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3 Structural Works

3.1 General
This Section describes the procedures and requirements for the fabrication, welding, testing,
erection/installation and commissioning of all structural steelwork.
The details included herein shall apply to all structural steelwork for the permanent works, unless otherwise
specified on the Drawings or within other Sections of this Specification.

3.2 Particular Steelworks Specification

3.2.1 Submittals for Approval and Information

Structural steelwork shall be fabricated and erected in accordance with the requirements of the Design and
Drawings. Structural steelwork shall be in accordance with EN 10025, EN 10210 or EN 10056 as
appropriate.
The Contractor shall submit the following information to the Engineer prior to commencement of fabrication:
• Manufacturer’s Mill Certificates certifying that steel members meet the specified requirements;
• Mill Test Reports indicating structural strength, destructive and non-destructive test analyses;
• Weld Procedure Test results certified by an independent welding inspector;
• Welder’s Test Certificates shall verify that welders employed on the Works are qualified within the
previous 12 months for the weld procedures they will be required to undertake in the fabrication
process (welders may be subject to approval by on-site practical testing);
• The Contractor shall provide a method statement relating to the fabrication of all items of steelwork;
• The Contractor shall, as part of his overall programming responsibilities, prepare a programme for
the fabrication of the steelwork. It shall cover the process of fabrication Drawings and include
submission/approval time; material order/delivery dates, inspection and material testing, and
fabrication period including any trial erection periods; and delivery to site plus erection sequence
programme indicating key contractual dates;
• The Contractor shall prepare detailed erection plan Drawings and clearly identify any temporary
works required to ensure the safe erection of the fabrication steelwork.

3.2.2 Contractors Drawings

The Contractor shall provide marking plans, fabrication and as-built Drawings. If these Drawings are
produced by amending the Engineer’s Drawings then the title blocks shall be amended to show that they
are now the Contractor’s Drawings. If the Drawings are prepared by a Sub-contractor the Drawing title block
shall contain the details of the sub-Contractor in addition to the Contractors details.
The shop fabrication Drawings shall give complete information for the fabrication of the component parts of
the structure, including location, type and extent of bolts and welds. The Drawings shall clearly distinguish
between black and high strength friction grip bolts. Where welding symbols are used these shall be in
accordance with EN 22553.
The Contractor shall prepare marking plans including any temporary stability bracing or erection sequence
notes necessary for the safe erection and correct alignment of all structural steelwork. All steel sections
delivered to site shall be clearly marked with its erection mark and orientation.

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3.2.3 Design and Construction Method

The erection shall be based on the construction method and/or sequence outlined in the Definition Drawings
and the Design. Alternative section sizes for structural steel members may be proposed by the Contractor
for approval by the Engineer.

3.2.4 Setting Out

The setting out of any structural steelwork to be incorporated into the permanent works shall be as shown
on the Drawings and shall comply with the lines and levels as specified on the Drawings.

3.3 General Steelworks Specification

3.3.1 Standard Specifications

Unless otherwise stated in this Specification, the materials and construction of the Works covered by this
Section shall comply in all respects with the latest editions of all relevant Eurocodes, British Standard
Specifications and Codes of Practice, including all current amendments. A list of the most relevant British
Standards and Codes of Practice is given below.

3.3.2 Quality Assurance and Standards

Where any work, goods or materials to be used in the Works covered in this Section of the Specification are
the subject of an accredited third-party quality management scheme or an accredited third-party product
certification scheme the Contractor shall supply the Engineer with a copy of the certificate of conformity with
that scheme. The schemes shall comply with the requirements of EN ISO 9001 and EN ISO 3834 – 3.

3.3.3 Inspection of Materials and Work in Progress

The Engineer shall have the right of access at all reasonable time to the stores and places of work of the
Contractor, his Sub-Contractors and his Suppliers for the purposes of inspection of materials and work in
progress.
The Engineer shall be afforded the opportunity to witness all mechanical tests.

