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Sarcheshmeh Flash Smelting

Furnace Project

Rev.Document No.

Consultant:

Page 1 of36Date:26 July 2011

01418/200-B00-T1-001

Contract No:4074

DOCUMENT TITLE: Specification for fabrication and erection of steelwork

SPECIFICATION FOR FABRICATIONAND ERECTION OF STEELWORK

H.MB.GHS.JIFCIssued for Construction26 July 201101

H.MB.GHS.JIFAIssued for Approval14 Apr 201100

APPROVEDCHECKEDPREPAREDPURPOSE OF ISSUEDESCRIPTIONDATEREV.

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Revision IndexSheet Rev. Sheet Rev Sheet Rev.No. 00 01 No. 00 01 No. 00 01

1 x 18 x x 35 x

2 x 19 x

3 x 20 x

4 x 21 x

5 x 22 x

6 x 23 x

7 x x 24 x

8 x x 25 x9 x 26 x

10 x X 27 x

11 x x 28 x X

12 x 29 x

13 x 30 x X

14 x 31 x

15 x 32 x

16 x 33 x x

17 x x 34 x

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Table of Contents

1.0 GENERAL 6

1.1 PROJECTOVERVIEW 6

1.2 DOCUMENTSCOPE 6

1.3 DEFINITIONS 6

2.0 MATERIALS 6

2.1 MATERIAL REQUIREMENTS 7

2.2 STRUCTURAL SHAPES,PLATES AND BARS 7

2.3 PIPE COLUMNS AND HANDRAIL 7

2.4 HIGH STRENGTH BOLT ASSEMBLIES 7

2.5 STANDARD BOLT ASSEMBLIES 72.5

STANDARD BOLT ASSEMBLIES 8

2.6 WELDING FILLER METAL 8

2.7 OPEN GRID FLOORING 8

3.0 FABRICATION 8

3.1 GENERAL 8

3.2 SHOP AND ERECTION DRAWINGS 8

3.3 DETAILS 9

3.4 CONNECTIONS 93.4CONNECTIONS 10

3.5 GRATING 10

3.6 PLATE 11

3.7 FABRICATION TOLERANCES 11

3.8 HANDLING,SHIPPING,DELIVERYANDSTORAGE 13

4.0 ERECTION 13

4.1 GENERAL 13

4.2 TEMPORARY SUPPORTS OF STRUCTURAL STEEL FRAMES 14

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4.3 SETTING BASE PLATES 14

4.4 FIT UP CONNECTION 14

4.5 CORRECTION OF ERRORS 15

4.6 ERECTION AND SHOP DRAWINGS 15

4.7 SAFETY 154.8 ASSEMBLY LIFT PLAN 16

4.9 ERECTIONTOLERANCES 16

4.9.1 COLUMNS 16

4.9.2 MEMBERS CONNECTING TO COLUMNS 17

4.9.3 OTHER MEMBERS 17

4.9.4 ADJUSTABLE ITEMS 17

5.0 BOLTED PARTS REQUIREMENTS 17

5.1 GENERAL 175.1.1 SCOPE 17

5.2 MATERIAL 18

5.3 BOLTEDPARTS 18

5.4 BOLTHOLES 18

5.4.1 GENERAL 18

5.4.2 PUNCHED HOLES 19

5.4.3 REAMED OR DRILLED HOLES 19

5.4.4 ACCURACY OF HOLES 19

5.4.5 ACCURACY OF HOLE GROUP 19

5.4.5.1 Accuracy Before Reaming 19

5.4.5.2 Accuracy After Reaming 195.5 INSTALLATION 20

5.5.1 GENERAL 20

5.5.2 REQUIREMENTS FOR WASHERS 22

5.5.3 TURN-OF NUTTIGHTENING 23

5.5.4 CALIBRATED WRENCH TIGHTENING 23

5.5.5 DIRECT TENSION INDICATOR TIGHTENING 24

5.5.5.1 Verification 24

5.5.5.2 Installation 26

6.0 WELDING PROCEDURE & REQUIREMENTS 26

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6.1 GENERAL 26

6.1.1 SCOPE 26

6.1.2 APPLICATION 27

6.2 WELDINGPROCEDURESPECIFICATION(WPS) 27

6.3 WELDINGPROCEDUREQUALIFICATIONTEST(WPQT) 276.4 WELDINGELECTRODESANDCONSUMABLES 27

6.5 PREPARATIONSFORWELDING 27

6.5.1 WELDING PROGRAM 27

6.5.2 VERIFICATIONS BEFORE WELDING WORKS 29

6.5.3 PREPARATION FOR CHAMFERING 29

6.5.4 SURFACE CONDITIONS 29

6.5.5 PRE-HEATING 29

6.5.6 INTER-PASS-TEMPERATURE 30

6.6 EXECUTIONOFWELDINGWORKS 30

6.7 INSPECTIONANDTESTING 30

7.0 FIELD PAINTING 31

7.1 STANDARD 31

7.2 DAMAGED AREAS 31

7.3 FIELD INSPECTION 31

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1.0 General

1.1 PROJECT OVERVIEW

Construction on EPC basis of Flash Smelter Furnace Sarcheshme Copper Complex being located at 50 km west ofSarcheshmeh Kerman and 30 km east from Shahr Babak city at Kerman Province, Iran, with the steady production

capacity of 875 ton per day Cathodic copper production with the technical documents and specifications and

conditions mentioned in the project documents. Including of basic engineering review, detail engineering, site

engineering, Material supply (Foreign / local), manufacturing / inspection, packing, insurance covering, site

fabrication, all construction activities including of Civil works, Equipment erections & test, pre-commissioning, test

performance, client personnel training, 2 years spare parts supply for operation, consumable mater ial supply for 12

month operation, supervision on operation for 6 month.

1.2 DOCUMENT SCOPE

This standard covers the minimum requirements for Sarcheshmeh Flash Smelting Plant of the fabrication

and erection of steel framing for buildings, steel structures supporting equipment, steel yard supports andmiscellaneous structural steel, such as steel platforms, stairs, ladders, grating, walkways, stanchions,trolley beams, crane rails, railing, etc.All work shall be completed in accordance with engineering codes and standards listed in document:civil design criteria (418/200-000-C1-001)Where there are national regulations, their particular requirements, and those of the standards and codes towhich they refer, must be applied, supplementing or amending the provisions of this document

1.3 DEFINITIONS

Employer: National Iranian Copper Industries Co.(NICICO)

M.C: Non-ferrous Industries Process Engineering and Construction (NIPEC)

Contractor: Sadid Jahan Sanat, Bam Rah, Fakoor Sanat Teharn, Sanayea-E-Madani Mobina Tekjoo

2.0 MATERIALS

Equivalent materials, grades and shapes can be proposed by CONSTRUCTION CONTRACTOR and shall

be subject to prior COMPANY approval. CONSTRUCTION CONTRACTOR shall demonstrate theequivalence on a standard basis.

