RLNG-000-CV-SP-0002

RUWAIS LNG PROJECT

SPECIFICATION FOR ANCHOR BOLTS AND GROUTING

COMPANY DOCUMENT REF.

RLNG-000-CV-SP-0002

CONTRACTOR DOC. REF.

215122C-000-JSD-1700-0002

REVISION: 1

PAGE 1 OF 49

ADNOC GAS

SPECIFICATION FOR ANCHOR BOLTS AND GROUTING

COMPANY Contract No.

4700022871

JV TJN RUWAIS Contract No

215122C

Document Class

Document Category (for Class 1)

Class 2

N/A

OPERATING CENTER Contract No.

OPERATING CENTER Doc Ref.

IFC - Issued for Construction

05-Dec2024

T.Nguyen

A.Gletus/

Y.Awata/ S. Goswami

S.Deilles/ K.Fujii

ICR – Issued for Client Review

05-July-2024

T. Nguyen

N. Salah

S. Deilles

Rev.

Revision Purpose

Date

Prepared by

Checked by Approved by

The terms of Contract / Agreement No: CON22-146 shall apply for any disclosure of this document to any third party.

RUWAIS LNG PROJECT

SPECIFICATION FOR ANCHOR BOLTS AND GROUTING

COMPANY DOCUMENT REF.

RLNG-000-CV-SP-0002

CONTRACTOR DOC. REF.

215122C-000-JSD-1700-0002

REVISION: 1

PAGE 2 OF 49

Table of Contents

Contents

Page

1.0

INTRODUCTION… 4

1.1 Scope of the Document … 4 2.0 REFERENCES… 4 3.0 DEFINITIONS AND ABBREVIATIONS… 4 4.0 AMENDMENTS TO ADNOC ANCHOR BOLTS AND GROUTING SPECIFICATION AGES-SP-01-0045 5.0 APPENDIX 1 AGES-SP-01-004 – ANCHOR BOLTS AND GROUTING SPECIFICATION … 7

The terms of Contract / Agreement No: CON22-146 shall apply for any disclosure of this document to any third party.

RUWAIS LNG PROJECT

SPECIFICATION FOR ANCHOR BOLTS AND GROUTING

COMPANY DOCUMENT REF.

RLNG-000-CV-SP-0002

CONTRACTOR DOC. REF.

215122C-000-JSD-1700-0002

REVISION: 1

PAGE 3 OF 49

Table of Changes compared to previous revision (for Procedures and Job Specifications only)

Paragraph

Modification description

Remarks / Origin

SECTION A: Reference names and numbers were updated

Changing from the last revision

Section E Appendices

Substitute Appendix A1. Attachments – Typical Anchor Bolt Types with Standard drawings references.

RLNG-000-CV-DWG-0001

The terms of Contract / Agreement No: CON22-146 shall apply for any disclosure of this document to any third party.

RUWAIS LNG PROJECT

SPECIFICATION FOR ANCHOR BOLTS AND GROUTING

COMPANY DOCUMENT REF.

RLNG-000-CV-SP-0002

CONTRACTOR DOC. REF.

215122C-000-JSD-1700-0002

REVISION: 1

PAGE 4 OF 49

1.0

INTRODUCTION

The ADNOC Ruwais LNG Project is a two train, near net-zero electrically driven LNG facility, targeting international markets. The feed gas for the project is supplied from the Habshan Gas Processing Plant via a new export gas pipeline. The plant will have two 4.8 MTPA (nominal capacity) electric driven LNG Trains with associated LNG storage/marine export facilities and utilities.

Figure 1 – Project Context

The ADNOC Ruwais LNG Project foresees the following main components at the facility:

• Onshore LNG Liquefaction facilities for 2 x 4.8 MTPA electrically driven LNG Trains (9.6MTPA total)

• Common facilities including inlet receiving facilities, LNG storage, BOG handling, flare, refrigerant

storage and support buildings.

• Utilities to support the facilities including import power from the national grid.

• Marine facilities for LNG export and bunkering.

1.1

Scope of the Document

This specification amends ADNOC Anchor Bolts and Grouting Specification AGES-SP-01-004 which is attached hereto in Appendix 1.

Section 4 of this document identifies the amendments to the ADNOC Anchor Bolts and Grouting Specification included in Appendix 1.

2.0

REFERENCES

AGES-SP-01-004

Anchor Bolts and Grouting Specification (Revision 1)

3.0

DEFINITIONS AND ABBREVIATIONS

COMPANY

CONTRACTOR

EPC ADOC POC YOC

ABU DHABI NATIONAL OIL COMPANY (ADNOC) P.J.S.C. TJN Ruwais, Joint Venture of Technip Energies France-Abu Dhabi, JGC Corporation and National Marines Dredging Company (NMDC) Engineering Procurement Construction Abu Dhabi Operating center - National Marines Dredging Company Paris Operating Center - Technip Energies Yokohama Operating center - JGC Corporation

SUPPLIER

Supplier of goods or services to PURCHASER

The terms of Contract / Agreement No: CON22-146 shall apply for any disclosure of this document to any third party.

RUWAIS LNG PROJECT

SPECIFICATION FOR ANCHOR BOLTS AND GROUTING

COMPANY DOCUMENT REF.

RLNG-000-CV-SP-0002

CONTRACTOR DOC. REF.

215122C-000-JSD-1700-0002

REVISION: 1

PAGE 5 OF 49

PURCHASER

Purchaser of goods or services from SUPPLIER

4.0

AMENDMENTS TO ADNOC ANCHOR BOLTS AND GROUTING SPECIFICATION AGES-SP-01-004

Instructions contained below such as “Add”, “Substitute”, “Revised”, or “New” shall be interpreted as follows:

Add: Requirements shall be a continuation of the paragraph in the referenced specification.
Substitute: The requirement of the referenced specification shall be replaced in its entirety by the

requirements below.

Revised: The requirement of the referenced specification shall be revised by the specific wording

below.

New: A new requirement as described below.

The following paragraphs are amended in AGES-SP-01-004:

SECTION A

Clause 2.4 Other References:

Delete ‘Not applicable.’

Add:

’The documents referenced below list all the Civil / Structural Specifications and Standard Drawings that will be used on this project. For every AGES Specification and Standard Drawing listed in AGES-SP-01-004, the equivalent project specification listed in the documents below are also applicable:

RLNG-000-ST-BOD-0002

Structural design basis

RLNG-000-CV-SP-0002

Specification for Anchor Bolts and Grouting

RLNG-000-CV-SP-0001

Specification for Design & Construction of Drainage Systems

RLNG-000-CV-SP-0004

Specification for Site Preparation, Excavation and Backfill

RLNG-000-CV-SP-0005

Specification for Roads and Paving

RLNG-000-CV-SP-0006

Specification for Fabrication and Installation of Chain Link Fence and Gates

RLNG-000-CV-SP-0007

Specification for Landscaping

RLNG-000-CV-SP-0008

Specification for Foundation Piles

RLNG-000-CV-SP-0009

Specification for Concrete Supply and Construction

RLNG-000-CV-SP-0010

Specification for Civil Construction Material Sampling, and Test

RLNG-000-ST-SP-0010

Specification for Fire Proofing

RLNG-000-CV-DWG-0005

Underground Standards

The terms of Contract / Agreement No: CON22-146 shall apply for any disclosure of this document to any third party.

RUWAIS LNG PROJECT

SPECIFICATION FOR ANCHOR BOLTS AND GROUTING

COMPANY DOCUMENT REF.

RLNG-000-CV-SP-0002

CONTRACTOR DOC. REF.

215122C-000-JSD-1700-0002

REVISION: 1

PAGE 6 OF 49

RLNG-000-CV-DWG-0002

Construction Standards – Precast Concrete

RLNG-000-CV-DWG-0004

Civil - General Notes & Legends

RLNG-000-CV-DWG-0001

Construction Standards - Concrete Works

RLNG-000-ST-DWG-0001

Construction Standards - Steel Structures

RLNG-000-ST-DWG-0003

Steel Structure - General Notes & Legends

RLNG-000-PT-SP-0001

Specification for Protective Coating of Equipment, Piping & Structures

SECTION E

Substitute :

“APPENDIX A1. ATTACHMENTS – TYPCAL ANCHOR BOLT TYPES

The following sketches show the typical anchor bolt types referred in Section 6.2 of this Specification

AGES-SP-01-004 APPENDIX A1 DWG 1: Anchor Bolts – Materials, Fabrication and Marking

AGES-SP-01-004 APPENDIX A1 DWG 2: Anchor Bolt Types”

With:

“RLNG-000-CV-DWG-0001 SHEET 2: Construction Standards Concrete Works Anchor Bolts Materials, Fabrication and Marking

RLNG-000-CV-DWG-0001 SHEET 3 & 4: Construction Standards Concrete Works Anchor Bolt Types”

The terms of Contract / Agreement No: CON22-146 shall apply for any disclosure of this document to any third party.

RUWAIS LNG PROJECT

SPECIFICATION FOR ANCHOR BOLTS AND GROUTING

COMPANY DOCUMENT REF.

RLNG-000-CV-SP-0002

CONTRACTOR DOC. REF.

215122C-000-JSD-1700-0002

REVISION: 1

PAGE 7 OF 49

5.0

APPENDIX 1 AGES-SP-01-004 – ANCHOR BOLTS AND GROUTING SPECIFICATION

See attachment

The terms of Contract / Agreement No: CON22-146 shall apply for any disclosure of this document to any third party.

THE CONTENTS OF THIS DOCUMENT ARE PROPRIETARY AND CONFIDENTIAL.

