ABU DHABI NATIONAL OIL COMPANY (ADNOC) GHASHA CONCESSION PROJECTS

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

COMPANY PROJECT No: 4700021770

CONTRACTOR PROJECT No: 67-00106

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

COMPANY DOC No: 1-CF0000-07-BOD-1000-00

Rev. 00

ABU DHABI NATIONAL OIL COMPANY (ADNOC) GHASHA CONCESSION PROJECTS

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

BASIS OF STRUCTURAL DESIGN

(OFFSHORE ISLANDS)

Contractor Document Number: CF0000-1011000

00

21/03/2025

IFU

Issued for Use

A. Di Giovenale

N. M. Sathishkumar

A. Dellasanta C. Copelli

B4

20/02/2025

IFA

B3

03/11/2023

IFA

Issued for COMPANY Approval

Issued for COMPANY Approval

A. Di Giovenale

N. M. Sathishkumar

A. Dellasanta

C. Copelli

A. Di Giovenale

N. M. Sathishkumar

A. Dellasanta

C. Copelli

Rev

Date (DD/MM/YYYY)

Status

Status Description

PREPARED

CHECKED

APPROVED 1

APPROVED 2

This Document is intended for use by ADNOC and its nominated Consultants, Contractors, Manufacturers and Suppliers.

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ABU DHABI NATIONAL OIL COMPANY (ADNOC) GHASHA CONCESSION PROJECTS

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

COMPANY PROJECT No: 4700021770

CONTRACTOR PROJECT No: 67-00106

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

COMPANY DOC No: 1-CF0000-07-BOD-1000-00

Rev. 00

This document is rolled over from PCSA document no. 1-CF0000-07-BOD-1000-00 Rev. B2

SUMMARY OF DOCUMENT REVISIONS

Rev

B2

B1

A1

Date (DD/MM/YYYY)

03/05/2023

28/02/2023

24/01/2023

Status

Status Description

IFA

IFA

IFR

Issued for COMPANY Approval

Issued for COMPANY Approval

Issued for COMPANY Review

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ABU DHABI NATIONAL OIL COMPANY (ADNOC) GHASHA CONCESSION PROJECTS

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

COMPANY PROJECT No: 4700021770

CONTRACTOR PROJECT No: 67-00106

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

COMPANY DOC No: 1-CF0000-07-BOD-1000-00

Rev. 00

HOLD

Section

Description

HOLD LIST

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HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

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PROJECT OVERVIEW … 7

TABLE OF CONTENTS

1.1

EPC for HAIL & GHASHA Development Project … 7

PURPOSE … 8

DEFINITIONS AND ABBREVIATIONS … 9

3.1

3.2

DEFINITIONS … 9

ABBREVIATIONS … 9

REFERENCE DOCUMENTS …10

ORDER OF PRECEDENCE…14

GENERAL DATA …14

6.1

6.2

6.3

Site Grading / HPP / GWL Elevation …14

Geotechnical Data …15

Risk Category …16

6.4 Wind Data …16

6.5

Seismic Data …18

BASIC LOADS …19

LOAD COMBINATIONS …20

STRUCTURAL DESIGN …20

9.1

9.2

9.3

Calculations …20

Reinforced Concrete …21

Structural Steel …22

STEEL STRUCTURES …25

10.1 Steel Structure Design Philosophy …26

FOUNDATIONS …27

11.1 General…27

11.2 Static Equipment Foundation …28

11.3 Machine Foundation …29

11.4 Stability Checks …30

11.5 Anchor Bolts and Grouting …32

11.6 Shear Keys …33

11.7 Foundation Design Philosophy …33

PROCESS BUILDING DESIGN …43

12.1 General…43

12.2 Blast Resistant Philosophy …43

12.3 Blast Pressure and Durations …43

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12.4 Blast analysis for process buildings …44

12.5 Deformation Limits …44

12.6 Method of Analysis and Design …44

12.7 Materials of Construction …45

12.8 Building HVAC Design …45

12.9 Building Fire Protection …45

NON-PROCESS BUILDINGS …45

SOFTWARE FOR CIVIL / STRUCTURAL WORKS …46

APPENDICES …46

APPENDIX A – PRIMARY LOAD CASES & LOAD COMBINATION PHILOSOPHY FOR IN-

PLACE ANALYSIS (STEEL & CONCRETE) …48

APPENDIX A.1.1 – STRENGTH LOAD COMBINATIONS (STEEL & CONCRETE) PIPE RACK

& TECH STRUCTURES …49

APPENDIX A.1.2 – STRENGTH LOAD COMBINATIONS (STEEL & CONCRETE) SHELTER &

BUILDINGS …50

APPENDIX A.2.1 – SERVICEABILITY LOAD COMBINATIONS (STEEL & CONCRETE) PIPE RACK & TECH STRUCTURES …51

APPENDIX A.2.2 – SERVICEABILITY LOAD COMBINATIONS (STEEL & CONCRETE)

SHELTER & BUILDINGS …52

APPENDIX A.3.1.1 – STRENGTH LOAD COMBINATIONS FOR FOUNDATION OF PIPE

RACK & TECH STRUCTURES (WITHOUT SOIL, FOS 1.2) …53

APPENDIX A.3.1.2 – STRENGTH LOAD COMBINATIONS FOR FOUNDATION OF SHELTER

& BUILDINGS (WITHOUT SOIL, FOS 1.2) …54

APPENDIX A.3.2.1 – SERVICEABILITY LOAD COMBINATIONS FOR FOUNDATION OF PIPE

RACK & TECH STRUCTURES (WITHOUT SOIL, FOS-1.2) …55

APPENDIX A.3.2.2 – SERVICEABILITY LOAD COMBINATIONS FOR FOUNDATION OF

SHELTER & BUILDINGS (WITHOUT SOIL, FOS-1.2) …56

APPENDIX A.4.1 – SERVICEABILITY LOAD COMBINATIONS FOR FOUNDATION OF PIPE RACK & TECH STRUCTURES (WITH SOIL- CASE-1, OPERATING CASES, OPERATING + WIND CASES, FOS - 1.5) …57

APPENDIX A.4.2 – SERVICEABILITY LOAD COMBINATIONS FOR FOUNDATION OF

SHELTER & BUILDINGS (WITH SOIL- CASE-1, OPERATING CASES, OPERATING + WIND CASES, FOS - 1.5) …58

APPENDIX A.5.1 – SERVICEABILITY LOAD COMBINATIONS FOR FOUNDATION OF PIPE RACK & TECH STRUCTURES (WITH SOIL-CASE-2, OPERATING + SEISMIC CASES, FOS - 1.2) …59

APPENDIX A.5.2 – SERVICEABILITY LOAD COMBINATIONS FOR FOUNDATION OF

SHELTER & BUILDINGS (WITH SOIL-CASE-2, OPERATING + SEISMIC CASES, FOS

• 1.2) …60

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APPENDIX A.6.1 – SERVICEABILITY LOAD COMBINATIONS FOR FOUNDATION OF PIPE RACK & TECH STRUCTURES (WITH SOIL-CASE-3, 0.6 DL + WIND/SEISMIC CASES, FOS - 1.0) …61