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2.1 Material Requirements

All material shall be of new stock, without damage and in conformance to the specification for structuralsteel.

A minimum thickness of 6mm shall be considered for any part of Built up structural shapes constituting

main structural frames of steel pipe racks, steel structures, heavy pipe supports and shelters.

The minimum thickness of plate material used for structural connections shall be 8 mm.

Where contact of dissimilar metals will cause galvanic action or corrosion, a suitable insulating materialshall be provided between the metals.

Structural steel pipe shall be limited to seamless or electric-welded, straight-seam pipe. Where steel pipes

or tubing are used, all open ends shall be sealed to prevent internal corrosion.

Lamination test should be done for plates with thickness more than 25 mm.

2.2 Structural Shapes, Plates and BarsStructural steel shall be Grade ST-37 in accordance with DIN 1025, 1050 or ASTM A36

All structural steel shall have certificate. Materials without certificate shall be checked for chemical &physical properties by a certified laboratory.

2.3 Pipe Columns and Handrail

Pipe for columns or handrail shall be as per ASTM A53 Type E or S, Grade B or API Standard 5L,

Grade B.

2.4 High Strength Bolt Assemblies

Bolt ASTM A325M Type1, ASTM A490M Type1

or DIN 7990 & DIN 555

Washer ASTM F436M.,equivalent to DIN 7989

Direct Tension Indicator Washer F959M.

Heavy Hex Nut ASTM 563M Grade C3 DH3, A194M GR 2Hor

DIN 555 .

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2.5 Standard Bolt Assemblies

Bolt ASTM A307 Grade A and C, Heavy Hex.

Washer ASTM F436.

Heavy Hex Nut ASTM A563 Grade A or Din 555.

2.6 Welding Filler Metal

Welding Electrodes for manual shield metal-arc welding shall be E60XX and/or E70XX in accordancewith requirements of AWS D1.1 and AWS A.5.1, section 4.1

2.7 Open Grid Flooring

Open grid flooring and stair treads shall be as per ASTM A36 / A36M, galvanizsed as per ASTM A153A123 Grade 60. The top surface of bearing bars shall be serrated type. Grating stair treads shall have

abrasive nosing

3.0 FABRICATION

3.1 General

All fabrication shall be in accordance with the AISC Specification for Structural Steel Buildings AISC360-05 and Codes of Standard Practice for Steel Buildings and Bridges AISC 303-10

Frames, platforms, stairs and handrails shall be shop assembled in the largest units suitable for handling

and transportation.

Field connections will be preferably reduced to a minimum. Sections or assemblies too long for shipmentshall be provided with field joints of the same member strength.

All beams, except cantilevers, shall be fabricated with natural mill camber in the up position.All pieces shall be clearly marked with permanent identifying erection mark numbers.

3.2 Shop and Erection Drawings

The CONSTRUCTION CONTRACTOR shall produce shop and erection drawing for the fabrication anderection of structural steel in accordance with design drawings and standards and is responsible for the

following:

a) The transfer of information from the contract documents into accurate and complete shop and erectiondrawings

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b) The development of accurate, detailed dimensional information to provide for the fit-up of parts in the

field.Each shop and erection drawing shall be identified by the same drawing number throughout the duration of

the project and shall be identified by revision number and date, with each specific revision clearlyidentified.

All the welding shall be done at shop. Steel work that is to be site welded shall be clearly indicated on shop

drawings.

CONSTRUCTION CONTRACTOR shall furnish checked shop detail drawings for review by theCOMPANY. Shop drawings shall include all fabrication and erection details and complete detailed bolt

lists, procedures, and diagram showing sequence of erection and specifying bolted and welded connectionsin accordance to Contract document and detail drawing.

Review of drawings by the COMPANY shall be for general conformance with the Contract Documentsonly. CONSTRUCTION CONTRACTOR shall take full responsibility for the correctness of details,dimensions, materials, and fabrication.

Shop details shall be in strict accordance with Design Drawings, When the CONSTRUCTIONCONTRACTOR submits a request to change connection details that are described in the contractdocuments/design drawing, the CONSTRUCTION CONTRACTOR shall notify the owners designated

representatives for design and construction in writing in advance of the submission of the shop anderection drawings. The owners designated representative for design shall review and approve or reject therequest in a timely manner.

The CONSTRUCTION CONTRACTOR shall also prepare an Erection Procedure to include a list andnumbering system for all the individual steelwork elements in timely manner to properly plan and perform

the work.

3.3 DetailsAll holes placed in steel material shall be drilled or punched. Do not flame cut bolt holes or enlarge holesby burning or gas flame Splicing shall only permitted where shown on shop drawing. Grouting holes inbase plate shall be foreseen. Flame cut of plates and shapes is not allowed, unless the cut edge which isdamaged due to heat is sawed.Solid floor plates shall be detailed on shop drawings. Gaps between panels shall be 6 mm as a maximum.Every side of each panel shall be supported on structural framing. Solid floor plates shall be shop weldedor field bolted on framing. Removable panels shall be bolted to structural framing using countersunk flathead bolts. Removable panels shall be arranged in panels, each weighing less than 45 kg. Floor gratingpanels shall be less than 65 kg

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3.4 Connections

Bolts and Washers of all types and size required shall be provided for completion of all field erection.Type of all Bolted connection shall be specified in shop drawing as snug tightened or slip critical in strictaccordance to design drawings. Faying Surfaces and surface adjacent to the bolt head and nut shall be free

of dirt and other foreign material. Type of faying surface for slip critical connection shall be Class A asAISC specified specification for structural steel except pre-qualified type of end plate connection.

All structural strength welding shall be continuous.

Parts to be welded shall be carefully prepared. Alignment, jigging and welding sequences shall be such asto minimize deformations and residual stress. Edge beveling of Pprepared weld profiles shall be checkedby gauges before welding.

Welding procedures shall be prepared and tested in accordance with AWS D 1.1. Use of pre-qualifiedprocedures will be acceptable, provided that certified test results showing conformance to specificationrequirements are submitted to and approved by the COMPANY.

Welding procedures shall identify material, weld geometry, tolerances, welding process, pre-heat

temperature and welding position to be used.

Field connections for random-length materials of handrail and ladder cage assemblies shall be welded.

