Part 5
35
degrees
5 x 10-5
m/sec
-
-
End Product 95% of maximum
dry density of BS 1377: Part 4
(vibrating hammer method).
Compacted fill layers not to
exceed 250mm thickness
End Product 95% of maximum
dry density of BS 1377: Part 4
(vibrating hammer method).
Compacted fill layers not to
exceed 250mm thickness
-
Page 24
Table 2: Grading Requirements for Acceptable Earthworks Materials
Class
1A
1B
1C
2A & 2B
2C
2D
6A
6B
6C
6D
6N & 6P
Size (mm)
500
300
100
100
100
125
100
100
100
100
100
90
75
37.5
90-100
Percentage by Mass Passing the Size Sieve
Size (mm) BS Series
28
20
14
10
63
5
3.35
20-95
80-100
15-80
0-100
0-10
100
0-100
100
2
100
0 -85
0-100
95-100
0-35
0-10
1.18
Size (microns) BS Series
300
150
63
2
< 15
< 15
0-25
< 15
15-100
15-80
80-100 0-20
0-45
<5
600
0-2
< 10
< 15
Page 25
Table 3: Frequency of Testing to be Carried out by the Contractor
Item
Work, Goods or
Materials
Test
Frequency of Testing
Test
Certificate
Comments
Material excavated from Tests for contaminants
within the Site other than
from made ground
Required
Initially one of each test per
1,000,m³ per cut area. If initial
five tests give consistent results,
frequency may be reduced with
acceptance of the Engineer to
one of each test per 5 000 m³
per cut area.
Contaminants for which
testing is required to be
identified in Contract or
as directed by the
Engineer.
Material excavated from Tests for contaminants
made ground from within
the Site identified on the
drawings as
unacceptable material
Class U1
Initially one of each test per 100 Required
m³ of made ground per cut area.
If initial five tests give consistent
results, frequency may be
reduced with acceptance of the
Engineer to one of each test per
1,000 m3 of made ground per
cut area.
Contaminants for which
testing is required to be
identified in Contract or
as directed by the
Engineer.
Material excavated from Tests for contaminants
areas identified on the
drawings as
unacceptable material
Class U2
Contractor to propose frequency Required
of testing for acceptance by the
Engineer.
Contaminants for which
testing is required to be
identified in Contract or
as directed by the
Engineer.
Acceptable material
Class General
Description
Grading
Uniformity Coefficient
Moisture Content
Total Sulphate content
1A
1B
1C
Total Chloride content
General
granular fill
Optimum Moisture
Content / MDD (4.5 kg
rammer)
One per 1,000 m³ per source,
minimum one per day per
source
One per 250 m³ per source,
minimum two per day per
source
One per source then weekly
Required
Cross refer to Table 1
Weekly per source
Particle density
In situ density
3 No per 100 m2 per layer
2
3 No per 500 m per layer
In excavations or trenches
In large fill areas such as
in embankments
Page 26
Table 3: Frequency of Testing to be Carried Out by the Contractor (Contd.)
Clause
Work, Goods or
Materials
Test
Grading
Frequency of Testing
Test
Certificate
One per 1,000 m³ per source,
minimum one per week per
source
Liquid Limit, Plastic Limit
and Plasticity Index
Moisture Content
2A,
2B General cohesive fill
2C
2D
Optimum Moisture
Content / MDD (4.5kg
rammer)
Cross refer to Table 1
One per 250 m³ per source,
minimum 3 per day per source
Required
Undrained shear
strength
Once per source then every two
weeks
Particle density
Weekly per source
In situ density
3 No per 100 m2 per layer
In excavations or trenches
2
3 No per 500 m per layer
4
Landscape Fill
Grading
Daily
Moisture Content
Three per day per cut area
Grading
One per 250 m³ or minimum
one per day
6A Selected granular fill Uniformity Coefficient
Plasticity Index
One per week per source
10% Fines Values
One per 500 m3 or minimum
one per week per source
Grading
One per 250 m³ or minimum
one per day
Uniformity Coefficient
Plasticity Index
10% Fines Values
Total sulphate content
6B
Total chloride content
6C Selected granular fill Moisture Content
6D
Optimum Moisture
Content / MDD
(vibrating hammer)
Comments
In embankments
Required
Cross refer to Table 1
Source to be accepted
by the Engineer in
advance
Required
One per 500 m3 or minimum
one per week per source
One per source and then
weekly
One per 250 m³ or minimum
one per day
Required
Cross refer to Table 1
Once per 1 000 m3 or minimum
one per week per source
Particle density
In situ density
3 No per 100 m2 per layer
Backfill to structures,
excavations or trenches
3 No per 500 m2 per layer
Fill in embankments
Page 27
Table 3: Frequency of Testing to be Carried Out by the Contractor (Contd.)
