NFPS Offshore Compression Complexes Project COMP2

COMPANY Contract No.: LTC/C/NFP/5128/20

CONTRACTOR Project No.: 033734

Document Title

:

SKID MOUNTED ASSEMBLIES - STRUCTURAL REQUIREMENT SPECIFICATION FOR CP6S AND CP7S COMPLEXES

COMPANY Document No.

: 200-22-ST-SPC-00009

Saipem Document No.

: 033734-B-D-30-SPM-SD-S-10008

Discipline

: STRUCTURAL

Document Type

: SPECIFICATION

Document Category/Class

: 1

Document Classification

:

INTERNAL

B

A

05-May-2023

Issued for Approval

Bharath Reddy

Danilo Manabat

14-Mar-2023

Issued for Review

Bharath Reddy

Danilo Manabat

Huan Yew Jin / Chua Chan Hwa Huan Yew Jin / Chua Chan Hwa

Bharath Reddy1

Digitally signed by Bharath Reddy1 DN: cn=Bharath Reddy1, ou=Users , email=Bharath.Reddy1@Worley. com Date: 2023.05.07 15:52:18 +05’30’

Danilo Bautista Manabat

Digitally signed by Danilo Bautista Manabat DN: cn=Danilo Bautista Manabat, ou= Users, email=DaniloBautista.Manabat@ Worley.com Date: 2023.05.07 21:08:25 +08’00’

Digitally signed by Yew Jin Huan Date: 2023.05.07 21:20:49 +08’00’

REV.

DATE

DESCRIPTION OF REVISION

PREPARED BY

CHECKED BY

APPROVED BY

Saipem S.p.A.

Company No._Rev. 200-22-ST-SPC-00009_B

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REVISION HISTORY

Revision

Date of Revision

Revision Description

A1

A

B

16-Jan-2023

14-Mar-2023

05-May-2023

Issued for Inter-Discipline Check

Issued for Review

Issued for Approval

HOLDS LIST

Hold No

Hold Description

1

2

Transportation Accelerations (in Section 6.7)

Steel Category in Section 5.6.2

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TABLE OF CONTENTS

1

2

3

4

5

INTRODUCTION … 5

1.1 PROJECT OBJECTIVE … 5 1.2 PROJECT SCOPE … 5

DEFINITIONS AND ABBREVIATIONS … 7

2.1 DEFINITIONS … 7 2.2 ABBREVIATIONS … 8 2.3 SYSTEM OF UNITS … 9

REFERENCE, RULES, CODES AND STANDARDS … 10

3.1 COMPANY DOCUMENTS … 10 3.2 PROJECT DOCUMENTS … 10 3.3 CONTRACTOR DOCUMENTS … 11 3.4 INTERNATIONAL CODES AND STANDARDS … 11

PURPOSE … 15

GENERAL REQUIREMENTS … 16

5.1 PERFORMANCE OF WORK … 16 5.2 NON-COMPLIANCE/DEVIATIONS… 16 5.3 DESIGN CRITERIA … 16 5.4 SKID UNIT CONNECTIONS… 17 5.5 ACCESS TO EQUIPMENT, PIPING, ETC., MOUNTED ON SKID … 17 5.6 SKID STRUCTURAL CONSTRUCTION… 17

5.6.1

Bracing … 17

5.6.2 Materials … 17

5.6.3

Skid Mounting Arrangement… 18

5.6.4

Equipment Supports … 19

5.6.5

Pad-Type Lifting Lugs … 20

5.6.6 Other Considerations … 20

5.6.7

Skids … 21 5.7 CONNECTION CONSIDERATIONS … 21

5.7.1 General … 21

5.7.2 Welding … 21

5.7.3

Bolted Connections … 21

6

DESIGN LOADS FOR STRUCTURAL SKID … 22

6.1 GENERAL … 22 6.2 LIVE LOADS … 22 6.3 WIND LOADS … 23 6.4 EARTHQUAKE LOADS … 24 6.5 PROCESS LOADS … 24 6.6 MAINTENANCE LOADS … 25 6.7 CONSTRUCTION AND TRANSPORTATION LOADS … 25 6.8 OTHER LOADS … 26 6.9 LOAD COMBINATION, ALLOWABLE STRESSES AND LOAD FACTORS … 26 6.10 SERVICEABILITY LIMITS … 28

7

HANDRAILS, LADDERS, STAIRS AND PLATFORMS … 29

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8

FABRICATION … 30

8.1 CONSTRUCTION SURFACE … 30 8.2 WELDING … 30

8.2.1

Procedures and Personnel … 30

8.2.2

Procedure Approval … 30

8.2.3 Distortion … 30

8.2.4

Stiffener Plates … 30

8.2.5

Seal Welds … 30

8.2.6

Temporary Welds … 30 8.3 BOLTED CONNECTION… 31

8.3.1

Supply … 31

8.3.2

Installation … 31 8.4 CORNERS AND EDGES … 31 8.5 CORROSION AREAS … 31 8.6 TOLERANCES … 31

8.6.1 Overall Dimension … 31

8.6.2

Plate and Grating Elevations… 31

9

INSPECTION AND TESTING … 32

9.1 STRUCTURAL INSPECTION … 32 9.2 PAINTING … 33 9.3 INSULATION … 33 9.4 GENERAL … 33 9.5 CERTIFICATIONS … 33 9.6 PARTIALLY DISMANTLED AND PROPERLY PREPARED EXPORT SHIPMENT … 34

10

PREPARATION FOR SHIPMENT… 35

10.1 PROTECTION OF OPENINGS … 35 10.2 SKID PREPARATION … 35

11

DOCUMENTATION … 36

11.1 DRAWINGS … 36 11.2 CALCULATION NOTES … 36 11.3 EQUIPMENT DATA TABULATION … 36

12

APPENDICES … 37

12.1 APPENDIX 1 SKID ASSEMBLIES AND EQUIPMENT MOUNTING ARRANGEMENTS … 38 12.2 APPENDIX 2 EQUIPMENT DATA TABULATION FORMAT … 42

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1

INTRODUCTION

The North Field is the world’s largest natural gas field and accounts for nearly all of the state of Qatar’s gas production. The reservoir pressure in the North Field has been declining due to continuous production since the early 1990s. The principal objective of the NFPS Project is to sustain the plateau from existing QG South Operation (RL Dry Gas, RGE Wet gas) and existing QG North Operation (QG1 & QG2) production areas by implementing an integrated and optimum investment program consisting of subsurface development, pressure drop reduction steps and compression. Refer to the figure below for a schematic of the North Field.

Qatargas Operating Company Limited is leading the development of the North Field Production Sustainability (NFPS) Project.

1.1 Project Objective

The objective of this Project includes:

 Achieve standards of global excellence in Safety, Health, Environment, Security and Quality

performance.

 Sustain the Qatargas North Field Production Plateau by installing new Compression Complex facilities CP6S & CP7S in QG south with integration to the existing facilities under Investment #3 program.

 Facility development shall be safe, high quality, reliable, maintainable, accessible, operable,

and efficient throughout their required life.

1.2 Project Scope

The Project Scope includes detailed engineering, procurement, construction, transportation & installation, hook-up and commissioning, tie-in to EXISTING PROPERTY and provide support for start- up activities of the following facilities and provisions for future development. The WORK shall be following the specified regulations, codes, specifications and standards, achieves the specified performance, and is safe and fit-for-purpose in all respects.

Offshore

CP6S and CP7S Compression Complexes that are part of QG-S RGE facilities as follows:

 CP6S Compression Complex

 Compression Platform CP6S, Living Quarters LQ6S, Flare FL6S

 Bridges BR6S-2, BR6S-3, BR6S-4, BR6S-5

 Bridge linked Tie-in to RP6S

Production from existing wellheads (WHP6S & WHP10S) and new wellhead (WHP14S) are routed via riser platform RP6S to compression platform CP6S to boost pressure and export to onshore via two export lines through the existing WHP6S pipeline and a new 38” carbon steel looping trunkline from RP6S (installed by EPCOL). CP6S is bridge-linked to RP6S.