3.3.4 Test Certificates

The Contractor shall perform tests and provide test certificates, or obtain the manufacturer’s test certificates,
which shall be submitted for the materials to be used in the work.
The tests shall be carried out by an approved testing authority, and shall include the following, all in
accordance with EN 10025 and other standards defined above:
• Chemical analysis;
• Tensile tests;
• Impact tests;
• Bend tests;
• Flattening test.
If any sample fails a test the consignment it represents may be rejected in part or in total as decided by the
Engineer.

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3.3.5 Internal Imperfections

In addition to the areas mentioned in BS 5400 Part 6 Clause 3.1.4, and where indicated on the Drawings,
the areas of plates listed below shall not have internal imperfections exceeding the limits of Class S1 or E1
(as appropriate) to EN 10160.

3.3.6 Hardness and Quality of Edges

Outside arises of plates and sections which are to receive corrosion protection shall be smoothed by grinding
or filing to a radius of at least 2mm.

3.3.7 Bolts, Nuts and Washers

All bolts described on the Drawings shall be in accordance with BS 4190. All bolts used for site assembly
should be grade 8.8 unless specified otherwise on the Drawings.

3.3.8 Structural Steels

All structural steel shall be of , Canada, Europe, Turkey, Japan or Australia origin and specified to the steel
grades in EN 10025. Steel shall be marked by painting to differentiate steel grades and the fabricator shall
ensure that correct steel grades are used for all fabrication work.
Steel sections and plate shall be to EN 10034. Structural hollow sections shall be to EN 10210. Steel equal
and unequal angles shall be to EN 10056. Steel bulb flats shall be to EN 10067.

3.3.9 Stainless Steel

Unless specified elsewhere all stainless steelwork shall be grade 1.4436 in accordance with
BSEN 10088.

3.3.10 Steelwork Fabrication

Technical Delivery Conditions:
The following technical delivery conditions shall be invoked:
• The maximum carbon equivalent values set out in Table 2.1 of EN 10025-2:2004 shall apply to all
steels other than stainless steel;
• Where indicated on the Drawings, the steelwork shall be suitable for hot-dip galvanised coating to
EN 1461;
• Where material is to be bent in the cold condition, it shall be of a grade suitable for cold forming.
Surface Condition:
The surface condition of the steel shall comply with Class A3 (for flat products) or Class C3 (for sections) to
EN 10163. Surface defects revealed during fabrication or blast cleaning shall be treated in accordance with
EN 10163. Repair by welding of any surface defect or exposed edge lamination shall only be carried out
with the approval of the Engineer and using a procedure complying with EN 1011-1.
Flame Cutting and Shearing Procedures:
The Contractor shall submit written procedures for flame cutting and shearing before commencing
fabrication. Documentary evidence shall be submitted to show that procedure trials witnessed by an
independent inspection authority have been carried out to demonstrate that these procedures comply with
the requirements of Clause 4.3.3 of BS 5400 Part 6.

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3.4 Welding

3.4.1 Welding - General

Metal-arc welding shall comply with EN 1011. Consumables for use in metal arc welding shall comply with
EN 439, EN 499, EN 760, EN 756, EN 758, EN 1668 or EN 14343 as applicable.
All welds shall be as detailed on the fabrication Drawings unless otherwise specified by the Engineer.
Low hydrogen electrodes shall be stored in a dry heated store. Prior to use they shall be baked in an oven
for at least the time and at the temperature recommended by the manufacturer and then stored in heated
containers alongside the work. If for any reason the container loses its heat or the electrodes are
inadvertently exposed, they shall be returned to the oven and the heating process repeated.
Electrodes and fluxes shall be used in accordance with the manufacturer’s instructions. Slag and weld
spatter shall be removed from welds and the surrounding surfaces using a flexible abrasive disk mounted
on a power-driven flexible pad, or a flexible abrasive flap wheel before cleaning or painting of these areas
is carried out. A burnished appearance caused by polishing in of paint, rust, or dirt, will not be acceptable.

