NPQS C5-10 Structural Steelwork

NPQSC5-10 Structural Steelwork

Version 1.0

National Productivity and Quality Specifications (NPQS)

C5-10 Structural Steelwork


Version 1.0

CONTENTS

Page

1. GENERAL 11.1 Scope 11.2 Related Sections 11.3 Standards and Technical Reference 11.4 Trade Preambles 31.5 Definitions 6

2. PERFORMANCE REQUIREMENTS 72.1 Design Brief 72.2 Loading During Construction 7

3. MATERIALS 83.1 Steel Sections/Elements 83.2 Welding Consumables 93.3 Fasteners 93.4 Profiled Steel Decking 103.5 Protective Finishes 103.6 Grout 10

4. WORKMANSHIP 124.1 General 124.2 Storage and Handling 124.3 Fabrication 124.4 Bolting 144.5 Welding 164.6 Permitted Deviations (PDs) of Fabrication 194.7 Erection 264.8 Permitted Deviations (PDs) in Erection 27

5. VERIFICATION AND SUBMISSIONS 325.1 Submission 325.2 Procedural Trial and Trial Assemblies 345.3 Inspection 345.4 Non-Destructive Testing of Welds 34


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1. GENERAL

Read with the General Requirements section, and all other contract documents.

1.1 Scope

This section covers the requirements for the fabrication and erection of normalstructural steelwork in buildings. It does not cover the use of stainless steel in specialstructures.

This document specifies project specific data to be read in conjunction with sectionC5-10 of NPQS. All modification and additions noted in this document takeprecedence over clauses noted in NPQS. Clause references in this document tie withthose in C5-10 with the same clause title.

1.2 Related Sections

Read this work section in conjunction with the relevant requirements of the other worksections as follows:

C5-20 Protective Works for Structural Steelwork

1.3 Standards and Technical Reference

1.3.1 Standard

Unless otherwise agreed by the SO, ensure all of the Works comply with the relevantrequirements of the Standards and Codes listed below or referenced in the body ofthe Specification. Alternative Standards and Codes may be proposed for approval bythe SO, provided it can be demonstrated that the alternative Standards and Codescomply with the requirements of the standards specified. All Standards and Codesquoted are the current version, unless specific year references are noted.

Singapore Standards

SS 470 Hot-finished structural hollow sections of non-alloy and fine grain structuralsteels

Part 1: Technical delivery requirements

Part 2: Tolerances, dimensions and sectional properties

SS 503 Cold formed welded steel structural hollow sections

Part 1 : Technical delivery requirements

Part 2 : Tolerances, dimensions and sectional properties

Other Standards

ANSI/AWSD1.1-02

Structural welding code. Steel

ASTM E165 Standard test method for liquid penetrant examination

ASTM E709 Standard guide for magnetic particle examination

ASTM E747 Controlling quality of radiographic testing using wire penetrameters

BS EN ISO 898-1

Mechanical properties of fasteners made of carbon steel and alloy steel.Bolts, screws and studs

BS EN ISO 1461 Hot dip galvanised coatings on fabricated iron and steel articles.Specifications and test methods


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BS EN 10024 Hot rolled taper flange I sections. Tolerances on shape and dimensions

BS EN 10025 Hot rolled products of non-alloy structural steels. Technical deliveryconditions

BS EN 10029 Tolerances on dimensions, shape and mass for hot rolled steel plates3mm thick or above

BS EN 10051 Specification for continuously hot-rolled uncoated plate, sheet and strip ofnon-alloy and alloy steels. Tolerances on dimensions and shape

BS EN 10113 Hot-rolled products in weldable fine grain structural steels

Part 1: General delivery conditions

Part 2: Delivery conditions for normalised/ normalised rolled steels

Part 3: Delivery conditions for thermomechanical rolled steels

BS EN 10137 Plates and wide flats made of high yield strength structural steel in thequenched and tempered or precipitation hardened conditions

Part 1: General delivery conditions

Part 2: Delivery conditions for quenched and tempered steels

Part 3: Delivery condition for precipitation-hardened steels

BS EN 10155 Structural steels with improved atmospheric corrosion resistance.Technical delivery conditions

BS EN 10163 Specification for delivery requirement for surface condition of hot rolledsteel plates, wide flats and sections

Part 1: General requirements

Part 2: Plates and wide flats

Part 3: Sections

BS EN 10210 Hot finished structural hollow sections of non-alloy and fine grain structuralsteels

Part 1: Technical delivery requirements

Part 2: Tolerances, dimensions and sectional properties

BS EN 10219 Cold formed welded structural hollow sections of non-alloy and fine grainsteels

BS EN 10279 Hot rolled steel channels. Tolerances on shape, dimension and mass

BS EN 10034 Structural steel I and H section. Tolerance on shape and dimensions

BS EN 10055 Hot rolled steel equal flange tees with radiused root and toes. Dimensionsand tolerances on shape and dimensions.

BS EN 10056-1 Structural steel equal and unequal leg angles. Dimensions

BS EN 10056-2 Specification for structural steel equal and unequal leg angles. Toleranceson shape and dimensions

BS 4-1 Structural steel sections. Specification for hot rolled sections

BS 2583 Podger spanners

BS 3692: ISO metric precision hexagon bolts, screws and nuts – specification

BS 4190 ISO metric black hexagon bolts, screws and nuts – specification

BS 4320 Metal washers for general engineering purposes


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BS 4395 High strength friction grip bolts and associated nuts and washers forstructural engineering (metric series)

BS 4429 Specification for rigging screws and turnbuckles for general engineeringlifting purposes and pipe hanger applications

BS 4604 Use of high strength friction grip bolts in structural steelwork (metric series)

BS 4921 Specification for sherardised coatings on iron and steel

BS 4933 ISO metric black cup and countersunk head bolts and screws withhexagon nuts

BS 5531 Code of practice for safety in erecting structural frames

BS 5950 Structural use of steelwork in building

Part 1: Code of practice for design. Rolled and welded sections

Part 2: Specification for materials, fabrication and erection. Rolled andwelded sections

Part 4: Code of practice for design of floors with profiled steel sheeting

BS 7079 Preparation of steel substrates before application of paints and relatedproducts.

Part A1: Visual assessment of surface cleanliness

BS 7419 Specification for holding down bolts

BS 7644 Direct tension indicators.