APPENDIX A.6.2 – SERVICEABILITY LOAD COMBINATIONS FOR FOUNDATION OF

SHELTER & BUILDINGS (WITH SOIL-CASE-3, 0.6 DL + WIND/SEISMIC CASES, FOS

• 1.0) …62

APPENDIX A.7 – PRIMARY LOAD CASES & LOAD COMBINATION PHILOSOPHY FOR

EQUIPMENT FOUNDATION …63

APPENDIX A.7.1 – SERVICEABILITY LOAD COMBINATIONS FOR DESIGN OF VERTICAL VESSEL FOUNDATION (WITHOUT SOIL) …64

APPENDIX A.7.2 – STRENGTH LOAD COMBINATIONS FOR DESIGN OF VERTICAL

VESSEL FOUNDATION (WITHOUT SOIL) …65

APPENDIX A.7.3 – SERVICEABILITY LOAD COMBINATIONS FOR DESIGN OF VERTICAL VESSEL FOUNDATION (WITH SOIL-1, FOS-1.5) …66

APPENDIX A.7.4 – SERVICEABILITY LOAD COMBINATIONS FOR DESIGN OF VERTICAL VESSEL FOUNDATION (WITH SOIL-2, FOS-1.2) …67

APPENDIX A.7.5 – SERVICEABILITY LOAD COMBINATIONS FOR DESIGN OF VERTICAL VESSEL FOUNDATION (WITH SOIL-3, FOS-1.0) …68

APPENDIX A.7.6 – STRENGTH LOAD COMBINATIONS FOR DESIGN OF VERTICAL

VESSEL FOUNDATION (WITH SOIL) …69

APPENDIX A.8.1 – SERVICEABILITY LOAD COMBINATIONS FOR DESIGN OF

HORIZONTAL VESSEL FOUNDATION (WITHOUT SOIL) …70

APPENDIX A.8.2 – STRENGTH LOAD COMBINATIONS FOR DESIGN OF HORIZONTAL

VESSEL FOUNDATION (WITHOUT SOIL) …71

APPENDIX A.8.3 – SERVICEABILITY LOAD COMBINATIONS FOR DESIGN OF

HORIZONTAL VESSEL FOUNDATION (WITH SOIL-1, FOS-1.5) …72

APPENDIX A.8.4 – SERVICEABILITY LOAD COMBINATIONS FOR DESIGN OF

HORIZONTAL VESSEL FOUNDATION (WITH SOIL-2, FOS-1.2) …73

APPENDIX A.8.5 – SERVICEABILITY LOAD COMBINATIONS FOR DESIGN OF

HORIZONTAL VESSEL FOUNDATION (WITH SOIL-3, FOS-1.0) …74

APPENDIX A.8.6 – STRENGTH LOAD COMBINATIONS FOR DESIGN OF HORIZONTAL

VESSEL FOUNDATION (WITH SOIL) …75

CHECKLIST …76

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PROJECT OVERVIEW

1.1

EPC for HAIL & GHASHA Development Project

The Hail & Ghasha Development (HGD) Project is of strategic importance to the Emirate of Abu Dhabi. The Project will develop the untapped oil and gas reserves from the highly sour Hail and Ghasha fields. Production is targeted to start by Q4 2027 with sustainable production of 1 BSCFD of raw gas, and max production of 82.5 MSBPD of Oil, 76.3 MSBPD of Condensate, 9000 TPD of Sulphur and 5030 TPD of NGL. In addition, Project will capture 1.52 million tonnes of CO2 per year taking ADNOC’s committed investment for carbon capture capacity.

The Hail and Ghasha fields are situated offshore ABU DHABI about 140 kms away from ABU DHABI mainland in water depths varying from 0 to 15 meters.

The HGD Project comprises the following:

 Artificial Islands Construction;  Offshore package – EPC 01: Offshore Drilling Centers

(DCs), subsea Pipelines,Umbilicals, power cable connections, seawater Intake structure, bridges, risers, flare structure, facilities at Ghasha Offshore Processing (“GOP”);

 Onshore package – EPC 02: Manayif Processing Plant, Manayif Utilities, Offsite

Pipelines & Tie-ins, Main Control and Other Buildings.

The HGD Project will be executed in a single phase approach. It will start production from three Drill Centers (Reeah, Jzool & Seebah) in Ghasha Field to GOP and from Gaff Island in Hail field to OPP. Remaining Drill Centres, gas injection, and other associated facilities will be developed in ‘future’ to sustain production from Hail & Ghasha fields.

Figure 1 - Hail & Ghasha Fields

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PURPOSE

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

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The purpose of this basis of structural design document is to define Loads, Combinations, Minimum Design Criteria Materials, Codes, Standards and Specifications to be used for Offshore Island Civil and Structural design works for Offshore Islands of Hail and Ghasha Gas Development Project.

This document shall be read in conjunction with 1-CF0000-07-SPE-1004 and all other Specifications and Standards referenced in this and other project documents including Technical Query and Technical Deviations as applicable.

This document shall be referred for performing in-place structural analysis and design of the following structures of the project.

 PAR (Pre-Assembled Racks)

 PAS (Pre-Assembled Structures)

 PAU (Pre-Assembled Units)

 VAM (Vendor Assembled Modules)

 PAB (Pre-Assembled Buildings) for Process Buildings (Substations (SS), Instrument

Equipment Shelters (IES) and Operator Shelters (OS))

 Non-Process Buildings

 Shelters (Compressors Shelters and shade of any other equipment)

 Equipment Foundation (Vertical Vessels, Horizontal Vessels, Exchangers, etc.,)

 Compressor Foundation

 Pump Foundation

 Tank Foundation

 Package Foundation

 Flare Structure in Island

 Bridge Supports and foundations

 Basins, Sumps, Pits, etc.,

 Sea Water Outfall Structures & foundations

 Miscellaneous Structures and foundations

 Helipads in GOP and 120m Telecom tower in GOP

 Deep pits and Trenches

The pre-service analysis of PAR, PAU, PAB, PAS shall be referred to 1-CF0000-07-BOD- 1001-00 - Design Criteria for Loadout, Transportation and Lifting of Offshore Islands Modules.

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DEFINITIONS AND ABBREVIATIONS

3.1

DEFINITIONS

COMPANY

Abu Dhabi National Oil Company (ADNOC)

CONTRACTOR

Unincorporated Joint Venture NPCC -SAIPEM

PROJECT

Hail and Ghasha Development Project

3.2

ABBREVIATIONS

ACD

ADNOC

AGES

ASCE

ASTM

AY

BEP

BOD

CF

COG

DC1

DC2

DC3

DC4

DC5

DC6

DAF

EPC

FEED

FERA

FGL

Admiralty Chart Datum

Abu Dhabi National Oil Company

ADNOC Group Engineering Standards and Specifications

American Society of Civil Engineers

American Society for Testing and Materials

Accidentally Oily Sewer System

Basic Engineering Package

Basis of Design

Contingency Factor

Centre of Gravity

Ghasha Drill Centre 1 (Reeah Island)

Ghasha Drill Centre 2 (Duroob Island)

Ghasha Drill Centre 3 (Seemeh Island)

Ghasha Drill Centre 4 (Jzool Island)

Ghasha Drill Centre 5 (Ghanem Island)

Ghasha Drill Centre 6 (Seebeh Island)

Dynamic Amplification Factor

Engineering, Procurement and Construction

Front End Engineering Design

Fire & Explosion Risk Assessment

Finished Grade or Ground Level

FFI or FFB

First Flush Interceptor or Basin

GOP

GWL

H&G

HGD

HLS

HSE

Ghasha Offshore Processing

Ground Water Levels

Hail and Ghasha

Hail and Ghasha Development

Hail Shalhah Island Drill Centre

Hail Mudaifena Island Drill Centre

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HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

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HME

HPFS

HPP

HSE

HVAC

LC

LCG

MTO

NADD

NPB

OPP

PAB

PAR

PAU

PAS

Hail Gaff Island Drill Centre

High Point of Finished Surface

High Point of Paving

Health, Safety and Environment

Heating, Ventilating and Air Conditioning

Load Combinations

Longitudinal Centre of Gravity

Material Take-Off

New Abu Dhabi Datum

Non Process Buildings

Onshore Processing Plant at Ruwais

Pre-Assembled Buildings

Pre-Assembled (pipe) Rack

Pre-Assembled Unit

Pre-Assembled Structure

QA & QC

Quality Assurance and Quality Control

QRA

RGL

SKL

SPMT

TCG

TOG

UAE

VAM

VCG

WCR

Quantitative Risk Assessment

Rough Grade Level

Skew Load Factor

Self-Propelled Modular Transporters

Transverse Centre of Gravity

Top of Grout

United Arab Emirates

Vendor assembled Module

Vertical Centre of Gravity

Weight Control Report

REFERENCE DOCUMENTS

Sl. No.