ADNOC GROUP PROJECTS AND ENGINEERING

ANCHOR BOLTS AND GROUTING SPECIFICATION

Specification

APPROVED BY:

Abdulmunim Saif Al Kindy NAME: Abdulmunim Al Kindy TITLE: Executive Director PT&CS EFFECTIVE DATE:

AGES-SP-01-004

All parties consent to this document being signed electronically -PT&CS/GP/INT/2021/7691 All parties consent to this document being signed electronically -UPST/UDR/INT/2021/6591

GROUP PROJECTS & ENGINEERING FUNCTION/ PT&CS DIRECTORATE

CUSTODIAN ADNOC

Group Projects & Engineering / PT&CS Specification applicable to ADNOC & ADNOC Group Companies

REVISION HISTORY

DATE

REV. NO

24-Feb-2021

PREPARED BY (Designation/ Initial) Khalid Adel / TL - Civil - AGP

REVIEWED BY (Designation/ Initial)

Ashwani Kumar Kataria/ A/MIHE,TC- Eng

ENDORSED BY (Designation / Initial) Abdulla Al Shaiba/ VP-GPE

ENDORSED BY (Designation / Initial) Zaher Salem/ SVP- GPE

21/04/2021

Reuben Yagambaram/ Senior Advisor, Upstream Offshore Projects

22/04/2021

Group Projects & Engineering is the owner of this Specification and responsible for its custody, maintenance and periodic update.

In addition, Group Projects & Engineering is responsible for communication and distribution of any changes to this Specification and its version control.

This specification will be reviewed and updated in case of any changes affecting the activities described in this specification.

AGES-SP-01-004

Rev. No: 1 Page 2 of 40

All parties consent to this document being signed electronically -PT&CS/GP/INT/2021/7691 All parties consent to this document being signed electronically -UPST/UDR/INT/2021/6591

Digitally signed by Khaled Adel DN: cn=Khaled Adel, o=AGP, ou=TE, email=kadel@adnoc.ae, c=AE Date: 2021.02.28 15:48:48 +04’00’Digitally signed by Ashwani Kumar Kataria DN: cn=Ashwani Kumar Kataria, o=ADNOC Onshore, ou=ADNOC Onshore, email=akataria@adnoc.ae, c=AE Date: 2021.03.31 13:39:25 +04’00’Reuben YagambaramDigitally signed by Reuben Yagambaram Date: 2021.04.13 16:03:06 +04’00’

INTER-RELATIONSHIPS AND STAKEHOLDERS

The following are inter-relationships for implementation of this Specification:

i. ADNOC Upstream and ADNOC Downstream Directorates; and

ii. ADNOC Onshore, ADNOC Offshore, ADNOC Sour Gas, ADNOC Gas Processing. ADNOC LNG,

ADNOC Refining, Fertil, Borouge, Al Dhafra Petroleum, Al Yasat

The following are stakeholders for the purpose of this Specification:

i. ADNOC PT&CS Directorate

This Specification has been approved by the ADNOC PT&CS is to be implemented by each ADNOC Group company included above subject to and in accordance with their Delegation of Authority and other governance-related processes in order to ensure compliance.

Each ADNOC Group company must establish/nominate a Technical Authority responsible for compliance

with this Specification.

DEFINITIONS

“ADNOC” means Abu Dhabi National Oil Company.

“ADNOC Group” means ADNOC together with each company in which ADNOC, directly or indirectly, controls fifty percent (50%) or more of the share capital.

“Approving Authority” means the decision-making body or employee with the required authority to approve Policies & Procedures or any changes to it.

“Business Line Directorates” or “BLD” means a directorate of ADNOC which is responsible for one or more Group Companies reporting to, or operating within the same line of business as, such directorate.

“Business Support Directorates and Functions” or “Non- BLD” means all the ADNOC functions and the remaining directorates, which are not ADNOC Business Line Directorates.

“CEO” means chief executive officer.

“Group Company” means any company within the ADNOC Group other than ADNOC.

“Specification” means this Anchor Bolts and Grouting specification.

CONTROLLED INTRANET COPY

The intranet copy of this document located in the section under Group Policies on One ADNOC is the only controlled document. Copies or extracts of this document, which have been downloaded from the intranet, are uncontrolled copies and cannot be guaranteed to be the latest version.

AGES-SP-01-004

Rev. No: 1 Page 3 of 40

All parties consent to this document being signed electronically -PT&CS/GP/INT/2021/7691 All parties consent to this document being signed electronically -UPST/UDR/INT/2021/6563 All parties consent to this document being signed electronically -UPST/UDR/INT/2021/6591

TABLE OF CONTENTS

GENERAL … 7

INTRODUCTION … 7

PURPOSE … 7

DEFINITIONS AND ABBREVIATIONS … 7

SECTION A - GENERAL … 9

REFERENCE DOCUMENTS … 9

INTERNATIONAL CODES AND STANDARDS … 9

ADNOC SPECIFICATIONS … 12

STANDARD DRAWINGS … 12

OTHER REFERENCES … 13

DOCUMENT PRECEDENCE … 13

SPECIFICATION DEVIATION / CONCESSION CONTROL … 13

DESIGN CONSIDERATIONS / MINIMUM DESIGN REQUIREMENTS … 13

SECTION B – TECHNICAL REQUIREMENTS … 14

ANCHOR BOLTS … 14

GENERAL … 14

SELECTION OF ANCHOR BOLT TYPES … 14

MATERIALS … 15

BOLTS WITH TWO NUTS … 17

BOLTS WITH ONE NUT … 17

WASHERS … 17

SLEEVES … 18

PROTECTION AND CORROSION … 18

NON-STANDARD ANCHOR BOLTS … 19

BOLT PROJECTION … 19

USE OF STANDARD ANCHOR BOLT SCHEDULES … 20

ANCHOR BOLTS IN PEDESTAL … 20

MINIMUM SPACING OF ANCHOR BOLTS … 24

PEDESTAL EDGE DISTANCES … 24

CONSTRUCTION NOTES FOR LOCATION AND TOLERANCE OF ANCHOR BOLTS 24

POST - INSTALLED ANCHOR BOLTS (MECHANICAL / CHEMICAL) … 25

PARAMETERS FOR DESIGN OF ANCHOR BOLTS … 25

GROUTING … 26

AGES-SP-01-004

Rev. No: 1 Page 4 of 40

GENERAL … 26

SELECTION OF GROUT TYPES … 26

MATERIALS … 27

INSTALLATION … 28

TESTING … 33

HANDLING … 34

DISPOSAL … 34

ADDITIONAL SPECIFIC REQUIREMENTS … 34

SECTION C – OTHER REQUIREMENTS … 35

QUALITY PLANS … 35

GENERAL … 35

INSPECTION, TESTING AND REPORTING … 35

QUALITY CONTROL AND ASSURANCE … 35

SUB-CONTRACTORS AND SUPPLIERS … 36

MATERIAL CERTIFICATIONS … 36

DOCUMENTATION / MANUFACTURER DATA RECORDS … 36

SECTION D – STANDARD DRAWINGS & DATASHEETS … 38

DATASHEET TEMPLATES … 38

STANDARD DRAWINGS… 38

SECTION E - APPENDICES … 39

ATTACHMENTS - TYPICAL ANCHOR BOLT TYPES … 39

ANCHOR BOLT TYPE-C INSTALLATION PROCEDURE … 40

AGES-SP-01-004

Rev. No: 1 Page 5 of 40

LIST OF TABLES

TABLE 1.1 LIST OF ABBREVIATIONS … 8

TABLE 6.1 STANDARD ANCHOR BOLT TYPES … 15

TABLE 6.2 USAGE SUMMARY OF ANCHOR BOLTS TYPES … 15

TABLE 6.3 NORMAL STRENGTH AND NORMAL SERVICE ANCHOR BOLTS - MATERIALS … 16

TABLE 6.4 HIGH STRENGTH (HS) AND NORMAL SERVICE ANCHOR BOLTS - MATERIALS … 16

TABLE 6.5 LOW TEMPERATURE / COLD SERVICE ANCHOR BOLTS - MATERIALS … 17

TABLE 6.6 ANCHOR BOLTS DESIGNATION … 20

TABLE 6.7 MINIMUM ANCHOR BOLT TO CONCRETE PEDESTAL EDGE DISTANCE … 24

TABLE 6.8 TOLERANCES FOR ANCHOR BOLT EMBEDMENT … 25

TABLE 7.1 GROUT TYPES FOR EQUIPMENT AND STRUCTURES … 27

LIST OF FIGURES

FIGURE 6.1 ANCHOR EXTENDED INTO MAT / FOUNDATION BASE SLAB … 21

FIGURE 6.2 REINFORCEMENT FOR RESISTING ANCHOR BOLT TENSION IN SQUARE AND

RECTANGULAR PEDESTALS … 22

FIGURE 6.3 REINFORCEMENT FOR RESISTING ANCHOR BOLT TENSION IN OCTAGONAL PEDESTALS … 23

AGES-SP-01-004

Rev. No: 1 Page 6 of 40

GENERAL

Introduction

This specification provides materials, installation and acceptability requirements for anchor bolts and grout used between foundation plates, machinery, steel structures and concrete foundation.

This specification is not applicable to pressurized tanks (API 620) or refrigerated storage tanks (API 625).

Purpose

This specification defines the minimum requirements and recommendations for selection, design of anchor bolts and fixings for equipment, structural steelwork applications and the technical requirements for furnishing and installation of cement-based non shrink grout and epoxy non shrink grout.

Definitions and Abbreviations

1.3.1

Definitions

The following defined terms are used throughout this specification:

‘[PSR]’ indicates a mandatory Process Safety Requirement

“COMPANY” means ADNOC, ADNOC Group or an ADNOC Group Company, and includes any agent or consultant authorized to act for, and on behalf of the COMPANY.

“CONTRACTOR” means the parties that carry out all or part of the design, engineering, procurement, construction, commissioning or management for ADNOC projects. CONTRACTOR includes its approved MANUFACTURER(s), SUPPLIER(s), SUB-SUPPLIER(s) and SUB-CONTRACTOR(s).

“MANUFACTURER” means the Original Equipment Manufacturer (OEM) or MANUFACTURER of one or more of the component(s) which make up a sub-assembly or item of equipment assembled by the main SUPPLIER or his nominated SUB-SUPPLIER.