Part 1: Specification for compressible washers

Part 2: Specification for nut face and bolt face washers

BS 7668 Weldable structural steels. Hot finished structural hollow sections inweather resistant steels

In the event that the Standards or Codes are partially superseded or becomeobsolete, refer to the latest edition or the approved substitution for the relevantclauses.

1.3.2 Technical Reference

When carrying out the works, take guidance from the following technical reference:

a. UK’s National Structural Steelwork Specification (NSSS), 4th Edition, 2002.

1.4 Trade Preambles

1.4.1 Contractor’s Submissions and Proposals

1.4.1.1 Connection Design

Develop the connection design when required as indicated in the PSD.

Development of the design of connections is *required / not required.

Engage a PE (civil) to develop the design of the connections based on the structuraldesign drawings.

1.4.1.2 Temporary Works

Engage a PE to plan, design and supervise any necessary temporary supports toensure the structural steelwork is stable throughout the construction, paying attentionto the safe erection of structural steelwork in accordance with BS 5531.


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1.4.2 Shop Drawings

Engage qualified and experienced personnel to prepare coordinated shop drawingsfor the fabrication and erection of the steelwork.

1.4.3 Qualifications

1.4.3.1 Steel Fabricators

Engage steel fabricators who are accredited under the Structural Steel FabricatorsAccreditation Scheme of the Singapore Structural Steel Society for the fabricationworks.

Refer to the PSD for the required grade of the fabricator.

The required grade of steel fabricator is ____.

1.4.3.2 Supervisors

All structural steelwork and associated works are to be undertaken and supervised byappropriately experienced personnel. Provide evidence of personnel’s pastexperience and certificate to the SO for acceptance prior to commencement of theWorks.

1.4.3.3 Welder Qualification

Submit evidence of welders’ competence to the to undertake the specified work.

The welders are to be tested to meet the requirements of ANSI/AWS D1.1 Section 4Part C. The welder’s test is to be conducted and certificates are to be issued by theIndependent Inspection and Testing Agency.

1.4.4 Quality Control Plan

Submit and work to a quality control plan as agreed with the SO. Refer to the GeneralRequirements section, clause 1.4.10 for guidance.

1.4.5 Accredited Laboratory

Engage a laboratory accepted by the SO and accredited under the SingaporeLaboratory Accreditation Scheme (SINGLAS) to carry out tests and checks asrequired by this Specification, including all on site weld tests where applicable.

1.4.6 Independent Inspection and Testing Agency (ITA)

Appoint an independent Inspection and Testing Agency (ITA) when required asindicated in the PSD.

Appointment of an accredited inspection body is *required / not required.

When required, the scope of service of the ITA shall be as follows:

S/N Description Tick whereapplicable

1. Review the quality manuals, inspection & test plans

2. Review fabrication and erection procedures

3. Review of welding procedure specification, procedurequalification records, welder and welding operator qualificationrecords.

4. Pre-inspection meeting and audit of fabricator facilities/plants


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5. Review of material test certificates/records, verify or inspectmaterials and witness pre-treatment processes, if any

6. Witness cutting/edge joint preparations, verify joint geometryand inspect fit-up condition

7. Verify that welding processes are carried out in accordancewith the approved welding procedures, codes/standards andrelevant documents

8. Perform visual inspection and verify dimensional records

9. Select weld joints for testing & witness non-destructive testingand assess all results

10. Witness blasting & galvanising processes

11. Inspect painting and galvanising works

12. Identify & verify completed structural members and witness thehandling of these members onto lorry/truck for delivery to site

13. Inspect delivered structural members for damage due tohandling and transportation

14. Inspect the assembly of structural members at erection siteprior to welding

15. Verify all welding procedure and welder qualification records atsite

16. Witness procedure trial of stud welding process

17. Inspect all welds & bolt tightening

18. Select weld for testing and witness site NDT

19 Inspect all remaining site painting and witness repairing of allprotective treatment works

20. Witness fireproofing mock-up test as well as laboratory tests

21. Witness and inspect the application of fireproofing works

22. Final inspection of all structural members

23. Review all documents and records including but not limited tothe following:

- Dimensional

- Procedures

- Testing

Alternatively, the SO may engage the ITA separately.

In either of the above cases, make available to the ITA the following:

a. All requested documentation and a detailed programme to allow the ITA todischarge its duties and to witness significant stages in the fabrication anderection process.

b. Any instruments or other equipment required checking the accuracy and qualityof the works.


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1.5 Definitions

a. DesignDrawings

Drawings showing the dimensioned layout of the steelstructure with the size and material grades of all members,the forces to be developed in their connections and anycambers etc, from which shop drawings are made.

b. ShopDrawings

Drawings showing all necessary information to fabricate thestructural steelwork, including the piece markings with thelocation in the structure.

c. Reaming Forming, shaping, tapering, or enlarging a hole with a reamer.

d. FayingSurfaces

Surfaces which are tightly or closely fitted.


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2. PERFORMANCE REQUIREMENTS

2.1 Design Brief

When carrying out design as described in Clause 1.4.1, ensure the design conformsto the requirements of BS 5950 or other design codes as indicated in the PSD.Design the connections based on forces given in the design drawings.

When carrying out design as described in Clause 1.4.1, ensure the design conformsto the requirements of ____.

2.2 Loading During Construction

Ensure that the steelwork is adequately braced or restrained to withstand all loadingsliable to be encountered during construction without inducing excessive stresses,deflections or distortion in the structure.


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3. MATERIALS

3.1 Steel Sections/Elements

3.1.1 Material Qualities

Material qualities, dimensions and tolerances are to comply with the appropriatestandard as tabulated below:

MATERIAL, DIMENSION AND TOLERANCE STANDARDSMaterial Qualities

Form Non-alloysteels

Finegrainsteels

Q&Tsteels

Weatheringsteels

Dimensions Tolerances

UniversalBeams &Columns

BS 4 -1 BS EN10034

Joists BS 4 -1 BS EN10024

Channels BS 4 -1 BS EN10279

RolledAsymmetricBeams

(4) (4)

Angles BS EN 10056-1 BS EN10056-2

Rolled Tees BS EN 10055 BS EN10055

Split Tees BS 4 - 1 As UB & UCPlates(Reversing Mill)

- BS EN10029

Plates(Cut from Coil)

- BS EN10051

Bars and Rods - -Wide Flats(3)

BS EN10025 (1)

BS EN10113

BS EN10137-2(2)

BS EN10155

- -Hollow Sections(Hot-Finished)(5)

SS 470: Part 1(BS EN 10210-1)

- BS 7668 SS 470: Part 2(BS EN 10210-2)

Hollow Sections(Cold-Formed)(5)

SS 503: Part 1(BS EN 10219-1)

- - SS 503: Part 2(BS EN 10219-2 (4))

Turnbuckles BS 4429

3.1.2 Mill Certificates

All steel elements are to have the manufacturer’s mill test certificates indicatingcompliance with the specified codes.