Clause
Work, Goods or
Materials
Test
Frequency of Testing
Test
Certificate
Grading
Comments
Source to be accepted
by the Engineer in
advance
One per 250m³ or minimum one
per day
Uniformity Coefficient
Moisture Content
Optimum Moisture
Content /MDD
(vibrating hammer)
6N & Selected granular
6P material – backfill to
Particle density
structures
One per 250 m³ or minimum
one per day
Once per week per source
Required
Cross refer to Table 1
Plasticity Index
Effective angle of
internal friction
Permeability
Once per source then every two
months
10% Fines Value
Once per week per source
In situ density
Three per layer per structure
element
Geotextiles
Tensile load
Permeability
Pore size
Water added to fill
Sulphate & Chloride
Content
1 per 400 m2
Required
Once per source then weekly
Required
Notes for Table 3:
(1) Tests comparable to those specified in this Table will be necessary for any equivalent work, goods or
materials proposed by the Contractor.
(2) Unless specifically stated to the contrary, all samples used in the testing shall be taken from materials after
delivery to the site for incorporation into the works.
(3) The indicated time related frequency (that is, day, week or month) relates to periods or part periods of time
that the material is used in the works. Testing is not required for the periods of time that the material is not in
use.
(4) The specified frequency of testing is the minimum required. The Contractor may seek the Engineer’s review
of this specified frequency only where his method of work, test results and/or the consistency of quality of the
sources of material being used justifies a relaxation to these specified requirements.
Page 28
3.
PART 3 SUMMARY
3.1
Reference Documents
3.1.1
Earthwork Materials
Reference
Title
BS 812: Part 111
Testing Aggregates, Methods for determination of ten per cent fines
value (TFV)
Methods of test for soils for civil engineering purposes. General
requirements and sample preparation
Methods of test for soils for civil engineering purposes. Classification
tests
Methods of test for soils for civil engineering purposes. Chemical
and electro-chemical tests
Methods of test for soils for civil engineering purposes. Compactionrelated tests
Methods of test for soils for civil engineering purposes.
Compressibility, permeability and durability tests
Methods of test for soils for civil engineering purposes.
Consolidation and permeability tests in hydraulic cells and with pore
pressure measurement
Methods of test for soils for civil engineering purposes. Shear
strength tests (total stress)
Methods of test for soils for civil engineering purposes. Shear
strength tests (effective stress)
Methods for test for soils for civil engineering purposes. In-situ tests
BS 1377: Part 1
BS 1377: Part 2
BS 1377: Part 3
BS 1377: Part 4
BS 1377: Part 5
BS 1377: Part 6
BS 1377: Part 7
BS 1377: Part 8
BS 1377: Part 9
3.1.2
Geotextiles
Reference
Title
BS EN ISO 10319
BS EN ISO 11058
Geotextiles. Wide-width tensile test
Geotextiles and geotextile-related products. Determination of water
permeability characteristics normal to the plane, without load
Geotextiles and geotextile-related products. Determination of the
characteristic opening size
BS EN ISO 12956
3.1.3
Geogrids
Reference
Title
BS EN 13251
Geotextiles and geotextile-related products. Characteristics required
for use in earthworks, foundations and retaining structures
Geosynthetics. Determination of friction characteristics. Direct shear