 CP7S Compression Complex

 Compression Platform CP7S, Living Quarters LQ7S, Flare FL7S

 Bridges BR7S-2, BR7S-3, BR7S-4, BR7S-5

 Bridge linked Tie-in to RP7S

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CP7S shall receive production from existing wellheads (WHP5S & WHP7S) and new wellhead (WHP13S). There is only one export line for CP7S through the existing export pipeline from WHP7S. CP7S is bridge-linked to RP7S.

RGA Complex Destressing

Migration of the Electrical power source, Telecoms, Instrumentation and Control systems from WHPs and RHPs hosted by RGA to the respective Compression Complexes listed below:

 WHP6S, WHP10S, WHP14S, RP6S and RP10S to CP6S Compression Complex

 WHP5S, WHP7S, WHP13S and RP7S to CP7S Compression Complex

Destressing of Telecoms, Instrumentation and Control system in RGA Complex Control Room, which would include decommissioning and removal of telecom system devices and equipment that would no longer be required post migration and destressing activity.

Onshore

An Onshore Collaborative Center (OCC) will be built under EPC-9, which will enable onshore based engineering teams to conduct full engineering surveillance of all the offshore facilities. The OCC Building will be located in Ras Laffan Industrial City (RLIC) within the Qatar Gas South Plot. MICC & Telecommunication, ELICS related scope will be performed in the OCC building.

Figure 1.2.1: NFPS Compression Project COMP2 Scope

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2 DEFINITIONS AND ABBREVIATIONS

2.1 Definitions

Definition

Description

COMPANY

Qatargas Operating Company Limited.

CONTRACTOR

Saipem S.p.A.

DELIVERABLES

FACILITIES

All products (drawings, equipment, services) which must be submitted by CONTRACTOR to COMPANY at times specified in the contract. All machinery, apparatus, materials, articles, components, systems and items of all kinds to be designed, engineered, procured, manufactured, constructed, supplied, tested and permanently installed by CONTRACTOR at SITE in connection with the NFPS Project as further described in Exhibit 6.

fabricated,

MILESTONE

A reference event splitting a PROJECT activity for progress measurement purpose.

PROJECT

NFPS Offshore Compression Complexes Project COMP2

SITE

(i) any area where Engineering, Procurement, Fabrication of the FACILITIES related to the CP6S and CP7S Compression Complexes are being carried out and (ii) the area offshore required for installation of the FACILITIES in the State of Qatar.

SUBCONTRACT

Contract signed by SUBCONTRACTOR and CONTRACTOR for the performance of a certain portion of the WORK within the Project.

SUBCONTRACTOR

Any organization selected and awarded by CONTRACTOR to supply a certain Project materials or equipment or whom a part of the WORK has been Subcontracted.

WORK

Scope of Work defined in the CONTRACT.

WORK PACKAGE

The lowest manageable and convenient level in each WBS subdivision.

VENDOR

P1

P2

The person, group, or organization responsible for the design, manufacture, the Equipment/Material.

load-out/shipping

testing,

and

of

Document to be submitted with bid submission (3D modeling)

Document to be submitted in 2 weeks after bid submission (balance of information for specification compliance)

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Definition

Description

P3

P4

Document to be submitted in 4 weeks after bid submission (balance of information for final technical/ commercial information)

Documents to be submitted during detailed design

2.2 Abbreviations

Code

Definition

North Field Production Sustainability

Front End Engineering Design

American Institute of Steel Construction

American Petroleum Institute

Allowable Stress Design

Charpy V-Notch

Master Document Register

Metric Tons

Non Applicable

Occupational Safety and Health Administration

System International

Specified Minimum Yield Strength

Specified Minimum Tensile Strength

Safe Working Load

Working Stress Design

Complete Joint Penetration Weld

NFPS

FEED

AISC

API

ASD

CVN

MDR

MT

NA

OSHA

SI

SMYS

SMTS

SWL

WSD

CJP

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2.3 System of Units

The System International (SI) units are adopted for the analyses and calculations unless otherwise indicated. In case other units are quoted from reference sources, e.g. imperial units in American codes, these units are converted to SI units.

Table 2.1: Units of Measurement

Description

Length

Angle

Force

Moment

Unit

m / mm

deg / rad

kN

kN.m

Stress and pressure

kPa / MPa

Time

Speed

Energy

Temperature

Mass

s

m/s

MJ

oC

kg / MT

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3 REFERENCE, RULES, CODES AND STANDARDS

The following codes, standards and specification are referenced within the document shall be considered as part of this specification. Conflict among applicable specification and / or codes shall be brought to the attention of the COMPANY for resolution COMPANY decision shall be final and shall be implemented. The latest editions of codes and specification effective as on date of contract shall be followed.

In general, the order of precedence shall be followed:

a) Qatari Governmental and Regulatory Requirements

b) COMPANY Procedures, Policies and Standards (Exhibit 5 Appendix I)

c) Project Specifications.

d) Industry Codes and Standards

e) COMPANY and CONTRACTOR’s Lessons Learned

If CONTRACTOR/SUBCONTRACTOR deems any deviations from the specifications will result in significant project cost and schedule saving, proposal to such deviations shall be submitted to COMPANY for review and approval. CONTRACTOR/SUBCONTRACTOR shall not proceed with any deviation to the specifications without prior COMPANY approval. In general, all design activities shall conform to legal and statutory regulations, and recognized industry best practices.

3.1 Company Documents

S. No

Document Number

Title

PRJ-PJL-PRC-004_07

PRJ-PJL-PRC-005_21

PRJ-PJL-PRC-007_01

PRJ-PJL-PRC-048_11

OMQ011(181571_2_Part2) Rev-3

Facilities Engineering and Vendor Document Numbering Procedure

Facilities, System and Unit Number Codes and Descriptions Procedure

SmartPlant Engineering Applications & Drafting (CAD) Standard Facilities Documentation Metadata Requirements Procedure Updated Metocean Criteria Offshore Qatar, North Field, State of Qatar by Fugro, dated 19 Feb 2019

3.2 Project Documents

S. No

Document Number

Title

200-22-ST-DEC-00001

200-22-ST-DEC-00002

200-20-ST-SPC-00010

200-22-ST-SPC-00008

Greenfield Topsides Structural Design Basis for CP6S and CP7S Complexes Greenfield Topsides Structural Design Brief for CP6S and CP7S Complexes Structural Material Specification for CP6S and CP7S Complexes Structural Steelwork Hot Dip Galvanising Specification for CP6S and CP7S Complexes

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S. No

Document Number

Title

200-22-ST-SPC-00007

200-20-ST-SPC-00013

200-20-ST-SPC-00008

200-20-ST-SPC-00011

200-20-ST-SPC-00012

200-20-CE-SPC-00015

200-20-SH-SPC-00011

Flooring

and Handrailing

Fabrication of Offshore Steel Structures, Welding and Inspection Specification for CP6S and CP7S Complexes Open Grid Specification for CP6S and CP7S Complexes Aluminium Helideck Specification for CP6S and CP7S Complexes Design of Deck Structures for Offshore Platforms Specification for CP6S and CP7S Complexes Structural Steel Pipe Supports Specification for CP6S and CP7S Complexes Painting Specification for CP6S and CP7S Complexes HFE Workplace Design Specification for CP6S and CP7S Complexes

COMP2-SPM-PE-PRC-00001

Document Numbering Procedure

200-20-ST-DWG-00002

General Notes for CP6S and CP7S Complexes

200-20-ME-SPC-00012

200-20-ST-DWG-00006

200-22-ST-DWG-00008

General Specification for Packaged Equipment for CP6S and CP7S Complexes Standard Details Ladders for CP6S and CP7S Complexes Standard Details Typical Equipment Support Details for CP6S and CP7S Complexes