3.1.3 Surface Condition

3.1.3.1 General Condition

Steel for fabrication is not to be more heavily pitted or rusted than Grade C of BS7079 Part A1.

3.1.3.2 Rectification of Surface Defects

For hot rolled plates and wide flats, if there are surface imperfections and defects asclassified in BS EN 10163-2 Clause 4 (Requirements) revealed during surfacepreparation, rectify the surface in accordance to BS EN 10163-2 Clause 5 (RepairProcedures).


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For hot rolled sections, if there are surface imperfections and defects as classified inBS EN 10163-3 Clause 4 (Requirements) revealed during surface preparation, rectifythe surface in accordance to BS EN 10163-3 Clause 5 (Repair Procedures).

For hot rolled hollow sections, rectify the surface imperfections and defects revealedduring surface preparation in accordance to BS EN 10210-1 Clause 6.8 (SurfaceCondition).

3.2 Welding Consumables

Welding consumables for metal arc welding are to comply with ANSI/AWS D1.1Clause 5.3 (Welding Consumables and Electrode Requirements).

Ensure compatibility between welding consumables and parent materials used for thesteelwork.

3.3 Fasteners

3.3.1 Ordinary Bolt Assemblies

Ordinary bolts (full and part threaded length) are to comply with BS 4190 for allgrades.

Ordinary nuts are to comply with BS 4190 (grade 4 for grade 4.6, 8 for 8.8 and 10 for10.9).

For galvanised or sherardised bolts use class 10 nuts for 8.8 bolts and class 12 nutsfor 10.9 bolts.

Black steel washers are to comply with BS 4320 Section 2.

3.3.2 Countersunk Bolt Assemblies

3.3.2.1 Bolts

Comply with BS 4933 for grade 4.6 (cup headed bolts and 90° countersunk headbolts).

Comply with BS 4933 (dimensions) and BS EN ISO 898-1 (material) for grade 8.8bolts.

3.3.2.2 Nuts

Comply with BS 4190 (grade 4) for grade 4.6 bolts.

Comply with BS 3692 (grade 8) for grade 8.8 bolts.

3.3.2.3 Washers

Ordinary steel washers (normal diameter series) are to comply with BS 4320 Section2.

3.3.3 High Strength Friction Grip Fasteners

Bolts, nuts and washers are to comply with:

a. BS 4395-1 for general grade bolts

b. BS 4395-2 for higher grade bolts


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3.3.4 Lock Nuts for Bolt Assemblies

Comply with BS 3692 or BS 4190 as appropriate.

3.3.5 Holding Down Assemblies

3.3.5.1 Bolts

Comply with BS 7419 for grades 4.6 and 8.8.

3.3.5.2 Nuts

Comply with BS 4190:

Grade 4 for grade 4.6 bolts.

Grade 8 for grade 8.8 bolts.

Class 10 for galvanised or sherardised grade 8.8 bolts.

3.3.5.3 Washers

Comply with BS 4320 Section 2 (normal diameter series) for bolts grades 4.6 and 8.8.

3.3.6 Shear Studs

Proprietary headed studs are to have the following properties:

a. Minimum yield strength of 350 N/mm2

b. Minimum ultimate tensile strength of 450 N/mm2

c. Elongation of 15% on a gauge length of 5.65�A, where A = area of test specimen

d. Diameter and nominal length as noted on the drawings

3.4 Profiled Steel Decking

Comply with BS 5950-4 Clause 3.1 unless otherwise agreed.

3.5 Protective Finishes

3.5.1 Galvanising Materials

Comply with BS EN ISO 1461.

3.5.2 Sherardised Coatings

Comply with BS 4921.

3.5.3 Metallic Blast Cleaning Abrasives

Comply with BS 7079-E2 for chilled iron grit.

Comply with BS 7079-RE3 for cast steel grit.

3.5.4 Surface Coatings

Refer to Section C5-20, clause 3.0 for all paints and other coatings.

3.6 Grout

Grout is to comply with BS 5950-2 Section 2.5.

Grout around anchor bolts under base plates and between steel plates and concretesurface is to have a minimum compressive strength at 28 days of 40 N/mm2.


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Proprietary grouts are not to contain high alumina cement.


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4. WORKMANSHIP

4.1 General

4.1.1 Traceability

All steel elements are to be identified and traceable to the manufacturer’smaterial/mill test certificates.

4.1.2 Marking

Mark all pieces so that they can be identified at all stages of fabrication.

Mark completed components in locations that will not be covered up by other materialafter erection to avoid confusion.

Hard stamping may be used other than where specified in the PSD.

Hard stamping may be used other than at the following areas:

a. _____

b. _____

Keep areas of steelwork free of all markings where so required on the Drawings.

4.2 Storage and Handling

Prepare and comply with proper storage and handling procedures in approvedmethod statement to ensure achievement of the desired quality and to minimisedamage to the steelwork.

4.2.1 Holding Areas

Lay steel in separate holding areas and keep clean.

4.2.2 Storage

Adequately support steel clear of the ground. Keep clean and do not allow water toaccumulate on components. Protect steel against corrosion.

Ensure individual piece markings are visible when members are stacked.

4.2.3 Handling

Plan and carry out bundling, packing, handling and transport in a manner designed toprevent permanent distortion to the steelwork and minimise damage to any protectivecoating.

4.2.4 Storage and Drying of Welding Consumables

Store and protect welding consumables that have been removed from the originalpackage so that the welding properties are not affected.

Carry out drying or re-baking, where necessary, in accordance with themanufacturer’s recommendations.

4.3 Fabrication

Prepare and comply with proper fabrication procedures to SO’s acceptance, toensure achievement of the desired quality.


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4.3.1 Cutting

Comply with BS 5950-2 Clause 3.3 (Cutting).

Cut and shape steel by sawing, shearing, cropping, nibbling, plasma or laser cuttingand thermal or flame cutting.

Thermal cutting are not permitted at the areas indicated in the PSD.

Thermal cutting are not permitted at the following areas:

a. ____

b. ____

4.3.1.1 Hand Flame Cutting

Use only where it is impractical to use machine flame cutting.