‘may’ means a permitted option

‘shall’ indicates mandatory requirements

‘should’ means a recommendation

“SUB-CONTRACTOR” means any party engaged by the CONTRACTOR to undertake any assigned work on their behalf. COMPANY maintains the right to review all proposed SUB-CONTRACTORs; this right does not relieve the CONTRACTOR of their obligations under the Contract, nor does it create any contractual relationship between COMPANY and the SUB-CONTRACTOR.

“SUPPLIER” means the party entering into a Contract with COMPANY to provide the materials, equipment, supporting technical documents and/or drawings, guarantees, warranties and/or agreed services in accordance with the requirements of the purchase order and relevant specification(s). The term SUPPLIER includes any legally appointed successors and/or nominated representatives of the SUPPLIER.

“SUB-SUPPLIER” means the sub-contracted SUPPLIER of equipment sub-components software and/or support services relating to the equipment / package, or part thereof, to be provided by the SUPPLIER. COMPANY maintains the right to review all proposed SUB-SUPPLIERS, but this right does

AGES-SP-01-004

Rev. No: 1 Page 7 of 40

not relieve the SUPPLIER of their obligations under the Contract, nor does it create any contractual relationship between COMPANY and any individual SUB-SUPPLIER.

1.3.2

Abbreviations

The abbreviations used throughout this specification are shown in Table 1.1

Table 1.1 List of Abbreviations

Abbreviations

ACI

AISC

ANSI

API

ASCE

ASME

ASTM

AWS

BCD

BS EN

BSI

HSE

ISO

ITP

NDE

PQR

QCR

RPM

TBC

UAE

American Concrete Institute

American Institute of Steel Construction

American National Standards Institution

American Petroleum Institute

American Society of Civil Engineers

American Society of Mechanical Engineers

American Society for Testing and Materials

American Welding Society

Bolt Circle Diameter

British Standard European Norm

British Standards Institute

Health, Safety & Environment

International Organization for Standardization

Inspection and Test Plan

Non-Destructive Examination

Procedure Qualification Record

Quality Assurance

Quality Control

Quality Control Record

Revolutions per Minute

To be confirmed

United Arab Emirates

AGES-SP-01-004

Rev. No: 1 Page 8 of 40

SECTION A - GENERAL

REFERENCE DOCUMENTS

International Codes and Standards

The following Codes and Standards shall form a part of this specification. When an edition date is not indicated for a Code or Standard, the latest edition in force at the time of the contract award SHALL apply.

AMERICAN CONCRETE INSTITUTE (ACI)

ACI 318M/318R

ACI 336.2R

ACI 350M/350R

ACI 355.2

Building Code Requirements for Structural Concrete and Commentary

Suggested Analysis and Design Procedures for Combined Footings and Mats

Code requirements for Environmental Engineering Concrete Structures and Commentary

Qualification of Post-Installed Mechanical Anchors in Concrete and Commentary

AMERICAN NATIONAL STANDARDS INSTITUTION (ANSI)

ANSI B1.1

Unified Inch Screw Threads

ANSI/UL 1709

Standard for Rapid Rise Fire Tests of Protection Materials for Structural Steel

AMERICAN PETROLEUM INSTITUTE (API)

API RP 686

Machinery Installation and Installation Design

AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE)

Task Committee on Anchorage of the Petrochemical Committee of Energy Division of ASCE

Anchorage Design for Petrochemical Facilities

AMERICAN SOCIETY OF MECHANICAL ENGINEERS (ASME)

ASME B1.1

Unified Inch Screw Threads (UN, UNR, and UNJ Thread Forms)

AGES-SP-01-004

Rev. No: 1 Page 9 of 40

AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

ASTM A36/A36M

Standard Specification for Carbon Structural Steel

ASTM A53/A53M

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

ASTM A143/A143M

Standard Practice for Safeguarding Against Embrittlement of Hot-Dip Galvanized Structural Steel Products and Procedure for Detecting Embrittlement

ASTM A153/A153M

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

ASTM A193/A193M

ASTM A194/A194M

Standard Specification for Alloy Steel and Stainless-Steel Bolting for High Temperature or High-pressure Service and Other Special Purpose Applications

Standard Specification for Carbon Steel, Alloy Steel, and Stainless- Steel Nuts for Bolts for High Pressure or High Temperature Service, or Both

ASTM A320/A320M

Standard Specification for Alloy-Steel and Stainless-Steel Bolting for Low-Temperature Service

ASTM A385/A385M

Standard Practice for Providing High-Quality Zinc Coatings (Hot-Dip)

ASTM A563/A563M

Standard Specification for Carbon and Alloy Steel Nuts

ASTM C94/C94M

Standard Specification for Ready-Mixed Concrete

ASTM C109/C109M

Compressive Strength of Hydraulic Cement Mortars (Using 2-in. or [50 mm] Cube Specimens)

ASTM C531

ASTM C579

ASTM C580

ASTM C827/C827M

ASTM C882/C882M

ASTM C939/C939M

ASTM C953

Standard Test Method for Linear Shrinkage and Coefficient of Thermal Expansion of Chemical-Resistant Mortars, Grouts, Monolithic Surfacings, and Polymer Concretes

Standard Test Methods for Compressive Strength of Chemical- Resistant Mortars, Grouts, Monolithic Surfacings, and Polymer Concretes

Standard Test Method for Flexure Strength and Modulus of Elasticity of Chemical Resistant Mortars, Grouts, Monolithic Surfacings and Polymer Concretes.

Standard Test Method for Change in Height at Early Ages of Cylindrical Specimens of Cementitious Mixtures

Standard Test Method for Bond Strength of Epoxy-Resin Systems Used With Concrete By Slant Shear

Standard Test Method for Flow of Grout for Preplaced-Aggregate Concrete (Flow Cone Method)

Standard Test Method for Time of Setting of Grouts for Preplaced- Aggregate Concrete in the Laboratory

AGES-SP-01-004

Rev. No: 1 Page 10 of 40

ASTM C1107/C1107M

Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink)

ASTM C1181/C1181M

Standard Test Methods for Compressive Creep of Chemical- Resistant Polymer Machinery Grouts

ASTM C1339/C1339M

Standard Test Method for Flowability and Bearing Area of Chemical- Resistant Polymer Machinery Grouts

ASTM C1602/C1602M

Standard Specification for Mixing Water Used in the Production of Hydraulic Cement Concrete

ASTM F436/F436M

Standard Specification for Hardened Steel Washers Inch and Metric Dimension

ASTM F1554

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

AMERICAN WELDING SOCIETY PUBLICATIONS (AWS)

AWS A2.4

Standard Symbols for Welding, Brazing, and Non-destructive Examination

AWS D1.1/D1.1M

Structural Welding Code – Steel

AWS QC1

Specification for AWS Certification of Welding Inspectors

BRITISH STANDARDS INSTITUTE (BSI)

BS 3643-1

BS 3643-2

BS 4190

BS 4320

BS 7419

ISO metric screw threads Part 1: Principles and basic data

ISO metric screw threads Part 2: Specification for selected limits of size

ISO Metric Black Hexagon Bolts, Screws and Nuts – Specification

Specification for Metal washers for general engineering purposes metric series

Specification for Holding down Bolts

EUROCODES (BS EN)

BS EN 1008

BS EN 1992-4

Mixing Water for Concrete - Specification for Sampling, Testing and Assessing the Suitability of Water, Including Water Recovered from Processes in the Concrete Industry, as Mixing Water for Concrete

Eurocode 2 - Design of concrete structures Part 4: Design of fastenings for use in concrete

BS EN 10025 (Parts 1 - 6) Hot Rolled products of Structural Steels

BS EN 10029

Hot-rolled steel plates 3 mm thick or above - Tolerances on dimensions and shape

AGES-SP-01-004

Rev. No: 1 Page 11 of 40

BS EN 10216-1

Seamless steel tubes forpressure purposes — Technical delivery conditions, Part 1: Non-alloy steel tubes with specified room temperature properties

BS EN 14399 (Parts 1 - 6) High-Strength Structural Bolting assemblies for preloading

BS EN ISO 898-1

BS EN ISO 898-2

BS EN ISO 1461

Mechanical properties of fasteners made of carbon steel and alloy steel Part 1: Bolts, screws and studs with specified property classes - Coarse thread and fine pitch thread

Mechanical properties of fasteners made of carbon steel and alloy steel - Part 2: Nuts with specified property classes - Coarse thread and fine pitch thread

Hot dip galvanized coatings on fabricated iron and steel articles - Specifications and test methods

BS EN ISO 4032

Hexagon regular nuts (style 1) - Product grades A and B

BS EN ISO 4034

Hexagon regular nuts (style 1) - Product grade C

BS EN ISO 7089

Plain washers. Normal series - Product grade A

BS EN ISO 7091

Plain washers. Normal series - Product grade C

BS EN ISO 9001

Quality Management Systems – Requirements

BS EN ISO 9004

Quality management – Quality of an organization – Guidance to achieve sustained success

ADNOC Specifications

The following ADNOC general specifications, as available with respective Group Company and as applicable to the Project, shall form a part of this specification. When an edition date is not indicated for a document, the latest edition in force at the time of contract award shall apply.

Concrete Supply & Construction Specification

AGES-SP-01-001

Structural Steel Supply, Fabrication and Erection Specification

AGES-SP-01-002

Structural Design Basis – Onshore Specification

AGES-SP-01-003

On-site Material Sampling and Testing Laboratory Specification

TBC

Standard Drawings

The following ADNOC standard drawings, as available with respective Group Company and as applicable to the Project, shall form a part of this specification. When an edition date is not indicated for a document, the latest edition in force at the time of contract award shall apply.

Steel Works General Notes

Anchor Bolts Material-Fabrication-Marking

Anchor Bolt Details

TBC

AGES-SP-01-004

Rev. No: 1 Page 12 of 40

Other References

Not applicable.

DOCUMENT PRECEDENCE

The specifications and codes referred to in this Specification shall, unless stated otherwise, be the latest approved issue at the time of contract award.

