240K-C2-CS-15-022-C.pdf

R:\103_PROJ_ADMIN\109_ENG DOCS\109.8R_CS\15-Structural\240K-C2-CS-15-022_StructuralSteelErect\240K-C2-CS-15-022-C.doc

SOCIEDAD MINERA CERRO VERDE S.A.A. CERRO VERDE PRODUCTION UNIT EXPANSION

PROJECT NO. A6CV

ERECTION OF STRUCTURAL AND MISCELLANEOUS STEEL

CONSTRUCTION SPECIFICATION

DOCUMENT NO. 240K-C2-CS-15-022 REV. C

08 MAY 2012

R:\103_PROJ_ADMIN\109_ENG DOCS\109.8R_CS\15-Structural\240K-C2-CS-15-022_StructuralSteelErect\240K-C2-CS-15-022-C.doc

Sociedad Minera Cerro Verde S.A.A. Document No. 240K-C2-CS-15-022 Cerro Verde Production Unit Expansion Project Revision C Project No. A6CV


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TABLE OF CONTENTS

1. GENERAL...................................................................................................................................................... 5 1.1 Summary ..........................................................................................................................................5 1.2 References .......................................................................................................................................6 1.3 Submittals .........................................................................................................................................8 1.4 Quality Assurance ............................................................................................................................8 1.5 Site Conditions .................................................................................................................................9

2. PRODUCTS................................................................................................................................................. 10 2.1 Materials .........................................................................................................................................10 2.2 Design Criteria ................................................................................................................................10 2.3 Surface Preparation and Painting ..................................................................................................11 2.4 Material Handling, Inspection and Storage ....................................................................................11 2.5 Inspection and Testing ...................................................................................................................11

3. EXECUTION ................................................................................................................................................ 12 3.1 Preparation .....................................................................................................................................13 3.2 Erection...........................................................................................................................................13 3.3 Setting Base Plates ........................................................................................................................14 3.4 Bolted Connections ........................................................................................................................14 3.5 Welded Connections ......................................................................................................................15 3.6 Correction of Errors ........................................................................................................................15 3.7 Steel Joists .....................................................................................................................................15 3.8 Floor Plate and Grating ..................................................................................................................16 3.9 Metal Decking for Floors and Roofs ...............................................................................................16 3.10 Shear Connectors...........................................................................................................................16 3.11 Coating Repairs..............................................................................................................................16

4. ATTACHMENTS.......................................................................................................................................... 17




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1. GENERAL

1.1 Summary

A. Scope of Specification

This specification prescribes the minimum requirements for the labor, material, equipment and services for the erection of structural and miscellaneous steel.

These facilities shall include, but not be limited to the following:

1. Erection the structural steel, including touch-up paint

2. Supply and installation of leveling plates and shims

3. Supply of welding consumables

4. Supply and installation of temporary bracing during erection

5. Erection of miscellaneous steel not cast in concrete

6. Quality control including inspection and testing

B. Work Not Included

1. Installation of miscellaneous steel in concrete

2. Supply and fabrication of structural steel

C. Related Documents

The following documents describe items of related work:

240K-C2-CS-15-021 Fabrication of Structural and Miscellaneous Steel

240K-C2-CS-15-012 Grouts

240K-C2-ES-55-02 Paint

240K-C2-DC-10-002 General Site Conditions Design Criteria

Coordinate work prescribed by this specification with work prescribed by the above listed specifications.

D. Definitions

1. Buyer: The party that awards the contract to erector. The buyer may be the owner or owner's authorized agent.

2. Erector: The party responsible for erection of structural and miscellaneous steel.

3. Owner: The owner of the proposed structure.

4. Contractor: In the context of this specification it is the party awarded the contract by the buyer. Used interchangeably with: erector.




1.2 References

The publications listed below form part of this specification to the extent referenced in this specification. If there is a discrepancy between the references and the specifications, the specifications shall govern. Referenced publications shall be the latest revisions and addendum in effect on the date of the Purchase Order, unless otherwise noted. Short titles will be used herein when appropriate.