4.3.1.2 Flame Cut Edges

Flame-cut edges that are free from significant irregularities require no furthertreatment other than dressing as specified in 4.3.3(Dressing).

4.3.2 Holing

Comply with BS 5950-2 Clause 3.4 (Holing).

4.3.2.1 Forming

Drill, punch, plasma or laser cut and thermal or flame cut round holes for fasteners.

Thermal holing or full size hole punching are not permitted at the areas indicated inthe PSD.

Thermal holing or full size hole punching are not permitted at the following areas:

a. ____

b. ____

4.3.2.2 Matching

Ensure all matching holes are formed such that fasteners can be inserted freelythrough the assembled members at right angles to the contact faces.

Drifting to align holes may be used provided it neither enlarges nor distorts the holes.

4.3.2.3 Drilling through Multiple Thickness

Tightly clamp the separate parts before drilling and remove any burrs after separatingthe parts.

4.3.2.4 Punching Full Size

Punching of full size holes is permitted when all the following conditions are satisfied:

a. The tolerance on distortion of the punched hole does not exceed that specified;

b. The holes are free of burrs which would prevent solid seating of the parts whentightened;

c. The thickness of the material is not greater than 30mm, nor greater than thediameter of the hole being punched;


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d. In spliced connections when the holes in mating surfaces are punched in thesame direction and the splice plates marked to show the assembly faces, ifpacked separately.

4.3.2.5 Punching and Reaming

When the conditions in 4.3.2.4 is not satisfied, punching is still permitted provided thatthe holes are punched at least 2mm less in diameter than the required size and theholes are then reamed to the full diameter after assembly.

4.3.3 Dressing

4.3.3.1 Removal of Burrs

Dress cut edges or holes to remove dross, burrs, irregularities and protruding edges.

If holes are drilled through components that are clamped together not intended to beseparated after drilling, removal of burrs is not required.

4.3.3.2 Dressing of Sharp Edges

Dress all sharp edges.

A 90° rolled, sheared or machined cut edge requires no further treatment.

4.3.4 Curving and Straightening

Curve or straighten components during fabrication using mechanical means or thelocal application of heat.

4.3.4.1 Heating

Control the temperature carefully and do not let the temperature exceed 650°C.

4.3.4.2 Inspection

After the process is complete, visually inspect all welds within the area of curving orstraightening. Carry out non-destructive testing of welds, where directed.

4.4 Bolting

4.4.1 Hole Sizes for Bolting

4.4.1.1 Ordinary and HSFG Bolts

a. For bolts ≤ 24mm diameter, hole sizes are to be bolt diameter +2mm.

b. For bolts > 24mm diameter, hole sizes are to be bolt diameter +3mm.

4.4.1.2 Holding Down Bolts

Hole sizes are to be bolt diameter +6mm with sufficient clearance to ensure the boltcan be accommodated through the base plate when adjusted.

4.4.1.3 Fitted Bolts

Clearance of bolt in hole is not to exceed 0.3mm.

4.4.2 Ordinary Bolted Assemblies

4.4.2.1 Make-up of Bolt Assemblies

Refer to Clause 3.3.1(Ordinary Bolt Assemblies) for strength grade combination ofbolt/nuts/washers.


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4.4.2.2 Condition of Bolts

Bolt assemblies are to be in such condition immediately before installation that thenut turns freely on the bolt.

4.4.2.3 Differing Grades of Bolts

Unless otherwise agreed by the SO, do not use different bolt grades of the samediameter in the same structure.

4.4.2.4 Bolt Length

The length of bolt is to be such that at least one clear thread shows above the nutafter tightening, and at least one thread plus the thread run out is clear between thenut and the unthreaded shank of the bolt.

4.4.2.5 Washers

Use at least one washer placed under the nut or bolt head being rotated in each boltassembly where the rotation might damage the surface protective treatment on themembers being connected. Use a plate or heavy duty washer under the head and nutwhere the members being connected have oversize or slotted holes.

4.4.2.6 Taper Washers

Place under bolt heads and nuts bearing on surfaces sloping 3° or more from a planeat right angles to the bolt axis.

4.4.2.7 Galvanised Nuts

Check after galvanizing to ensure free running on the bolt. Re-tap nuts, if necessary,to ensure satisfactory tightening.

4.4.2.8 Tightening

Use power tools or by hand using appropriate spanners to BS 2583.

4.4.2.9 Locking of Nuts

Secure nuts used in connections subject to vibration or reversal of stresses to preventloosening. If not specified on the drawings, include the proposed method in theerection details.

4.4.2.10 Fit-up Using Ordinary Bolt Assemblies

Draw connected parts firmly together. If there is a remaining gap more than 2mm,which may affect the integrity of the joint, take the joint apart and insert a pack of thesame steel material.

4.4.2.11 Reaming

Reaming may be used where the connection design allows the use of larger diameterholes and bolts in cases where drifting would distort the steelwork.

4.4.3 High Strength Friction Grip Fasteners

4.4.3.1 Make-up of Bolt Assemblies

Refer to Clause 3.3.3(High Strength Friction Grip Fasteners) for strength gradecombination of bolt/nuts/washers.

Place the hardened washer under the nut or head being turned.


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4.4.3.2 Tightening

Use high strength friction grip bolts in compliance with BS 4604-1 or 2.

Use the torque control method, the part-turn method or direct tension indicators inaccordance with the manufacturer’s recommendations for tightening in compliancewith BS 4604-1.

4.4.3.3 Calibration of Torque Equipment

Calibrate torque devices at least once each shift.

Recalibrate where necessary in accordance with BS 4604.

4.4.3.4 Discarded Bolt Assemblies

If after tightening, a bolt or nut is slackened off for any reason, discard the completebolt assembly and do not re-use in the Works.

4.4.3.5 Fit-up Using High Strength Friction Grip Fasteners

Draw connected parts firmly together with all bolts partially tightened. If there is aremaining gap, take the joint apart and insert a pack of the same steel material beforecontinuing tightening.

4.4.3.6 Reaming

Reaming may be used where the connection design allows the use of larger bolts incases where drifting would distort the steelwork.

Demonstrate by calculation that the connection is adequate for the specified forces.

4.4.3.7 Faying Surfaces for HSFG Fasteners

Remove all mill-scale from the faying surfaces of friction grip joints.