It shall be the CONTRACTOR’s responsibility to be, or to become, knowledgeable of the requirements of the referenced Codes and Standards.

The CONTRACTOR shall notify the COMPANY of any apparent conflict between this specification, the related data sheets, the Codes and Standards and any other specifications noted herein.

Resolution and/or interpretation precedence shall be obtained from the COMPANY in writing before proceeding with the design/manufacture.

In case of conflict, the order of document precedence shall be:

a. UAE Statutory requirements

b. ADNOC HSE Standards

c. Equipment datasheets and drawings

d. Project Specifications and standard drawings

e. Company Specifications

f. National / International Standards

SPECIFICATION DEVIATION / CONCESSION CONTROL

Any technical deviations to the Purchase Order and its attachments including, but not limited to, the COMPANY’s General Specifications shall be sought by the CONTRACTOR only through technical deviation request format. Technical deviation requests require COMPANY’S review/approval, prior to the proposed technical changes being implemented. Technical changes implemented prior to COMPANY approval are subject to rejection.

DESIGN CONSIDERATIONS / MINIMUM DESIGN REQUIREMENTS

Refer to Section B of this Specification.

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SECTION B – TECHNICAL REQUIREMENTS

ANCHOR BOLTS

General

Steel structures and plant equipment are subjected to environmental, static and vibratory forces or other forces which may produce tension and shear on the foundation anchor bolts and must be securely anchored to their foundation supports with adequate factors of safety.

a. Anchor bolts design and construction shall be in accordance with ACI 318 or BS EN 1992-4.

b. For foundations supporting static equipment, the MANUFACTURER / SUPPLIER shall provide

anchor bolt template.

c. Anchor bolts and sleeves shall be positioned or templated in and securely anchored before placing

concrete.

i. Welding of these items to the reinforcing bars shall not be permitted.

ii. For tall equipment like columns, vertical vessels and reactors, anchor bolts shall be set with

substantial templates.

iii. Sufficient clearance between the anchor bolt / sleeve and adjacent reinforcing bars shall be

maintained.

d. The recommended minimum foundation dimensions, the sizes and locations of the anchor bolts, and the forces applied by the machinery must be obtained from the equipment vendors to aid in the design of the foundation.

e. The development of the foundation dimensions shall consider the layout of the equipment, the piping arrangement, maintenance and installation clearances, concrete cover required for anchor bolts, and the minimum outline dimensions recommended by the equipment vendor.

Selection of Anchor Bolt Types

a. Anchor bolts shall be of proper size to adequately resist all applicable design loads at base of

equipment, compressors, vertical vessels, structural column bases, etc.

b. Table 6.1 and Table 6.2 shall be used as a guide to the selection of anchor bolt types. The details of the standard anchor bolt types presented in Table 6.1 Standard Anchor Bolt Types are attached in Section E Appendix A1.

c. Minimum size of anchor bolts shall be 20mm dia. for structural columns and typical equipment and 16mm dia. for small pumps, crossovers, small pipe supports, guardrails, stair stringers, ladders, small access platform and for lightly loaded miscellaneous pipe supports with an operating load of up to 5.0 kN and height not exceeding 2.0 m.

d. For tanks operating above 930 C, pressurized tanks (API 620) and for tanks storing refrigerated products (API 625), the design of anchorage shall be by the MANUFACTURER. The interface with the foundation shall be clarified with CONTRACTOR as part of scope of works of the Tank MANUFACTURER.

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Anchor Bolt Type

TYPE – A

TYPE – B

TYPE – C

Table 6.1 Standard Anchor Bolt Types

Description

Un-sleeved bolt with hex nut head & anchor plate: This type of bolt is applicable for all general structures and equipment where location tolerances are controlled by using robust precise methods.

Sleeved bolt with hex nut head & anchor plate: This type of bolt is applicable for equipment where larger location tolerances are required

Sleeved bolt with forged steel hammer head and special bolt box at bottom: This type of bolt may be used for equipment with anchor chairs, to facilitate equipment installation by allowing bolt movement/tolerance in both horizontal and vertical direction.

TYPE – D

Sleeved through bolt with hex nut head & anchor plate: This type of bolt is applicable for equipment supported on elevated concrete slabs.

TYPE – E and TYPE – F

Un-sleeved hooked bolt: Other type of anchor bolt such as hooked type (J, L etc.) may be used where VENDOR standards are followed and approved by COMPANY.

Table 6.2 Usage summary of Anchor Bolts Types

Application

Steel structures (Pipe racks, Pipe supports, Platforms, Shelters, Equipment supporting structures, etc.)

Vertical vessels and stacks

Vertical Towers, tall equipment columns & Drums

Horizontal vessels and exchangers

Horizontal and vertical pumps

Furnaces and heaters

Compressor and vibratory equipment

Anchorage to elevated concrete slabs and walls

VENDOR standards approved by COMPANY

Bolt Type

E / F

Materials

a. The material and grades for typical normal strength anchor bolts and its components based on their

service are summarised in Table 6.3.

b. The material and grades for High strength bolts are summarised in Table 6.4.

c. Number of nuts to be used shall be as per Sections 6.4 and 6.5

d. Anchor bolts shall not be electroplated, and all anchor bolts shall be hot dip galvanised.

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e. Calculations for anchor bolt capacity considering ductility requirements as per relevant code

(ACI/BS EN) shall be furnished by CONTRACTOR and submitted for COMPANY approval.

f. High strength bolts are permitted only in special cases where normal strength bolts cannot be

accommodated in specific applications such as Tall columns/towers, etc.

g. Proper technical justification for use of high strength bolts shall be submitted for COMPANY

approval

Table 6.3 Normal Strength and Normal Service Anchor Bolts - Materials

Parts of Bolt

Class of Bolt: F1 - Normal Service

ASTM Standards

BS EN Standards

Steel ASTM F1554 Grade 36

BS EN ISO 898-1 Grade 4.6

Anchor Bolts / Shank

Bolt threads shall be Class 2A conforming to ASME B1.1.

Bolt threads shall conform to BS 7419 with ISO large threads.

Nuts

Heavy hex nuts ASTM A563/A563M Grade A for Grade 36 Bolts

BS EN ISO 4034 Class 5 or BS 4190 Nut Grade 4 for Bolt Grade 4.6, Heavy hex nut threads shall be class 2B

Washers

Steel ASTM F436/F436M

BS EN ISO 7091 Grade 4.6 or BS 4320

Anchor plate/ end plate of sleeve

ASTM A36/A36M

BS EN 10025-1 to 6 Grade S275JR

Pipe for Sleeve

ASTM A53/A53M Grade B

BS EN 10216-1 Grade P265TR1 or TR2

Table 6.4 High Strength (HS) and Normal Service Anchor Bolts - Materials

Parts of Bolt

Class of Bolt: F1 - Normal Service

ASTM Standards

BS EN Standards

ASTM F1554 Grade 105

BS EN ISO 898-1 Grade 8.8

Anchor Bolts / Shank

Nuts

Bolt threads shall be Class 2A conforming to ASME B1.1.

Bolt threads shall conform to BS 7419 with ISO large threads.

Heavy hex nuts ASTM A553 Grade DH Nuts or ASTM A194 Grade 2H Nuts for Grade 105 bolts

BS EN ISO 4032 Class 10 or BS 4190 Nut Grade 10 for Bolt Grade 8.8 (see Note 1)

Washers

Steel ASTM F436/F436M

BS EN ISO 7089 200HV Grade 8.8

Anchor plate/ end plate of sleeve

ASTM A572/A572M

BS EN 10025-1 to 6 Grade S355JR

Pipe for Sleeve

ASTM A53/A53M Grade B

BS EN 10216-1 Grade P265TR1 or TR2

Notes

When galvanizing is applied to a bolt of grade 8.8, which requires the nut thread to be over-tapped, the nut grade used should be one grade higher than the bolt grade. For bolt grade 8.8 nut grade should be grade 10.

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Table 6.5 Low Temperature / Cold Service Anchor Bolts - Materials

Parts of Bolt

Class of Bolt: F2 - Low-temperature Service / Cold Service ( -500 C or below)

ASTM Standards

BS EN Standards

Anchor Bolts / Shank

Steel ASTM A320-A320M Grade L7

Material Grades as per Table-4 & 10 of BS EN 10269 (See Note-1)

Nuts

Washers

Anchor plate/ end plate of sleeve

Steel ASTM A194/A194M Grade 7

(See Note-2)

Steel ASTM F436/F436M

(See Note-3)

ASTM A572/A572M

BS EN 10025-1 to 6 Grade S355JR

Pipe for Sleeve

ASTM A53/A53M Grade B

BS EN 10216-1 Grade P265TR1 or TR2

Notes:

BS EN ISO 898-1 is suitable for applications up to -500 C. For applications below -500 C, material grade for anchor bolt, nuts and washers shall be selected in consultation with specialist metallurgist/ fastener expert. For applications below -500 C, BS EN ISO 898-1 Section 1, Note 2 also refers to ASTM A320/A320M.
For applications below -500 C, BS EN ISO 898-2 Section 1, Note 2 refers to ASTM A320/A320M.
Use washer material equivalent to ASTM F436/F436M.

Bolts with Two Nuts

Bolts with two nuts shall be used under any of the following conditions:

a. All bolts designed to take tension

b. All steel structure bases designed as fixed bases

c. Vertical towers and columns

d. Sliding ends of exchangers and horizontal drums

e. Vibrating equipment

Bolts with One Nut

Bolts with one nut shall be used under any of the following conditions, unless two nuts are recommended by the MANUFACTURER.

a. Fixed ends of exchangers and horizontal drums with no uplift

b. Steel structure bases with no uplift

c. Static equipment

d. Vessel drums with no uplift

Washers

Since the base plates are typically provided with larger holes as a tolerance to position the anchor bolts, the washers provide uniform distribution of loads from base plate to anchor bolts. Generally, washers

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have holes 1.5 mm larger than the anchor bolt diameter. Thickness of the washer shall be suitable for the forces to be transferred.