1

2

3

4

5

Document No.

Document Title

AGES-SP-01-001

AGES-SP-01-002

AGES-SP-01-003

Concrete Supply and Construction Specification Structural Steel Supply, Fabrication and Erection Specification Structural Design Basis – Onshore Specification

AGES-SP-01-004

Anchor Bolts and Grouting Specification

AGES-SP-01-005

Roads and Paving – Design and Construction Specification

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Document No.

Document Title

AGES-SP-01-006

AGES-SP-01-007

Site Preparation, Earthworks and Bund Construction Specification Drainage Systems – Design and Construction Specification

AGES-SP-01-008

Piling Design, Construction and Testing

AGES-SP-01-009

Civil Construction Materials Sampling and Testing Specification

AGES-SP-01-010

Onshore Geotechnical Investigation

AGES-SP-01-011

Onshore Topographic/Geophysical Survey & Mapping

AGES-SP-01-013

Architectural Design Basis

AGES-SP-01-014

Architectural Finishes and Furnishing

AGES-SP-01-017

15

AGES-PH-03-002

Masonry Wall and Thermal / Moisture Protection Fire & Gas Detection and Fire Protection System Philosophy – Part 3 – Passive Fire Protection

AGES-SP-07-001

Cathodic Protection Specification

AGES-SP-07-004

Painting and Coating Specification

AGES-SP-07-009

1-CF0000-07-BOD-1001-00

Galvanizing Specification Design Criteria for Loadout, Transportation and Lifting of Offshore Islands Modules

1-CF0000-07-PHL-1002-00

Drainage Design Philosophy

1-CF0000-07-SPE-1003-00

22

1-CF0000-07-SPE-1004-00

23

1-CF0000-07-SPE-1005-00

1-CF0000-07-SPE-1006-00

Drainage Systems – Design and Construction Specification Structural Design Basis – Onshore Specification Roads and Paving - Design and Construction Specification Site Preparation, Earthworks and Bund Construction Specification

1-CF0000-07-SPE-1007-00

Piling Design, Construction and Testing

1-CF0000-07-SPE-1008-00

1-CF0000-07-SPE-1009-00

1-CF0000-07-SPE-1010-00

1-CF0000-07-SPE-1011-00

Onshore Geotechnical Investigation Specification Onshore Topographic and Underground Detection Survey Specification Fencing Specification

Concrete Supply and Construction Specification

1-CF0000-07-SPE-1012-00

Anchor Bolts and Grouting Specification

1-CF0000-07-SPE-1013-00

Civil Construction Materials Sampling and Testing Specification

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Document No.

Document Title

1-CF0000-07-SPE-1014-00

Structural Steel Supply, Fabrication and Erection Specification

1-CF0000-01-SPE-1015-00

Project Specification - Modular Buildings

1-CF0000-01-SPE-1016-00

Architectural Design Basis

1-CF0000-01-SPE-1017-00

1-CF0000-01-SPE-1018-00

Architectural Finishes and Furnishing Masonry Wall and Thermal / Moisture Protection

1-CF0000-07-SPE-1022-00

Prefabrication Metal Buildings

1-CF0000-01-SPE-1023-00

Landscaping

1-CF0000-40-BOD-0004-00

Fire Protection Design Basis

1-CF0000-59-PHL-0001-00

Basic Engineering Design Data

1-CF0000-51-PRO-2941-00 Weight Control Procedure (Island Modules)

1-A070231165-CF0000- A03-1039-00 1-A070231165-CF0000- A03-1040-00

(GOP) CHANANIZ ISLAND - Geotechnical Factual Report (GOP) CHANANIZ ISLAND - GEOTECHNICAL INTERPRETATIVE REPORT

1-CF0000-07-STD-2019-00

Concrete Works – General Notes

1-CF0000-07-STD-2020-00

Concrete Works Abbreviations and Symbols

1-CF0000-07-STD-2021-00

Anchor Bolts material, fabrication and Marking

1-CF0000-07-STD-2022-00

Anchor Bolt – Type – A & Type – B

1-CF0000-07-STD-2023-00

Membrane Protection to Concrete foundations and pedestals

1-CF0000-07-STD-2024-00

Fireproofing Details

1-CF0000-07-STD-2025-00

Piles Details

1-CF0000-07-STD-2026-00

Typical Details of R.C Culvert with Precast Top Slabs

1-CF0000-07-STD-2027-00

Typical Details of Cast-in-situ R.C Culvert

1-CF0000-07-STD-2030-00

Structural Steel - General Notes, Abbreviations & Symbols

1-CF0000-07-STD-2031-00

Vertical Ladders

1-CF0000-07-STD-2032-00

Stairways Details

1-CF0000-07-STD-2033-00

Tubular handrail

1-CF0000-07-STD-2034-00

Automatic Barrier

1-CF0000-07-STD-2035-00 Grating Floor Details

1-CF0000-07-STD-2036-00

Standard Drawing Bracket for platform CI2 - CU2 - 2000 >L>1300

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1-CF0000-07-STD-2042-00

Standard drawing bracket for platforms CI1 - CU1 -L<1300 Standard Drawing Bracket for platform CI2 on Cold Vessel - CU2 - 2000 >L>1300 Standard drawing bracket for platforms CI1 on Cold Vessel- CU1 -L<1300 Standard drawing CL3 bracket for platforms on Vessels Standard drawing CL3 bracket for platforms on Cold Vessel Vessels Davit for Platform

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1-CF0000-01-STD-2050-00

1-CF0000-01-STD-2051-00

1-CF0000-07-STD-2052-00

Architectural Works - General Notes, Abbreviations & Symbols Concrete Block Wall Details

Gypsum Board dry wall partition system/Insulation details

1-CF0000-07-STD-2053-00

Flooring and skirting details

1-CF0000-07-STD-2054-00

Raised access floor details

1-CF0000-07-STD-2055-00

Roof waterproof details

1-CF0000-07-STD-2056-00

Handrail in buildings

1-CF0000-07-STD-2057-00

External Aluminium / Composite Panel Cladding Details

1-CF0000-07-STD-2058-00

Standard Drawing - Miscellaneous Details

1-CF0000-07-STD-2059-00

1-CF0000-25-DWG-7700-00

Standard Drawing - Doors and Windows Details Installation Details Drawing for Reinforced Concrete Structures CP Systems and Corrosion Monitoring Provisions

1-CF0000-25-PHL-7000-00

Cathodic Protection Philosophy

ACI 318M-19

IBC

Building Code Requirements for Structural Concrete and Commentary

International Building Code

AISC 360-16

Specification for Structural Steel Buildings

ASCE/SEI 7-16

Task Committee on Blast Resistant Design

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A0-ENG-C-STD-002

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1-A070231165-GH0100- A03-1075-00

Minimum Design Loads and Associated Criteria for Buildings and Other Structures Design of Blast Resistant Buildings in Petrochemical facilities Standard for Design criteria for Onshore structures (Pre-service) (DC1) REEAH ISLAND DRILLING CENTER - GEOTECHNICAL INTERPRETATIVE REPORT

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(DC4) JZOOL ISLAND DRILLING CENTER GEOTECHNICAL INTERPRETATIVE REPORT

1-A070231165-GH0600- A03-1077-00

(DC6) SEEBAH ISLAND DRILLING CENTRE - GEOTECHNICAL INTERPRETATIVE REPORT

1-A070231165-HL0300- A03-1078-00

1-A070231165-CF0000- A03-1069-00 OOGC-2017-016-MS-ALL- G-STR-042

91

1-CF0000-25-LST-7001-00

92

1-CF0000-25-SPE-0705-00

92

1-CF0000-40-REP-0113-00

ORDER OF PRECEDENCE

(HLE) HAIL ISLAND DRILLING CENTER - GEOTECHNICAL INTERPRETATIVE REPORT

Probabilistic Seismic Hazard Analysis (PSHA) Report Probabilistic Seismic Hazard Assessment (PSHA) Report List of Items to be Protected for Islands and Landfall Specification (PFP) Fire and Explosion Risk Assessment Report - Offshore

for Passive Fire Protection

Design and engineering for the Facilities shall be undertaken in accordance with regulations, codes, standards and specifications in the order of precedence stated below:

 United Arab Emirates (UAE) Local Codes, Laws and Regulations.