3.3 Contractor Documents

S. No

Document Number

Title

Not Applicable

Not Applicable

3.4

International Codes and Standards

S. No

References

AISC-ASD, 9th Ed. 1989, Manual of Steel Construction, Allowable Stress Design, 9th Edition. API RP 2A-WSD, 22nd Ed. 2014, Recommended Practice for Planning, Design and Constructing Fixed Offshore Platforms – Working Stress Design. API RP 2X, 4th Ed. 2004, Recommended Practice for Ultrasonic and Magnetic Examination of Offshore Structural Fabrication and Guidelines for Qualification of Technicians API RP 2Z, 4th Ed. 2005, Recommended Practice for Preproduction Qualification for Steel Plates for Offshore Structures

Company No._Rev. 200-22-ST-SPC-00009_B

Rev

9th Ed

22nd Ed

4th Ed

4th Ed

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S. No

References

Rev

6th Ed

9th Ed

2nd Ed

6th Ed

5th Ed

API SPEC 2B, 6th Ed. 2001, Specification for the Fabrication of Structural Steel Pipe API SPEC 2H, 9th Ed. 2006, Specification for Carbon Manganese Steel Plate for Offshore Structures API SPEC 2MT1, 2nd Ed. 2001, Specification for Carbon Manganese Steel Plate with Improved Toughness for Offshore Structures API SPEC 2W, 6th Ed. 2019, Specification for Steel Plates for Offshore Structures, Produced by Thermo-Mechanical Control Processing (TMCP) API SPEC 2Y, 5th Ed. 2006, Specification for Steel Plates, Quenched-and- Tempered, for Offshore Structures

API SPEC 5L, 46th Ed. 2018, Specification for Line Pipe, Forty-sixth Edition

46th Ed

API SPEC 10A, 25th Ed. 2019, Specification for Cements and Materials for Well Cementing API STD 620, 12th Ed. 2013, Design and Construction of Large, Welded, Low-Pressure Storage Tanks

API STD 650, 13th Ed. 2020, Welded Tanks for Oil Storage

25th Ed

12th Ed

13th Ed

ASCE 7, Minimum Design Loads and Associated Criteria for Buildings and Other Structures ASNT SNT-TC-1A, Recommended Practice No. SNT-TC-1A, 2020 Ed. and ASNT Standard Topical Outlines for Qualification of Nondestructive Testing Personnel

ASME B1.1, Unified Inch Screw Threads (UN and UNR Thread Form)

ASME B18.2.2, Nuts for General Applications: Machine Screw Nuts, Hex, Square, Hex Flange, and Coupling Nuts (Inch Series) ASTM A 6/A 6M, Standard Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling ASTM A 20/A 20M, Standard Specification for General Requirements for Steel Plates for Pressure Vessels

ASTM A 36/A 36M, Standard Specification for Carbon Structural Steel

ASTM A 53/A 53M, Standard Specification for Pipe, Steel, Black and Hot- Dipped, Zinc-Coated, Welded and Seamless ASTM A 106/ A 106M, Standard Specification for Seamless Carbon Steel Pipe for High-Temperature Service ASTM A 123/ A 123M, Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

2016

2020

2003

2015

2019

2019

2019

2018

2019

2017

ASTM A 131/A 131M, Standard Specification for Structural Steel for Ships

2019

ASTM A 275/A 275M, Standard Practice for Magnetic Particle Examination of Steel Forgings ASTM A 304, Standard Specification for Carbon and Alloy Steel Bars Subject to End-Quench Hardenability Requirements ASTM A 370, Standard Test Methods and Definitions for Mechanical Testing of Steel Products ASTM A 388/A 388M, Standard Practice for Ultrasonic Examination of Heavy Steel Forgings

2018

2016

2019

2005

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S. No

References

ASTM A 392, Standard Specification for Zinc-Coated Steel Chain-Link Fence Fabric ASTM F 3125/F 3125M, Standard Specification for High Strength Structural Bolts and Assemblies, Steel and Alloy Steel, Heat Treated, Inch Dimension 120 ksi and 150 ksi Minimum Tensile Strength, and Metric Dimension 830 MPa and 1040 MPa Minimum Tensile Strength ASTM A 537/A 537M, Standard Specification for Pressure Vessel Plates, Heat-Treated, Carbon-Manganese-Silicon Steel

ASTM A 563, Standard Specification for Carbon and Alloy Steel Nuts

ASTM A 572/A 572M, Standard Specification for High-Strength Low-Alloy Columbium-Vanadium Structural Steel ASTM A 578/A 578M, Standard Specification for Straight-Beam Ultrasonic Examination of Rolled Steel Plates for Special Applications ASTM A 633/A 633M, Standard Specification for Normalized High-Strength Low-Alloy Structural Steel Plates

ASTM A 709/A 709M, Standard Specification for Structural Steel Bridges

ASTM A 729/A 729M, Standard Specification for Alloy Steel Axles, Heat Treated, for Mass Transit and Electric Railway Services ASTM A 770/A 770M, Standard Specification for Through-Thickness Tension Testing of Steel Plates for Special Applications ASTM C 109/C 109M, Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-in. or [50 mm] Cube Specimens)

Rev

2017

2018

2019

2015

2018

2017

2018

2018

2017

2018

2020

ASTM D 143, Standard Test Methods for Small Clear Specimens of Timber

2014

ASTM D 245, Standard Practice for Establishing Structural Grades and Related Allowable Properties for Visually Graded Lumber ASTM D 2555, Standard Practice for Establishing Clear Wood Strength Values ASTM E 8/E 8M, Standard Test Methods for Tension Testing of Metallic Materials ASTM E 23, Standard Test Methods for Notched Bar Impact Testing of Metallic Materials ASTM E 84, Standard Test Method for Surface Burning Characteristics of Building Materials

2019

2017

2016

2018

2019

ASTM E 112, Standard Test Methods for Determining Average Grain Size

2013

ASTM E 399, Standard Test Method for Linear-Elastic Plane-Strain Fracture Toughness KIc of Metallic Materials ASTM E 543, Standard Specification Nondestructive Testing ASTM F 436/F 436M, Standard Specification for Hardened Steel Washers Inch and Metric Dimensions

for Agencies Performing

2019

2015

2018

AWS D1.1/D1.1M, 24th Ed. 2020, Structural Welding Code – Steel

24th Ed

BSI BS 7448 PART 1, Fracture Mechanics Toughness Test – Part 1: Method for Determination of KIc, Critical CTOD and Critical J Values of Metallic Materials

1991

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S. No

References

BSI BS EN 10225, Weldable Structural Steels for Fixed Offshore Structures – Technical Delivery Conditions BSI BS EN ISO 15653, Metallic Materials – Method of Test for the Determination of Quasistatic Fracture Toughness of Welds BSI BS EN ISO 19902, Petroleum and Natural Gas Industries – Fixed Steel Offshore Structures American Forest and Paper Association - Design Values for Wood Construction (supplement) American Forest and Paper Association - National Design Specification for Wood Construction Coast Guard memorandum entitled “Policy File memorandum of the Use of Fiber Reinforced Plastic (FRP) Gratings and Cable Trays.” ISO 15614-1 Specification and qualification of welding procedures for metallic materials — Welding procedure test - Part 1: Arc and gas welding of steels and arc welding of nickel and nickel alloys. BS EN 1011-1 Welding – Recommendations for welding of metallic materials – Part 1: General guidance for arc welding

Rev

2009

2018

2008

2019

2009

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4 PURPOSE

The purpose of this specification is to define the requirements for design, fabrication, assembly, inspection and preparation for shipment of skid mounted equipment assemblies supplied by VENDOR for installation on decks or in modules for the North Field Production Sustainability (NFPS) Compression Project. This specification is not applicable to Flare Tower structure. For equipment placed on Aluminum Helidecks, 200-20-ST-SPC-00008 shall also applicable.