The washers are normally designated by type denoting the material, by shape and by dimensions. The following washer shapes are generally used based on their application.

a. Circular washers are suitable for applications where sufficient space exists and angularity permits.

b. Bevelled shaped washers are used with rolled profiles, where bevelled surface exists, typically for

some rolled profiles.

c. Clipped washers are circular or bevelled for use where space limitations necessitate that one side

be clipped.

d. Extra thick washers are to be used, where suitable for structural applications with oversized holes.

Sleeves

a. Sleeves are used with anchor bolts (Type – B, C & D) when a small movement of the bolt is desired after the bolt is set in concrete. This is generally required for one of the following two conditions:

i. When precise alignment of anchor bolts is required during installation of structural columns and

or equipment.

ii. When anchor bolts are to be pretensioned in order to maintain the bolt under continuous tensile stresses during load reversal generated by high-pressure piping anchors, vibrating equipment, and/or wind on tall structures and process vessels.

b. Sleeves do not affect the tensile capacity of the headed anchor because the tension in the anchor is transferred to the concrete through the head and does not rely on the bond between the anchor and surrounding concrete.

c. Sleeves are normally made of either of the following materials:

i. Thin-walled pipe, which may be smooth for non-structural applications.

ii. Corrugated, where an interlocking action is desired.

d. Anchor bolt sleeves shall be designed to accommodate the pretension requirements of the design

anchor bolts.

e. Sleeves of anchor bolts shall be filled with non-shrink grout after completion of installation of

structure/equipment.

Protection and Corrosion

Special protection measures and material thickness allowance shall be used for anchor bolts exposed to a corrosive environment.

6.8.1

Bolt Protection

a. Anchor bolts shall be hot dip galvanized as per ASTM A153M Class C or BS EN ISO 1461.

b. Oversize tapping or re-tapping of nuts shall be required in accordance with ASTM A385M to permit

anchor bolt assembly after hot dip galvanizing.

c. When high strength bolts are specified, precautions against embrittlement should be taken by the

CONTRACTOR in accordance with recommended practice in ASTM A143.

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d. Where there is a high risk of the anchor bolt being subject to chemical attack, the CONTRACTOR shall consult with materials specialists about suitable corrosion protection (ex. Phenolic epoxy coatings) and submit recommendation for COMPANY approval.

6.8.2

Corrosion Allowance for Bolts

a. The following shall be considered in anchor bolt design to account for corrosion allowance:

i. For tension case, the effective tensile stress diameter shall be reduced by 3mm.

ii. For shear case, the effective shear stress diameter shall be reduced by 3mm.

Non-standard Anchor Bolts

Anchor bolts larger than a certain diameter and high strength anchor bolts are defined as non-standard anchor bolts as per the following sections:

6.9.1

Large Diameters

a. The anchor bolt sizes which are not covered in the standard drawings in Appendix A1 shall be classed as large diameter anchor bolts. The dimensional details of such large diameter anchor bolts should be developed in line with the standard anchor bolt types and shall be submitted for COMPANY approval.

b. The following anchor bolt types based on their sizes are classified as large diameter bolts:

i. Anchor bolt types A and D, where the bolt diameters are greater than 72 mm.

ii. Anchor bolt type B, where the bolt diameters are greater than 42 mm.

iii. Anchor bolt type C, where the bolt diameters are greater than 64 mm.

iv. Anchor bolt type E and F, where the bolt diameters are greater than 48 mm.

6.9.2

High strength anchor bolts and non-standard washer plates

a. Anchor bolts as per ASTM F1554 Grade 105 or BS EN ISO 898-1 Grade 8.8 should only be considered where the use of normal strength bolts result in large diameter to resist high tensions and shear forces. For these cases high strength anchor bolts shall only be used with prior approval from COMPANY.

b. For higher loads the washer plate shall be non-standard and of higher thickness specific for bolt grade. The base plate and vertical stiffeners shall be checked for maximum tensile stress of the anchor bolts.

Bolt Projection

a. Bolt projection (P) above structural concrete shall be calculated as follows:

P = t1 + t2 + (n + 0.5) d

Where:

t1 = thickness of grout

t2 = thickness of base plate or frame or height of the anchor chair of vessel

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n = number of nuts

d = diameter of bolt

0.5 = allowance for one washer and a small projection beyond the nuts.

The bolt projection calculated shall be rounded off to next higher multiple of 10 mm.

b. The thread length required at the top of the anchor bolt must be sufficient to accommodate the required number of nuts and about ½ of the anchor bolt diameter projecting above the top nut. Normally a thread length of about ‘3 x bolt diameter from top of the anchor bolt’ will be sufficient to provide some tolerance for errors in the elevation of the anchor bolt placement during construction.

Use of Standard Anchor Bolt Schedules

The standard anchor bolts schedules presented in Appendix A1 shall be used as much as possible and the designation of anchor bolts shall be consistently used across Project documentation. The following requirements shall be followed as minimum:

a. Ascertain bolt type and diameter and calculate the required bolt projection. Establish the bolt mark from the relevant anchor bolt standard and the bolt projection calculated shall be rounded off to next higher number multiple of 10 mm.

If the bolt projection exceeds the maximum standard projection stated in the standard schedule, then additional bolt details shall be added in the space provided on the schedule.

c. Anchor bolts shall be designated on the construction drawings as shown in Table 6.6 and the total number of bolts for each type with designation shall be summarized on Anchor Bolt Material Requisition.

Table 6.6 Anchor Bolts Designation

Anchor Bolt Designation:

A . FX . XX . P / N . xxx

xxx

Indicates anchor bolt type (A, B, C, D, E)

F1 for normal service F2 for low-temperature service (Cold Service)

Indicates bolt diameter (mm)

the bolt projection (mm), as calculated from Section 6.10

Number of nuts required

Embedment depth (mm) from top of pedestal

Anchor Bolts in Pedestal

The minimum requirements for arrangement of anchor bolts in pedestal shall be as follows:

a. Adequate vertical reinforcement shall be provided in pedestals and shall have sufficient anchorage on either side of the intersecting point of the concrete break out cracking plane with the reinforcement in order to transfer tension from the anchor bolts to the pedestal reinforcement.

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Typical reinforcement arrangement for resisting anchor bolt tension in rectangular pedestals is shown in Figure 6.2 and in Octagonal pedestals is shown in Figure 6.3

b. Anchor bolts shall not be extended to the foundation base slab, the pedestal shall be utilised to provide the full anchorage. However, in some cases this may not be practical. If the anchor extends into the mat, the concrete breakout strength in the mat must be checked with the effective embedment depth measured from the top of the mat assuming reinforcement is not adequately lapped to transfer the tension, see Figure 6.1 for typical cases where the anchor bolt extends into mat.

c. Where sleeved anchor bolt is used, it is not recommended to extend the anchor bolts and sleeves

into the Mat/foundation base slab from constructability point of view.

Figure 6.1 Anchor extended into mat / foundation base slab

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Figure 6.2 Reinforcement for Resisting Anchor Bolt Tension in Square and Rectangular Pedestals

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Figure 6.3 Reinforcement for Resisting Anchor Bolt Tension in Octagonal Pedestals

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Minimum Spacing of Anchor Bolts

a. Minimum anchor bolt spacing shall be not less than 7 x bolt diameter for bolts with or without sleeves.

Pedestal Edge Distances

a. Minimum distance from centreline of anchor bolt to pedestal edge shall be as per Table 6.7.

b. The clear distance between bottom washer plate in anchor bolt types A, B & D shall be minimum

75mm.

c. Minimum distance from edge of base plate to edge of concrete shall be 100mm.

d. Minimum distance from edge of the grout to edge of concrete shall be 75mm.

Table 6.7 Minimum anchor bolt to concrete pedestal edge distance

Foundation Type

Without Sleeve

With Sleeve

Machine foundation

Structural foundation

U Maximum of (4da or 150mm)

Maximum of (4da or 150mm) + 0.5(ds-da)

T Maximum of (6da or 150mm)

Maximum of (6da or 150mm) + 0.5(ds-da)

U Maximum of (4da or 125mm)

Maximum of (4da or 125mm) + 0.5(ds-da)

T Maximum of (6da or 125mm)

Maximum of (6da or 125mm) + 0.5(ds-da)

Other miscellaneous foundations

U 4da

T 6da

4da + 0.5(ds-da)

6da + 0.5(ds-da)

U = Un-torqued; T = Torqued; da = anchor bolt diameter; ds = anchor sleeve diameter

Construction Notes for Location and Tolerance of Anchor Bolts

a. A template of a suitably robust material shall be provided to locate the anchor bolts in their correct position and alignment. This is particularly relevant when bolts are located on a circular arrangement.

b. Anchor bolt sleeves shall be capped and/or filled with nonbonding mouldable material to keep out

water, concrete, and debris during the placement of concrete.

c. Wet dipping (placement after concrete pouring) of anchor bolts shall not be permitted.

d. Anchor bolts shall not be heated and bent to facilitate equipment installation.

e. Bolt Type A, E & F provide no allowances for setting out or location tolerance.

f. Bolt Type B provides limited setting out tolerance by the bolt being aligned within the tube.

g. The portion of the anchor bolt projecting above the top of the structural concrete level shall be protected from corrosion by duct tape, foam pipe insulation, or similar, prior to erection of equipment or steelwork.

h. Bolt Type C, bolt box is to be located centrally on the bolt circle diameter (BCD) with the long side of the washer plate slot tangential to the BCD. Anchor bolts are to be removed and the bolt box

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plugged before fixing the bolt box rigidly in position and placing concrete. Tolerance is provided along the BCD within the length of the slot in the washer plate and should be tilted slightly normal to the BCD. Refer Appendix A2 for Bolt Type C installation procedure.

i. Unless otherwise specified in the Contract Documents, anchor bolt shall be installed in accordance with the tolerances shown in Table 6.8. The term “bolt group” used in Table 6.8 is defined as the set of anchor bolts for a single fabricated steel shipping piece, or a single piece of equipment or skid.