test
Geotextiles and geotextile-related products. Determination of tensile
creep and creep rupture behaviour
BS EN ISO 12957: Part 1
BS EN ISO 13431
3.1.4
Compaction of Fills
Reference
Title
BS 1377: Part 4
Methods of test for soils for civil engineering purposes. Compactionrelated tests
Methods for test for soils for civil engineering purposes. In-situ tests
BS 1377: Part 9
Page 29
3.2
Testing
The test methods outlined in Table 1 are fully defined below:
3.2.1
Earthwork Materials
Liquid Limit (LL)
Plastic Limit (PL)
Plasticity Index (PI)
Chloride Content of soil
Sulphate Content of soil
Chloride Content of water
Sulphate Content of water
Organic matter content
Grading
Particle density
Moisture content
Optimum moisture content / MDD
Uniformity coefficient (calculated from)
Undrained shear strength
10% Fines Value
Laboratory California Bearing Ratio
In situ California Bearing Ratio
In situ density
In situ density (nuclear methods)
Permeability
Effective angle of internal friction
3.2.2
BS 1377: Part 2, Clause 4.3
BS 1377: Part 2, Clause 5.3
BS 1377: Part 2, Clause 5
BS 1377: Part 3, Clause 7.3
BS 1377: Part 3, Clause 5.3
BS 1377: Part 3, Clause 7.2
BS 1377: Part 3, Clause 5.4
BS 1377: Part 2, Clause 3
BS 1377: Part 2, Clause 9.2
BS 1377: Part 2, Clause 8.2
BS 1377: Part 2, Clause 3.2
BS 1377: Part 4, Clause 3.5
BS 1377: Part 2, Clause 9.2
BS 1377: Part 7, Clause 8
BS 812: Part 111
BS 1377: Part 4, Clause 7
BS 1377: Part 9, Clause 4.3
BS 1377: Part 9, Clause 2.1
BS 1377: Part 9, Clause 2.5
BS 1377: Part 5, Clause 5
BS 1377: Part 7, Clause 4
Compaction
Maximum dry density
Optimum moisture content
In situ density
BS 1377: Part 4, Clause 4
BS 1377: Part 4, Clause 3.5
BS 1377: Part 9, Clause 2.1
Page 30
Abbreviations
ACB
ACOP
ACRIB
Air Circuit Breakers
Approved Code of Practice
Air Conditioning and Refrigeration Industry
Board
Acoustic Doppler Current Meters
ADCM
AFMA
Australian Fisheries Management Authority
American Gear Manufacturers’ Association
AGMA
AISI
American Iron and Steel Institute
AS
Acceptance Strength
Association of Short-circuit Testing
ASTA
Authorities
ASTM
American Society for Testing Materials
ATS
Automatic Transfer Switch
AWS
American Welding Society
British Approval Service for Electric Cables
BASEC
BOCA
Building Officials and Code Administrators
BRE
Building Research Establishment Ltd.
British Standards
BS
Building Service Research and Information
BSRIA
Association
CBR
California Bearing Ratio
CCTV
Close Circuit Television
CECOMAF Comité Européen des Constructeurs de
Matériel Frigorifique
CENELEC Comité Européen de Normalisation
Electrotechnique
CFC
Chlorofluorocarbons
CIBSE
Chartered Institution of Building Services
Engineers
CHW
Chilled Water
CI
Cast Iron
CLW
Cooling Water
CM
Current Margin / Communication cable
CMP
Communication cable (Plenum)
CP
Code of Practice
CPC
Circuit Protection Conductor
CPT
Cone Penetration Testing
Categorised Required Strength
CRS
Cathode Ray Tube
CRT
CRZ
Capillary Rise Zone
CT
Current Transformer
c(UL)
Underwriters Laboratories Incorporated
(Canada)
DEO
Defence Estate Organisation
DFT
Dry Film Thickness
DI
Ductile Iron
DIN
Deutsches Institut für Normung
DPC
Damp Proof Course
DPDT
Differential Pressure, Differential
Temperature
DS
Durability Strength
DVR
Digital Video Recorder
DW
Ductwork Specification
EA
Exhaust Air
ECMA
European Computer Manufacturers
Association
EA
Exhaust Air
ECMA
European Computer Manufacturers
Association