 COMPANY HSE Standards

 Project Specification / Datasheets as approved by COMPANY

 COMPANY Group Engineering Standards and Specifications (AGES)

 ADNOC Onshore & ADNOC Offshore Standards & Specifications



International Codes & Standards.

GENERAL DATA

All Civil, Structural and Architectural facilities shall accommodate the requirements of all other disciplines, while meeting the needs of operations and maintenance. All concrete, structural steel work and architectural materials and construction shall be in accordance with COMPANY Specification for Civil, Structural and Architectural Engineering Works.

6.1

Site Grading / HPP / GWL Elevation

Hail and Ghasha Offshore Island Process area has been levelled by the COMPANY as a part of the Early Work activities. The Basic Engineering Design Data (1-CF0000-59-PHL- 0001) which is based on the IFC drawings of site grading shall be referred for the Rough Grade Level information. The proposed HPP and Design Ground Water levels are also indicated in the below table as per OFCR-HGDP-46-TEQ-00195.

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Table 6.1.1 – Rough Grade / HPP / GWL Levels

HGD Project Sites

RGL

FGL**

HPP ***

GWL*(Design)

(m, ACD)

(m, ACD)

(m, ACD)

(m, ACD)

GOP

DC1

DC4

DC6

+6.340

+6.415

+6.600

+2.150

+6.340

+6.415

+6.600

+2.150

+6.340

+6.415

+6.600

+2.150

+6.340

+6.415

+6.600

+2.150

Hail Islands HL3 (HLE)

+4.000

+4.075

+4.300

+2.600

• The design water level is taken to define concrete protection requirements as per clause 9.2.4 of this design basis based on the Geotechnical Investigation information and implementation of proper drainage system for surface water drainage in-line with 1-CF0000- 07-SPE-1003-00 - Drainage Systems – Design and Construction Specification.

** The FGL elevation is considered as 75mm (gravel fill thickness as per AGES requirement) above the existing RGL elevation.

*** In GOP, DC1, DC4 and DC6, HPP Elevation+100.000 is equivalent to +6.600 (m, ACD). In HLE HPP Elevation+100.000 is equivalent to +4.300 (m, ACD).

6.2

Geotechnical Data All Geotechnical design parameters and design philosophies shall be as per Geotechnical Interpretative Report listed below

Table 6.2.1 – List of Geotechnical report

(GOP) CHANANIZ ISLAND - GEOTECHNICAL INTERPRETATIVE REPORT

1-A070231165-CF0000-A03-1040-00_00

(DC1) REEAH ISLAND DRILLING CENTER - GEOTECHNICAL INTERPRETATIVE REPORT

1-A070231165-GH0100-A03-1075-00_00

(DC4) JZOOL ISLAND DRILLING CENTER GEOTECHNICAL INTERPRETATIVE REPORT

1-A070231165-GH0400-A03-1076-00_01

(DC6) SEEBAH ISLAND DRILLING CENTRE - GEOTECHNICAL INTERPRETATIVE REPORT

1-A070231165-GH0600-A03-1077-00_00

(HLE) HAIL ISLAND DRILLING CENTER - GEOTECHNICAL INTERPRETATIVE REPORT

1-A070231165-HL0300-A03-1078-00_00

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6.3

Risk Category

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Risk Category of Buildings and other Structures of the project shall be in accordance with the overall risk management plan (RMP) based on HSE/QRA report complying to Table 1.5-1 of ACSE-7-16. With reference to Table 10.2 & Table 10.4 of AGES-SP-01-003 (1- CF0000-07-SPE-1004-00)-Structural Design Basis – Onshore Specification, the Risk Category shall be either III or IV as approved by COMPANY. Accordingly, the following Risk Category is considered for Structural Design.

Table 6.3.1 – Risk Category for Wind and Seismic Design

Facilities

Toxic / Non Toxic

Manned / Unmanned

DCs & HLE (Facilities & Process Buildings)

Toxic

Unmanned

GOP (Facilities & Process & Non-Process Buildings)

Toxic

Unattended/Unmanned

Design Risk Category

III

III

Based on above table risk category proposal, all process buildings and process facilities are to be designed under Risk category of III.

6.4

Wind Data

The wind load design parameters shall be as per clause 10.6 of AGES-SP-01-003- Structural Design Basis (1-CF0000-07-SPE-1004-00). The wind loads shall be in accordance with ASCE 7-16- Minimum Design Loads and Associated Criteria for Buildings.

The basic wind speed at standard height of 10m above ground shall be as mentioned below for Strength Design. It means that the wind speed is already factored in order to use directly as per ASCE 7-16 load combinations for strength design with a load factor 1.0 and in case of serviceability design, a load factor of 0.625 shall be considered in load combinations.

Wind Velocity Pressure Calculation for Risk Category III

Vb

=

60.2m/s

Accordingly, wind load parameters shall be considered as follows:

Wind Directionality Factor, Kd

= 0.85 (Table 26.6-1, ASCE-07-16)

Topographic Factor, Kzt

= 1.0

(Cl. 26.8.2, ASCE-07-16)

Ground Elevation Factor, Ke

= 1.0

(Table 26.9-1, ASCE-07-16)

Exposure Category

= D

(Cl. 26.7.3, ASCE-07-16)

Velocity Pressure Co-efficient, Kz are defined in the following table as per Table 26.10-1 of ASCE-07-16 along with velocity pressure as:

qz = 0.613 x Kd x Kzt x Ke x Kz x Vb

2

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Table 6.4.1 – wind velocity pressure (Risk Category III)

Height above Ground Level, z (m)

0-4.6 6.1 7.6 9.1 12.2 15.2 18.0 21.3 24.4 27.4 30.5 36.6 42.7 48.8 54.9 61.0 76.2 91.4 106.7

Kz

1.03 1.08 1.12 1.16 1.22 1.27 1.31 1.34 1.38 1.40 1.43 1.48 1.52 1.55 1.58 1.61 1.68 1.73 1.78

qz (kN/m2)

1.94 2.04 2.11 2.19 2.30 2.40 2.47 2.53 2.61 2.64 2.70 2.79 2.87 2.93 2.98 3.04 3.17 3.27 3.36

Gust Factor, G (For Rigid Structures)

= 0.85 (Cl. 26.11.4 of ASCE-07-16)

Force co-efficient, Cf

= 2.0 for Structural Steel

= 0.7 for pipes

= 1.8 for cable trays

External (Cp) & Internal pressure (Cpi) coefficients for shelters & buildings shall be derived from ASCE-07-16.

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6.5

Seismic Data

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The seismic / earthquake load design parameters for in-service analysis shall be as per clause 10.7 of AGES-SP-01-003-Structural Design Basis (1-CF0000-07-SPE-1004-00).

The design spectral response acceleration values are obtained from Probabilistic Seismic Hazard Analysis (PSHA) Report (1-A070231165-CF0000-A03-1069-00)

The design shall proceed as per the seismic design parameters mentioned in the table below.