Ensure the faying surfaces of friction grip joints are free of distortion, deformities orcontaminants, which may reduce the slip factor below the design value.

4.4.4 Slotted Holes Bolts

Where slotted holes are provided for movement connections ensure the joint is free tomove.

4.4.5 Holes in Hollow Sections

Seal bolt holes and vent holes in hollow sections to prevent the ingress of moisture.

If not specified on the design drawings, show the proposed method on the shopdrawings.

4.5 Welding

4.5.1 Welding Processes

Processes for Shielded metal arc welding (SMAW), submerged arc welding (SAW),gas metal arc welding (GMAW) except GMAW-S, short circuiting transfer and fluxcored arc welding (FCAW) which conform to all of the requirements of ANSI/AWSD1.1 Section 3 are deemed as pre-qualified and accepted for use without performingthe Welding Procedure Specifications (WPS) Qualification Tests.

Gas tungsten arc welding (GTAW), electro-slag welding (ESW) or electro-gas welding(EGW) and gas metal arc welding - short circuiting transfer (GMAW-S) are to conformto all of the requirements of ANSI/AWS D1.1 Section 4.


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4.5.2 Welding Supervisor

Carry out welding under the direction of a welding supervisor with appropriatequalifications.

4.5.3 Welding Procedures Specifications

4.5.3.1 Preparation

Prepare Written Welding Procedure Specification (WPS) in accordance withANSI/AWS D1.1 Section 4 Part B for acceptance by the Independent Inspection andTesting Agency.

4.5.3.2 Procedure Tests

All procedure tests conducted are to be witnessed by the Independent Inspection andTesting Agency.

4.5.3.3 Availability of Welding Procedure Specifications

Make WPS available to the welder, the SO and the Independent Inspection andTesting Agency prior to the commencement of the works.

4.5.3.4 Inspection and test plans

Submit all inspection and test plans for SO’s acceptance prior to carrying out weldingworks.

4.5.4 Assembly

4.5.4.1 Fit-up

Fit up joints to the dimensional accuracy in accordance with the following:

a. ANSI/AWS D1.1 Clause 3.9 (Fillet Weld Requirement) for Fillet Welding

b. ANSI/AWS D1.1 Clause 3.11 (Common Requirements of Partial and CompleteJoint Penetration Groove Welds) and Clause 3.12 (Partial Joint PenetrationRequirements) for Partial Penetration Butt Welding.

c. ANSI/AWS D1.1 Clause 3.11 (Common Requirements of Partial and CompleteJoint Penetration Groove Welds and Clause 3.13 (Complete Joint PenetrationRequirements) for Partial Penetration Butt Welding.

4.5.4.2 Temporary Welds and Tack Welds

Temporary welds are subject to the same welding procedure requirements as thefinal welds. Remove the temporary welds unless otherwise agreed by the SO. Makeflush the surface with the original surface after the removal.

Tack welds are subject to the same quality requirements as the final welds, with thefollowing exceptions:

a. Preheat is not mandatory for single-pass tack welds which are re-melted andincorporated into continuous submerged arc welds.

b. Discontinuities, such as undercut, unfilled craters and porosity need not beremoved before the final submerged arc welding.

c. Tack welds, which are incorporated into the final weld, are to be made withelectrodes meeting the requirements of the final welds and are to be cleanedthoroughly. Multiple-pass tack welds are to have cascaded ends.


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Remove tack welds, which are not incorporated into the final weld, unless otherwiseagreed by the SO.

4.5.4.3 Control of Distortion and Shrinkage

Procedure and sequence of welding is to be in accordance with ANSI/AWS D1.1Clause 5.21 to minimise distortion and shrinkage.

4.5.4.4 Temporary Attachments

Welding of temporary attachments required for fabrication or erection is to be carriedout in accordance with the requirements for permanent welds.

Remove after use where required by flame cutting or gouging at a point not less than3mm from the surface of the parent metal.

Grind flush and inspect the area visually.

Where the parent metal is more than 20mm thick, check by magnetic particle testingmethod inspection using the acceptance criteria stipulated in Clause Error!Reference source not found.(Non-Destructive Testing of Welds).

Do not remove temporary attachments by hammering.

4.5.5 Shear Stud Welding

4.5.5.1 Method

Fix shear studs in accordance with the manufacturer’s recommendations formaterials, procedures and equipment.

4.5.5.2 Welding Procedure Trial

Where required, carry out welding procedure trial of studs to demonstrate thesuitability of the proposed welding system and equipment before commencement ofthe work.

The trial is to use the materials and procedures proposed for the works. Test aminimum of ten studs in the trial.

During the work, at the commencement of each shift, each welder is to undertake aminimum of two trial welds.

4.5.5.3 Visual Inspection

Visually inspect all studs. They are to exhibit full 360 degree ‘flash’ with no evidenceof undercut into the stud base.

4.5.5.4 Bend Test

Subject studs to bend tests at locations agreed with the SO.

Test at least 5% of studs and not less than two per beam.

Bend the head of the stud by striking the head of the stud to an angle ofapproximately 30° from their original axis with a hammer. Under this test the weld isto show no visible signs of cracking or lack of fusion.

Do not straighten any studs so tested.

4.5.5.5 Defective Studs

Replace any studs with defective welding and re-test as above.

Where defective studs are removed check the surface as specified in 4.5.5.3 above.


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4.5.6 Removal of Slag

Remove slag by light hammering, wire brushing or other means that do not deformthe surface of the weld.

4.6 Permitted Deviations (PDs) of Fabrication

4.6.1 PDs in Rolled Components After Fabrication

4.6.1.1 Cross Section After Fabrication

In accordance with the appropriate standards given in clause 3.1.1(Material Qualities)

4.6.1.2 Squareness of Ends not Prepared for Bearing

PD = D/300, where D is the depth of the section.

= D/300D

Plan or Elevation of End

4.6.1.3 Squareness of Ends Prepared for Bearing

PD = D/1000, where D is the depth of the section and the deviation is measuredrelative to the longitudinal axis of the member.

D

= D/1000

Plan or Elevation

90°

4.6.1.4 Straightness

PD of a member from a straight line drawn between adjacent points of subsequenteffective lateral restraint = 3mm or L/1000, whichever is greater, where L is thedistance between restraints.

L

= L/1000 or 3mmwhichever is the greater

4.6.1.5 Camber

PD from specified or proposed camber at mid-length = 6mm or L/1000, whichever isgreater, where L is the length of the member.