The principal objectives of this specification are to establish structural design criteria which permit:

1. Obtaining VENDOR definition of essential dimensions and weight and COG criteria to enable detail design of structural support steel for the VENDOR-supplied item. Refer to Section 2 ‘Definitions and Abbreviations and Section 12.1, for clarity on the specific information being requested from the VENDOR, which is categorized as Priority P1, P2, P3 or P4 during the various stages of the bid and detailed design phases of the VENDOR-supplied skid mounted assembly or equipment.

2. The design of a reliable and robust skid structure to withstand the functional, environmental and

potential accidental loads imposed during its pre-service and design in-service life.

3. The safe installation of the equipment along with the structural supporting system.

4. The design of a skid structure that requires minimal maintenance and inspection.

This document establishes:

1. The definition of the optimum equipment support configuration.

2. The provision of design data/information required for the design of the skid structure.

3. A description of the required analysis scenarios.

This specification shall be read in conjunction with respective equipment/package specifications and datasheets.

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5 GENERAL REQUIREMENTS

5.1 Performance of Work

All references listed in Section 3 of this Specification shall be complied with. All work shall be performed in accordance with the Approved for Construction Drawings.

This specification is applicable to both Greenfield and the Brownfield project scope.

5.2 Non-compliance/Deviations

If any requirements of this specification cannot be met, VENDOR/SUPPLIER must provide written notification of non-compliances, with explanations, in accordance with the project instructions. This notification will be evaluated and must have COMPANY approval before final acceptance.

5.3 Design Criteria

1. Skid mounted units (equipment assemblies) shall be self-contained and require no further work

offshore except the following:

a) Lifting from the transporting facility and setting on the platform deck structure

b) Fastening or securing the skid to the platform deck

c) Removing protective covers, shipping securing devices, and preservative materials

d) Connecting or hooking up the following equipment to or from the skid unit/mating platform:

 Piping  Electrical   Others, as necessary

Instrument connections

e) Testing and final aligning of equipment

2. Drain rim or drip pans shall be provided to intercept leakage from all components. A minimum of one drain connection shall be provided to allow for interconnecting with the platform’s drain system.

3. All equipment, piping, electrical, instrumentation, etc., shall be:

a) In compliance with project and/or purchase order specifications.

b) Properly supported for service conditions except where such supports are specifically eliminated by written instructions for required flexibility, interferences, or other valid design considerations, in which case, supports shall be off skid.

c) Installed so that removal for maintenance or replacement does not require cutting of skid main

structural members.

4. Overall skid dimensions and weight shall be maintained within the requirements for transportation

and installation, taking into account the following:

a) Dimensions and weight of protective covers.

b) Temporary or permanent lifting devices incorporated into the unit.

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5.4 Skid Unit Connections

Skid unit connection shall be:

1. Held to standard tolerances, or required tolerances, as shown on approved drawings (in both plan

and elevation).

2. Normally at skid edge limits or appropriate junction boxes so that CONTRACTOR will not run piping,

conduit, etc., through the assembly.

5.5 Access to Equipment, Piping, etc., Mounted on Skid

1. Access to equipment, piping, instrumentation, etc., mounted on the skid shall be in accordance with equipment layout and maintenance requirements as appropriate. Access for compressors, pumps, local instruments, pipework and valves, pig launchers and receivers shall be as per the equipment layout and maintenance requirements as appropriate.

2. All equipment, piping, electrical, instrumentation, etc., shall be installed in a manner that removal for

maintenance or replacement does not require cutting of the skid main structural members.

5.6 Skid Structural Construction

1. The design of structural steel for skid mounted assemblies shall be in accordance with AISC Allowable Stress Design 9th Edition [23]. The stresses in the skid structure (including those imposed by the lifting slings during loading and unloading) shall not exceed allowable stresses as per AISC Allowable Stress Design 9th Edition [23]. Design loads shall be according to requirements as described in Section 6 and shall include the weight of any fluids or solids in equipment and piping during shipment. The spacing of transverse beams shall not exceed “Lu” of the primary beams, where “Lu” is as defined in the AISC specification.

2. Skids shall be designed to ensure that excessive dynamic deflections do not occur. Units with rotating machinery shall be designed according to Machinery Manufacturer’s acceptable design parameters.

3. Skids shall be all welded construction and have serrated floor grating covering the entire top surface

with cut-outs for supports or equipment unless otherwise specified.

5.6.1 Bracing

1. The primary members shall be designed and adequately cross-braced to prevent flexing or distortion of skid equipment, piping, conduit, tubing, etc. during lifting, transporting, and installation. Equipment mounted on the skid shall not be considered as bracing.

2. Tie-down points shall be provided for transporting the skid. Tie-down points and bracing to equipment for transportation shall be designed to withstand forces as defined in this Project Specification.

5.6.2 Materials

Structural materials shall conform to the below, as per Table 8.1 of Structural Material Specification [8].

1. Structural load bearing members of skid frame and trussing shall confirm to Steel Category “TC”

[HOLD].

2. All outfitting steel like grating, ladders, handrail etc. shall confirm to Steel Category “TF” [HOLD].

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In the absence of above specified material, the following are the minimal requirements to the latest standards noted:

1. Structural shapes, plate, grating: ASTM A 36/A 36M

a) Plate shall be 8 mm (5/16 inch) chequered unless noted otherwise.

b) Grating shall be serrated unless noted otherwise.

2. Tubulars

a) ASTM A53/A 53M Grade B, API SPEC 5L Grade B

b) ASTM A 139 Grade B, API SPEC 5L X42

c) ASTM A135 Grade B

d) ASTM 134 (from ASTM A 283/A 283M)

Where steel material requires through thickness properties, the steel properties shall conform to toughness class requirements as specified in Structural Material Specification [8].

Impact test requirements shall be specified in the data sheet and the materials shall be purchased in accordance to a standard that have provisions for impact testing. Testing temperature and acceptance criteria shall be specified in the data sheet.

5.6.3 Skid Mounting Arrangement

The VENDOR/SUPPLIER shall define the skid mounting (skid support onto deck/module) arrangement to optimize skid design and compliance with HFE Workplace Design Specifications [16]. Skid mounting arrangement shall be determined in conjunction and agreed with CONTRACTOR and shall be bolted where possible. The load distribution on the skids shall be accurately represented to ensure that the stresses and deflections are evaluated properly. A high level demarcation or battery limit on the VENDOR scope of supply is presented in the Appendix 1, It shall be reviewed and agreed for each skid separately.

Skids shall be four (4) mounting points unless VENDOR/SUPPLIER considers that a three (3) point mounting is required (typical for Compressors and Generators). Multipoint of skid mounting are not accepted unless skid length is greater than 10m and in any case it should be approved by COMPANY. The package should be able to cater for relative support deflection. The skid mounting arrangement details shall be as per sketches shown in Appendix A.

Principle of skid mounting details are proposed for four different types of common equipment supports:

a) Four (4) point mounting b) Mounting arrangements for compressor and generators.

A minimum four (4) points mounting (temporary) shall be provided during transportation condition. Deck supporting members deflection will be limited to Static deflection criterion of Span / 480 between free span support point. Actual stiffness shall be shared with the VENDOR for compressor/generators. Suitable anti-vibration mounting system shall be provided to absorb the vibrations.

c) Mounting arrangement for vertical vessels d) Mounting arrangement for horizontal vessels and

Any other specific type of equipment supports shall be developed by the VENDOR/SUPPLIER in conjunction with COMPANY approval. The skid mounting shall be located such as to keep sufficient free space for welding, painting repairs and other maintenance work. Mounting points are preferable to be located at the corners of the skids.

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VENDOR shall design the Skid anchor bolt sizing and material selection according to project specification requirements. CONTRACTOR will re-verify the bolt calculations received from vendor and design the anchoring support structure.

Supply of skid anchoring bolts is not in VENDOR scope, they will be purchased and installed by CONTRACTOR.

5.6.4 Equipment Supports

Support for equipment, instrument, electrical, piping, and other items may be welded to the skid. However, all equipment and other serviceable items requiring alignment or periodic removal for maintenance or repair shall be attached to skids by bolting.