3.4.2 Welding Procedures

No welding shall be carried out until the Engineer has approved the relevant welding procedures in
accordance with EN 15609. These may be procedures developed specifically for this project or generic
procedures certified by an independent inspection authority.
Welding procedures shall be written in accordance with EN 1011. They shall specify minimum heat inputs
or run sizes. These minima shall apply to all runs of weld, including tack welds. The fillet weld sizes shown
on the Drawings are those required for strength purposes only. The sizes shall be increased where
necessary to comply with the heat-input requirements just described. Welds should comply with EN 1011-2
and the guidance contained in Annex C, Method A and Annex D.
The independent weld inspector appointed by the Contractor shall verify that the welding procedure
qualification records are in accordance with EN 15614-1.
In the fabrication of built-up assemblies, all butt welds in each component part shall be completed, whenever
possible, before the final assembly.

3.4.3 Temperature of Steel

The temperature of steel before and during welding shall be as set out in EN 1011 but not less than 10°C.
Where pre-heating is necessary it shall be carried out by slow and uniform warming. Intense local heating
is prohibited. Attainment of the correct pre-heating temperature shall be determined by means of
temperature-sensitive crayons.

3.4.4 Welding Procedure Trials

Weld procedure trials shall be carried out as set out in EN 1090-2. The arc welding trials shall be valid for
thickness ranges and positions as set out in EN 15609-1.
The trials shall include specimen weld details representative of the actual construction, which shall be
welded in a manner simulating the most unfavourable conditions liable to occur in the particular fabrication.
If any surface treatment is to be applied to the work prior to fabrication, it shall be applied to the sample
material before the procedure trials are made. After welding the specimens shall be held at a temperature
not less than 100C for a period not less than 72 hours and shall then be sectioned and examined for defects.
Welding positions for procedure trials shall be as set out in EN ISO 6947.

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3.4.5 Qualifications and Testing of Welders

The approval and testing of welders shall be in accordance with EN 287, BS 4871 or BS 4872 as appropriate.
Tests shall be undertaken using specimens of the actual metal to be used in the Works. Welder's test
specimens shall be tested in accordance with the destructive testing listed in Error! Reference source not
found., or a similar standard approved by the Engineer, who reserves the right to require any welder to be
re-tested at any time during the Contract.
Should a welder fail in a first test, two further tests shall be undertaken immediately, and the welder must
satisfactorily pass both these tests. The Engineer may accept proof of previous qualification upon
submission of a recent welder performance qualification certificate. The Engineer reserves the right to retest
any welder working on the fabrication if he has reasons for doubting the welder's ability.
All welders carrying out underwater work shall be certified to AWS 3.6.

3.5 Welding - Workmanship

3.5.1 Welds
Butt Welds:
The ends of the butt welds shall have full throat thickness, and run-on / run-off plates shall be used during
butt welding adequately secured on either side of the main plates.
Additional metal remaining after the removal of the plates shall be removed by machining, or by other
approved means.
Ends and surfaces of welds shall be smoothly finished.
All main butt welds shall have complete penetration. Where access from both sides is possible the root of
the weld shall be inspected, and ground out as necessary, before welding from the second side. When
welds are only accessible from one side then full penetration must be achieved by the use of a backing strip.
Where additional butt welds not shown on the Definition Drawings are required to suit the available materials
and the Contractor’s transport and erection arrangements the locations of these butt welds shall be agreed
with the Engineer.
Where butt welds are to be ground flush, there shall be no loss of parent metal. The final grinding shall be
in the direction of the applied stress.
Fillet Welds:
Fillet welds shall be continuous to form a complete seal where two members join or abut.
During fabrication of steelwork, the Contractor shall take all necessary measures to prevent distortion
occurring during or as a result of welding. Work showing distortion in excess of the appropriate tolerances
shall be rejected and the Contractor shall replace such work at his own expense.