Table 6.5.1 – Seismic Design Parameters

Seismic Design Data

DCs & GOP & HLE

Remarks

Spectral Response Acceleration Parameter @ short periods (Ss)

0.228

Spectral Response Acceleration Parameter @ 1second period (S1)

0.115***

Site Class

Short-Period Site Coefficient (Fa)

Long-period Site Coefficient (Fv)

SMS = Fa x Ss

SMS1 = Fv x Ss1

SDS = 2/3 x SMS

SD1 = 2/3 x SMS1

Seismic Design Category for Risk Category III (Table 11.6-1) of ASCE 07-16

Seismic Design Category for Risk Category III (Table 11.6-2) of ASCE 07-16

C

1.3

1.5

0.296

0.1725

0.197

0.115

B

A

As per PSHA Report

1-A070231165-CF0000-A03-1069-00

As per FEED PSHA Report

OOGC-2017-016-MS-ALL-G-STR-042

1-A070231165-CF0000-A03-1069-00

Table 11.4-1 of ASCE 7-16

Table 11.4-2 of ASCE 7-16

As per PSHA Report

1-A070231165-CF0000-A03-1069-00

As per PSHA Report

1-A070231165-CF0000-A03-1069-00

Based on short period 0.2 second SDS

Based on 1 second period SD1

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Seismic Design Data

DCs & GOP & HLE

Remarks

Seismic Design Category for Risk Category III (To be considered for Design)

B

Long Period (Transition Period) TL

8 secs

Response Modification Factor (R) for Steel Structures – Ordinary Concentrically Braced Frame

Response Modification Factor (R) for Steel Structures – Ordinary Moment Frame

Response Modification Factor for non-building structures (such as vessels, heat exchangers, etc.)

3.0**

Table 15.4.1 of ASCE-07-16

3.0**

Table 15.4.1 of ASCE-07-16

Table 15.4.2 of ASCE-07-16

Importance Factor (I) for Risk Category III

1.25

*Response Modification Factor (R) for non-building structures shall be obtained from Table 15.4.2 of ASCE-07-16.

**As per AISC 341-16, ASCE 07-16, Table 12.2-1, Item H – Steel systems not Specifically detailed for Seismic resistance, Specifically exempts the structural steel systems in Seismic design categories B from the Seismic force resisting systems (SFRS) requirements. The response modification factor (R) shall be equal to 3 in all cases (instead of 3.25 & 3.5 for OMF & OBF).

*** Taking into consideration the geotechnical investigation executed by CONTRACTOR and relevant results and parameters reported in PSHA Report ref. no. 1-A070231165- CF0000-A03-1069-00, Vendor packages design documents are based on S1 factor equal to of 0.06. However, based on a sensitivity check for Vendor packages with the value of S1 equal to 0.115 seismic load is not the governing case for design (as other load case is governing).

BASIC LOADS

The loads shall be followed as per clause 10 of AGES-SP-01-003-Structural Design Basis – Onshore Specification (1-CF0000-07-SPE-1004-00). The same is also reflected in Appendix-A of this document. The basic loads for loadout, transportation and lifting analysis of modules shall be referred to 1-CF0000-07-BOD-1001-00- Design Criteria of Loadout, Transportation and Lifting of Offshore Islands Modules.

Blast load shall be followed as per the overpressure values defined in the “Fire and Explosion Risk Assessment Report - Offshore” ref. no. 1-CF0000-40-REP-0113-00.

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Blast design shall be performed in accordance with ASCE and UFC 3-340-02 codes.

Blast load design considerations on structures shall be followed as per clause 11 of calculation document no. 1-CF0000-07-CAL-1057-00 -TYPICAL CALCULATION REPORT FOR MODULARIZED STRUCTURE.

LOAD COMBINATIONS

The primary load cases and load combinations shall be followed as per clause 11 and appendix-2 of AGES-SP-01-003-Structural Design Basis – Onshore Specification (1- CF0000-07-SPE-1004-00). Refer to Appendix-A of this document for load combinations to be followed for Onshore Civil and Structural works in Offshore Islands of Hail and Ghasha Gas Development Project. The load combination for loadout, transportation and lifting analysis of modules shall be referred to 1-CF0000-07-BOD-1001-00 - Design Criteria of Loadout, Transportation and Lifting of Offshore Islands Modules.

The most unfavourable load combinations shall be taken into account pertaining to structures, building, static/dynamic equipment, foundation, etc.

STRUCTURAL DESIGN

The Structural Design of Concrete and Steel structures shall be in accordance with AGES- SP-01-003-Structural Design Basis – Onshore Specification (1-CF0000-07-SPE-1004-00), Project specifications and other referred documents & standards.

9.1

Calculations

All the calculation notes shall indicate the following (but not limited to):

 Table of contents

 Design philosophy

loadout, include engineering assumptions transportation and lifting analysis of modules as applicable. The design criteria of loadout, transportation and lifting shall be referred to 1-CF0000-07-BOD-1001-00.

in-place,

for

to

 Applicable codes, formulae, graphs / tables

 Reference to literature, etc, for subjects not covered by applicable codes

 Loading with loading location diagrams



If computer programmes are used, the following information shall be supplied:

o

Logic and theory used

o Analytical model of the structure used for computer analysis

 Loads and load combinations

 Results and conclusion

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9.2

Reinforced Concrete

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The design and detailing of structural concrete works shall be in accordance with ACI 318M-19.

The reinforced concrete structures materials and requirements shall be in accordance with AGES-SP-01-001-Concrete Supply and Construction Specification (1-CF0000-07-SPE- 1011-00), AGES-SP-01-004-Anchor Bolts and Grouting Specification (1-CF0000-07-SPE- 1012-00) and AGES-SP-01-009-Civil Construction Materials Sampling and Testing Specification (1-CF0000-07-SPE-1013-00) and other appropriate documents as referred in the Design Basis.

9.2.1

Concrete Grade

Grade and Strength of Concrete shall be selected from the Table below in accordance with Table 9.1 of AGES-SP-01-001-Concrete Supply and Construction Specification (1- CF0000-07-SPE-1011-00)

Table 9.2.1.1 - Concrete Grades and 28-days Strengths

Nominal Grade

Strength (MPa)

Application

Cube

Cylinder

20

40

30F

50

20

40

30

50

16

32

25

40

Blinding, Electrical Duct banks, Screed

Equipment Foundations, Structures, Buildings, Footings, Pipe Sleepers, Pits, Basins, walls, water retaining structures

Paving Slabs, Trenches, Ditches, slope protection panels

Piles, Structures/Foundations in continuous contact with sea water

9.2.2

Reinforcement Steel

The reinforcement steel for general concrete works and blast resistant concrete buildings shall be of Type 2 hot rolled deformed bars with minimum yield strength of 500 N/mm2 as per clause 8.7 of AGES-SP-01-001-Concrete Supply and Construction Specification (1- CF0000-07-SPE-1011-00) Epoxy coated rebars shall not be used.

9.2.3

Concrete Cover

The minimum concrete cover requirements shall be followed as per Table 9-4 of AGES- SP-01-001-Concrete Supply and Construction Specification (1-CF0000-07-SPE-1011-00).

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9.2.4

Protection of Concrete Surfaces

Protective coating of below/above ground cast-in-situ/pre-cast concrete surfaces material requirements shall be as per clause 9.14 and Table 9-7 of AGES-SP-01-001-Concrete Supply and construction Specification (1-CF0000-07-SPE-1011-00). The underground concrete surfaces shall be protected considering the maximum ground water level to this specific project site. Reference shall be made to clause 6.1 of this Structural design Basis.

For CP requirements for Piles, Pile cap & critical structures. Refer document 1-CF0000-25- PHL-7000-00 – Cathodic Protection Philosophy for Island and Landfall and 1-CF0000-25- LST-7001-00 - List of Items to be Protected for Islands and Landfall

9.2.5

Reinforced Concrete Detailing

The concrete reinforcement detailing shall be followed as per clause 9.4.6 of AGES-SP- 01-003-Structural design Basis – Onshore Specification (1-CF0000-07-SPE-1004-00). The concrete structures used for Dynamic Foundation Structures and Blast Resistant Buildings detailing shall be in accordance with the requirements of ACI 318, Chapter 21 Special Provisions for Seismic Design in line with clause 15.5.1 of AGES-SP-01-003 (1-CF0000- the 07-SPE-1004-00). Dynamic Foundation Structure detailing shall also requirements of Clause 14.3.5 of AGES-SP-01-003 (1-CF0000-07-SPE-1004-00). The Seismic Design Category shall be referred to Table 6.5 of this Design Basis.

fulfill

9.2.6

Pre-Cast Concrete

The relative merits of pre-casting structural concrete elements shall be considered to the maximum possible extent.