For structures supporting vibrating equipment, ratios of disturbing frequencies to natural frequency of supporting members shall in no case fall between 0.7 and 1.4 until further available information.

5.6.4.1 Nuts, Screws, Bolts, and Shims

1. Locknuts, double-nutting, or other acceptable hold-down and bracing services, shall be

used in vibrating services.

2. Jackscrews shall be installed as required to assist in the vertical and horizontal alignment

of mechanical equipment.

3. Jackscrews shall be ASTM A 197/A 197M, Grade B7. Nuts shall be ASTM A 194/A 194M,

Grade 2H. Coating requirements shall be the same as for stud bolts.

4. Shim material for aligning machinery shall be 18-8 stainless steel as per ‘General

Specification for Packaged Equipment’ [19].

5. Structural metal thickness at bolting points shall be 10 mm (3/8 inch) minimum thickness.

See also Section 5.7 for connection considerations.

5.6.4.2 Machining, Drilling and Elevation Requirements

1. Mechanical equipment supports shall not be drilled for equipment to be mounted by others.

2. Mechanical equipment support surfaces shall be machined to accept mating machined equipment feet. Subject to COMPANY approval, small units may be exempted from baseplate machining.

3. Mechanical components shall be elevated above the support surface by a 12.7 mm (1/2 inch) minimum thickness of chocks and shims, to permit field alignment after skid is welded to platform.

5.6.4.3 Welding Requirements

1. Floor grating and plates shall not be used as a mounting surface for equipment or supports,

and shall be removable unless specified otherwise.

a) Non-corrosive removable clips shall hold down removable floor grating and plates for

floors, walkways, and platforms.

b) Fixed grating (when specified) shall be tack-welded in place.

c) Fixed plates (when specified) shall be continuously welded in place.

2. Welding of structural members shall be continuous to prevent corrosion crevices. Skip

welding is prohibited.

3. Minimum weld thickness for corrosion protection shall be 4.8 mm (3/16 inch).

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5.6.5 Pad-Type Lifting Lugs

1. Pad-type lifting lugs for attachment of a single-point pickup type lifting sling shall be provided to facilitate loading and unloading. Spreader bar or frame shall be supplied by VENDOR/SUPPLIER, when specified in Purchase Order.

2. Lifting lug design shall take into account the possible lack of sling fit, impact loading, and off-centre

loading.

3. The following factors shall be taken into account in determining the design load unless defined

otherwise in the Job Specifications:

Sling Factor = 1.4 (based on 70-30 percent load distribution across diagonals)

Dynamic Factor = 1.5

4. The static load (un-factored) shall be calculated taking into account the distribution of the equipment

loads and assuming a minimum sling angle of 60 degrees measured from the horizontal.

5. In addition to the vertical and horizontal forces defined above, the lug shall be designed for 10 percent of the design load applied perpendicular to the lug through the centre of the shackle pin.

6. Pad eyes shall be drilled to provide a uniform bearing surface for shackles.

7. The safe working load (SWL) for slings, shackles, and other lifting tackle shall not be less than the

design load for lifting lugs as defined above.

8. For equipment skids exceeding 10 MT of lift weight, lifting lugs/pad-eyes shall be attached to the

skid structure by CJP weld and inspected by 100% MPI and UT.

9. The lifting lugs or padeyes shall be oriented to match with the direction of sling, as much as possible,

to minimize out of plane bending of the lug/padeye.

5.6.6 Other Considerations

1. Jacking strong points shall be provided for horizontal and vertical jacking, as required.

2. Any skid base wider than 2.1 m (7 ft) shall incorporate at least three equally spaced longitudinal

base members. Spacing of any longitudinal members shall not exceed 1.8 m (6 ft).

3. Instrument and electrical boxes shall not be mounted to the skid, but shall be on supports attached

to the skid.

4. A suitable lug or terminal shall be bounded to the frame of the skid at diagonally opposite corners for connection to the earthing grid upon installation as per ‘General Specification for Packaged Equipment’ [19].

5. Manufacturer shall provide lifting plan for the skid assembly, including weight and centre of gravity

information.

6. Special lifting tools and or harnesses shall be provided as part of the package unless declined by

COMPANY’s representative.

7. Skid mounted equipment, piping, electrical, and instrumentation shall be provided in accordance with the requirements of the complete job specifications, including all referenced Project Specifications, Data Sheets, and industry standards.

8. Skids shall be self-supporting (i.e., the skid can safely support all equipment and accessories satisfactorily during all lifting, during installation, and during all operational modes without need for external bracing).

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5.6.7 Skids

1. Skids shall conform to COMPANY and local environmental protection requirements.

2. Skids shall be painted according to Painting Specification [15] or as specified in the Purchase Order

specifications.

3. The skid shall be properly shimmed or grouted on the deck or in the module to provide a satisfactory support to the equipment as assumed in the design of the skid. All steel shims are to be mastic sealed to prevent corrosion.

5.7 Connection Considerations

5.7.1 General

1. Bolts and nuts shall conform to Structural Material Specification [8].

2. Special materials, coating protection, or increased material thickness shall be used where structural

elements are subject to severe corrosion or wear.

3. All structural elements shall be painted in accordance with Painting Specification [15].

4. Where required hot-dip galvanising on steel products, including fasteners, shall be according to

Structural Steelwork Hot Dip Galvanizing [9].

5. All field connections to be coated. Galvanized structural steel shall be bolted.

6. Where connecting dissimilar metals will cause galvanic corrosion, a suitable insulation material shall

be provided between the metals.

7. Only galvanized fasteners shall be used to connect galvanized structural members.

8. Galvanized fasteners or coated fasteners shall be used to connect coated structural members.

5.7.2 Welding

All structural welding shall be in accordance with AWS D1.1/D1.1M [72]. Alternatively, ISO 15614-1 [80] may be used. Prequalified welding procedures (given in AWS D1.1) are not acceptable.

For welding procedures not requiring impact tests, the EN materials may be considered equivalent with AWS D1.1 listed materials of the same SMYS group and of the same kind (pipe, plate, profile, bars).

Preheating shall follow EN 1011 [81] recommendations. Welding consumables shall be 3.1 certificate. Only low H electrodes and fluxes (H4, H5, H8, H10) shall be used. Approved Welding process are : GTAW, SMAW, GMAW, FCAW, SAW.

5.7.3 Bolted Connections

1. The minimum size of bolts for structural connections shall be 19 mm (3/4 inch) diameter unless limited by the size of the connected parts. A minimum of two bolts is required per connection.

2. Bolts shall be designed on the basis that the threads will be included in the shear plane.

3. Structural metal thickness at bolting points shall be 10 mm (3/8 inch) minimum thickness.

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6 DESIGN LOADS FOR STRUCTURAL SKID

6.1 General

The following basic loads that shall be considered in the structural design include:

1. Dead loads

2. Live loads

3. Operating loads, including fluid, impact, piping restraint, surge vibration, thermal, and vibration

loads.

4. Maintenance loads, including bundle pull loads.

5. Environmental loads, including earthquake, rain, and wind loads.

6. Construction loads, including erection forces and transportation loads.

Basic loads shall be as defined in ASCE 7 [36] except as clarified and supplemented as follows:

1. Live loads include the following loads:

a) Personnel, portable machinery, tools, and equipment.

b) Material to be temporarily stored during maintenance and construction, such as exchanger parts,

pipe and fittings, and valves.

c) Material normally stored during operation such as tools, maintenance equipment, catalyst, and

chemicals.

2. During operation or hydrotest, fluid loads are the gravity loads resulting from liquids, solids (such as

packing, catalyst, or inerts), or fluidized solid materials in equipment and piping.

3. Piping restraint loads are forces on pipe anchors and guides resulting from thermal expansion,

surge, or internal pressure of the piping.

4. Impact loads are loads that account for the dynamic effects from moving equipment, such as

traveling cranes, elevators, hoists, and vehicular traffic.