3.5.2 Supervision of Welding

Welding should be carried out only under the direction of an independent, experienced and competent
welding inspector appointed by the Contractor but approved by the Engineer in accordance with the
Engineer’s Requirements. A Certificate in Welding Supervision issued under the CSWIP scheme or
equivalent will be accepted as evidence of competence. Unless otherwise agreed by the Engineer, a record
shall be kept enabling major butt welds to be identified with the welders responsible for the work but finished
work shall not be marked by hard stamping for this purpose.

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3.5.3 Fit up of Welded Parts

The fit-up of parts joined by fillet welds shall comply with the requirements of EN 1011.
Gaps between parts joined by fillet welds shall not exceed 1mm average (measured over 1m or the length
of the weld, whichever is smaller). Where this additional requirement cannot be achieved, the Contractor
shall increase the size of the fillet weld accordingly, unless otherwise agreed by the Engineer.
In butt joints the root edges or root faces shall not be out of alignment by more than one eighth of the
thickness of the thinner material for materials up to 12mm thick or by more than 2mm for thicker materials.

3.5.4 Identification
Identification shall be provided to enable each weld to be traced to the welder or operator who made it.

3.5.5 Welded Attachments

Attachment of cables, pipework and auxiliary fittings etc. by site welding shall be approved by the Engineer
and the Contractor shall ensure that all his Sub-Contractors and Suppliers are informed accordingly.
Normally such attachments will be by properly co-ordinated shop-welded fittings and drillings. Should the
need for further attachments on site become apparent the Engineer shall be informed and he will then decide
what form such attachments may take.
Removal of temporary welded attachments shall be by cutting or chipping not less than 3mm from the
surface of the parent metal, nor shall detachment be achieved by breaking the back of the fillet weld or
removed by hammering. The surface of the material shall be ground smooth with the final grinding in the
direction of the highest stress. The positions of approved welds required for temporary attachments shall be
agreed by the Engineer before the work commences.

3.5.6 Site Welding

The clauses in this specification which refer to welding apply both to shop welding and to site welding. The
quality acceptance standard for site welds shall be the same as for shop welds.

3.6 Welding Inspection

3.6.1 General
The Contractor shall appoint an independent weld inspector who will be approved by the Engineer and who
will co-operate fully with the Engineer in all aspects of inspection and Non-Destructive Examination (NDE)
of welds. The shop inspection by the independent inspector shall comply with the requirements of SCI
Publication No 203/07. The Contractor shall give adequate notice to the Engineer of any required fabrication
inspection stages.
The Contractor shall arrange and be responsible for supplying all NDE equipment, tools and materials to
enable the Engineer to conduct any inspection and undertake any further NDE that he may deem necessary.
Any such examination and inspection shall not absolve the Contractor from his responsibility to exercise
such quality control as will ensure that the Engineer’s Requirements, including related Codes, Standards
and Specifications, are satisfied.
After completion of NDE, all NDE reports shall be submitted to the Engineer as soon as possible after each
inspection and not less than the time limits stated in the Engineer’s Requirements. These reports shall detail
a complete history of the NDE and inspection sequences. The NDE shall form part of the Quality
Documentation required by the Engineer’s Requirements.

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3.6.2 Loose Rust and Scale

All loose rust and scale, slag residue and weld spatter shall be removed prior to inspection.

3.6.3 Visual Inspection

Close visual inspection to EN 970 shall be carried out by the independent specialist on 100% of all welds.
The acceptance standard shall be EN ISO 5817 quality level D.

3.6.4 Magnetic Particle Inspection

Magnetic particle inspection to EN 1290 shall be carried out by the independent specialist on 10% of all fillet
welds. The welds to be inspected shall be agreed by the independent specialist and the Engineer. The
acceptance standard shall be EN 1291.

3.6.5 Dye Penetrant Testing

The Engineer’s preferred method of NDE for fillet welds is magnetic particle inspection. However, where for
any reason MPI cannot be used the Engineer will give permission for dye penetrant testing in accordance
with EN 571 Part 1 to be used instead. The acceptance standard shall be EN 1289, level 2.