Continuous seal welding shall be used in places that are not self-draining or where crevice corrosion islikely to occur. If seal welding is not practical, alternative methods of sealing shall be used with theapproval of the COMPANY

3.5 Grating

Fabrication of grating, safe working loads and allowable deflections shall be according to standard detaildrawings(418/200-D00-T3-004). Steel gratings shall be a 30X50mm mesh, with bearing bars 30X3mmand transverse deformedbar 6mm. Steel shall be in compliance with ASTM A36 or approvedequivalent. ALL Gratings shall be plate to plate type with min. thickness of 3 mm for plates.Grating shall be hot-dip galvanized in accordance with ASTM A153A123, with theaverage weight of the zinc layer of 550 gr/m2 of galvanised surface, with a minimum of 500gr/m2.unless specified otherwise on design drawing. If a galvanized coating is damaged, the area shall bethoroughly cleaned free of grease, oil and other foreign matter and shall be dry. It shall then either be blastcleaned to white metalin accordance with SSPC-SP5/NACE No. 1, or prepared to the same standard,using mechanically operated tools. Then the coating to the clean and dry surface by means of metal-spraying pistols fed with either zinc wire or zinc powder should be applied as soon as possible after surfacepreparation and before visible deterioration of the surface has occurred.and following two coats of zinc- rich (minimum 92 wt%). Epoxy paint shall be applied to give a total dryfilm thickness of at least 150 micron, considering that the zinc-rich paint shall be applied in accordance

with section c following:

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When during construction maintenance, cutouts or repairs by flame have to be made or surface area have

to be prepared, grating shall be removed to a remote safe area to avoid that molten zinc attack on stainlesssteel piping and/or equipment.

Grating parts will be provided with end bars.

Grating shall be spliced near cutouts, as indicated on design drawings and shall be provided with end bars.

A steel band will trim unsupported bearing bars. Toe plate will be welded to grating holes and cutouts.

Toe plate will not be welded to grating, where hand railing is connected to platform beams.

Fixation Grating panels shall be clamped to structural steel with a minimum of 4 bolted clamps. At largegrating panels, minimum 4 panel clamps per square meter to be provided. These fixing devices shall behot-dip galvanized.

Minimum clearance for a pipe through grating shall be provided using the greatest of the following holediameters:

Diameter of hole is pipe diameter+ insulation + 50mm or Diameter of hole is flange diameter + 25mm

3.6 Plate

Raised Pattern Plate 6/8 mm thickness shall be used unless otherwise indicated in the drawings.

Raised pattern plates shall be attached by means of intermittent welds to support steel (except where

otherwise noted on design drawings). One drainage hole 15mm for every 2.0 m2 of floor plate shall bedrilled after erection at low spots, with a minimum of one hole per panel.

Removable floor panels shall not be locked in position by piping conduits or other equipment.

Removable sections of flooring shall have a Maximum weight of 70 kg.

Holes in flooring (due to e.g. pipes passing through the flooring) and around plant vessels or other gapsshall be bonded with shop-welded toe plate. Minimum clearance around a pipe through the flooring will beprovided using the greatest of the following hole-diameters:

Diameter of hole is pipe diameter + insulation + 50mm Or Diameter of hole is flange diameter + 25m

3.7 Fabrication Tolerances

The structural components shall comply with the tolerance limits of relevant DIN NORMS, together with

the following requirements and appendix 1.7

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Crane girders:

Negative camber shall not exceed

L

1000

Squareness of end plate and welded cleat connections

The maximum deviation from squareness of the end shall be:

- Plates and cleats with minimum dimensionsless than or equal to 800 mm.

1 mm per 400 mm of depth to a maximumof 2 mm.

- Plates and cleats with minimum dimensionover 800 mm.

1 mm per 400 mm of depth to a maximumof 3 mm.

The maximum deviation from flatness across the plate or cleat in any direction shall be:

Up to 800 mm 2 mm

Over 800 mm 1 mm per 400 mm to a maximum of 3 mm

Edges of plates to be welded to other members:

The flatness of plates at edges shall not deviateform straight or their specification configuration by more

than 3 mm in any 3 meters.

Twist in a member:

The horizontal distance measured at the top flange from the vertical center line of the out of plumb webshall not exceed.

For torsionally stiff member

L

1500

For flexible members

L

1000

Where L is the length of the member Horizontal Camber in Flanges:

The offsets, due to horizontal camber, measured halfway along the beam length and at each end, shall notexceed 6 mm.

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Flange width in mm

200 Or 3 mm, whichever is the lesser

All measurements shall be made with an approved steel tape or rule. Dimensions of all steelworks shown

on the drawings or specified in standards shall be assumed to apply at 25 C.

3.8 HANDLING, SHIPPING, DELIVERY AND STORAGE

Delivery of steel shall be in the order needed for erection. The delivery sequence for the fabricated steel,unless otherwise noted, shall be as follows: loose base plates, steel embedded in concrete, erection bolts,first tier columns and framing for all its levels (including stairs and handrail), second tier columns and itsframing etc. All the bolts, washers and nuts shall be packaged and delivered in rigid, weatherproofcontainers. Cardboard containers are not acceptable.

Rail cars and/or trucks shall be loaded and cribbed so that others can readily unload them. Load in such amanner that continuous drainage will occur.

All steel and its coatings shall be protected from damage caused by handling, storage or shipping.

Adequate protection shall be provided for threads on sag rods, and any other threaded components so as to

prevent damage during shipping and handling. Care shall be taken that holes and surfaces prepared forconnection and the thread of bolts, anchors, mortises; etc. stay clean and undamaged.

All materials designated for the care, custody and control of the Erector shall be received, unloaded,

stored, and otherwise handled in a manner that will prevent distortion, deterioration or damage. Thepractice of throwing materials into piles on conveyances or from conveyances on to ground and ofskidding steel members over each other shall not be permitted.

The COMPANY reserves the right to reject all damaged or substandard material or documentation.

All materials shall be stored well clear of the ground, on skids or timbers. These supports shall be spaced

so that no damage results from deflection. Stacking of components more than three pieces high is notpermitted.

Steelwork components shall be handled and stored in such a manner as to minimise the risk of surfaceabrasion and damage. Fasteners and small fittings shall be stored in dry conditions. Steelwork shall bestored so that erection marks are clearly visible.

4.0 ERECTION

4.1 General

Erection shall be in accordance with the drawings, contract documents and the AISC Specification for

Structural Steel Buildings and the Code of Standard Practice for steel buildings and bridges.

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Fabricated structural steel shall be erected using methods and a sequence that will permit efficient and

economical performance of erection, and that is consistent with the requirements in the contractdocuments.