5. Bundle pull load is force resulting from the removal of a tube bundle from a heat exchanger.

6. Surge vibration loads are lateral inertial forces caused by the surging action of fluidized solids.

7. Construction loads are temporary loads caused by the erection and construction of structures and

equipment, such as loading from guy rigging, shoring, etc.

8. Transportation loads are inertial forces caused by the movement of structures and equipment from

a fabrication site to the installation site.

Basic loads shall be determined according to the applicable codes and standards listed in Section 3 as modified or supplemented herein.

6.2 Live Loads

Minimum live loads, which shall be used to design structural elements and appurtenances, shall be per ASCE 7 [36] except as modified in Table 6.1.

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Table 6.1: Minimum Live Loads

Component Design

Loaded Area

Minimum Live Load

Floor Plate, Grating and Slabs Walkways and Access Platforms

4.8 kN/m2 (100 psf) (1)

Platforms for Operating Storage or Maintenance Storage Loads

6.0 kN/m2 (125 psf)

Floor Framing and Bracing

Walkways and Access Platforms

2.9 kN/m2 (60 psf) or a Moving Concentrated Load of 4.4 kN (1000 lb) (1)

Platforms for Operating Storage or Maintenance Storage Loads

6.0 kN/m2 (125 psf)

Columns and Brackets

Walkways and Access Platforms

2.9 kN/m2 (60 psf) or a Moving Concentrated Load of 4.4 kN (1000 lb) (1)

Platforms for Operating Storage or Maintenance Storage Loads

6.0 kN/m2 (125 psf)

Roof (Sloped or Flat)

–

1.0 kN/m2 (20 psf) (1)

Note (1): Maybe reduced based on influence area per ASCE 7 [36].

6.3 Wind Loads

Wind loads shall be calculated in accordance with API RP 2A-WSD [24].

1. The wind forces to be used for the design of equipment support and other components shall be based on the 3-second gust speed specified in Greenfield Topsides Structural Design Basis [6]. A 1 year return period shall be used for the operating condition and a 100 years return period for the storm condition.

2. The following wind shapes coefficients, as per API RP 2A-WSD [24], shall be used.

Area

Beams

Sides of buildings

Cylindrical sections

Table 6.2: Wind Shape Coefficient

Shape Coefficient (CS)

1.5

1.5

0.5

3. The total wind force on equipment support structures may be determined as the sum of the forces

on each component in the structure. Components shall include the following:

a) Equipment and supports (without considering shielding)

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b) Piping

c) Structural framing

d) Ladders

e) Stairs

f) Other miscellaneous objects attached to the structure

However, the total force due to wind for an ordinary structure need not exceed that of an enclosed structure that would completely envelope the structure and attachments.

6.4 Earthquake Loads

1. Design for strength level earthquake shall be based on criteria below until further detailed information is available. Acceleration are extracted from respective earthquake analysis reports.

Acceleration for Equipment on Compressor Platforms Topsides

Extreme Level Earthquake (ELE)

: 0.15g (Horizontal)

: 0.25g (Vertical) + gravity load (weight)

Acceleration for Equipment on Living Quarters Topsides:

Extreme Level Earthquake (ELE)

: 0.25g (Horizontal)

Acceleration for Equipment on Helideck Level of Living Quarters Topsides:

Extreme Level Earthquake (ELE)

: 0.35g (Horizontal)

: 0.4g (Vertical) + gravity load (weight)

: 0.55g (Vertical) + gravity load (weight)

2. Load factors applied to earthquake loads shall be consistent with the allowable stress design

method.

3. Earthquake load for tanks designed according to API STD 650 [35] and API STD 620 [34] shall be

per the seismic provisions provided in the Appendices of those standards.

6.5 Process Loads

1. The operating contents of vessels including liquid, catalyst, inert balls, packing, etc., shall be treated as fluid loads per ASCE 7 [36] and shall be based on the maximum level that may occur during operation.

2. Vibration loads shall be based on process design or equipment specifications, or Manufacturer data, whichever is governing. Vibration loads shall be considered as live loads in the selection of load factors or safety factors in the applicable load combinations.

3. Surge vibration loads for support structures and vessels for fluid-solids shall be considered where

applicable.

4. Impact loads for hoist and equipment handling facilities shall be as follows:

a) Impact load shall be considered a variable load, similar to live load in the selection of load

factors, safety factors, and load reduction factors in the applicable load combinations.

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b) Vertical, lateral, and longitudinal impact loads on the supports for moving bridge cranes, trolleys, davits, and monorail cranes shall be per ASCE 7 [36] or AISC ASD 9th Edition [23], as applicable.

c) Impact loads for other moving equipment shall be determined in conjunction with Equipment

Manufacturer.

5. Thermal loads shall be considered for support structures, foundations, and elements thereof based

on the effects of differential temperature, and shall reflect the following:

a) Thermal loads shall be considered as a self-straining force per ASCE 7 [36] in the selection of

load factors or safety factors in the applicable load combinations.

b) Thermal effects shall be based on the difference between ambient or equipment design

temperature and the installed temperature, whichever is more severe.

6. Forces due to sliding friction shall be considered as a self-straining force per ASCE 7 [36] and shall

be based on the following coefficients of static friction:

a) PTFE on PTFE:

b) Steel on Steel :

0.10

0.40

c) The coefficient of static friction for use on proprietary sliding surfaces and coatings shall be per

the Manufacturer’s specification and is subject to COMPANY approval.

7. Pipe anchor and guide loads produced from thermal movement, internal pressure, and surge due to fluid/gas flow (e.g., water hammer or change in flow direction) shall be considered as a self- straining force per ASCE 7 [36] for determining applicable load combinations and allowable stresses or load factors, as appropriate.

8. Forces due to liquid overfill of process vessels shall be considered for support structures, foundations, and elements. Liquid overfill loads shall be treated as abnormal loads in the selection of load factors or safety factors in applicable load combinations.

6.6 Maintenance Loads

1. Bundle pull loads shall be considered for structures and foundations supporting heat exchangers

subjected to bundle pulling during maintenance based on the following:

a) Bundle pull load shall be a longitudinal force equal to 100% of the tube bundle weight, but not

less than 2000 lb (8.9 kN), applied at the centroid of the tube bundle.

b) Bundle pull load shall be considered as a live load.

c) Bundle pull force (shear) shall be assumed to be transmitted by only one (either) shell support.

d) Bundle pull loads need not be more than 2000 lb (8.9 kN) if site uses a bundle extractor and

places a sign on equipment requiring the extractor’s use.

2. Davits (exclusive of manhole davits) shall be designed for the weight (mass) of the heaviest piece of equipment that they may be required to lift, plus the weight of rigging equipment, plus the impact load, but not less than a total load of 1000 lb (4.4 kN). Design shall be based on use of a single sheave pulley block. All davits shall be legibly marked with the SWL.

6.7 Construction and Transportation Loads

Construction and transportation loads shall be determined in conjunction with the CONTRACTOR and Equipment Manufacturer.

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Transportation loads for structures and equipment shall be as follows:

1. Transportation loads for sea-going transport shall be based on the most extreme conditions from a minimum 10 years seasonal storm for the worst part of the route. Roll, pitch, and heave motion response of the barge or ship shall be developed in conjunction with Transportation Contractor. Wind load shall be based on the 10 years return period and take into account the vessel speed.

2. Transportation loads shall be considered as a variable load per ASCE 7 [36] for the selection of load

factors or safety factors in the applicable load combinations.

3. The skids shall be capable of sustaining transverse, longitudinal and vertical forces described in the table below unless other values are specified. Forces consisting of the transverse plus the vertical and the longitudinal plus the vertical shall be applied at the centre of gravity of each item of equipment to account for local affects.

The following tow accelerations with respect to Topsides configurations are to be used.