ECR
Extra Chemical Resistant
EIA
Environmental Impact Assessment/
Electronic Industries Alliance
EMC
EPDM
FA
FBA
FRP
FSC
GANA
GGBS
GMS
GRC
GRP
HCFC
HDPE
HEPA
HFC
HPL
HPPE
HRC
HSE
HSFG
HV
HVCA
ICBO
IGCC
IGE/UP
IP
ISAT
ISO
ITP
KD
kVA
LCD
LED
LPG
LS0H
LSF
LV
MCB
MCC
MCCB
MDF
MDD
MDPE
MEP
MICC
MIO
MMI
MOD
MS
MSDS
MSRPC
N
NDFT
NEMA
NFPA
NRC
NS
Electromagnetic Compatibility
Ethylene-propylene-diene-monomer
copolymer
Fresh Air
Factory Built Assembly
Fibre Reinforced Polymer
Forest Stewardship Council
Glass Association of North America
Ground Granulated Blast-furnace Slag
Galvanized Mild Steel
Glass Reinforced Cement/Glass Reinforced
Concrete
Glass Reinforced Plastics
Hydrofluorocarbons
High Density Polyethylene
High Efficiency Particulate Air
HydroFluoroCarbon
High Pressure Laminate
Higher Performance Polyethylene
High Rupturing Capacity
Health and Safety Executive
High Strength Friction Grip
High Voltage
Heating and Ventilating Contractors’
Association
International Conference of Building Officials
Insulating Glass Certification Council
Institution of Gas Engineers – Utilization
Procedures
Ingress Protection
Initial Surface Absorption Test
International Standard Organization
Inspection Testing Plan
Kiln Dried
Kilovolt Ampere
Liquid Crystal Display
Light Emitting Diode
Liquid Petroleum Gas
Low Smoke Zero Halogen
Low Smoke and Fume
Low Voltage
Miniature Circuit Breaker
Motor Control Centre
Moulded Case Circuit Breakers
Medium Density Fireboard
Maximum Dry Density
Medium Density Polyethylene
Mechanical Electrical Plumbing
Mineral Insulated Copper Covered Cable
Micaceous Iron Oxide
Man Machine Interface
Ministry of Defence
Micro-silica
Material Safety Data Sheet
Moderate Sulphate Resistance Portland
Cement
Nitrogen
Nominal Dry Film Thickness
National Electrical Manufacturers’ Association
National Fire Protection Association
Noise Reduction Coefficient
Norwegian Standard
Page 31
O/D
ODP
OFS
OFTEC
O&M
OPC
PD
PE
PFA
PFC
PM
PTFE
PVC
PVC-u
PWTAG
QA/QC
RA
RCCD
RCD
R&D
REFCOM
RPM
RPZ
RTD
RTR
SA
SBCCI
SDR
SIS
SP
SPDT
SRPC
SS
SSPC
TIA
TRA
UL
ULPA
UP
UPS
UTP
UV
VC
VR
WBP
W/C
WIS
WP
WRAS
XLPE
Outside Diameter
Ozone Depletion Potential
Oil Fired (Appliance/Equipment) Standard
Oil Firing Technical Association
Operation and Maintenance
Ordinary Portland Cement
Published Documents
Polyethylene
Pulverised Fuel Ash
Power Factor Correction
Project Manager
Polytetrafluoroethylene
Polyvinylchloride
Unplasticised Polyvinylchloride
Pool Water Treatment Advisory Group
Quality Assurance/Quality Control
Return/Recycled Air
Residual Current Circuit Breaker
Residual Current Device
Research and Development
Register of Companies Competent to
handle refrigerants
Reinforced Plastic Mortar
Reduced Pressure Zone
Resistant Temperature Detector
Reinforced Thermosetting Resin
Supply Air
Southern Building Code Congress
International (Incorporated)
Standard Dimension Ratio
Swedish Institute of Standards
Super-plasticizing
Single Pole Double Throw
Sulphate Resistance Portland Cement
Structural Strength
Steel Structures Painting Council
Telecommunication Industry Association
Trussed Rafter Association
Underwriters Laboratories Incorporated
Ultra Low Penetration Air
Unsaturated Polyester Resin
Uninterruptible Power Supply
Unshielded Twisted Pair
Ultra Violet
Vitrified Clay
Video Recorder
Weather and Boil Proof
Water Cement Ratio
Water Industry Specification
Water Proofing
Water Regulations Advisory Scheme
Cross Linked Polyethylene
Page 32