Table 6.8 Tolerances for anchor bolt embedment

Measurement

Anchor bolt projection

Anchor Bolt position with respect to design position

Centre of bolt group

Anchor bolt vertical plumbness

Tolerances

-0 mm, +15 mm

± 2 mm

± 1:100

Post - Installed Anchor Bolts (Mechanical / Chemical)

a. Post-installed anchors (mechanical fasteners of expansion type or chemical fasteners with resin) may be used for the attachment of ancillary structures to concrete such as ladders, handrails, minor pipe supports, cable tray supports, etc., where approved by COMPANY.

b. The type of post-installed anchor to be used shall be subject to COMPANY approval. In general,

chemical anchors are recommended for use, except in overhead applications

c. The minimum edge distances for post-installed anchor bolt shall be in accordance with ACI 318.

d. Post-installed mechanical anchor bolts used for sustained structural loads shall be seismically

qualified in accordance with ACI 355.2.

e. The post installed anchor shall be installed only after concrete has gained the full design

compressive strength.

f. Post installed anchors shall not be used when exposed to temperatures above 600 C.

Parameters for Design of Anchor Bolts

a. A non-ductile anchor design would pose a risk for sudden loss of capacity of the anchorage system

resulting from a brittle failure of the concrete and hence not recommended.

b. A ductile anchorage design is recommended, wherein the yielding of the anchor controls the failure of the anchorage system. A ductile design is achieved when the anchoring capacity of the concrete is greater than that of the embedded anchor in tension, in shear or in a combination of both. This is a strength requirement and is independent of the magnitude of the applied loads.

c. Strength of the anchorage system shall be based on the following failure modes:

ii.

Anchor bolt steel strength in tension and shear.

Concrete break-out strength of anchor in tension.

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iii.

iv.

vi.

Pull-out strength of anchor in tension.

Concrete side-face blowout strength of headed anchor in tension.

Concrete break-out strength of anchor in shear.

Concrete pryout strength of anchor in shear.

d. The combined interaction ratio of tension and shear for anchor bolts shall be less than or equal to

1.2 for both ultimate limit state and allowable stress methods.

e. The allowable steel tensile stress, Ft = 120 MPa and allowable steel shear stress Fv = 80 MPa shall

be considered unless otherwise approved by COMPANY or specified in Project documents.

f. To arrive at ultimate capacity of anchor bolt, a factor of 1.5 shall be used (ultimate capacity = 1.5 x allowable capacity) unless otherwise approved by COMPANY or specified in Project documents.

GROUTING

General

a. Grout shall be applied between the concrete foundation/pedestals and the base plates of all steel structures, equipment, concrete precast elements and as required on construction drawings or specifications in order to achieve adequate transfer of loads to the foundation/ pedestal.

b. Grout shall have a design compressive strength greater than or equal to the strength of the

foundation concrete.

c. Unless specified otherwise in design drawings, the minimum grout thickness shall be 25 mm and

the maximum shall not exceed 50 mm in a single pour.

d. Shoulder of grout from edge of base plate (if provided) shall not be extended by more than the

thickness of the grout.

Selection of Grout Types

Selection of grout types shall be in accordance with Table 7.1 or as per MANUFACTURER / SUPPLIER requirements, whichever is more stringent.

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Table 7.1 Grout Types for Equipment and Structures

Equipment / Structure

Cement-based non-shrink grout

Epoxy non-shrink grout

Dynamic Equipment foundations

Driver horsepower < 375 kW (500 HP)

≤ 3600 RPM

≤ 2268 kg

Rotating equipment speeds

Combined weight of (machine, driver, base plate)

All reciprocating machinery with driver rating

≥ 375 kW (500 HP)

3600 RPM

2268 kg

< 37kW (50 HP)

37 kW (50 HP)

All other foundations including non-dynamic equipment foundations

Vessels and heat exchangers. Equipment with cast bases. Equipment on base frames with

cover plates.

Structural column base plates. Small equipment with flat base

plates

All supports subject to cyclic

All sole plate mounted

equipment.

Notes: Epoxy non-shrink grout shall not be used if the operating surface temperature local to the grout is greater than 60°C

Materials

7.3.1

Cement based non shrink grout

a. Cement based non shrink grout shall be premixed, pre-proportioned, factory packaged product consisting of a mixture of cement, sand, and inert materials and shall be in accordance with ASTM C1107 / C1107M Grade B or C.

b. Metal-oxidising or gypsum-forming non shrink grout is not permitted.

c. Grout shall not contain metallic substances, aluminium powder, measurable amounts of water- soluble chlorides or other substances that may be potentially harmful to concrete or steel reinforcement.

d. No admixtures shall be added to the grout without the approval of the MANUFACTURER.

e. The amount of potable water added to the premixed dry product shall be in strict accordance with

the MANUFACTURER’s printed instructions.

f. Cement-based non-shrink grout shall meet the following requirements:

i. Minimum compressive strength shall be 40 N/mm2 at 7 days and 60 N/mm2 at 28 days when

tested using 50mm cube specimens in accordance with ASTM C109/C109M.

ii. Free of oxidizing catalysts.

iii. Free of inorganic accelerators, including chlorides.

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iv. Non-staining.

v. The water used for mixing, surface soaking and curing shall be free of oils, acids, alkaline, organics and other deleterious materials. The water shall comply in all respects with the requirements of ACI 318, ASTM C94/C94M, and ASTM C1602/C1602M or BS EN 1008.

vi. Bleeding of grout is not allowed.

vii. Grout shall have a minimum working time of 90 minutes.

g. Equipment base plates and base plates for structural columns including that of piperacks shall be provided with high strength free flow non-shrink cementitious grout. The grout shall pass through a flow cone per ASTM C939 (fluid consistency) in less than 27 seconds.

7.3.2

Non-Shrink Epoxy Grout

a. Non shrink epoxy grout shall be a pre-proportioned, factory packaged product consisting of specially

formulated resin, hardener, and aggregate and shall meet the following requirements:

i. The minimum compressive strength shall be 65 N/mm2 at 24 hours and 95 N/mm2 at 7 days

when tested using 50 mm cube specimens in accordance with ASTM C579 Method B.

ii. Epoxy grout shall have a minimum working time of 45 minutes at 24 °C.

iii. The average coefficient of thermal expansion shall be 2.94 x 10-5 / °C as per ASTM C531.

iv. The finished epoxy grout product shall be tested for flowability and bearing area in accordance

with ASTM C1339/C1339M.

v. The water used for grout work, including but not limited to, the washing and pre-wetting/cooling of surfaces in contact with grout and the curing and mixing of grout materials shall comply in all respects with the requirements of ACI 318, ASTM C94/C94M, and ASTM C1602/C1602M or BS EN 1008.

vi. Average linear shrinkage shall be 0.017% per ASTM C531.

vii. Maximum creep shall be 2.05 x 10-3 mm/mm, tested at 60 °C with a 2.8 N/mm2 applied vertical

load, in accordance with per ASTM C1181.

viii. Minimum bond strength of epoxy grout to concrete shall be 14 N/mm2 per ASTM C882.

ix. Shall have non-rusting, non-staining property and non-shrink dimensional stability.

x. Shall have flowable placing consistency and full self-levelling characteristics.

xi. Grout shall be resistant to chemical attack of the materials that may drip on its surface.

b. The finished product shall have a flow time as recommended by the MANUFACTURER and a

bearing area of 85 percent or greater when tested in accordance with ASTM C1339.

Installation

7.4.1

General

a. The Grout MANUFACTURER’S technical representative shall select the appropriate materials considering the conditions of use and EQUIPMENT MANUFACTURER/ SUPPLIER’s request if any and this specification.

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b. The MANUFACTURER’S technical representative shall prepare the installation procedures for each product. In addition, the technical representative may be called to the field office for a pre-grouting conference the MANUFACTURER’S instructions. The technical representative shall remain at the jobsite until the CONTRACTOR and COMPANY are assured that the correct procedures are being followed and the warranty is not in jeopardy.

that all grouting steps are

in accordance with

to assure

followed

c. All materials shall be stored in accordance with the MANUFACTURER recommendations. Cement based non shrink grout and cement intended to use in dry pack shall be in sound dry bags. Any material that becomes damp or otherwise defective shall be immediately removed from the site.

d. All grout shall be tested in an on-site mock-up of foundation plates to be grouted. Form release agent shall be placed on the underside of the plate to allow removal of the base plate after grout hardens. Surface of the cured grout when base plate is removed shall show a minimum of 85% bearing area in accordance with ASTM C1339/C1339M, with no evidence of foaming, segregation or voids. Mock-up shall be constructed to simulate headbox, mixing equipment and curing methods to be used on actual pour. The CONTACTOR and COMPANY’S representative shall witness field performance test.

7.4.2

Preparation

a. Foundation preparations prior to grouting shall be in accordance with the MANUFACTURER written

instructions.

b. Concrete foundations shall be at least ten days old prior to surface preparation.

c. The surface of the foundation under the base plate or equipment to be grouted shall be roughened to the level of sound fractured, coarse aggregate. Remove the weak upper layer of the concrete, damaged concrete, harmful matter and any oil-soaked concrete areas. Prior to grouting, loose concrete or dust shall be removed, preferably by compressed air. Anchor bolt sleeves shall be cleaned out to allow the ingress of grout into the sleeve. After cleaning, the foundation surface shall be tightly covered to keep dust and oil free.

d. Metal surfaces in contact with the grout shall be clean and free of oil, grease, and other foreign

substances.

e. Base plate surfaces in contact with epoxy grout shall be grit blasted to white metal and coated with

a catalysed epoxy primer compatible with the epoxy grout.

f. Foundation surface shall be protected from contamination by applying protective sheeting.

g. Anchor bolt exposed threads shall be wrapped with duct tape to prevent adherence of epoxy grout.

h. Base plates and equipment bases must be uniformly supported prior to grouting in order to eliminate sag and distortion. Equipment bases should be levelled using both anchor bolts and jackscrews or levelling plates.

i. For vibrating equipment that is to be epoxy grouted, foundation bolt sleeves or pockets shall be filled with cement based non shrink grout, after the foundation concrete has set and prior to grouting the equipment base plate.

j. All levelling plates shall be set to the proper elevation. The number and type of levelling plates shall be determined in accordance with the recommendations of the equipment manufacturer or other project documents.