ACI American Concrete Institute

360-05 Specification for Structural Buildings, March 9, 2005

AISC American Institute of Steel Construction

ANSI/AISC 360-05 Specification for Structural Buildings, March 9, 2005

ANSI/AISC 340-05 Seismic Provisions for Structural Steel Buildings, March 9, 2005 and Supplement No. 1, November 16, 2005

Code of Standard Practice for Steel Buildings and Bridges, March 18, 2005

Specification for Structural Joints using ASTM A325 or A490 Bolts, June 30, 2004, Research Council on Structural Connections, Committee A.1

Manual of Steel Construction, Thirteenth Edition, 2005

AISI American Iron and Steel Institute

Specifications for the Design of Cold Formed Structural Members

ASCE American Society of Civil Engineers

ASCE/SEI 7-05 Minimum Design Loads for Buildings and other Structures

ASTM American Society for Testing and Materials

A1 Standard Specification for Carbon Steel Tie Rails

A6/A6M Standard Specification for General Requirements for Rolled Steel Plates, Shapes, Sheet Piling, and Bars for Structural Used

A36/A36M Standard Specification for Structural Steel

A53 Standard Specification for Pipe, Steel, Black and Hot Dipped Zinc-Coated Welded and Seamless

A153 Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware

A307 Standard Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength

A325 Specification for High-Strength Bolts for Structural Steel Joints

A325M Standard Specification for High-Strength Bolts for Structural Steel Joints (Metric)

A490 Standard Specification for Heat Treated Steel Structural Bolts, 150 ksi Minimum Tensile Strength




A490M Standard Specification for High-Strength Steel Bolts Classes 10.9 and 10.9.3, for Structural Steel Joints (Metric)

A500 Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes

A501 Standard Specification for Hot Formed Welded and Seamless Carbon Steel Structural Tubing

A563 Standard Specification for Carbon and Alloy Steel Nuts

A563M Standard Specification for Carbon and Alloy Steel Nuts (Metric)

A572/A572M Standard Specification for High Strength Low Alloy Columbiun Vanadium Steel of Structural Quality

A759 Standard Specification for Carbon Steel Crane Rails

A780 Standard Practice for Repair of Damaged and uncoated Areas of Hot-Dip Galvanized Coating

A786/786M Standard Specification for Rolled Steel Floor Plates

A992/A992M Standard Specification for Steel for Structural Shapes for use in Building Framing.

A1011/A1011M Standard Specification for Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High Strength Low-Alloy, High Strength Low-Alloy with Improved Formability, and Ultra High Strength

B695 Standard Specification for Coatings of Zinc Mechanically Deposited on Iron and Steel

E329 Standard Practice for Use in the Evaluation, Testing and Inspection Agencies Used in Construction

F436 Standard Specification for Hardened Steel Washers

F436M Standard Specification for Hardened Steel Washers (Metric)

F844 Standard Specification for washers, steel, plain, (flat) unhardened for general use.

F959 Standard Specification for Compressible Washer Type Direct Tension Indicators for Use with Structural Fasteners

F1554 Standard Specification for Anchor Bolts, Steel, 36, 55 and 105 ksi Yield Strength

F1852 Standard Specification for Twist Off Type Tension Control Structural Bolt/Nut/Washer Assemblies, Steel Heat Treated, 120/105 ksi Minimum Tensile Strength




AWS American Welding Society

D1.1 Structural Welding Code

QC1 Standards and Guide for Qualification and Certification of Welding Inspectors

ICC International Code Council

International Building Code (IBC), 2006 Edition

MSHA Mine Safety and Health Administration

NAAMM National Association of Architectural Metal Manufacturers

MBG 531-00 Metal Bar Grating Manual, Sixth Edition, February 21, 2001

OSHA Occupational Safety and Health Administration

CFR 1910D: Occupational Safety & Health Standards Walking Working Surfaces, Code of Federal Regulations Title 30 (CFR 29) Part 1910 Subpart D, OSHA 2000

SJI Steel Joist Institute

Specification for Open Web Joists

1.3 Submittals

A. All documentation submitted by Supplier shall be in accordance with the attached Supplier Drawing and Data Commitment form.

B. Requirements

1. Inspection and Quality Control Reports shall be submitted to Buyers Representative on the same day the tests are made. Each Test Report shall have a definite statement indicating compliance or noncompliance with the specifications. The fabricator's inspectors shall be qualified and certified as AWS Certified Welding Inspectors in accordance with AWS D1.1 or AWS QC1 or shall be trained and working under the supervision of an AWS Certified Welding Inspector.