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L

whichever is the greaterDeviation = L/1000 or 6mm

Deviation

4.6.1.6 Length

PD after cutting, measured on the centre line of the section or on the corner of angles= 2mm.

= 2mm

L ±

4.6.2 PDs of Fabricated Components

4.6.2.1 Position of Fittings

PD from the intended position for fittings and components whose location is critical tothe force path = 3mm.

= 3mm

4.6.2.2 Position of Holes

PD from the intended position of hole or group of holes = 2mm.

= 2mm

4.6.2.3 Punched Holes

Distortion caused by a punched hole is not to exceed D/10 or 1mm, whichever isgreater, where D is the nominal hole diameter.


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whichever is the greater= D/10 or 1mm

D

4.6.2.4 Sheared or Cropped Edges of Plates or Angles

Deviation from a 90° edge is not to exceed t/10 where t = plate thickness.

= t/10

t

4.6.2.5 Flatness

Gaps in joints that depend on contact bearing when assembled during fabrication arenot to exceed 0.75mm and are to be less than 0.25mm over 50% of the length ofcontact of the section.

=0 75mm

4.6.3 PDs in Plate Girder Sections

4.6.3.1 Depth

PD measured on centre line = ± 4mm.

D ±

= 4mm

4.6.3.2 Flange Width

For flange width B < 300mm, PD = ±3mm.

For flange width B≥ 300mm, PD = ±5mm.


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B ±n

B ±w B or B <w n 300

= 3mm

B or B >w

= 5mm

300n _

4.6.3.3 Squareness of Sections

For flange width B, PD on out of squareness = B/100 or 3mm, whichever is greater.

B Flange width

= B / 100 or 3mmwhichever isthe greater

4.6.3.4 Web Eccentricity

PD on intended position of web from one edge of flange = ± 5mm.

= 5mmb

±

4.6.3.5 Flanges

For flange width B, PD on out of flatness = B/100 or 3mm, whichever is greater.

B Flange width

= B/100 or 3mmwhichever is the greater

4.6.3.6 Top Flange of Crane Girder

PD on out of flatness where rail seats = 1mm.

w = Rail width + 20mm

= 1mm

w w

4.6.3.7 Length

PD on length on centre line = ± 3mm.


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L ±

= 3mm

4.6.3.8 Flange Straightness

PD on straightness of individual flanges = L/1000 or 3mm, whichever is greater,where L is length.

L

whichever is the greater= L/1000 or 3mm

4.6.3.9 Curve or Camber

PD on intended curve or camber at mid-length of curved portion = L/1000 or 6mm,whichever is greater, where L is length and deviation is measured with webhorizontal.

Deviation

Deviation = L/1000 or 6mmwhichever is the greater

L

4.6.3.10 Web Distortion

PD on distortion on web depth (or gauge length) = d/150 or 3mm, whichever isgreater, where d is depth of web.

d

gauge length = web depth

= d/150 or 3mmwhichever is the greater

4.6.3.11 Cross Section at Bearings

PD on squareness of flanges to web = D/300 or 3mm, whichever is greater, where Dis depth of section.

D

= D/300 or 3mmwhichever is the greater

4.6.3.12 Web Stiffeners

PD on straightness of stiffener out of plane with web after welding = d/500 or 3mm,whichever is greater, where d is depth of stiffener.


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whichever is the greater= d/500 or 3mm

d

PD on straightness of stiffener in plane with web after welding = d/250 or 3mm,whichever is greater, where d is depth of stiffener.

= d/250 or 3mmwhichever is the greater

d

4.6.4 PDs in Box Sections

4.6.4.1 Plate Widths

For Bf or Bw < 300mm, PD = ±3mm, where Bf , Bw are flange width and web depthrespectively.

For Bf or Bw ≥ 300mm, PD = ± 5mm.

B ±w

B ±f

w B or B < 300f

= 3mm

= 5mm

B or B > 300f w

_

4.6.4.2 Squareness

PD on squareness measured at diaphragm positions = D/300, where D is sectiondepth.

D

= D/300

4.6.4.3 Plate Distortion

PD on distortion on width or gauge length = w/150 or 3mm, whichever is the greater,where w is depth of web.


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w

gauge length = width, w

= w/150 or 3mmwhichever is the greater

4.6.4.4 Web or Flange Straightness

PD on straightness of individual web or flanges = L/1000 or 3mm, whichever is thegreater, where L is full length.

whichever is the greater= L / 1000 or 3mm

L

4.6.4.5 Web Stiffeners

PD on straightness in plane with plate after welding = d/500 or 3mm, whichever is thegreater, where d is depth of web.

whichever is the greater= d / 500 or 3mm

d

PD on straightness out of plane to plate after welding = d/250 or 3mm, whichever isthe greater, where d is depth of web.

whichever is the greater

d

= d / 250 or 3mm

4.6.4.6 Length

PD on length measured on centre line = ± 3mm.

L ±

= 3mm


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4.6.4.7 Curve or Camber

PD on deviation from intended curve or camber at mid-length of curved portion whenmeasured with the un-cambered side horizontal = L/1000 or 6mm, whichever is thegreater, where L is length of the curved portion.

Deviation = L / 1000 or 6mmwhichever is the greater

L

Deviation

4.7 Erection

4.7.1 General

Prepare and comply with proper erection procedures to SO’s acceptance, to ensureachievement of the desired quality and safety, paying attention to site conditions,constraints and restrictions.

4.7.2 Erection Loads

Ensure that the structure is not overloaded by stacking of materials.

4.7.3 Temporary Supports

Any temporary supports used may be removed after the structure has been lined,levelled and plumbed, provided sufficient components have been erected andsecured to ensure the overall structure remains stable under the worst anticipatedconditions of loading.

4.7.4 Alignment

Align each part of the structure as soon as practicable after erection. Do not makepermanent connections between members until the structure has been sufficientlyaligned, levelled, plumbed and temporarily connected so that members will not bedisplaced during subsequent erection or alignment of the remainder of the structure.

4.7.5 Temperature Adjustment

Take due account of the effects of temperature on the structure and measuringequipment when measurements are made for setting-out and erection, and fordimensional checks carried out subsequently.

Adopt 30°C as the reference temperature unless otherwise agreed.

4.7.6 Site Welding

Carry out site welding only by agreement with the SO or as shown on the designdrawings.

Carry out all site welding in accordance with clause 4.5(Welding) above.

Do not carry out site welding in inclement weather unless adequate weatherprotection is provided for welders and materials.