Loose timbers, metal sheeting, bolt buckets, tools, debris and temporary scaffolding shall be kept

restrained or removed from the work areas. All equipment and materials shall be secured within theerectors care, custody and control, during the erection operation. The job site shall be maintained in a cleansafe condition and all crating, waste materials and other refuse accumulated as a result of the erectionactivities shall be properly disposed of to approved dump.

Where the steelwork erection is such that a crane required to transverse any permanent structure, the latter

shall be adequately propped to prevent any other stressing.Drift pins shall be used only to align components ready for bolting .They shall not be used to enlargemisaligned holes

4.2 Temporary Supports of Structural Steel Frames

Based upon the information provided in drawing the erector shall determine, furnish and install alltemporary supports, such as temporary guys, beams, false work, cribbing or other elements requiredfor the erection operation. These temporary supports shall be sufficient to secure the bare structural steelframing or any portion there of against loads that are likely to be encountered during erection, includingthose due to wind and those that result from erection operations.The erector need not consider loads those that are unpredictable, such as loads due to hurricane, tornado,earthquake, explosion or collision.Temporary supports provided by the erector shall remain in place until the portion of the structural steelframe that they brace is complete and the lateral-load-resisting system and connecting diaphragm elementsidentified by the design drawings are installed

4.3 Setting Base Plates

Column base plates shall be set and shimmed to correct positions, elevations, and locations as shown onthe design drawings. Anchor bolts shall be tightened only after grouting.

Unless otherwise specified in the contract documents, anchor rods shall be set with their longitudinal axis

perpendicular to the theoretical bearing surface.

4.4 Fit Up Connection

All matching holes for fastener shall register with each other so that fasteners can be inserted freely

through the assembled members in a direction at right angles to the faces in contact. Drifting to align holes

shall not distort the metal or enlarge the holes. Holes that cannot be aligned without enlargement shall be

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reported to and remedial action agreed with the engineer of record.

On bolted connections, the jointed parts shall be firmly drawn together. Where necessary, washers shall betapered to give heads and nuts a satisfactory bearing.The length of each bolt shall be such that after tightening at least one tread projects through the nut and at

least one full tread remains clear between the nut and unthreaded shank

4.5 Correction of Errors

The correction of minor misfits by moderate amounts of reaming, grinding, welding or cutting, and the

drawing of elements into line with drift pins, shall be considered to be normal erection operations. Errorsthat cannot be corrected using the foregoing means, or that require major changes in member or

connection configuration, shall be promptly reported to designer to enable the responsible entity to eithercorrect the error or approve the most efficient and economical method of correction to be used by others.

4.6 Erection and shop Drawings

Erection drawings shall be prepared in accordance with the AISC documents listed in this specification.

Erection drawings shall reference the corresponding design drawings. Every steel piece on the shopdrawings shall reference the appropriate erection drawing.

Erection and shop drawings shall be grouped in sets and identified separately for each structure or yardarea.

Erection drawings shall clearly show the mark number and position for each member. All fabricated steelsections shall be match-marked for field assembly with designating numbers or letters corresponding to thefield erection drawings. Match marking of steel shall be done with suitable paint, waterproof ink or with

pressed metal tags. In addition to the Fabricators identification marks, each item or bundle of walkwaysand platforms shall be marked with a unique tag number to clearly indicate its associated equipment. Each

item or bundle of walkways and platforms shall also be indicated in the erection drawings.Shop drawings shall state the welding procedure to be used.

Surface preparation and shop-applied coatings, including areas to be masked, shall be noted on the shopdrawings.

Bolt lists showing the number, grade, size and length of field bolts for each connection shall be supplied.These bolt lists may be shown on either the shop drawings or on separate sheets.

In the event that drawing revisions are necessary, all changes showing the latest revisions shall be clearlyflagged on the shop drawings.A shipping list (including total weight), bolts list, and a minimum of two sets of final erection and shopdrawings shall accompany the first shipment of each release.

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4.7 Safety

A safety program shall address safety measures that the erector shall use during steel erection work. Thisprogram shall comply with the requirements of the contract documents, AISC Specification for StructuralSteel Buildings and AISC Code of Standard Practice for Steel Building and Bridges and OSHA Standard

1926Safety and Health Regulations for Construction.The erector shall provide floor coverings, handrails, walkways and other safetyprotection for the erectorspersonnel as required by law and the applicable safety regulations. Unless otherwise specified in thecontract documents, theerector is permitted to remove such safety protection from areas where the

erection operations are completed.

For work at height the safety program shall recognize the requirements of OHSA Standard 1926 Subparts:

4.8 Assembly Lift Plan

When necessary, particularly for pipe bridges over 20 m, assembly lift plan shall be issued by erector inorder to demonstrate that proposed lift shall be performed safely and that assemblies being lifted shall

remain free from distortion, undue bending and will maintain structural integrity, during the lift. Assembly

lift plan shall contain detailed data on the extent of the lifted assembly, its weights, the structuralcalculations that prove structural stability of the assembled components during lifting operations,verification of the capacity capabilities for any cranes utilised in the lift, location and positioning of cranes,and a description of the rigging to be utilized

4.9 ERECTION TOLERANCES

Structural elements shall be considered plumb. Level and aligned in accordance with the AISC manual.The tolerances on position and alignment of member working points and working lines are as follows asper AISC Manual

4.9.1 Columns

Individual column shipping pieces are considered plumb if the deviation of the working line from a plumbline does not exceed 1:500, subject to the following limitations:

a. The member working points of column shipping pieces adjacent to elevator shafts may bedisplaced no more than 25 mm from the established column line in the first 20 stories; above this level, thedisplacement may be increased 1mm for each additional story up to a maximum of 50mm.b. The member working points of exterior column shipping pieces may be displaced from theestablished column line no more than 25mm toward nor 50mm away from the building line in the first 20stories; above the 20th story, the displacement may be increased 1.5mm for each additional story, but maynot exceed a total displacement of 50mm toward nor 75 mm away from the building line.

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c. The member working points of exterior column shipping pieces at any splice level for multi-tierbuildings and at the tops of columns for single tier buildings may not fall outside a horizontal envelope,parallel to the building line, 38mm wide for building up to 90m in length. The width of the envelope may

be increased by 12mm for each additional 30m in length, but may not exceed 75mm.