3.6.6 Ultrasonic Inspection

Ultrasonic inspection to EN 1714 shall be carried out by an independent specialist on 10% of all butt welds.
The welds to be inspected shall be agreed by the independent specialist and the Engineer following
completion of the visual inspection. The acceptance standard shall be EN 1712 level B.

3.6.7 Production Test Plates

The Engineer will decide the number and choice of production test plates. A minimum of production test
plates from 20% of tension flange welds and one from each compression flange and web plate will be
required for test specimens.
The tests to be carried out on the production test plates shall be as set out in Clause 5.5.1 of BS 5400
Part 6. The size of the plates shall be sufficient to provide two sets of specimens for these tests.
Tests shall be carried out by the methods described in EN 875, EN 895 EN 910, and EN 15609-1.
The weld metal and heat affected zone in production test plates shall be tested to ensure compliance with
Clause 5.4.1.2 of BS 5400 Part 6, assuming that the applied principal tensile stress at the ultimate limit state
is greater than 100 N/mm2.
In the event of failure to meet the test requirements, the welded joint represented by the tests shall be
completely cut out. The joint shall then be re-welded and the tests repeated. Failure of a joint to meet test
requirements may lead to the Engineer increasing the number of joints to be tested.

3.6.8 Repair of Welds

Should any sections of a weld be found to be faulty the weld will be deemed unacceptable and the Contractor
required to repair or replace the weld at his own cost in accordance with BS 5400 Part 6 Clause 4.7.5.
If the welding procedure for the repair is different from the original weld then a separate welding procedure
will be required.
The Engineer may also ask for an investigation into the cause of the defect to be carried out.

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3.7 Dimensional Control

3.7.1 General
The tolerance on thickness of plates and flats shall be Class A to EN 10029.
Fabrication tolerances shall be as set out in Table 8 of BS 5400 Part 6. The Contractor shall demonstrate
to the satisfaction of the Engineer that he has procedures in place to control distortion and contraction so
as to achieve these tolerances.
Erection tolerances shall be in accordance with SCI Publication No 203/07.

3.7.2 Bearing Surfaces

As an alternative to machining of bearing surfaces in accordance with BS 5400 Part 6 Clause 4.2.3, an
equivalent fit may be achieved between two surfaces by grinding until the two surfaces mate to give a
maximum 0.5mm gap.

3.7.3 Ends of Stiffeners

Where ends of stiffeners are required to be fitted, they shall be ground or otherwise prepared, so that the
maximum gap between the end of the stiffener and the surface against which it is fitted does not exceed
0.25mm over 60% of the fitted area and does not exceed 0.75mm over the remainder of the fitted area.

3.8 Bolting

3.8.1 Lack of Fit

If members do not properly fit because holes do not match, such holes shall be reamed out and the next
larger size bolt shall be inserted. If in the Engineer's opinion that connection requires new holes, then new
holes shall be drilled. No burning of existing or new holes will be permitted. No correction shall be carried
out without the prior approval of the Engineer.

3.8.2 Assembly of Bolted Joints

When a joint has been assembled, the matching holes shall be accurately located with standard parallel
barrel drifts of the appropriate diameter. Sufficient temporary service bolts shall then be inserted and
tightened up to draw all the connected parts tightly together. All connections shall be completed as soon as
practicable after assembly.

3.8.3 Galvanizing and Sherardizing

Bolts for fixing galvanised items are to be galvanised to BS 7371 Part 6. The threads of the nuts may be
0.4 mm oversize. A sparing application of tallow to ease assembly is permitted.
Bolted joints in galvanized steel shall be sealed using zinc rich primer to BS 4652.

3.8.4 Stainless Steel Bolts

Where stainless steel bolts make contact with other dissimilar metals, an electrically insulating washer/top
hat shall be provided between the two metals to prevent bi-metallic corrosion.