2. A copy of each pre-qualified welding procedure intended to be used in the work shall be submitted before the start of welding.

3. A certificate of qualification shall be submitted for each welder, welding operator, and tacker employed on the work.

4. Supplier's certificate stating conformity of the welding filler materials to this specification shall be submitted to the Buyers Representative.

5. Assembly lift plan as required by OSHA.

1.4 Quality Assurance

A. Refer to Section 1.1C Related Documents and Section 2.3 Inspection and Tests.

B. Supplier shall not substitute major component sub-suppliers after award of a Purchase Order without Buyers written approval.




C.Supplier shall be solely and entirely responsible for the process performance of the equipment and systems. Supplier shall guarantee that the equipment will operate satisfactorily to the conditions and requirements of this specification and data sheets.

D.C. The Contractor shall have a written Quality Control Program and Inspection Procedures document that shall provide details of how compliance with the requirements of this specification and the shop and erection drawings shall be achieved. The Contractor shall maintain a complete up-to-date set of erection drawings at the jobsite.

E.D. All welding procedures and individual welders shall be qualified in accordance with the requirements of AWS D1.1.

F.E. All welding inspectors shall be qualified and certified as AWS Certified Welding Inspectors in accordance with the requirements of AWS D1.1.

G.F. The Contractor's inspector shall inspect all materials, installations, and workmanship of the Contractor, as well as those of any of the Contractor's subcontractors or vendors, to ensure conformance with all requirements of this specification and the design drawings.

H.G. Buyer shall have the right to inspect all materials, installations, and workmanship supplied by the Contractor and shall have unrestricted right of access to the Contractor's work areas.

I.H. Buyer may reject any improper, inferior, defective, or unsuitable materials, installations, and workmanship of the Contractor. Any rejected materials, installations, and workmanship shall be repaired or replaced by the Contractor, in accordance with Buyer instructions at no cost to the Buyer.

J.I. The Contractor shall provide all inspection tools and shall provide inspection access facilities such as platforms, ladders, and scaffolds as requested by Buyer.

K.J. Inspection tools and calibration records for tools used by the Contractor shall be maintained and available for examination by Buyer.

L.K. Buyer reserves the right to witness any tests or inspections which he considers necessary to ensure that components conform to Quality Assurance requirements. Supplier shall notify Buyer in advance of all tests and grant free access to manufacturing facilities, including those of his sub-suppliers, for such inspections.

M.L. Supplier shall supply Buyer with the complete list of documentation that Supplier intends to produce for review. Such documents shall cover manufacturing, quality control, inspection procedures, deficiency evaluation and correction.

N.M. Inspection reports shall be made available for inspection by the Buyer.

O.N. All defects in excess of agreed acceptance criteria shall be reported immediately to the Buyer by Supplier and evaluated by Suppliers engineering departments for possible corrective action. All corrections proposed shall be subject to Buyers approval.

P.O. Materials shall be new and in good condition at time of fabrication and satisfy the quality requirements of this specification.

1.5 Site Conditions

Refer to Section 1.1C Related Documents.




2. PRODUCTS

2.1 Materials

A. All materials supplied by the Contractor shall conform to specification 240K-C2-CS-15-021 Fabrication of Structural and Miscellaneous Steel.

B. Low hydrogen welding electrodes with a tensile strength of 483 MPa (70 ksi) shall be used. Electrodes shall be compatible with the welding process and with the materials being welded.

C. Grout for column base plates shall be per specification 240K-C2-CS-15-021 Grouts.

D. High strength bolts and load indicating washers shall be furnished by U.S. manufacturer or Buyer approved substitute.

2.2 Design Criteria

A. Connections - General

1. Bolted connections for primary structural members shall be made with minimum 19 mm (3/4 of an inch) diameter high strength bolts conforming to ASTM A325 in bearing type connections with threads included in the shear plane unless noted otherwise as slip-critical (friction-type) connection. The design and assembly of high strength bolted connections shall be in accordance with AISC Specification for Structural Joints Using ASTM A325 or A490 Bolts. High strength bolted connections shall be indicated clearly on the erection drawings.