The member working points of exterior column shipping pieces may be displaced from the establishedcolumn line, in a direction parallel to the building line, no more than 50mm in the first 20 stories; abovethe 20th story, the displacement may be increased 1.5mm for each additional story, but may not exceed a

total displacement of 75mm parallel to the building line

4.9.2 Members Connecting to Columns

a. The horizontal alignment of members connecting to columns is considered acceptable if any errorin alignment is caused solely by the variation in column alignment within permissible limits.b. The elevation of members connecting to columns is considered acceptable if the distance from themember working point to the upper milled splice line of the column does not deviate more than plus 5mm

or minus 8mm from the distance specified on the drawings

4.9.3 Other Members

Members not covered above are considered plumb, level and aligned if the displacement of the individual

member does not exceed 1:500 from a straight line struck between the support points of the member.

4.9.4 Adjustable Items

The alignment of lintels, wall supports, curb angles, mullions, and similar supporting members for the useof other trader, requiring limits closer than the foregoing tolerances, cannot be assured unless theCLIENTs plans call for adjustable connections of these members to the supporting structural frame. Whenadjustable connections are specified, the CLIENTs plans must provide for the total adjustment required toaccommodate the tolerances on the steel frame for the proper alignment of these supports for other

trades.The tolerances on position and alignment of such adjustable items are as follows:

a. Adjustable items are considered to be properly located in their vertical position when their locationis within 10mm of the location established from the upper milled splice line of the nearest column to thesupport location as specified on the drawings.

b. Adjustable items are considered to be properly located in their horizontal position when theirlocation is within 10mm of the proper location relative to the established finish line at any particular floor.

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5.0 BOLTED PARTS REQUIREMENTS

5.1 GENERAL

5.1.1 Scope

This Specification covers the material workmanship and assembly of structural joints in structural steelconnections using High Strength Bolts. Structural connections shall not be slip critical. All shear forcesshall be carried out by bolts. One high strength bolt assembly shall consist of one heavy semi-finishedhexagonal structural bolt, one heavy semi-finished hexagonal nut and two hardened washers. Hardenedwashers are required to provide adequate bearing area.Bolts with square heads and/or square nuts shall notbe used.

5.2 MATERIAL

High Strength Bolts are black bolts and shall confirm to ASTM A325 or ASTM A490.

Designation or approved equivalent such as High strength Bolts Grade 8.8 or 10.9 respectively inaccordance with ISO 898 (EN 20898-1:1991) Standard or DIN 7990.

Nuts shall be hexagonal and confirm to ASTM A563, Grades DH or DH3 or equivalent to DIN 555.

Washers shall be circular hardened washers confirming to ASTM F436 or DIN 7989.

5.3 BOLTED PARTS

All material within the grip of the bolt shall be steel. There shall be no compressible material such as

gaskets or insulation within the grip. Bolted steel parts shall fit solidly together after the bolts are tightenedand may be coated or uncoated. The slope of the surfaces of parts in contract with the bolt head or nut shallnot exceed 1:20 with respect to a plane normal to the bolt axis.

Using friction grip connections shall be based on CLIENTs written approval in detail design stage.

The contact surfaces of the friction grip connections shall be left unpainted and to be noted oncorresponding drawings.

5.4 BOLT HOLES

5.4.1 General

All holes for bolts shall be punched or drilled except as noted herein.

Material forming parts of a member composes of not more than five thickness of metal may be punched

1/16 inch (1.6mm) larger than the nominal diameter of the bolts whenever the thickness of the material isnot greater than inch (19mm) for structural steel unless sub punching and reaming are required under

sub-clause 2.4.6 hereinafter.

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When material is thicker than 20 mm for structural steel all holes shall either be sub drilled and reamed or

drilled full size. Using flame or other method for reaming is strongly prohibited. Also when more than fivethicknesses are joined or as required by sub-clause 2.4.6 hereinafter material shall be sub drilled and

reamed or drilled full size while in assembly.

When indicated on the drawings enlarged or slotted holes are allowed with High Strength Bolts.

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5.4.2 Punched Holes

The diameter of the die shall not exceed the diameter of the punch by more than 2.0mm if holes must beenlarged to admit the bolts. Such holes shall be reamed. Holes must be clean cut without torn or raggededges. The slightly conical hole that naturally results from punching operations is considered acceptable

5.4.3 Reamed or Drilled Holes

Reamed or drilled holes shall be cylindrical, perpendicular to the member, and shall comply with therequirements of sub-clause 2-4-1 above as to size. Where practical, reamers shall be directed bymechanical means. Burrs on the outside surfaces shall be removed. Reaming and drilling shall be donewith twist drills, twist reamers or rot broach cutters. Connecting parts requiring reamed or drilled holes

shall be assembled and securely held while being reamed or drilled and shall is match marked beforedisassembling.

5.4.4 Accuracy of Holes

Holes not more than 1/32 inch (0.8mm) larger in diameter than the true decimal equivalent of the nominaldiameter that may result from a drill or reamer of the nominal diameter are considered acceptable. Thewidth of slotted holes, which are produced by flame cutting or a combination of drilling or punching andflame cutting

5.4.5 Accuracy of Hole Group

5.4.5.1 Accuracy Before Reaming

All holes punched full size, sub punched, or sub drilled shall be so accurately punched that after

assembling (before any reaming is done) a cylindrical pin 1/8 inch 93.2mm) smaller in diameter than the

nominal size of the punched hole may be entered perpendicular to the face of member without drifting in atleast 75 percent of the contiguous holes in the same plant. If the requirement is not fulfilled the badlypunched pieces will be rejected. If any hole will not pass a pin 3/16-inch (4.8 mm) smaller in diameterthan the nominal size of the punched hole this will be cause for rejection.

5.4.5.2 Accuracy After Reaming

When holes are reamed or drilled at least 85 percent of the holes in any contiguous group shall afterreaming or drilling show no offset greater than 1/32 inch (0.8 mm) between adjacent thicknesses of metal.

All steel templates shall have hardened steel bushings in holes accurately dimensioned from the centerlines of the connection as inscribed on the template. The centerlines shall be used in locating accurately

the template from the milled or scribed ends of the members

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5.5 INSTALLATION

5.5.1 General

Only as many fasteners as are anticipated to be installed and tightened during a work shift shall be takenfrom protected storage. Fasteners not used shall be returned to protected storage at the end of the shift.

Fasteners shall not be cleaned of lubricant that is required to be present in as-delivered condition. Plainbolts must be oily to touch when delivered and installed. Lubricant shall be removed prior to painting.

A tension-measuring device such as a Skidmore-Wilhelm Calibrator or any other acceptable bolt tension-measuring device shall be at job site when high strength fasteners are being installed and tightened.

The tension-measuring device shall be used to perform the rotational capacity test and to confirm the

following:

The suitability to satisfy the requirements of Tables 5.5 A &5.5.B below, as applicable, of thecomplete fastener assembly, including lubrication if required to be used in the work (AISC-Specification for structural joints).