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3.9 Handling, Transport and Erection

3.9.1 Handling of Structural Steelwork

All structural steelwork shall be erected in accordance with BS 5400 Part 6 and BS 5331. The structural
steelwork shall be transported to site, handled, stored and erected so that it is not subjected to stresses in
excess of those for which it was designed and is not damaged in any way. Means shall be provided to
minimise damage to the protective treatment and any damage which does occur shall be made good.
All work shall be protected in transit. Particular care shall be taken to stiffen free ends and prevent permanent
distortion and adequately protect all machined surfaces. All bolts, nuts, washers, screws, small plates and
small articles generally shall be suitably packed and identified.
Any members which in the opinion of the Engineer have been damaged or overstressed shall be removed
from the Site at the Contractor’s expense and repaired or replaced to the approval of the Engineer.

3.9.2 Loading of Structures

The Contractor shall not at any time load any structure or any part thereof in excess of the designed working
load. No loads shall be placed on any parts of the structure without the prior approval of the Engineer.

3.9.3 Erection Plant and Equipment

The erection of steelwork shall not commence until the erection method statement has been accepted by
the Engineer. The Contractor shall not employ any plant or equipment which in the Engineer’s opinion may
be unsuitable, unsafe, or likely to cause damage to the structure during erection or damage to existing
buildings etc.

3.9.4 Falsework and Temporary Bracing

The Contractor shall supply and erect all necessary falsework and staging and shall supply all labour, tools,
erection plant, lifts, services and other necessary materials. The Contractor shall take all necessary
measures, by the addition of temporary bracing and guying, to ensure adequate resistance to wind and
stability against collapse during construction.

3.9.5 Safety of Pedestrian and Vehicular Traffic

Due consideration shall be given at all time to the safety of pedestrian and vehicular traffic during the period
of erection.

3.9.6 Marking for Erection

Every piece of steelwork shall be distinctly marked before dispatch, in accordance with an erection
marking plan to be prepared by the Contractor. The figures shall be in paint not less than 50mm high
corresponding with the erection marks on the working Drawings and material lists. The weights of the
various members shall also be painted on. Markings shall be made on at least two sides of each member.

3.10 Corrosion protection

Detailed designs of corrosion protection measures shall be prepared by a specialised Subcontractor, taking
into account the properties of the soils and saline water.
Unless specified otherwise, the coating system for steel works shall as a minimum fulfil the following
requirements:

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1. Surface Preparation:
• The steelwork should be cleaned from oil, grease and other contamination prior to sand blasting;
• Surfaces to be sand blasted to S.A 2.5;
2. Priming:
• The sand blasted surface should receive a primer coat not more than (4.0) hours from starting of
blasting operation;
• Primer coat should be of two component epoxy polyamide primer containing zinc phosphate as a
corrosion inhibiting pigment;
• Colour: red;
• Solid by volume: 55%;
• Application method: spray, brush or roller;
• Dry film thickness: 70 microns.
3. Intermediate coat:
• After primer coat curing, the intermediate coat surface to be cleaned from any contamination, and
then receive two coats of two component high build polyamide cured epoxy of dry film thickness
150 micron per each coat;
• Solid by volume: 55% minimum;
• Colour: light grey;
• Application method: spray, brush or roller.

4. Top coat:
• The intermediate coat shall receive one coat of polyurethane – aliphatic of 150 microns dry film
thickness;
• Solid by volume: 60%;
• Total dry film thickness: 520 microns.

5. Colours:
• Top coat colours for the following structures:
• Steel structures: light green RAL 6021;
• Water lines: strong blue RAL 5015;
• Safety handrails & ladders: yellow RAL 1016.

3.11 Pipeline valves

Butterfly valves shall be according to DIN and EN 593, double eccentric type with face to face dimensions
to EN 558-1 GR 14-short (DIN 3202-F4), flange dimensions and drilling to EN 1092-2 PN 16 (DIN 28605 /
DIN 2501) and shall be suitable for a nominal working pressure of 16 bar or higher pressure class (e.g.
PN25, PN40) as specified, according to Drawings, Specifications and Bill of Quantities.