2. For the odd areas where High Strength Tension Control (Twist Off) bolts are unsuitable and substituted by high strength heavy hex head slip-critical connections, tighten bolts by either of the following:

a. Turn-of-nut method

b. Direct tension indicating devices (preferred)

c. Job calibrated wrench method

3. For job calibrated wrench method, wrench calibration shall be checked at least once each working day to ensure accuracy. For turn-of-the-nut method, match-mark nut and bolt before final tightening to provide visual means of noting nut rotation. For DTI method, use the indicating devices as directed by the manufacturer and in accordance with Paragraph 8.d.4, Direct Tension Indicator Tightening, of the Specification for Structural Joints using ASTM A325 or A490 Bolts, as approved by the Research Council on Structural Connections and endorsed by AISC and in accordance with ASTM F959. Inspect to check tension as well as snug-tightness of plies. AISC specified slip-critical allowable based on surface conditions shall be used. Connection material subjected to tension forces shall be checked for prying action.

4. Bolted connections for secondary members (such as purlins, girts, and stair framing) may be made with 19 mm (3/4 of an inch) diameter machine bolts as bearing type connections (type N) conforming to ASTM A307 with the following exceptions. Bolts for stair bracing, handrails, and toe plates shall be 16 mm (5/8 of an inch) in diameter, conforming to ASTM A307 unless noted otherwise.

B. Bracing Connections

1. Fasten horizontal bracing to intermediate beams to eliminate sag, and connect cross bracings at the intersection point.




C. Welding

1. Welding, including procedures, appearance, and quality of welds, and methods for correcting welding work, shall be in conformance with AWS D1.1 and prequalified procedures accepted by Buyer.

2. Temperature of base metal to be welded shall conform to minimum preheat and interpass temperatures outlined in AWS D1.1 for the appropriate welding process and steel specification.

3. Minimum size of fillet welds shall be per Table J2.4 of AISC Manual of Steel Construction 13th Edition, but no smaller than 5 mm (3/16 of an inch), except as otherwise shown or noted on the design drawings.

4. Assemble and weld built-up sections by methods that will produce true alignment of axis without warp.

5. Seal weld all contact surfaces.

2.3 Surface Preparation and Painting

A. Surface preparation for painting and galvanizing of structural steel shall be in accordance with the 240K-C2-ES-55-02 Paint. Bolt surface preparation and finish shall match the connected steelwork.

B. Structural steel shall remain unpainted in the following areas:

1. Where concrete and steel are in contact

2. At contact areas to be field-welded

3. Crane rails

4. Surfaces of friction-type connecting (unless primed with Buyer approved primer)

5. As noted on drawings

C. Touch-up Painting

After erection, touch up shop coatings of structural steel damaged during erection, as well as field welds, nuts, bolts, and anchor bolts using materials and procedures per specifications and manufacturers recommendations.

2.4 Material Handling, Inspection and Storage

A. All materials designated for the care, custody, and control of the Contractor shall be received, unloaded, stored, and otherwise handled in a manner that will not cause overstress, wrap, twist, or other damage.

B. Take precautions to prevent damage to preventive coatings on surfaces of materials.

C. All materials shall be inspected by the Contractor immediately after receipt to ensure that the materials are not damaged, to verify that all items on the packing list have been supplied, and to ensure that all documentation has been received.

D. If any damage is discovered, or any parts, components, or documentation are missing or otherwise defective, the occurrence shall be immediately reported to Buyer in writing.

E. Store and protect materials at the site from the damage, deterioration, and corrosion.

2.5 Inspection and Testing

A. Perform tests and inspections in accordance with the approved Inspection and Test Plan.




B. Contractor shall provide inspection personnel with safe means of access to materials and facilities involved in the quality assurance and control work. Contractor also shall provide facilities normally on hand as required to assist in the quality assurance and control work.

C. Buyer reserves the right to remove test specimens from any portion of the work to verify the quality of the welding. Supplier, at own expense, shall repair or replace any base metal or filler metal found to be defective. Method of repair shall be approved by the Buyer.

D. Nondestructive Examination (NDE)

Generally, NDE, methods, acceptance criteria, and additional requirements shall be as follows:

1. Visual Examination

a. Visual examination procedures shall be in accordance with AWS D1.1.

b. Supplier shall visually inspect all completed welds.