Tow Acceleration [HOLD] for Equipment on Compressor Platforms Topsides:

Horizontal (roll)

Horizontal (pitch)

: + 0.7g

: + 0.3g

Vertical (heave)

: + 0.5g + gravity load (weight)

Tow Acceleration [HOLD] for Equipment on Living Quarters Topsides:

Horizontal (roll)

Horizontal (pitch)

: + 0.6g

: + 0.3g

Vertical (heave)

: + 0.5g + gravity load (weight)

6.8 Other Loads

1. For railway equipment that operates on tracks (may be required for handling discharge cooler

bundles), loads shall be according to the applicable industry standards.

2. Hydrostatic loads and buoyancy shall be considered when a structure or equipment extends below

water level, either temporarily or long-term, as follows:

a) Structure or equipment shall be considered as empty when evaluating the effect of buoyancy.

b) Water level shall be assumed to be at top of Air Gap.

3. Equipment located in air gap and below shall be designed for operating and extreme wave and current loads along with other dead and operating loads. Equipment shall also be design for splash loads. Refer Structural Design Basis [6] for air gap elevations, wave and current speeds.

4. Hydrotest loads shall be considered for structures and foundations supporting equipment. Design shall account for the effects of at least one piece of equipment and attachments being hydrotested at a time. Hydrotest loads shall be treated as fluid loads per ASCE 7 [36].

6.9 Load Combination, Allowable Stresses and Load Factors

1. Loading conditions and load factors for skid mounted assembly structures, equipment, and foundations shall be according to ASCE 7 [36], qualified local/national codes, and standards plus the load combinations Table 6.3 below.

Table 6.3: Applicable Loads for Loading Condition

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Load Combinations

In-Service

Loads

Construction / Erection

Transportation Hydro Testing

Normal Operating

Storm Seismic

Blast (when applicable)

Abnormal (Upset)

Structure Dead Loads Incl. Insulation (when applicable) Dry Equipment + Bulk Loads Operating Equipment + Bulk Operating Content Loads Hydrotest Fluid Loads

Open Area Live Loads + Storage

Wind, 3 second gust Loads: Operating

Storm

Transport (2)

Blast Over- Pressure Load Installation Loads Temporaries Loads

Loadout / Lift

Maintenance Bundle Pull Force (when applicable) Sea Transportation I nertial Loads (3)

Seismic Loads

Impact Loads (when applicable)

Thermal Loads

Vibration Loads (when applicable) Normal Fluid Surge Loads Abnormal Fluid Surge Loads Liquid Overfill Loads

3

X

X

X

X

X

1

X

X

X

X

X

2

X

X

X

X

X

4

X

X

X

X

X

X

X

X

X

X

5

X

X

X

6

X

X

X (1)

X (1)

X (1)

X

X

X

X

X

X

X

X

7

X

X

X

X

X

X

X

X

8

X

X

X

X

X

X

X

X

X

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Load Combinations

In-Service

Loads

Construction / Erection

Transportation Hydro Testing

Normal Operating

Storm Seismic

Blast (when applicable)

Abnormal (Upset)

Wave, current and slamming loads (when applicable)

1

2

3

4

X

5

X

6

7

8

Notes:

1. Apply a Live Load factor of 0.75 for seismic condition.
2. For sea transport, wind and transport loads shall be based on a 10-years return period and take into account the

vessel speed.

3. Sea transportation inertial loads shall be calculated based on the transportation accelerations loads as per Section

6.7 or as per actual tow motions whichever is greater. The transportation tow combinations to be considered are as follows:





+/- Roll and +/- Heave

+/- Pitch and +/- Heave

 Quartering seas ± Heave

2. Design should be based on the load combination causing the most unfavourable effect. When excluding loads other than dead loads results in a more critical loading condition, such exclusion, shall be considered. Load factors and combinations are subject to COMPANY approval.

3. For modifications or additions to existing structures, reduced load factors or higher allowable

stresses may be used with approval by COMPANY.

4. The structural design criteria and the allowable stress for each of the above cases shall be as per Structural Design Basis [6] and Design of Deck Structures for Offshore Platforms Specification [13].

6.10 Serviceability Limits

Deflection of primary beams shall not exceed 1/360 of the beam span. Deflections of the members supporting rotating equipment shall be designed according to Machinery Manufacturer’s acceptable design parameters.

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7 HANDRAILS, LADDERS, STAIRS AND PLATFORMS

1. Adequate handrails, ladders, and/or stairs, and platforms shall be according project specification (in order of precedence stated in Section 3). Such equipment shall be provided for operating and maintenance access to all instruments, controls, and valves.

2. Platforms shall be equipped with handrails consisting of top rails, intermediate (knee) rails, and kick

plates.

3. Platform decking and stair treads shall be made from bar grating, and all stair treads shall have a

non-skid nosing, unless otherwise specified.

4. Vertical ladders shall have non-corrosive self-closing safety gate across the top opening and shall

include safety cages where required by “Standard Details Ladders” drawing [20].

5. Handrails, ladders, stairs, and platforms shall conform to Open Gird Flooring and Handrailing

Specification [11] and the latest OSHA rules and regulations.

6. VENDOR to design and provide the attachments (cleats) at all interface locations related to ladders, access platforms and pipe supports etc. when the supply of these items is not in VENDOR scope. CONTRACTOR will provide loads/reactions for these interface points.

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8 FABRICATION

Fabrication, welding and inspection of structural steel skids shall be in accordance with the Fabrication of Offshore Steel Structures, Welding & Inspection Specification [10].

8.1 Construction Surface

Skid fabrication shall be performed on a flat and level surface.

8.2 Welding

8.2.1 Procedures and Personnel

All welding shall be performed with procedures and operators which have been qualified in accordance with Sections 2 and 5 of AWS D1.1/D1.1M [72]. The VENDOR/SUPPLIER shall maintain and supply all welder certification documentation.

8.2.2 Procedure Approval

All welding procedures shall be submitted to the CONTRACTOR prior to commencement of fabrication.

8.2.3 Distortion

Sequence welding shall be used to minimize distortion. Attention shall be given to weld starts and stops to insure smooth transitions and complete fusion.

8.2.4 Stiffener Plates

Stiffener plate edges and bevels shall be ground smooth prior to installation. Stiffener plate to flange and web connections shall be continuous fillet welds each side unless full penetration welds are required by design.

8.2.5 Seal Welds

All connections cover plates and attachments shall be completely seal welded with a minimum 3 mm (1/8 inch) continuous fillet.

8.2.6 Temporary Welds

Temporary welds (for temporary handling attachments, lugs, etc.) shall be minimized. When temporary welding is deemed necessary, the welding shall be performed with the same care, materials, electrodes, minimum preheat, and procedures as permanent weld installations. Temporary welds shall subsequently be removed with oxyacetylene torch by severing the attachment above the surface of the structural member and grinding the remainder of the weld deposit flush with the member. Temporary welding shall not be removed by air-arc gouging.

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8.3 Bolted Connection

8.3.1 Supply

All field-installed bolts, nuts, and washers, shall be purchased and supplied by CONTRACTOR. The VENDOR shall provide MTO with five (5) percent extra.

8.3.2 Installation

ASTM A325N high strength bolts shall be installed by the AISC “turn-of-the-nut” method.

8.4 Corners and Edges

Sharp corners and edges of beams and supports shall be rounded and ground smooth to eliminate hazards to personnel and to facilitate skidding over deck plates, where appropriate.

All flame cut or sheared plates (rolled structural shapes excluded) which do not have rounded edges shall have their exposed edges broken with a power disc to facilitate paint application and durability. Edges shall be approved by the CONTRACTOR (authorized inspector) prior to painting.

8.5 Corrosion Areas

During fabrication, care shall be taken to avoid areas where it is difficult or impossible to apply corrosion protection. If necessary, inaccessible areas shall be boxed in and seal welded with a minimum 5 mm (3/16 inch) fillet weld. Where applicable, horizontal webs, except for channels which are toed down, shall have weep holes to prevent trapping of liquids.

8.6 Tolerances

The following tolerances shall apply to fabrication of equipment skids.