The minimum bolt tensions as indicated in tables above equal to 70% of specified minimum tensilestrength of bolts in accordance with ASTM Specifications for tests of full-size A 325 and A 490 boltsloaded in axial tension.

The calibration of wrenches, if applicable.

TABLE 5.5- A Required Fastener Tension

Bolt Size

(mm)

A325

(Grade 8.8)KN

A490

(Grade 10.9)KN

M 16 88 114

M 18 111 140

M 20 142 170

M 22 176 210

M 24 205 250

M27 267 315

M 30 326 390

M 36 475 560

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TABLE 5.5-B Required Fastener Torque

Bolt Size

(mm)

Spanner

(mm)

A325(Grade 8.8)

A409(Grade 10.9)

Kg.m N.mGrease

coated(KN.m)

Oil

coated(KN.m)

M12 0.08 0.16 0.1 0.21

M16 24 0.2 0.28 0.25 0.35

M20 30 0.36 0.48 0.45 0.6

M22 32 0.52 0.72 0.65 0.9

M24 36 0.64 0.88 0.8 1.1

M27 41 1 1.32 1.25 1.65

M30 45 1.28 1.76 1.65 2.2.

M36 55 2.24 3.04 2.8 3.8

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TABLE 5.5-C Nut Rotation from the Snug-Tight Condition

*: D is nominal bolts diameter

In the above table the nut rotation is relative to the bolt regardless of the element (nut or bolt) being turned.For bolts installed by turn and less, the tolerance should be plus or minus 30 degrees; for bolts installedby 2/3 turn the tolerance should be plus or minus 45 degrees.

Bolts shall be installed in all holes of the connection and brought to a snug tight condition. Snug tight isdefined as the tightness that exists when the plies of the joint are in firm contact.Snug tightening shall progress systematically from the most rigid part of the connection to the free edges.The bolts of the connection shall then be retightened in a similar systematic manner as necessary until all

bolts are simultaneously snug tight and the connection if fully compacted

5.5.2 Requirements for Washers

Washers shall be circular hardened washers conforming to ASTM F-436 or approved equivalent.

Where the outer of the bolted parts has a slope greater than 1:25 with respect to a plane normal to the boltaxis, a hardened beveled washer shall be used to compensate for the lack of parallelism.

Irrespective of the tightening method, hardened washers shall be used under both head and nut of all bolts

Bolt length (under side

of head to end of bolt)

Deposition of Outer Face of Bolted Parts

Both facesnormal to bolt

axis

One face normal to bolt axis

and other sloped not more

than 1:20 (beveled washer not

used)

Both faces normal to bolt axisand other sloped not more than

1:20 (beveled washer not used)

Up to & including 4xD* 1/3 turn 1/2 turn 2/3 turn

Over 4xD but notexceeding 8xD*

1/2 turn 2/3 turn 5/6 turn

Over 8xD but notexceeding 12xD*

2/3 turn 5/6 turn 1 turn

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5.5.3 Turn-of NUT Tightening

Verification testing using a representative sample of not less than three bolt and nut assemblies of eachdiameter, length and grade to be used in the work shall be performed at the start of work in a devicecapable of indicating bolt tension. This verification test shall demonstrate that the method for estimating

the snug tight condition and controlling the turns from snug tight to be use by the bolting crew develops atension not less than 5 percent greater than the tension required by Tables 5.5-A or 5.5-B above, asapplicable. Periodic retesting shall be performed when ordered by the CLIENT.

After snug tightening fasteners and fully compacting the connection, all bolts in the connection shall betightened further by the applicable amount of rotation specified in Table 5.5-C above. During the

tightening operation there shall be no rotation of the part not turned by the wrench.Tightening shall progress systematically from the most rigid part of the joint to its free edges

5.5.4 Calibrated Wrench Tightening

Calibrated wrench tightening may be used only when installation procedures are calibrated on a daily basis

and when a hardened washer is used under the element turned in tightening. Standard torques determinesfrom tables or from formulas, which are assumed to relate torque to tension, is not acceptable.

When calibrated wrenches are used for installation, they shall be set to provide a tension not less than 5percent in excess of the minimum tension specified in Tables 5.5-A or 5.5-B above, as applicable.

The installation procedures shall be calibrated by verification testing at least once each working day foreach bolt diameter, length and grade using fastener assemblies that are being installed in the work. Thisverification testing shall be accomplished in a device capable of indicating actual bolt tension by tighteningthree typical bolts of each diameter, length and grade from the bolts being installed and with a hardenedwasher from the washers being used in the work under the element turned in tightening. Wrenches shall berecalibrated when significant difference is noted in the surface condition of the bolts, threads, nuts orwashers. It shall be verified during actual installation in the assembled steelwork that the wrench

adjustment selected by the calibration does not produce a nut or bolt head rotation from snug tight greaterthan that permitted in Table 5.5-C above. If manual torque wrenches are used, nuts shall be turned in thetightening direction when torque is measured.

When calibrated wrenches are used to install tension bolts in a connection, bolts shall be installed withhardened washers under the element turned in tightening bolts in all holes of the connection and brought to

a snug tight condition.Following this initial tightening operation, the connection shall be tightened using the calibrated wrench.Tightening shall progress systematically from the most rigid part of the joint to its free edges. The wrenchshall be returned to touch-up previously tightened bolts, which may have been relaxed as a tightened tothe prescribed amount

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5.5.5 Direct Tension Indicator Tightening

When Direct Tension Indicators (DTIs) are to be installed with high-strength bolts to indicate bolt tension,they shall be subjected to verification testing described below and installed in accordance with the methodspecified below.

Unless otherwise approved by the CLIENT, the DTIs shall be installed under the head of the bolt and thenut turned to tighten the fastener. The manufacturers recommendations shall be followed for the properorientation of DTI and additional washers, if any, required for the correct use of the DTI

5.5.5.1 Verification

Verification testing shall be performed in a calibrated bolt tension-measuring device.

A special flat insert shall be used in place of the normal bolt head holding insert. Three verification testsare required for each combination of fastener rotational-capacity lot. DTI lot and DTI position relative tothe turned element (bolt head or nut) to be used on the project. Turning the element not against the DTIshall be prevented from rotating shall tighten the fastener. The purpose of the verification testing is to

ensure that the fastener will be at or above the desired installation tension when half or more of the spacesin the DTI have a gap less than 0.005 inch (0.13 mm) and that the fastener will not undergo excessiveplastic deformation at the minimum gap allowed on the project.