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4.7.7 Foundation Bolts

Hold foundation bolts firmly in position during all setting-in operations.

Protect bolts, threads and nuts against damage, corrosion and contamination at allstages of construction.

Keep pockets formed around foundation bolts clean and free from all extraneousmatter.

Use templates to set in the holding-down bolts.

4.7.8 Packs and Wedges

Plumb and level columns using steel packs and wedges of adequate strength andstiffness, and not larger than necessary for the purpose.

Where packings are to be left in position and subsequently grouted, place them suchthat they are totally enclosed by the grout.

4.7.9 Grouting

Carry out grouting in accordance with BS 5950-2 Clause 6.3.

Do not carry out grouting under column base plates until a sufficient portion of thestructure has been aligned, levelled, plumbed and adequately braced.

Immediately before grouting, clean the space under the column base plates to be freeof all extraneous matter.

Prepare, mix and place proprietary grout in accordance with the manufacturer’srecommendations.

4.7.10 Profiled Steel Decking

Install in accordance with manufacturer’s recommendations, including the provision ofedge trims, temporary supports, lapping, etc.

4.8 Permitted Deviations (PDs) in Erection

Erect steelwork within the PDs in the following clauses.

4.8.1 Receiving Structures and Connections

Ensure that structures by others to which the steelwork attaches is constructed withinthe anticipated PDs before commencing steel erection.

Where components and fixings are cast in by others ensure that they are also withinthe anticipated PDs before commencing steel erection.

Inspect for position and level in good time before the planned start of steelworkerection.

In the event of any discrepancies found, notify the SO, propose and correct thediscrepancies.

4.8.2 PDs of Holding Down Bolts

4.8.2.1 Bolts or Bolt Groups with Allowance for Adjustment

a. Bolt level: +25/-5mm.

b. Minimum clearance: 25mm at top of concrete


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c. Bolt centroid: ±10mm from specified position at top of concrete.

of concreteclearance at top25 mm minimum

at top of concrete= ± 10 mm from specified position

bolt level- 5 mm+ 25 mm

=

4.8.2.2 Bolts or Bolt Groups with No Allowance for Adjustment

a. Bolt level: +45/-5mm.

b. Bolt centroid: ±3mm from specified position at top of concrete.

= ± 3 mm from specified position

bolt level= + 45 mm

- 5 mm

at top of concrete

4.8.2.3 Bolts or Bolt Groups Cast into Walls (No Allowance for Adjustment)

a. End of bolt: +45/-5mm.

b. Bolt centroid: ±3mm position in plan and elevation.

and elevationposition in plan= ± 3 mm

= bolt level+ 45 mm

- 5 mm

4.8.3 PD of Level of Base Plate

PD of level of column base plate = 5mm.

4.8.4 PDs of Erected Components

4.8.4.1 Position of Columns at Base

PD of section centreline from the specified position = 10mm.

= 10mm

4.8.4.2 Overall Plan Dimension

PD on length or width = 20mm for L < 30m and [20 + 0.25 (L-30)] mm for L ≥ 30m,where L is the specified overall dimension in metres.


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4.8.4.3 Plumb of Single Storey Columns

PD of top relative to base = ± h/600 or 5mm, whichever is greater, on main axes,excluding portal frame columns, where h is the storey height.

HH

= ± H/600 or 5 mm

Max = ± 25mm

whichever is greater

4.8.4.4 Plumb in Multi Storey Columns

PD in each storey of column = h/600 or 5mm, whichever is greater, where h is thestorey height.

PD of column at top storey relative to specified position at base plate = 50mmmaximum.

H = 50mm maximum

h = ± h/600 or 5 mm

h

h = storey height

H

whichever is greater

4.8.4.5 Alignment of Adjacent Perimeter Columns

PD of one column relative to the next on a line parallel to the grid line = 10mm whenmeasured at the base or splice level.

= 10 mm

critical face of columns

4.8.4.6 Gap Between Bearing Surfaces

PD = (D/1000 +1) mm where D is the dimension along the bearing surface.

= (D / 1000) + 1 mm

D

D

4.8.4.7 Level of Beams

a. PD of two or more beams meeting at a column = ± 5mm.


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= ± 10mm

SpecifiedLevel

b. PD on level of beam at its ends = 5mm.

= ± 5mm

c. PD on level of adjacent beams within a distance of 5m = ± 5mm.

= ± 5mm

d. PD from specified level of beam at supporting column = ± 10mm.

LevelFloor

h<3m, = 5mm

h<3m, = h/600

h

FloorLevel

e. PD of beam relative to adjacent beam above or below = 5mm for h < 3m andh/600 for h ≥ 3m, where h = storey height in m.

4.8.4.8 Plumb of Crane Gantry Columns

PD = ± Hc/1000 or 5mm, whichever is greater to a maximum of ± 25mm.

Hc

= ± H /1000 or 5mmcwhichever is greater

Max = ± 25mm

4.8.4.9 Crane Gantries Gauge of Rail Tracks

PD from true gauge = ± 10mm.


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= ± 10mm

G + H

4.8.4.10 Joints in Gantry Crane Rails

a. PD on rail surface across joint = 0.5mm.

= 0.5mm

b. PD on rail edge alignment across joint = 1mm.

= 1mm

4.8.4.11 Profile Steel Floor Decking

PD of dimension between deck edge trim and perimeter beam = ± 10mm for deckspan in either direction.

x ±

either directiondeck may spanGeneric profile

= ± 10mm

LCActual beam

lineGrid

4.8.5 Deviations Exceeding PDs

Inform the SO as soon as possible if checks show that the deviation in position of thesteelwork as erected exceeds the PDs given above. Propose and carry out remedialmeasures as required.


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5. VERIFICATION AND SUBMISSIONS

5.1 Submission

5.1.1 Design Submission

When required in Clause 1.4.1, submit to the SO for acceptance calculations anddrawings for the connection details within time as directed by the SO prior tocommencement of the Works.