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k. All jackscrews must rest on a steel plate embedded in or grouted to the concrete and not on the

concrete directly.

l. The concrete surfaces, on which cement based non shrink grout is to be placed shall be soaked with clean water for 24 hours. Just prior to grouting, the water shall be removed leaving only a damp film. All standing water shall be removed from anchor bolt sleeves.

m. Surfaces, on which epoxy grout is to be placed, shall be completely dry before grouting, and shall be in accordance with the recommendations indicated in the technical data of the proprietary systems.

n. Metal parts that should not bond to the grout (like jack screws of reciprocating machinery and parts

of the foundation bolts) are to be sealed with tape or grease prior to grouting.

o. Cement, sand aggregate or admixtures shall not be added unless specified by

the

MANUFACTURER.

7.4.3

Formwork

a. Formwork shall be provided for grout and shall be compatible with the method of placing grout specified herein. It shall remain in place for a minimum of 24 hours. All formwork shall be built of materials with adequate strength, securely anchored and shored to resist grout placement forces

b. Forms shall be designed for rapid, continuous, and complete filling of space to be grouted.

c. Joints shall be caulked or sealed with tape to prevent leakage.

d. The forms shall be coated with a bond breaker recommended by the grout manufacturer to prevent

grout adherence and absorption. Oil or liquid wax is prohibited.

e. Unless otherwise shown on the construction drawings, the entire area under the base shall be

grouted.

f. Forms shall not be butted against a base plate or equipment base, but shall allow at least 25 mm

of space all around.

g. The top of the forms shall extend a minimum of 25 mm above the bottom of the base plate being grouted. On the pouring side, the forms shall be left a minimum of 50 mm away from the base plate.

h. The top of the forms on the pouring side shall be sufficiently high, but no less than 150 mm.

i. Forms shall have a chamfer strip attached where a chamfered edge is required.

j. Top of grout level shall not exceed the bottom level of baseplate and shall be sloped towards the

edge of the concrete base.

7.4.4 Wedges and Shim Plates

Adequate wedges and/or shim plates shall be used for levelling steel structures and equipment, prior to grouting, to which the following shall apply:

a. Shims that are used for levelling works shall be same grade of steel as base plate or stainless steel

to avoid corrosion.

b. Shims under steel structures and equipment shall be of a machined type.

c. COMPANY approval is required for permanent retaining of the shims and levelling plates of a

machined type without removal.

AGES-SP-01-004

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d. The shim and levelling plates placed on the foundation shall be embedded in a mortar bed such

that the top of the shim or levelling plate is level in all planes.

e. The shim to be placed on the foundation shall be embedded in a mortar bed such that the top of

the shim is levelled.

f. Shim plates shall have rounded corners with 6mm radius.

g. Shim plates shall be installed in such a manner that they are fully embedded and surrounded by

the grout to be installed later; minimum cover to shim sides shall be 50 mm.

h. Load per shim pack of levelling plate shall not exceed 7 N/mm2 under the worst loading condition. In this case, the grout shall be considered as a filling material only when calculating the aforementioned bearing stress.

i. Wedges are restricted to minor steel structures, supports, etc. and shall be removed and the

resulting voids filled with grout.

7.4.5

Mixing

a. Grout shall not be mixed in quantities larger than required to be placed during the working time

specified.

b. All cement-based grout shall be machine mixed in a mixer with moving paddles inside a drum, not

in a concrete mixer with fins attached to a rotating drum.

c. The grout shall not be mixed by hand.

d. All epoxy grout components shall be conditioned to a temperature range between 21 °C and 29 °C prior to mixing, or recommended temperature ranges provided by the grout MANUFACTURER. Mixing resin and hardener shall then be put into a clean low speed mortar mixer and, if required, the specified aggregate added. Nothing else shall be added to the mixture. Air entrainment must be avoided.

e. Mixing shall be adjacent to the area being grouted, with sufficient manpower and equipment

available for rapid and continuous mixing and placing.

f. All mixing equipment shall be clean, free of oil, grease, and other foreign substances. Before mixing a batch of grout, any remaining grout from the previous batch shall be cleaned out. Re-tempering of leftover grout is not allowed.

g. Mixing of grout materials shall be in strict accordance with the MANUFACTURER’S instructions.

7.4.6

Placing

a. Grout has a limited working time after mixing. This working time shall be in strict accordance with the MANUFACTURER’S printed instructions. The placing of grout shall be performed only during the specified working time and any unused grout remaining beyond this time shall be discarded.

b. When placing grout, CONTRACTOR shall follow the temperature range of the MANUFACTURER’S instructions for the foundation, baseplate and grout material. Temperatures shall be checked using a surface thermometer, and, shall be maintained for the minimum curing period specified in the MANUFACTURER’S instructions.

c. Grout shall be placed from one long side of an equipment base to the other in one direction only. The grout shall be poured into a movable head box having an inclined lane to direct the grout beneath the equipment base in a manner which minimizes trapped air and bubble formation. The

AGES-SP-01-004

Rev. No: 1 Page 31 of 40

head box should be about 300 x 300 x 300 mm to allow large volumes of grout to be poured continuously. Alternatively, construct a fixed slanted form extending about 300 mm above the foundation top along the pour side.

d. The use of vibrators is not permitted. The use of steel straps is permitted to move grout into position, but chaining is not permitted because of air entrapment between links. All trapped pockets shall be vented to allow full penetration of the grout.

e. Pumping grout is permitted and may eliminate the requirement for a head box.

f. Grout placing shall be continued until it oozes out along the entire perimeter and up through every interior air relief hole (6 mm minimum diameter) and grout hole. An exception occurs when grouting such equipment as pumps having an elevated interior baseplate. In these situations, fill under the entire equipment base to the top of the exterior base plate and then stop grouting for a short period of time to allow the grout to seal the periphery. Complete the grouting through one of the interior grout holes.

If a second pour is required for epoxy grout, it shall not commence until the first pour shall be fully cured, and its peak curing temperature has started to reduce.

h. Placing of grout by method of dry packing is not permitted for any works.

i. The shims and wedges shall be placed as per the recommendations presented in Section 7.4.4.

j. Expansion joints shall be spaced no greater than 1.5 meters or as indicated on the design drawings

for epoxy grout.

k. Expansion joints shall be made from closed-cell neoprene or polyethylene foam board, having a

minimum thickness of 25mm unless otherwise noted on drawings.

l. Expansion joints shall be fixed into position to prevent movement and shall be sealed at formwork and at the concrete base to prevent epoxy grout from passing around or underneath the joint during placement.

m. Vibration from nearby operations may transmit into the foundation of the structure being grouted. This may cause bleeding, settlement, affect setting time, strength, or create a hidden fracture plane. Vibration should be detected by observing the surface of a shallow pan of water set on the structure to be grouted.

n. The CONTRACTOR’S representative shall determine if vibration from nearby operations warrants

shutdown of such operations until the grout has taken its final set.

o. For vibrating equipment that is to be epoxy grouted, foundation bolt sleeves or pockets shall be filled with cement-based non shrink grout, after the foundation concrete has set, prior to setting the equipment.

p. Vertical support for equipment having a structural steel base frame and a stiffened cover plate is provided by grouting under the base frame. Compliance with the installation procedure established herein will preclude unacceptable voids. Incidental voids under the cover plate are not detrimental. It is important that the cover plate be sealed by grout against foreign elements.

q. When recommended by equipment MANUFACTURER, the skid frame cavity (between structural members of the bases) for rotating and vibrating equipment shall be filled with cement-based non shrink grout through grout holes in the bases after the epoxy grout under the bottom of skids or base plates has hardened. The grout and vent holes shall then be sealed to encapsulate the concrete and the equipment bases.

AGES-SP-01-004

Rev. No: 1 Page 32 of 40

r. The grout shall fill all voids between the base plate or sole plate and the foundation, shall have full

surface contact, be thoroughly compacted and free from air pockets.

s. Exposed cement-based grout surfaces shall be coated (with an epoxy-based product) if future

contamination with lubricants is possible.

t. The CONTRACTOR shall develop a detail to ensure an effective seal is achieved between grout

and base plate. The grout surface shall slope away from the base plate.

u. The placing of cement-based grout shall commence not later than 15 minutes after completion of

the mixing.

v. Grout shall not be placed when ambient temperature exceeds 40°C.

w. If the grouting is to be done in extreme hot weather conditions, CONTRACTOR shall prepare procedures based on the MANUFACTURER instruction and applicable standards and submit for COMPANY approval.

7.4.7

Finishing and Curing

a. Finishing and curing shall be in strict accordance with the MANUFACTURER’S printed instructions.

b. Cement-based non-shrink grout shall be protected from extreme drying conditions by covering all exposed grout surfaces with continually wetted burlap or waterproof paper for a minimum of 3 days following grouting.

c. Epoxy grout cannot be trimmed after set. It must be left at the finished level with required chamfer strips built into the forms. Further finishing will require grinding after the curing period is complete.

d. Exposed edges shall be protected against damage during the curing period.

e. Where shims are to be removed, or if wedges were used, they shall be removed after 3 days. On

removal of the shims or wedges, the resultant void spaces shall be filled with same type of grout.

f. Exposed expansion joints shall be sealed with the grout MANUFACTURER’S recommended

sealant.

g. Apply finish coating over grout holes and vent holes after grout has set.