2. NDT Examination

a. The minimum extent of NDT (magnetic particle, ultrasonic, radiographic, etc.) inspection shall be as follows:

(1) Full penetration welds 100 percent

(2) Partial penetration welds 50 percent

(3) Fillets welds 25 percent

b. Inspection of welds on dynamically loaded structures will be as noted on the design drawings.

c. Buyer shall reserve the right to request any other method of NDE for any corrective work performed by Contractor or in course of the work.

3. Perform radiographic and ultrasonic testing when required by Buyer in accordance with AWS D1.1. If the testing indicates deficiency, costs of the testing and remedial work shall be incurred by the contractor.

E. Buyer reserves the right at any time before final acceptance of the structural steel work to reject any portions of the work not in conformance with specified requirements. Buyer has sole authority to issue directives concerning defective structural steelwork.

F. Structural steel fabrication may be inspected and tested during all phases.

G. Bolted connections shall be inspected and tested in accordance with the recommendations of AISC Specification for Structural Joints using ASTM A325 or ASTM A490 Bolts, as approved by the Research Council on Structural Connections.

H. Testing Agency shall meet and follow the requirements of ASTM E329, Recommended Practice for Inspection and Testing Agencies for Concrete, Steel, and Bituminous Materials as used in Construction.

I. Inspect field-welded shear connector studs per AWS D1.1, Part F.

3. EXECUTION

All work shall be in accordance with OSHA safety requirements. All work shall be in accordance with the AISC Specification for Structural Steel Buildings, subject to modification by this specification, the design drawings, state or local laws, and building codes.




3.1 Preparation

A. Contractor shall verify anchor bolt locations at the jobsite before commencement of erection of structural steelwork.

B. If it is required that any part of the structural steel be temporarily omitted to allow for installation of equipment or other work, the structural steel so affected shall be installed in accordance with erection procedures and sequences to be outlined by Buyer before the erection of that portion of steel.

3.2 Erection

A. Any circumstances discovered by the Contractor, which affect progression, performance or completion of the Contractor's work activities such as, discrepancies between the erection/shop drawings and the delivered steel members, incorrectly fabricated steel members, or incomplete or unacceptable work of other Contractors affecting the Contractor's work, shall be immediately reported to Buyer in writing.

B. Any damage caused during erection shall be reported to Buyer. Corrective measures shall be completed as directed by Buyer.

C. Erection of steel joists shall conform to the requirements of the Steel Joist Institute.

D. Temporary erection loads or permanent loads shall not be placed on any incomplete portions of the structure being erected unless the Contractor can demonstrate by analysis that the contemplated action is safe.

E. Loose timbers, metal sheeting, bolt buckets, tools, debris, and temporary scaffolding shall be kept restrained or removed from work areas. The Contractor shall be responsible for securing all equipment and materials within the Contractor's care, custody, and control during the erection operation.

F. The Contractor shall maintain the job site in clean and safe condition at all times, and shall properly dispose of, off premises, all crating, waste materials, and other refuse which has accumulated as a result of Contractor's activities under this specification.

G. Structural Stability

1. The Contractor shall at all times be responsible for the adequacy and installation of any temporary bracing or guy cables required to counteract loadings imposed during erection. This responsibility shall also include temporary bracing required to ensure safe and stable conditions of partially completed structural assemblies.

2. The structure shall be plumbed, leveled, and braced before any final bolted or welded connections are made.

H. Field Correction of fabrication by gas-cutting is not permitted without prior written authorization of Buyer.

I. Contractor may perform moderate amount of reaming, chipping, and cutting with prior approval by Buyer to allow proper fit-up of structural steel members. Errors that prevent the proper assembly of the structure shall be immediately reported to Buyer.

J. Erection tolerances shall not exceed those given in paragraph 7.11 of Code of Standard Practice for Steel Buildings and Bridges.




3.3 Setting Base Plates

The Contractor shall provide the following:

A. Clean the top of bearing surfaces and bottom of base plates. Provide and set leveling nuts, leveling plates, or steel shims beneath column base plates to correct positions, elevations, and locations as shown on the erection drawings.