5.1.2 Shop Drawings

Submit to the SO for acceptance complete and coordinated shop drawings withintime as directed by the SO prior to commencement of any works. Include all details ofthe steel structures incorporating at least the following information:

a. Number of pieces of steel sections

b. Dimensions

c. Tolerances

d. Connection details

e. Bearing locations and details

f. All other fabrication and erection details

5.1.3 Method Statement

Provide a detailed method statement to the SO for acceptance within directed timeprior to commencement of any works. Include at least the following information:

a. A site plan showing the work layout area, position and type of cranes, accessroutes, datum level, setting-out lines, storage area, etc.

b. Fabrication procedure/manual, locations (local and/or overseas), list ofsubcontractors/suppliers and their scope of works, quality assurance system, etc.

c. Storage and handling.

d. Maximum size of structural steel components that can be delivered to the site.

e. Assembly of structural members on the ground level before erection, wherepartial or complete fabrication work is required on site.

f. Sequence and method of erection and assembly of structural members takinginto account the site conditions, site constraints, site restriction and interface withother trades.

g. Detailed drawings and calculations for temporary works.

h. Details of proposed site inspection systems by the Accredited Inspection Body.

i. Details of staging, platforms and weather protection where site welding is to takeplace.

j. Remedial procedures for damaged steelwork during fabrication, transportation,storage, handling and erection.

k. Safety procedures for handling and erection of steelwork on site.


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5.1.4 Construction Information

Provide the following information within time as directed by the SO prior tocommencement of the Works:

a. Welder qualification records, welding procedure records, stud welding procedurerecords.

b. Details of welding procedures in accordance with ANSI/AWS D1.1 for all welds,including tack and sealing welds.

c. Details of proposed shop inspection system by the Independent Inspection andTesting Agency.

5.1.5 Programme

Provide a detailed programme to show the planned timing of the various items ofwork to be done within time as directed by the SO, including:

a. Preparation and submission of construction information

b. Order and delivery of materials

c. Fabrication

d. Application of protective coatings

e. Transportation to site

f. Erection

Include in the programme, the time required for all procedural trials, inspection andtesting, and trial assemblies.

5.1.6 Material Certificates

Submit to the SO for acceptance, material certificates duly verified by theIndependent Inspection and Testing Agency within time as directed by the SO prior tocommencement of any work.

5.1.6.1 Mill Certificates

Provide mill certificates for every batch of supply confirming compliance with thespecified standards before the supply of material to the works.

5.1.6.2 Test Certificates/Reports for Bolts and Inserts

Provide test certificates/reports and demonstrate by testing on 2% of actual materialsused that bolts and inserts used in the Works conform to the specified requirements.

5.1.7 Inspection by ITA

Submit all reports from the Independent Inspection and Testing Agency to SOperiodically as agreed with the SO.

5.1.8 As-built Drawings

Submit as-built drawings to the SO for record upon completion of the Works. Includeinformation on all element type, sizes, position including deviation exceeding thepermitted PD if any, connection and assembly details, and protective works applied ifany.


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5.1.9 Quality Control Manual

Submit a Quality Manual containing a QA/QC programme for the Works to the SO foracceptance within directed time frame.

The Quality Manual is to include at least information on the following:

a. Quality policy

b. Organisation charts and responsibilities

c. Internal quality control and audits

d. Facilities and equipment

e. Calibration and testing of equipment

f. Testing and inspection procedures

Subcontractors and suppliers

5.2 Procedural Trial and Trial Assemblies

Carry out procedural trial and trial assemblies as agreed with the SO, including testson material and workmanship in accordance with the Specification, prior tocommencement of the Works. Give adequate period of notice as agreed with the SO.

Keep records of all tests and make them available to the SO and the IndependentInspection and Testing Agency for examination throughout the duration of the Works.

5.3 Inspection

5.3.1 Inspection of Accuracy of Fabrication and Erection

Provide inspection reports in agreed batches endorsed by the IndependentInspection and Testing Agency, verifying that the fabrication and erection of the workscomply with the specified requirements.

5.3.2 Visual Inspection of Welds

Carry out visual inspection over the full lengths of all welds prior to any Non-Destructive Testing (NDT).

Immediately examine any welds that will be covered up before loss of access.

The acceptance criteria for visual inspection are to be in accordance with ANSI/AWSD1.1 Table 6.1.

5.4 Non-Destructive Testing of Welds

5.4.1 Scope of Inspection

Carry out Non-Destructive Testing as tabulated below unless otherwise agreed.

Inspection requirements may be reduced by agreement with the SO based onsatisfactory performance in the initial tests.

Full Penetration Butt Welds Partial Penetration Butt Welds


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Examples:

Examples:

Thickness All thicknesses All thicknessesMT /PT

Frequency 50% (site welds 100%) 50% (site welds 100%)

Thickness tmax ≥ 3 mm tmax ≥ 3 mmUT /RT

Frequency 50% (site welds 100%) 50% (site welds 100%)

Fillet Welds

Examples:

Thickness Fillet weld size ≥ 3 mm

Frequency 10% (site welds 100% but longitudinal welds 0.5m in each 10m or partthereof)

Thickness Fillet weld size ≥ 20 mm

MT / PT

Frequency 20% (site welds 100% but longitudinal welds 1.0m in each 10m or partthereof)

UT / RT As directed by SO

5.4.2 Hold Time Prior to NDT

For welds subject to NDT, carry out the testing at least 24 hours after the completionof the welds. For quenched and tempered steel, carry out NDT not less than 48 hoursafter the completion of the welds.

5.4.3 Magnetic Particle Testing (MT) and Penetrant Testing (PT)

Where magnetic particle testing (MT) is required in accordance with Clause5.4.1(Scope of Inspection), the procedure and technique are to be in accordance withASTM E709.

If Magnetic Particle testing is impractical, use Penetrant testing in accordance withthe procedure and technique given in ASTM E165.

5.4.4 Ultrasonic Examination (UT)

Where ultrasonic testing is required in accordance with Clause 5.4.1(Scope ofInspection), the procedure and technique are to be made in accordance withANSI/AWS D1.1 Section 6 Part F.

If ultrasonic testing is impractical, for example when the plate thickness is less than8mm, use radiographic testing in accordance with the procedure and technique givenin ANSI/AWS D1.1 Section 6 Part E.


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5.4.5 Radiographic Examination (RT)

Where radiographic testing is required in accordance with Clause 5.4.1(Scope ofInspection), the procedure and technique are to be in accordance with ASTM E94and ASTM E747.

5.4.6 Acceptance Criteria and Corrective Actions

Acceptance criteria are to be in accordance with ANSI/AWS D1.1 Section 6 Part C.Propose corrective actions to the SO for acceptance if the welds do not conform tothe acceptance criteria.

5.4.7 Weld Test Records

Record the results of all visual inspections and non-destructive testing and make allrecords available for inspection.

NPQS C5-10 Structural Steelwork

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