8.6.1 Overall Dimension

The overall length and width of the package shall not vary more than 6 mm (1/4 inch) from design values. A diagonal measurement across the corners shall not vary more than 10 mm (3/8 inch) from design dimensions.

8.6.2 Plate and Grating Elevations

The difference in elevations at the seams of deck plate or grating shall not exceed 2 mm (1/16 inch). Plate and grating shall be flat and without visible warping.

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9

INSPECTION AND TESTING

When not otherwise specified by the job or Purchase Order specification, the requirements listed below for VENDOR-supplied inspection and testing shall apply. All testing and inspection shall be properly documented for review and validation. Unless otherwise waived, COMPANY shall witness all full- function operational testing. In addition, COMPANY may choose to witness or conduct independent inspection and testing activities.

Notice of equipment readiness for inspection and/or testing shall be given at least 14 working days prior to the start of any of the following phases of fabrication to enable COMPANY coordination of inspection and witnessing:

1. Fabricating piping phase:

a) Notice is required when fabrication begins.

b) Notice is required when 50 percent of welding is complete.

c) Notice is required when welding is complete, but before assembly. Exception—when assembly of unit will allow convenient and good quality 100 percent radiography weld inspection, both internally and externally.

2. Assembly phase—Notice is required when assembly is complete.

3. Hydrostatic testing phase—Notice is required when ready for hydrostatic testing.

4. Pre-Commissioning / System Testing Phase—Notice is required when ready for commissioning and

system testing.

5. Preparation for shipment phase—Notice is required when partially dismantled and properly

prepared for shipment.

For Instrumentation/Electrical/Piping Inspection and Testing requirements, Pre-Commissioning/System Testing, Factory Acceptance Test (FAT) shall refer to respective discipline’s specification requirements and Purchase Order specifications for skid mounted assemblies.

9.1 Structural Inspection

1. Check member compliance with specifications and drawings.

2. Welded quality—Examine butt welded joints in main beams by magnetic particle or other approved NDT methods at the discretion of the Inspector to comply with the Fabrication of Offshore Steel Structures, Welding & Inspection Specification [10].

3. Check that compartment drains are adequate.

4. Check that piping and equipment supports are complete and ready for shipment.

5. Check lifting lugs, slings, and clamps. Lifting lug welds and spreader bar welds shall have 100 percent NDT of an approved type. All lifting devices shall have valid test certificates available for inspection.

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9.2 Painting

1. Verify that paint is according to Painting Specification [15] or as specified in the purchase order

specifications (whichever is specified).

2. Check general appearance.

3. Verify that paint has been removed (if necessary) from all items that are not supposed to be painted,

including the following:

a) All control valve stems and other machined surfaces

b) Instrument glass

c) Name plates

d) Flange faces

9.3

Insulation

1. Check proper material and thickness, if necessary.

2. Check banding, caulking and general workmanship, if necessary.

9.4 General

1. The interior surfaces of all components shall be thoroughly cleaned. The following shall be removed:

a) Slag from welding and cutting

b) Weld flux

c) Steel

d) Dust

e) Water

f) Other debris

2. After cleaning, all openings shall be immediately covered to prevent foreign matter and debris from

re-entering the components.

3. Check general appearance, workmanship, and operability (such as correct height of push-button

stations).

4. Check safety hazards such as conduit run above grating (tripping), burrs on structural steel, or

handrails.

9.5 Certifications

The following items shall be verified and certified in writing:

1. Vessel code certification forms

2. All hydrotest charts

3. All material certifications

4. All welder qualifications

5. All welding NDT

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6. All electrical code certifications

7. All instrumentation test results

8. All electrical test results

9. Structural design certification, if required

10. Lifting devices certification and test lift certification, if required

11. Cleanness of interior surfaces of all components

9.6 Partially Dismantled and Properly Prepared Export Shipment

1. Check Bill of Material or packing list against all back-ordered and/or boxed items.

2. Verify proper removal, packaging, and safe storage of dismantled components.

3. Check for proper material preservation.

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10 PREPARATION FOR SHIPMENT

1. The following shall be securely anchored to the skid to prevent damage during shipment:

a) Equipment

b) Piping

c) Electrical

d) Instrumentation

e) Other components

Shipping supports, tie-downs, and temporary welding shall be marked and noted for removal.

2. Instruments to be removed (as required by other relevant specifications) shall be tagged and crated

in waterproof boxes constructed from 5 cm (2 inch) lumber.

a) Instruments shall be packed with sufficient desiccant for protection in transit and during storage

at job site.

b) Boxes shall be securely attached to the skid for shipment.

3. Any equipment extending beyond the skid edge shall be removed, tagged, and crated in waterproof boxes constructed from 5 cm (2 inch) lumber. Boxes shall be securely attached to the skid for shipment.

10.1 Protection of Openings

1. All openings, flange faces, threaded connections, valve stems, and other component parts subject to mechanical damage or corrosion shall be adequately protected in accordance with manufacturer standards. Such protection shall consist of, but not be limited to:

a) Bolted wood or plastic flange covers

b) Sealing with waterproof tape

c) Enclosing with temporary metal housings

d) Coating all machined (includes flange sealing surfaces) and threaded surfaces with a rust

preventative

e) Protective covers on lubrication fittings

2. This protection shall be applied to all components—those removed and boxed, and those remaining

in place on the skid assembly.

10.2 Skid Preparation

1. All piping and handrails removed for shipment shall be properly tagged and secured to the skid from

which it was removed.

2. A lifting sling assembly (including spreader bar for a minimum four-point pickup, if required) shall be

furnished with each skid.

3. The completed skid (after being prepared for shipment) shall be test-lifted to ensure a balanced and level lift and structural integrity. Deflection of skid shall be measured to ensure that there is no damage to equipment.

4. The skid shall be securely fastened to the barge ship, or other means of transport, at the designated

tie down points.

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11 DOCUMENTATION

11.1 Drawings

The VENDOR/SUPPLIER shall provide a general arrangement drawing showing full details of the skid construction. As a minimum, the drawings shall indicate:

1. Datum Point (both plan and elevation)

2. Centerline dimensions

3. Dimensioned locations (both plan and elevation) of all skid mounting points

4. Weight and center of gravity (COG) of the skid (weight value and unit)

5. Design loadings and support reactions

6. Size and location of all longitudinal and cross members

7. As-built relative level of mounting points

8. Padeye locations

9. Full details of drain pipes or any other special items

10. Drip pans and collection systems as per requirement by others

P1

P4

11.2 Calculation Notes

The VENDOR/SUPPLIER shall provide calculation notes for all the required analyses. Calculations notes shall indicate as a minimum the following:

1. Justification of member sizes for all load combinations

2. Checking of all critical structural details (padeyes, etc.)

3. Output of reaction loads at the location of supports for every basic load case and load

P4

combinations (dry, operating, wind, hydrotest, service, test, etc.)

4. Verification of process or equipment vibrations as specified in 4.7.4.

11.3 Equipment Data Tabulation

The VENDOR/SUPPLIER shall provide equipment loading data in advance as per the attached Table 1 and Table 2 (Refer to Section 12.2). The reaction/moments due to wind load shall be provided separately.

Any change to equipment loads, etc. shall be re-submitted as early as possible and informed to COMPANY. In addition, for the compressor and generator skid, an estimation of the dead weight reactions is required one month after ordering.

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12 APPENDICES

Appendix 1 SKID ASSEMBLIES AND EQUIPMENT MOUNTING ARRANGEMENTS Appendix 2 EQUIPMENT DATA TABULATION FORMAT

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12.1 Appendix 1

SKID ASSEMBLIES AND EQUIPMENT MOUNTING ARRANGEMENTS

Details presented in this Appendix are indicative, and the mounting arrangement details shall be as per “Standard Details Typical Equipment Support Details” drawing [21]

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12.2 Appendix 2

EQUIPMENT DATA TABULATION FORMAT

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Project: Q-21699 - Saipem COMP2 Folder: Structure