The verification tests shall be conducted in two stages. The bolt, nut and DTI assembly shall be installed ina manner so that at least three and preferably not more than five threads are located between the bearingface of the nut and the bolt head. The fastener shall be tightened first to the load equal to those listed in

Tables 7.6.6-1-D or 7.6.6.1-E below, as applicable, under Verification Tension for the grade and diameterof the fastener. If an impact wrench is used, it is acceptable to tighten to a load slightly below the requiredload and subsequently a manual wrench used to attain the required tension. The number of refusals of a0.005 inch (0.13mm) tapered feeler gage in the spaces between the protrusions shall be determined andrecorded.

The number of spaces is listed in Tables 5.5.5-D or 5.5.5-E, as applicable. The number of refusals shall notexceed the number listed under Maximum.

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TABLE 5.5.5-D AISC-Specification for structural joints

Bolt

Dia.(in)

Verification

Tension (kips)

Maximum

VerificationRefusals

DTI Spaces Minimum

InstallationRefuel

A325 A490 A325 A490 A325 A490 A325 A490

5/8 20 25 1 2 4 5 2 3

3/4 29 37 2 2 5 6 3 3

7/8 41 51 2 2 5 6 3 3

1 54 67 2 3 6 7 3 4

TABLE 5.5.5-E DIN Norm, Specification for structural joints

Bolt

Dia.(mm)

VerificationTension

(K. Newton)

Maximum

VerificationRefusal

DTI SpacesMinimum

InstallationRefuel

Grd.

8.8

Grd.

10.9

Grd.

8.8

Grd.

10.9

Grd.

8.8

Grd.

10.9

Grd.

8.8

Grd.

10.9

M16 92 115 1 2 4 5 2 3

M18 117 146 2 2 5 6 3 3

M20 144 180 2 2 5 6 3 3

M22 174 218 2 2 5 6 3 3

M24 207 259 2 3 6 7 3 4

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Verification Refusals in Tables 5.5.5-D or 5.5.5-E, as applicable, for the grade and diameter of bolts for

uncoated DTIs. The DTI lot is rejected if the number of refusals exceeds the values in the tables. After thenumber of refusals is recorded at the verification load, the fastener shall be further tightened until the 0.005

inch (0.13mm) feeler gage is refused at all spaces and a visible gap exists in at least one space. The load, atthis condition, shall be recorded and the tension-measuring device removed from the fastener. The nut

must be able to be reassembled by hand for the complete thread length of the bolt excluding thread run out.If the nut cannot be assembled for this thread, the DTI lot is rejected unless the load recorded is less than95 percent of the average load measured in the rotational capacity test for the fastener lot as specified in

clause 7.6.2 part (7) above. If the bolt is too short to be tested in the calibration device, the DTI shall betested on a long bolt in a calibrator to determine the number of refusals at the Verification Tension listed intables7.6.6.1-D or 7.6.6.1-E, as applicable. The number of refusals shall not exceed the values listed underMaximum Verification Refusals in tables' 5.5.5-D or 5.5.5-E, as applicable. Another DTI from the same lotshall then be tested with the short bolt in a convenient hole in the work. The fastener assembly shall betightened until the 0.005-inch (0.13 mm) feeler gage is refused in all spaces and a visible gap exists in atleast one space. The fastener shall then be disassembled by hand for the complete thread length of the boltexcluding thread run out. The DTI lot will be rejected if the nut cannot be assembled for this thread length.

5.5.5.2 Installation

Installation of fasteners using DTIs shall be performed in two stages. The fastener element against the DTIshall be held against rotation during each stage of the installation. The connection shall be first snaggedwith bolts installed in all the holes of the connection and initially tightened sufficiently to bring all theplies of the connection into firm contact.

The number of spaces in which 0.005-inch (0.13 mm) feeler gage is refused in the DTI after snagging shallnot exceed those listed under Maximum Verification Refusals in Tables 5.5.5-D or 5.5.5-E, as applicable.

If the number exceeds the values in the applicable table, the fastener must be removed and another DTI

installed followed by re-snagging of the fastener.

The connection shall be further tightened unit the number of refusals of the 0.005 inch (0.13mm) feelergage is equal to or greater than the number listed under Minimum Installation Refusals in Tables 5.5.5-Dor 5.5.5-E, as applicable, if the fastener is tightened so that no visible gap in any space remains, the boltand DTI shall be removed and replaced by a new properly tightened fastener and DTI.

6.0 WELDING PROCEDURE & REQUIREMENTS

6.1 GENERAL

6.1.1 Scope

This Specification covers the welding requirements of all structural steelwork.

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6.1.2 Application

This Specification is applicable to the following works for the welding of structural steelwork:

Preparation of shop and as-built drawings.

Shop or field fabrication of plate girders, braced girders and trusses, built up

6.2 WELDING PROCEDURE SPECIFICATION (WPS)

A welding procedure is defined as the method and sequences to be adopted to achieve asatisfactory welded joint when carried-out by competent workmen under the expected conditions offabrication.

Prior to the commencement of welding works for any fabrication the CONSTRUCTIONCONTRACTOR shall submit to the CLIENT all Welding Procedure Specifications (WPS) together withrelevant Welding Procedure Qualification Records (PQR) for approval. Only WPS with relevant PQRapproved by the CLIENT shall be used.

The WPS submitted to the CLIENT for approval shall include welding details including all of theessential and non-essential variables for each process used, and appropriate test results in accordance withAWS D1-1. The WPS shall also make reference to AWS D1-1 and ASTM, indicating the size andthickness range as applicable. Construction Contractors standard forms shall be approved by client beforecommencement of fabrication job.

6.3 WELDING PROCEDURE QUALIFICATION TEST (WPQT)

All welding procedures shall be qualified with the requirements of AWS D1-1 and ASTM.

For welds requiring post-weld heat treatment, hardness tests shall be conducted on completion of heat

treatment.All Welding Procedure Qualification Tests shall be carried-out in the presence of and certified by theAUTHORIZED REPRESENTATIVE OF CLIENT and on Official Authority selected or approved by theAUTHORIZED REPRESENTATIVE OF CLIENT.The Fabrication CONTRACTOR for the above-mentioned presence and certification shall give sufficientadvance notice. The AUTHORIZED REPRESENTATIVE OF CLIENT reserves the right to make or

decides on any other arrangement.

6.4 WELDING ELECTRODES AND CONSUMABLES

The deposit analysis of welding consumables shall match with base material unless specifically approvedby the CONTRACTOR otherwise, in writing.

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Actual weld deposit analysis and weld metal physical properties are required for all alloy welding. The

information shall be taken from procedure qualification and/or relevant testing. Data listed in consumablemanufacturers catalogue will not be acceptable.

Mill test certificates of welding consumables will be required for each batch, lot or heat.