B. Grout base plates. Grouting shall be performed as soon as possible after the columns are plumbed and before any large axial loads or moments are applied to the base plate

C. Tighten anchor bolts after grout has set.

3.4 Bolted Connections

A. Connections to be made in the field shall be bolted, except where field-welding is indicated on the design drawing.

B. All bolted connections shall be made with High Strength Tension Control (Twist Off) Bolts in accordance with the AISC Specification for Structural Joints Using ASTM A325 or A490 Bolts, except as noted below. High strength heavy hex head structural bolts shall substitute for High Strength Tension Control (Twist Off) bolts in the following connections:

1. Removable members where specified on design drawings.

2. Where designed bolt size is larger than 28 mm (1- inches). 3. Where space is restricted to permit use of installation tool for Tension Control (Twist Off)

bolts.

4. Where LeJeune bolts or equal are unavailable in quantities required by Project.

5. Classified areas where use of electric tools is not permitted.

C. Drift punching to match unaligned holes will not be permitted.

D. With prior approval from Buyer, make enlargement of holes necessary to make connections resulting from misfit by reaming or drilling. Do not enlarge holes by flame cutting, burning, or by use of drift pins.

E. Use bolts of larger diameter when bolt hole diameter exceeds the bolt diameter by more than 1.6 mm (1/16 of an inch).

F. The procedure for installing high strength bolts in the field shall be the same as outlined in Section 2.2 of this specification.

G. Bolts shall be kept in dry storage until needed in the ironwork. Bolts 25 mm (1 inch) diameter and over must first have Johnsons Stickwax #140 or equal applied to the threads before being assembled. Any Bolts that have been exposed and have become dried out or rusty before use must be rejected and cannot be used until they have been cleaned and waxed with Johnsons Stickwax #140 or equal.

H. All nuts for high-strength bolts shall be wax-dipped to reduce torque during installation.

I. When assembled, all joint surfaces, including those adjacent to the bolt heads, nuts, or washers, shall be free of burrs, dirt, and other foreign materials that would prevent solid seating of parts.

J. When impact wrenches are used, wrenches of adequate capacity and sufficient air supply shall be provided by the Contractor to perform the required tightening of each bolt.

K. The Contractor shall snug tight all A307 bolt assemblies.




L. Mechanically galvanized bolts and nuts shall not be intermixed with hot dip galvanized nuts and bolts.

M. A325 Bolts if previously fully tensioned shall not be reused, nor shall they be used as fit-up bolts.

N. Contractor shall color code, die punch, or otherwise mark the ends of torqued high strength heavy hex head structural bolts indicating that the bolts have been properly tensioned and are ready for inspection. This is not required for Tension Control (Twist Off) bolts.

3.5 Welded Connections

A. Welding shall conform to AWS D1.1.

B. Field welding shall be as shown on the shop/erection drawings.

C. Use welding electrodes with tensile strength of 483 MPa (70 ksi).

D. Supplier shall provide erection clips for fit-up of field welded connections. Remove erection clips unless approved by buyer.

E. Minimum fillet welds shall be per AISC Manual of Steel Construction, Table J.2.4, but not less than 5 mm (3/16 of an inch).

F. Welds to connection plates embedded in concrete shall be deposited in a sequence that will minimize distortion of the embedment to 3 mm ( of an inch) of flat or true.

G. The following nondestructive examinations are required for Structural Welding:

1. As a minimum 5 percent of the total number of full penetration welds shall be radiographed or ultrasonically examined 100 percent of the entire length of the weld(s) selected. The welds selected for nondestructive examination must include the joints, where identified on design drawings.

2. Five percent of the total number of fillet or partial penetration welds shall be magnetic particle examined 100 percent of the entire length of the weld(s) selected.

3. When a weld selected under Section 3.5G.1. or Section 3.5G.2., of this specification, is rejected, 2 additional welds shall be subject to nondestructive examinations at the Contractor's expense. This procedure of examining 2 welds for every weld rejected shall continue until all welds examined are accepted. The replaced welds shall be examined in accordance with Section 3.5G.1. or Section 3.5G.2., of this specification, whichever is applicable.

4. Welds selected to satisfy the 5 percent requirements shall be selected by the Buyers representative and shall represent a sample of each welder's work for each type of weld.

5. Contractor shall visually inspect all completed welds. Undercutting beyond the limits of AWS D1.1, surface porosity, and crack-like discontinuities shall be removed to sound metal and repaired.