Body and disk shall be of ductile iron EN-GJS-400-18 acc. to EN 1563 (GGG 400 - DIN 1693) and shall be
inside and outside epoxy powder coated with a minimum coating thickness of 150µm. Buried valves shall
be inside and outside epoxy powder coated complying in general with DIN 30677 Part 2, coating thickness
shall be minimum 250µm, freedom from imperfections shall be tested by high-voltage method.
Shaft, body seat, bolts and pins shall be made of stainless steel 304 (minimum 1.4021) (or 316 (minimum
1.4462)).

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Endless profile sealing ring and O-rings shall be of EPDM or NBR suitable and approved for potable
water.

All butterfly valves shall be equipped, if not otherwise requested in the bill of quantity, with gear box and
hand wheel.

− body test at a minimum pressure of 1.5 times the maximum permissible pressure
− seal test at a minimum pressure of 1.1. times the maximum permissible pressure.

3.12 Transport, Storage and Stringing of Pipes

All equipment necessary for the loading, transport to construction sites or storage sites and unloading shall
be supplied by the Contractor.
Pipes shall be handled in such a way that damage is avoided as far as possible. They shall only be lifted
with straps of a material and a form which protects the pipes and their coating from damage. The Contractor
shall check the pipes for any visible defect or damage and notify the Engineer in case of any found. The
Contractor shall be responsible for making good any damage or defect to the approval of the Engineer.
The Contractor shall be responsible for obtaining all necessary permits for transporting the pipes. Wherever
possible, the Contractor shall ensure that any weight restrictions on public roads are not exceeded. The
Contractor shall be responsible for making good any damages caused to these roads.
When pipes are collected from a storage site, the Contractor shall secure the remaining pipes against
slippage. When a storage site is emptied of materials the Contractor shall clean the site and any access
road and reinstate both to their original condition.
The pipes shall be strung consecutively along the working width on timbers or similar, with at least two per
pipe, to avoid damaging or fouling the pipes. The pipes shall be strung in such a way that the normal use of
the surrounding areas is disturbed as little as possible. Pipes shall be secured against rolling. When stringing
pipes with diameter tolerance marks (+, 0, –), ends with the mark + shall never abut on ends with the mark.
Pipes that have been roughly handled can have an ovalisation at the spigot end that prevents a correct
assembly of the pipeline. Such ovalisation may be corrected with special tensioning equipment to the
approval of the Engineer.
Pipes shall be cut at right angles to the pipe axis. It is recommended to use wheel cutters for cutting the
pipes. Care shall be taken to remove all burrs and to remake the chamfer in strict accordance with the
original chamfer made in the factory.

3.13 Pipe Lowering

Pipe lowering shall be carried out in a safe manner, in accordance with applicable safety regulations and
normal practices.
Pipes shall be positioned with the longitudinal seam weld at the top.
Coated pipes shall be handled with suitable slings which do not damage neither pipe nor coating. A sufficient
number of lifting machines (e.g. side booms) shall be used to ensure that the pipe is not subject to detrimental
stresses. The radius of curvature of any elastic deformation during lowering-in shall not be less than indicated
in the longitudinal sections.
The Contractor shall, before lowering the pipe, ensure that the bottom of the trench is even and free from
stones and other deleterious matter which may damage the coating.

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The lowering-in procedure shall ensure that the pipe is not subjected to shocks or unnecessary stresses. The
pipe shall be laid in as straight a line as possible, keeping a distance from the walls of the trench of at least
0.20 m. It shall be supported along its whole length, and it shall, as far as possible, lie free of stresses.
If a section is damaged during lowering, it shall be taken up again, repaired and re-lowered. Any damage
which may affect the structural quality of the pipeline shall be treated as directed by the Engineer. The
Contractor shall bear all costs associated herewith.

3.14 Water level gauge

Water level gauges shall be installed at locations agreed with the Engineer. It shall consist of hydrometric
rod elements made of enamelled porcelain steel, 1 meter long each, with white background and black
graphics. It is divided into centimetre with each decimetre numbered. It shall have figure plates indicating
the elevation every meter.

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