Testing

a. Cement based non shrink grout shall be tested at least once per day in accordance with ASTM

C109.

b. Compressive strength testing of epoxy grouts shall be tested at least for a batch of grout or once

per day in accordance with ASTM C579, Method B.

c. On-site testing will be in accordance with ADNOC On-Site Material Sampling and Testing

Laboratory Specification.

d. For each test, prepare six number of cubes for cement-based grouts (3 no. each to be tested at 7 days and 28 days) and six number of cubes for epoxy grouts (3 no. each to be tested at 24 hours and 7 days). During this period the test specimens shall have been completely protected against drying, evaporation, carbonation and exposure to temperatures greater than those stated as accepted by grout MANUFACTURER.

e. Grout working time shall be determined by testing per ASTM C953.

AGES-SP-01-004

Rev. No: 1 Page 33 of 40

f. The CONTRACTOR shall advise the COMPANY and testing laboratory when grout will be placed

and shall cooperate fully with the testing laboratory in the making cubes and testing on-site.

g. The CONTRACTOR is responsible for providing the appropriate laboratory test results performed on the grout materials, including the “Affidavit of Compliance” required in Section 12, to substantiate grout properties and its conformance with this Specification / MANUFACTURER’S requirements.

Handling

7.6.1

Packaging and Shipping

a. Cement-based non shrink grout and epoxy grout aggregate shall be delivered to the jobsite in sound,

dry bags.

b. Epoxy non shrink grout liquids, hardener and resins shall be delivered in sealed containers.

c. Products stored beyond six months prior to shipping shall not be shipped.

7.6.2

Preservation and Storage

a. Non shrink grout material shall be stored and handled in accordance with the MANUFACTURER’S

recommendations.

b. All grout material shall be stored in a dry, weatherproof shelter.

c. Materials shall be protected to safeguard against all adverse environments, such as: humidity,

moisture, rain, dust, dirt, sand, mud, salt air, salt spray, and sea water.

d. Cement-based grouting materials which have become damp or air set shall not be used.

e. Materials shall be protected to withstand extended period of storage at the jobsite. The total job

storage time for non-shrink grout (proprietary system) shall be limited to ten months.

Disposal

For epoxy grouts all materials shall be converted to solid waste for proper disposal. The procedure for making solid waste in any type of hardener container is as follows:

a. Mix the hardener with the resin. This mixture is considered inert.

b. Pour excess hardener/resin mixture into the hardener container.

c. Close container and shake until excess hardener mixes with excess hardener/resin mixture. This

final mixture in the hardener container is considered inert for proper solid waste disposal.

ADDITIONAL SPECIFIC REQUIREMENTS

Not applicable.

AGES-SP-01-004

Rev. No: 1 Page 34 of 40

SECTION C – OTHER REQUIREMENTS

QUALITY PLANS

General

a. Quality plans shall address all aspects related to local conditions, such as climatic conditions, local

transport possibilities, storage

facilities, spare parts,

facilities, quarries,

backup Manufacturer/Suppliers, test facilities (field laboratory).

b. Quality Management Systems shall comply with the applicable requirements of BS EN ISO 9001 “Quality Management Systems‐ Requirements” and BS EN ISO 9004, “Quality management –

Quality of an organization – Guidance to achieve sustained success”. Written quality plans and procedures shall be submitted for COMPANY approval.

c. Materials should be obtained from the same source(s) throughout the work (including both trial and

production mixes).

Inspection, Testing and Reporting

Inspection and Test Plans (ITPs) identifying the tests, frequencies, acceptance criteria, and responsibilities shall be prepared as part of the quality plan. COMPANY will mark-up CONTRACTOR ITPs for COMPANY associated monitor, witness or inspection hold points

b. A reporting system of Quality Control Records (QCRs) shall be part of the quality plan.

c. The reporting system shall record all results obtained during the testing.

d. Weather conditions shall be recorded in the quality results.

e. The proposed ITPs and QCRs shall be included in the Quality Plan.

f. Standard forms of inspection and test plans shall be used as a basis for the development of the ITPs and QCRs supplemented by the requirements of the specifications for the work to be executed.

g. COMPANY reserves the right to make inspections of the source of supply of materials.

h. Prior to supply of any material to site the CONTRACTOR shall obtain COMPANY approval by submitting necessary documentation such as test certificates, source of supply, date of manufacture, etc.

Quality Control and Assurance

a. CONTRACTOR shall be solely responsible for quality control of all materials and workmanship. The quality system shall provide for the planned and systematic control of all quality-related activities performed during design and construction. Implementation of the quality system shall be in accordance with the Project Agreement, CONTRACTOR’s approved Quality Manual and Project Specific Quality plan.

b. CONTRACTOR shall ensure that SUB-CONTRACTORs, SUPPLIERs and MANUFACTURERs have in place a QA/QC program which clearly establishes the authority and responsibilities of those responsible for the quality system. Persons performing quality functions shall have sufficient and well-defined authority to enforce quality requirements that they initiate or identify and to recommend

AGES-SP-01-004

Rev. No: 1 Page 35 of 40

and provide solutions for quality problems and thereafter verify the effectiveness of the corrective action.

in c. Quality System and Quality Control requirements shall be CONTRACTOR’s Purchase documentation. Based on the SUB- CONTRACTORs, SUPPLIERs and MANUFACTURERs will develop QA/QC programs which shall be submitted to COMPANY and CONTRACTOR for review and concurrence. The SUB- CONTRACTOR’s, SUPPLIER’s and MANUFACTURER’s QA/QC programs shall extend to SUB- SUPPLIERs.

identified and requirements,

included

these

d. CONTRACTOR shall submit certified reports of all tests as soon as the tests are completed

satisfactorily.

e. COMPANY reserves the right to inspect or to conduct a quality audit of materials, installation and workmanship standards and shall have unrestricted entry to the construction site and to testing tests. SUB-CONTRACTORs, SUPPLIERs and laboratories MANUFACTURERs, within 30 days after award but prior to the pre-inspection meeting, shall provide CONTRACTOR and COMPANY with a copy of its Inspection & Testing Plan for review and inclusion of any mandatory CONTRACTOR and COMPANY witness or hold points.

to witness any or all

f. COMPANY may reject improper, inferior, defective, or unsuitable materials, installation and workmanship. All materials and workmanship rejected shall be replaced by CONTRACTOR as directed by the COMPANY.

SUB-CONTRACTORS AND SUPPLIERS

a. CONTRACTOR shall assume unit responsibility and overall guarantee for the fabrication of anchor

bolts and associated items.

b. CONTRACTOR shall transmit all relevant purchase order documents including specifications to his

SUB-CONTRACTORs and SUPPLIERs.

It is the CONTRACTOR’S responsibility to enforce all Purchase Order and Project Specification requirements on its SUB-CONTRACTORS and SUPPLIERS.

d. CONTRACTOR shall submit all relevant SUB-CONTRACTOR and SUPPLIER drawings and

engineering data to COMPANY.

e. CONTRACTOR shall obtain and transmit all SUB-CONTRACTOR and SUPPLIER warranties to

COMPANY.

f. All drawings and engineering data submitted to the COMPANY shall be in the English language,

and in metric units.

MATERIAL CERTIFICATIONS

CONTRACTOR is responsible for the supply of all materials conforming to the relevant codes and standards, including all supply of material certificates/testing.

DOCUMENTATION / MANUFACTURER DATA RECORDS

a. CONTRACTOR shall submit for COMPANY approval the drawings, documentation or information

as listed in the individual Material Requisitions and Purchase Orders.

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b. CONTRACTOR shall maintain a complete up-to-date set of construction drawings at the jobsite.

c. Mutual agreement on scheduled submittal of drawings and engineering data shall be an integral

part of any formal Purchase Order.

d. Comments made by COMPANY on drawing submittals shall not relieve CONTRACTOR of responsibility to meet the requirements of ADNOC General Specifications. Comments by COMPANY shall not be construed as permission to deviate from requirements of the Purchase Order unless specific and mutual agreement is reached and confirmed in writing.

e. Each drawing shall be provided with a title block in the bottom right hand corner incorporating the

following information:

i. Official trade name of the company.

ii. CONTRACTOR’s drawing number.

iii. Drawing title.

iv. A symbol or letter indicating the revision number.

f. Revisions to drawings shall be identified with symbols adjacent to the alterations. A brief description of each revision shall be given and, where applicable, the authority and date of the revision shall be listed. The term “Latest Revision” shall not be used.

g. Prior to commencement of construction CONTRACTOR shall submit an “Affidavit of Compliance”

that confirm that all materials meet the requirements of this Specification.

h. The following documents shall be submitted to COMPANY prior to the start of construction activities:

Inspection and Test Plan (ITP).

ii.

Inspection Procedures.

iii. Test Procedure Qualification and Test Acceptance Criteria.

iv. Procedure Qualification Record (PQR).

v. Quality control program, quality plan, quality control procedure, including Quality Control

Records (QCR’s), records of quality inspection test reports, and test results.

vi. Material Handling Procedure.

vii. Materials and workmanship specifications.

viii. One set of final drawings.

ix. Maintain a complete set of As Built drawings at the jobsite.

x. Method statements covering all construction activities.

xi. Correction of non-conformances including remediation procedures.

xii. Material Traceability Procedure.

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Rev. No: 1 Page 37 of 40

SECTION D – STANDARD DRAWINGS & DATASHEETS

DATASHEET TEMPLATES

Not applicable.

STANDARD DRAWINGS

Not applicable.

AGES-SP-01-004

Rev. No: 1 Page 38 of 40

SECTION E - APPENDICES

ATTACHMENTS - TYPICAL ANCHOR BOLT TYPES

The following sketches show the typical anchor bolt types referred in Section 6.2 of this Specification.

AGES-SP-01-004 APPENDIX A1 DWG 1

Anchor Bolts – Materials, Fabrication and Marking

AGES-SP-01-004 APPENDIX A1 DWG 2

Anchor Bolt Types

AGES-SP-01-004

Rev. No: 1 Page 39 of 40

ANCHOR BOLT TYPE-C INSTALLATION PROCEDURE

AGES-SP-01-004

Rev. No: 1 Page 40 of 40

Project: Q-32859 - NMDC - Ruwais Folder: RFQ Files

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