3.6 Correction of Errors

Fit-up errors shall be corrected only after prior approval from Buyer and in accordance with the applicable AISC provisions and Contract requirements.

3.7 Steel Joists

A. Erection of joists shall be in accordance with the Steel Joist Institute specifications for the type of joist used, the shop/erection drawings, and the design drawings.




B. The Contractor shall make no modifications or repairs to steel joists without prior written approval of Buyer.

C. Use of power driven or powder actuated fasteners in the diagonal and bottom chord members of the joists are not permitted.

3.8 Floor Plate and Grating

A. Floor plate or grating openings dimensioned on the design drawings will be cut and banded in the shop. Un-dimensioned openings shall be cut and banded in the field by the Contractor.

B. The contractor shall fasten the grating and floor plate as specified on the design drawings.

3.9 Metal Decking for Floors and Roofs

A. Floor and roof deck sheets shall be installed in accordance with the manufacturer's installation instructions and the design drawings.

B. The Contractor shall repair all sags, deformations, holes, and other irregularities.

C. Where damage has occurred to shop applied coatings on metal deck, field touch-up shall be in accordance with the manufacturer's recommendations.

3.10 Shear Connectors

A. All shear stud attachments shall be welded in strict accordance with the manufacturer's recommendations for welding procedure and welding equipment.

B. When 2 or more stud welding guns are operated from the same power source, the Contractor shall interlock the guns so that only one gun can be operated at a time to ensure that the power source has fully recovered from making one weld before another weld is started.

C. All ceramic insulators shall be removed from the base of the studs after welding.

3.11 Coating Repairs

A. Repairs to shop applied galvanized items shall be as follows:

1. All damages to galvanizing and the exposed sheared off ends of all galvanized Tension Control (Twist Off) bolts shall be coated after installation in accordance with ASTM A780 following the same surface preparation procedure specified for repair of damaged galvanized coatings.

2. Before repair of damaged galvanized coating, exposed substrate metal shall be cleaned to bright metal and free of all visual rust, oil or grease. Any non-adhering galvanizing shall be removed to the extent that the surrounding galvanizing is integral and adherent.

3. When surface defects exceed 2 percent of a member's area, the defects shall be repaired by re-dipping the member in the zinc bath.

4. Cold repair using an organic, zinc-rich coating is allowed if the total damaged area is less than 1 percent of the total coated area of the member being repaired and no single repair is greater than 12.5 square centimeters or 300 mm long. The dry film thickness shall be 2 to 3 mils and contain a minimum of 94 percent zinc dust by weight.

5. Hot repairs shall be made in the shop if any of the following conditions exist:

a. Total damaged area is greater than 1 but less than 2 percent of the total coated area of the member being repaired.

b. Any single repair is at least 12.5 square centimeters in area.




c. Any single repair is 300 mm long or more.

6. Hot repair shall be made using zinc alloy rod or powder manufactured for the repair of galvanized steel.

7. Flux, heavy ash or heavy dross inclusions shall be removed by brushing, grinding, or filing as required.

B. Repairs to shop applied painted items:

1. All transport and erection damage to shop applied paint coatings shall be repaired in accordance with Paint Specification 240K-C2-ES-55-02.

2. The exposed sheared off ends of all galvanized Tension Control (Twist Off) bolts shall be coated after installation in accordance with ASTM A780 following the same surface preparation procedure specified for repair of damaged galvanized coatings.

4. ATTACHMENTS

Attachment 1 Contractor Data Requirements

End of Specification




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Sociedad Minera Cerro Verde S.A.A. Document No. 240K-C2-CS-15-022 Cerro Verde Production Unit Expansion Revision C Project No. A6CV Attachment 1


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Attachment 1 Contractor Data Requirements




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CONTRACTOR DATA REQUIREMENTS

1. The Contractor shall submit the following documents to Buyer prior to start of erection: A. Safety Program B. Quality Control Program and Inspection Procedures C. Welding Procedures Qualification Test Reports D. Welding Procedures E. Assembly Lift Plan(s)

2. If requested, the Contractor shall submit the following documents to Buyer for Record Purpose: A. Quality Control Inspections and test results B. Calibration or recalibration performed on the tools or equipment used by Contractor during the work

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