Pits, man-holes, catch basins, cable duct banks, concrete ditches, cable / pipe trenches, culverts and small footings may be pre-cast.

Design of Precast foundations / elements shall include calculations for lifting and handling stresses.

Maximum Precast Foundations/ elements, weight is limited to 25 tons.

9.3

Structural Steel

Structural Steel design and detailing shall be in accordance with AISC 360-16-Specification for Structural Steel Buildings using Load and Resistance Factor Design (LRFD) for in-place analysis in line with clause 9.3 of AGES-SP-01-003-Structural Design Basis – Onshore Specification (1-CF0000-07-SPE-1004-00) and Preservice analysis shall be ASD as per clause 7.0 of design basis 1-CF0000-07-BOD-1001-00 – Design Criteria for Loadout, Transportation and Lifting of offshore islands modules.

The structural steel materials and requirements shall be in accordance with AGES-SP-01- 002-Structural Steel Supply, Fabrication and Erection (1-CF0000-07-SPE-1014-00).

9.3.1

Material

Structural steel grade material shall be as per clause 8.2 of AGES-SP-01-002 (1-CF0000- 07-SPE-1014-00) which are divided into two grades depending upon their specified yield strength as shown below:

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Table 9.3.1.1 – Structural Steel Grade

Steel Grade

Remarks

S355 JR to BS EN 10025-1 to 6 or Equivalent

PAR, PAU, PAB, VAM, Shelters

S355 J2 to BS EN 10025-1 to 6 or Equivalent

Compressor skids as temperature

required

for cold

S275 JR to BS EN 10025-1 to 6 or Equivalent

items

like Staircase,

Independent ladder, handrail, safety barrier, safety bollard, safety light columns, flood gate, crash barrier, platforms/pipe independent miscellaneous supports, vendor packages and equipment skids

Pad Eyes and Trunnions of lifting modules shall conform to BS EN 10025 grade S355J0- Z35 with a minimum yield strength of 355 MPa or Equivalent as per 1-CF0000-07-BOD- 1001-00

The Mechanical properties of Grade S355 & S275 given below

Table 9.3.1.2 – Mechanical Properties of Structural Steel Grade

Material Thickness, (mm)

t ≤ 16

16 < t ≤ 40

40 < t ≤ 63

Minimum Yield Strength, (N/mm2) - S355

355

345

Minimum Yield Strength, (N/mm2) – S275

275

265

335

255

Tensile Strength, Rm (N/mm2) - S355

Tensile Strength, Rm (N/mm2) – S275

Young’s Modulus of Elasticity of Steel

Poisson’s Ratio of Steel

Density of Steel

Co-efficient of Thermal Expansion

470 - 630

410 - 560

:

:

:

:

2.10 x 105

N/mm2

0.3

7850

kg/m3

12 x 10-6

/0C

Charpy V-notch impact tests shall be conducted for all structural steel grades used as primary steel in accordance with standard Specification ASTM A673/A673M or BS EN ISO 148.

The other structural steel materials shall be followed as per clause 8.2 of AGES-SP-01- 002-Structural Steel Supply, Fabrication and Erection (1-CF0000-07-SPE-1014-00).

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The structural steel sections shall be of using American standards, British standards or European standard in line with clause 8.2 of AGES-SP-01-002(1-CF0000-07-SPE-1014- 00)

9.3.2

Connections

The shop connections shall be welded/bolted and field connections shall be bolted in accordance with AGES-SP-01-002-Structural Steel Supply, Fabrication and Erection (1- CF0000-07-SPE-1014-00) and AGES-SP-01-003-Structural Design Basis – Onshore Specification (1-CF0000-07-SPE-1004-00). The connection design and detailing shall be as per clause 9.0 of AGES-SP-01-002 (1-CF0000-07-SPE-1014-00). However, as all DC’s are unmanned, bolted connections shall be avoided or minimized for Pre-Fabricated Modules.

For Modules,

 Primary frames in both directions – fully welded.

 Primary beams supporting equipment – fully welded.

 Secondary beams (floor support) – bolted or welded.

 Temporary members – bolted.

 Tertiary steelwork (Handrails, ladder & cage assemblies) – bolted

9.3.3

Miscellaneous

The gusset plates, gratings and bracings requirements shall be in accordance with AGES- SP-01-002-Structural Steel Supply, Fabrication and Erection (1-CF0000-07-SPE-1014-00) and AGES-SP-01-003-Strcutural Design Basis – Onshore Specification (1-CF0000-07- SPE-1004-00).

9.3.4

Protection of Steel Surfaces

All structural steel shall be protected as per AGES-SP-07-004-Painting and Coating Specification and AGES-SP-07-009-Galvanizing Specification.

The table below demonstrates the galvanization & painting requirements of structural steel items in line with AGES-SP-07-004 & AGES-SP-07-009.

Table 9.3.4.1 – Galvanization & Painting requirements of structural steel items

Structural Steel Items

Bolts, Nuts, washer, Grating, Floor Plate, Embedded Plate, Anchor bolts, stair treads

Handrail, ladders and cage, toe plate, Guard rail, stair stringers

other

All non- fireproof structural steel items

other

All fireproof structural steel items

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Coating System

Galvanized as per AGES- SP-07-009

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Galvanized and painted as per AGES-SP-07- 009 and painted with coating system A-18 (3- coats system) as per AGES- SP-07-004

Painted with coating system A-14 (4-coats system) as per AGES- SP-07-004

Painted with coating system A-13 (3-coats system) as per AGES-SP-07- 004

Colour coding of the painted structural steel items shall be as per Appendix A6 to Appendix A10 of AGES-SP-07-004 depending on the nature of plant (Gas Processing / Onshore / Offshore & Artificial Islands). Colour coding will be included in the MR for steel structure.

9.3.5

Fireproofing

Fireproofing for Modules and Stick-built steel structures such as beam, column shall be in accordance with Appendix-D of AGES-PH-03-002 (Part-03). Epoxy Intumescent Subliming Polymer coating shall be considered for PFP according to Appendix-D of AGES-PH-03- 002 (Part-03) considering land and sea transportation constraints.

Fireproofing loads shall be considered under dead loads in the structural design.

Modules and Stick-built Structures located within a Fire Proofing Zone (FPZ) shall be fireproofed based on FERA report & PFP layout drawings and in line with Cl. 10.5 of AGES- SP-01-002-Structural Steel Supply, Fabrication and Erection (1-CF0000-07-SPE-1014-00). The PFP material shall have certification as tested and qualified to UL 1709 or BS EN 13381-8 or BS 476-20/21 requirements for fire rating to protect structural steel.

Steel with passive fire protection shall be provided with appropriate weather protection to avoid steel corrosion issues. Refer 1-CF0000-25-SPE-0705-00-Specification for Passive Fire Protection (PFP).

STEEL STRUCTURES

All steel structures shall be designed to adequately support all the required equipment, piping, gratings, platforms, cable trays, cranes etc. in line with operation requirements satisfying the strength and serviceability criteria.

Steel structures shall be designed to withstand all the primary loads per clause 10 of AGES- SP-01-003-Structural Design Basis – Onshore Specification (1-CF0000-07-SPE-1004-00) and all the associated load combinations as per clause 11 and appendix-2 of AGES-SP- 01-003-Structural Design Basis – Onshore Specification (1-CF0000-07-SPE-1004-00) and Appendix-A of this document, Design Criteria for Loadout, Transportation and Lifting of offshore islands modules (1-CF0000-07-BOD-1001-00).

The serviceability design of the steel structure shall fulfil the requirements as specified under clause 13.1 of AGES-SP-01-003-Structural Design Basis – Onshore Specification (1-CF0000-07-SPE-1004-00).