As a minimum requirement all welding consumables shall be stored and/or dried in accordance with theManufactures recommendations.

The flux/wire combination to be used in fabrication shall be the same as used in the procedurequalification.

Changes in brand name or grade of flux will require new qualification.

Electrodes shall be generally in accordance with AWS A5.1, E70, xx for structural elements andpipesupportspipes with steel grade of ST-52 orequivalentST-37. E60, xx electrode can be used in fabrication

ofsecondary elements such as pipe supports or platforms. with steel grade lower than ST-37 or equivalent.Only base metals and filler metals listed in AWS D1.1 section 3, table 3.1 may be used in pre-qualified..

6.5 PREPARATIONS FOR WELDING

All preparations for welding shall be in accordance with AWS D1-1. The SITE ENGINEER should haveapproved shop drawings, which would have been prepared by Fabrication CONTRACTOR. The fabricatorand EPC contractor is responsible for all the fabrication drawings and only connections standard drawingswill be approved by client

6.5.1 Welding Program

A Welding Program shall be prepared by the fabrication CONTRACTOR both for working in workshopand on the field. The SITE ENGINEER, before the commencement of the works, shall approve the

programs

For the purpose of Preparations for Welding the Welding Program shall include the following:

- Schedule agreement between Welding Procedure Specification (WPS)- Welding Procedure Specification (WPS).- Welding Procedure Qualification Test (WPQT).- Welders Qualification Records.- Shop Drawings, prepared by the Fabrication CONTRACTOR as and if required, showing thedetails of the welded connections.

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6.5.2 Verifications Before Welding Works

The following verifications will be required before the start of welding works.

- Surfaces to be welded shall be controlled to be clean and dry.

- Welding operation shall not be carried-out during bad weather exposure.- Ambient temperature shall not be less than 5 degrees centigrade- The surface temperature of steel parts shall not be less than zero degrees centigrade.- Welding operators equipments shall be in a good working condition.

Earthing connections shall have been installed correctly

6.5.3 Preparation for Chamfering

The operator shall choose the shape of chamfering according to the Welding Procedure Specification(WPS) and connection or joint details of Shop Drawings.

Transition of width at butt joints of parts having unequal widths shall have slopes in accordance with AWSthat recommends .

Stains of paint, oil, rust, etc. shall be eliminated prior to welding.

Steel and weld metal may be thermally cut providing a smooth and regular surface free from cracks and

notches in produced. An accurate profile may be secured by the use of mechanical guide. Grinding shallbe used to smoothen the surfaces, if the SITE ENGINEER deems it necessary.Freehand thermal cutting shall not be permitted except by the previous written approval of the SITEENGINEER

6.5.4 Surface Conditions

Surfaces shall be dry, clean and free from paint, oil, rust and other stains and debris that can affect thequality of connections, joints, welds, and/or welding operations

6.5.5 Pre-Heating

Pre-Heating temperature shall be established in relation with the design code minimum thickness, carbonequivalence, welding heat input, and severity of restraint. Pre-Heating temperature shall be specified in

the Welding Procedure Specification (WPS).

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6.5.6 Inter-pass-Temperature

The maximum inter-pass temperature for all materials shall be specified in the Welding ProcedureSpecification (WPS) prepared by the Fabrication CONTRACTOR and approved by the SITE ENGINEER.The temperature shall be correctly checked during the works.

6.6 EXECUTION OF WELDING WORKS

Before commencing the work PIM should be held on. For the execution of the Welding Works theWelding Program, prepared by the CONSTRUCTION CONTRACTOR and approved by the SITE

ENGINEER before the commencement of the works shall include the following:

For each type of connection and joint:a. Method of welding.b. Preparation of the elements to be welded.c. Positioning of the elements to provide for welding space at the bottom of the chamfer, pointing atthe weld or attachment by clamps.

d. Order of execution.

Each type of connection and joint must be characterized by the grade and the quality of the steel, thethickness of the members to be assembled and the respective position of the members for butt welding,fillet welding, lap welding, etc.

For each fillet weld:

a. Dimension of the fillet weld.b. Trade name and diameter of the electrode.c. Electric current supply.d. Welding position.e. Starting point of each pass and feed direction.f. Precautions taken to avoid or eliminate end craters.g.

All welds shall be obligatorily executed according to the Construction Drawings, Shop drawings, and theWelding Program. Also all slag shall be removed from finished welds prior to sand blasting.

6.7 INSPECTION AND TESTING

The COMPANY reserves the right to inspect the materials and fabrication at any time to assure that thematerials and workmanship are in accordance with this specification and applicable codes.

Inspection of welding shall be performed in accordance with the Structural Welding Code, AWS D1.1. orINBC 10 table 10.4.1

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A program for inspection and non destructive testing of welds shall be submitted to the COMPANY for

approval before the start of the welding operation. The minimum NDT levels will be as follows,

All welds shall be 100% visually inspected the acceptance criteria shall be in accordance with AWS D1.1Table 6.1. or INBC 10 table 10.4.1.

All main beam splices shall be additionally subjected to 100% radiography or ultrasonic inspection and allother major load bearing welds shall be subjected to 10% magnetic particle inspection. Alternatively 10%RT of butt welds greater than 75 cm2.

Acceptance criteria for radiographic, ultrasonic and magnetic particle inspection shall be in accordancewith AWS D1.1.

Certified mill test reports for each heat of structural steel and each lot of high-strength bolts shall beavailable for review by the COMPANY.

All materials shall be inspected immediately after receipt on site in order to ensure that the materials arenot damaged, to verify that all the items on the packing list have been supplied and to ensure that alldocumentation has been received.

Shop inspection shall include, but not be limited to, the following:

7.0 Field Painting

7.1 Standard

Field painting shall be in accordance with Engineering Specification for Painting 418/200-D00-P1-004, orIranian National code part 10.

7.2 Damaged Areas

Immediately after erection, all surfaces on which the shop coating has been damaged shall be thoroughly

cleaned and touched up with the same coating and in accordance with painting standard.

7.3 Field Inspection

CLIENTs representative shall have the right to inspect the structural steel at any time, to assure that thematerials and workmanship are in accordance with this standard and contract.

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Appendix 1.Fabrication Tolerances

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Table 1-1 Fabrication Tolerances(According to AISC 303)

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01418/200-B00-T1-001

Contract No:4074


Table 1-1 Fabrication Tolerances (contd.)

7/27/2019 418200D00T1001R01

36/36

`


Furnace Project

Rev.Document No.

Consultant:


01418/200-B00-T1-001

Contract No:4074


Table 1-1 Fabrication Tolerances (contd.)