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10.1

Steel Structure Design Philosophy

10.1.1

Design Methodology

 The structural Analysis and Design of the modules shall be performed using STAAD PRO. The 3D model shall be generated, and the modules shall be designed for all the possible loads as defined in the basis of design document.

 The analysis and design shall be carried out for the following cases.

o

In-place

o Set down

o SPMT Trailer Load-out/Load-in or lifting if applicable.

o Barge Transportation.

 For In-place case, the code used for design of the module is AISC-360 (LRFD).

 For Pre-service condition, the code used for design is AISC-360 (ASD).

 As a first step, modelling shall be done for In-place condition and carry out analysis & design. The same model shall be used only with the dry weights for the analysis and design of Pre-service condition. The support conditions changed for each pre-service condition as required and Temporary member included in the modelling as required.

 The separate sections shall be shown for In-place, Set-down, SPMT Load-out/Load-In and Barge Transportations. The design criteria for loadout, transportation and lifting of modules shall be referred to 1-CF0000-07-BOD-1001-00.

 For PAU supporting dynamic machineries like Pump and compressor dynamic analysis shall be performed according to section 14 of AGES-SP-01-003 (1-CF0000-07-SPE- 1004-00).



Individual members of structures shall be designed using “Check Code” command in STAAD Pro.

 Member force envelopes shall be obtained from STAAD Pro.

 Lateral and vertical deflections at critical locations in the structures shall be evaluated

from STAAD pro using serviceability load combinations

 Load combinations for structural design shall be considered as per Appendix – A of this

document

10.1.2

Design Consideration (PAU, PAR, PAB, PAS, VAM, Shelters- In-Place Analysis) and Stick-built Structures

 Column Base support shall be considered as pinned support in both X & Z directions, but torsionally restrained. The use of fixed base plates for certain type of modules and Stick-built Structures, where necessary due to deflection considerations, may be acceptable subject to COMPANY approval.

 Structural arrangement shall be prepared to satisfy the requirements of piping model.

Transverse and longitudinal beams shall be provided at different levels.

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 For pipe racks with moment resisting frame in transverse direction, lateral stability of

the rack in longitudinal direction shall be achieved through vertical bracings

 For shelters, in transverse direction, vertical bracings shall be provided at gable ends only, and moment frames at the intermediate frames, Lateral stability of the structure in longitudinal direction shall be achieved through vertical bracings

 Unsupported lengths for columns and beams shall be provided using “LY”, “LZ”, “UNT” & “UNB” commands. Vertical unsupported length LZ should be specified considering distance between end supports for horizontal beams.

 Pipe operational, empty, and hydro test loads for pipe diameter of 200mm and above shall be calculated as per pipe thickness value and content information obtained from piping design discipline.

 Pipe operational, empty, and hydro test loads for small bore lines (less than 200mm diameter) shall be considered as per Cl. 10.1, 10.2 & 10.3 of AGES-SP-01-003- Structural Design Basis – Onshore Specification (1-CF0000-07-SPE-1004-00)

 Direct Analysis Method shall be considered for analysis of pipe rack structures.

 Pipes with diameter > 300mm shall not be hydrotested simultaneously on the pipe rack

 Shelter Structure shall follow the in-place analysis methodology with crane girders for

EOT Crane, as applicable.

For Pre-service analysis of modules shall be referred to 1-CF0000-07-BOD-1001-00.

10.1.3

Structure Design Consideration for shelter

Compressor shelters stick-built will be designed as pinned supported in longitudinal direction and braced. In transverse direction columns will be considered as fixed. double column solution will be evaluated based on loading conditions.

EOT Crane loads will be applied as per Cl. 10.8 of AGES-SP-01-003 - Structural Design Basis – Onshore Specification (1-CF0000-07-SPE-1004-00) as applicable.

FOUNDATIONS

11.1

General

All foundations shall be suitably designed to adequately support all equipment, piping, structures and buildings. They shall be able to resist all construction, operating, environmental and upset condition loadings and shall comply with the recommendations of the Geotechnical Investigation Report and as per clause 11.7 of this structural design basis.

The foundation design and minimum requirements shall be as per clause 9.4.2 of AGES- SP-01-003-Structural Design Basis – Onshore Specification (1-CF0000-07-SPE-1004-00).

The minimum depth of foundation shall be as stated below as per clause 9.4.2.e of AGES- SP-01-003 (1-CF0000-07-SPE-1004-00). The minimum depth of foundation (measured to the bottom of RC footing) shall be 0.60m below FGL for minor foundations such as pipe sleepers, instrument and electrical supports, signposts, cross over platforms and equipment

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foundations weighing less than 1MT. For other foundations, depth of foundation shall be as per applicable Geotechnical recommendations and underground services routing subject to a minimum depth of 1.0m from FGL. In addition, it is recommended to limit the bottom of foundation at least 2m above the design ground water table wherever possible to avoid stringent concrete protection requirement to the foundations below HPP as per Table 9.7 of AGES-SP-01-001 (1-CF0000-07-SPE-1011-00)

The minimum horizontal dimension and the height of pedestal shall be as per clause 9.4.8 of AGES-SP-01-003 (1-CF0000-07-SPE-1004-00).

 Paved and Unpaved Areas:

o Modules steel structures Bottom of base plate elevation (= Top of embedded plate

where module base plate will be welded) = +100.200

o Stick Built Steel structures bottom of base plate elevation (= Top of grout) = +100.200

o Piping supports bottom of base plate elevation (= Top of grout) = +100.200

o Equipment bottom of base plate elevation (= Top of grout) = +100.200

Soil characteristics for all foundations are established from Geotechnical Investigation Information as referred in clause 6.2 of this design basis.

11.2

Static Equipment Foundation

11.2.1 Vertical Vessel Foundation:

a) Foundation for Vertical Vessels shall be octagonal or square. Square foundation shall be adopted for footing diameter less than 2.10 m and for diameter greater than 2.10m, octagonal foundation shall be considered.

b) The Pedestal for vessels with outer diameter greater than 5 meters shall be hollow

octagonal shape filled with compacted sand and covered with 100thk Paving.

c) The foundation loads shall be considered as per Clause 10.1, 10.2, 10.3 of AGES-SP- 01-003-Strctural Design Basis – Onshore Specification (1-CF0000-07-SPE-1004-00).

d) Wind loads on vessels:

Wind load on Vessel analysis shall be carried out as per Clause 10.6.1 of AGES-SP- 01-003-Strctural Design Basis – Onshore Specification (1-CF0000-07-SPE-1004-00).

e) Foundation3D software shall be adopted.

f) Foundations for tall vertical vessels (h/d>10), shall be in full compression (100%) and shall be 90% compression for other vessels with h/d<10 for the design overturning moment during normal operating condition.

g) The stability ratio checks shall be performed as per clause 11.4 of this specification.

h) Seismic load on Vessel analysis shall be carried out as per Clause 10.7 of AGES-SP- 01-003-Strctural Design Basis – Onshore Specification (1-CF0000-07-SPE-1004-00).

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i) Vertical vessel supported on base ring, the spacing between anchor bolts shall not be

less than 457mm as per static DB cl.6.6.2.

j) Blast Load on Vessel :

Blast loads input parameters (Peak side on overpressure and pulse duration) are considered according to Table 10.4 of FERA report 1-CF0000-40-REP-0113-00_00. According to these values equipment vendor calculates the blast load on foundation and will be considered for foundation design.

11.2.2 Horizontal Equipment Foundation

a) The foundation loads shall be considered as per Clause 10.1, 10.2, 10.3 of AGES-SP- 01-003-Strctural Design Basis – Onshore Specification (1-CF0000-07-SPE-1004-00).

b) Fixed saddle foundation shall be designed based on 100% longitudinal force due to Seismic, Wind or Bundle Pull Extraction (Whenever Bundle Pull extractor not used for extraction)

c) Sliding saddle foundation shall be designed for 30% of the longitudinal earthquake load if using low-friction slide plates, and for 50% of the longitudinal earthquake load if using higher friction slide plates. (From PIP STE 03360)

d) For exchangers with bundle pull during maintenance using extractors, the reactions are nullified within the outer shell of exchanger and the foundations are not required to resist the bundle pull load.

e) Blast loads input parameters (Peak side on overpressure and pulse duration) are considered according to Table 10.4 of FERA report 1-CF0000-40-REP-0113-00_00. According to these values equipment vendor calculates the blast load on foundation and will be considered for foundation design.

11.3

Machine Foundation

Machine foundations dynamic analysis shall be as per clause 14 of AGES-SP-01-003- Strctural Design Basis – Onshore Specification (1-CF0000-07-SPE-1004-00).

Foundations for centrifugal machinery less than 375kW or reciprocating machinery less than 150kW or machinery weight less than 1.0T do not require a dynamic analysis. However, the foundation to machinery assembly weight ratio shall not be less than 3 to 1 for centrifugal machinery and 5 to 1 for reciprocating machinery.

Foundations for machinery more than the above rating shall require a detailed three- dimensional vibration analysis and shall be sized based on both the static and dynamic analysis.

Machine foundation shall be designed in accordance with ACI 351.3R and CP 2012-1.

Dynamic Shear Modulus of Soil shall be considered in accordance with Appendix-C-3 of the Geotechnical Investigation Interpretative Report for GOP Island/ respective DCs/HLE Islands.

Allowable soil bearing pressure for Dynamic Machines shall be limited to one-half of allowable soil bearing pressure for foundations supporting static equipment as per Cl 7.1.2.1 of “REPORT ON FOUNDATIONS FOR DYNAMIC EQUIPMENT (ACI 351.3R-18) “

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Machine foundations on piles shall be designed with dynamic parameters based on Cross hole seismic data from Geotechnical Factual Report (1-A070231165-CF0000-A03-1039- 00) and Geotechnical Interpretative Report (1-A070231165-CF0000-A03-1040-00). The piles for dynamic foundation shall be designed for 75% of the Pile bearing capacity.

11.4

Stability Checks

The stability checks shall be performed for the Service Load Combinations. The minimum safety checks shall be in-line with clause 13.2 of AGES-SP-01-003-Structural Design Basis – Onshore Specification (1-CF0000-07-SPE-1004-00).

In stability analysis calculations, using unfactored working loads, foundations shall be designed to have a minimum factor of safety as noted below. The gravity loads shall be reduced for buoyancy effects based on design ground water level wherever as applicable.

Table 11.4.1 – Factor of Safety for Stability Checks

Minimum factor of safety against overturning and sliding with Wind using Soil overburden

1.50

Minimum factor of safety against overturning and sliding with Wind without Soil overburden

1.20 (0.8 times of Basic Wind Speed is used)

Minimum factor of safety against overturning and sliding with Seismic using Soil overburden

1.20

Minimum factor of safety against overturning and sliding with Seismic without Soil overburden

Not Applicable

Minimum factor of safety against overturning and sliding with Wind/Seismic using 0.6DL Combinations + Soil overburden

1.00

Minimum factor of safety against overturning and sliding with Wind using Soil overburden

2.00 (combination of friction + passive resistance)1

Minimum factor of safety against overturning and sliding with Wind without Soil overburden

1.50 (combination of friction + passive resistance)

Minimum factor of safety against uplift with Soil overburden

Minimum factor of safety against uplift without Soil overburden

1.25

1.10

Friction coefficient between soil and concrete foundation

Refer Note-2

Notes-

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1. The friction at bottom surface of the foundation excluding sides and passive resistance

up to the bottom level of foundation only shall be considered.

2. The co-efficient of friction between concrete to soil shall be as per Geotechnical Investigation Report which is listed in Table 6.2.1, but not greater than 0.4. The co- efficient of friction between concrete to membrane/polythene sheet shall be as per MANUFACTURER’s recommendation. However, in absence of MANUFACTURER’s recommendation, coefficient of friction between concrete to membrane/polythene sheet shall be considered as 0.3.

Table 11.4.2 – Friction Co-efficient for HGD project sites

HGD Project Sites

Co-efficient of friction

GOP

DC1

DC4

DC6

0.384

0.364

0.364

0.377

Hail Islands HL3 (HLE)

0.404

The retaining wall stability ratios shall be followed as per clause 13.2.2 of AGES-SP-01-03- Structural Design Basis – Onshore Specification (1-CF0000-07-SPE-1004-00).

Additional requirements for Vertical Vessel or Stack foundation shall be as per CL.13.2.1.4, AGES-SP-01-03 (1-CF0000-07-SPE-1004-00).

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11.5

Anchor Bolts and Grouting

The type and material required for Anchor Bolts & Grouting shall be in accordance with AGES-SP-01-004-Anchor Bolts and grouting Specification (1-CF0000-07-SPE-1012-00).

Anchor bolts materials, fabrication, markings and capacities shall be as per STD drawing no. 1-CF0000-07-STD-2021

Anchor Bolt Types shall be considered as per STD drawing no. 1-CF0000-07-STD-2022

Table 11.5.1 – Usage Summary of Anchor Bolt Types

Application

Steel Structures (Pipe Rack, Process Structures, Shelters, Pipe Support, Platforms, Equipment Supporting Etc.)

PAR, PAU, PAB, VAM, Pipe Supports, Platforms & Shelters

Vertical Vessel & Stacks

Vertical Towers, Tall Equipment Column & Drums

Horizontal Vessels & Exchangers

Horizontal & Vertical Pumps1

Furnaces & Heaters

Tank (API650 – Atmospheric Storage Tank)

Compressors & Vibratory Equipment

Note:

Bolt Type to be used2

A / G

B

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

1. For centrifugal pump of rating < 375 kW & reciprocating pump of rating < 150 kW and weight < 1.0 T, Type A Anchor Bolts shall be provided. Type – B anchor bolts shall be provided for all other pumps.

2. The allowable tension and shear capacity of anchor bolt Type-A and G shall be as per Table-1 of Appendix-A1 of AGES-SP-01-004 (1-CF0000-07-SPE-1012-00). The allowable tension and shear capacity of anchor bolt Type-B shall be as per Table-2 of Appendix-A1 of AGES-SP-01-004 (1-CF0000-07-SPE-1012-00)

3. The ultimate tension and shear capacity of anchor bolt Type-A and G shall be as per Table-1 of Appendix-A1 of AGES-SP-01-004 (1-CF0000-07-SPE-1012-00) multiplied

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by 1.5. The ultimate tension and shear capacity of anchor bolt Type-B shall be as per Table-2 of Appendix-A1 of AGES-SP-01-004 (1-CF0000-07-SPE-1012-00).

Minimum diameter of anchor bolt shall be considered as 16mm in accordance with AGES- SP-01-004 (1-CF0000-07-SPE-1012-00).

Anchor bolt assemblies shall be hot-dipped galvanised in accordance with ASTM A153 / A153M and ASTM A563 / A563M Class C or BS EN ISO 1461. Galvanized thread shall be oiled, covered with linen, or plastic sleeve.

The use of high strength anchor bolts conforming to ASTM F1554 Grade 105 or BS EN ISO 898-1 Grade 8.8 may be acceptable on specific cases in order to accommodate within the limited base frame size of vertical vessels, towers and tanks subject to COMPANY prior approval. In addition, the high strength anchor bolts may be considered for large reciprocating machinery or vibration machinery only when it is required by manufacturer.

The anchor bolt design shall account for 3mm corrosion allowance. For tension case, the effective tensile stress diameter shall be reduced and for shear case, the effective shear stress diameter shall be reduced in accordance with clause 6.8.2 of AGES-SP-01-004 (1- CF0000-07-SPE-1012-00).

The tension force induced on the anchor bolts will be transferred by vertical pier reinforcement that will be designed and detailed accordingly. The reinforcement should be designed to resist the factored design load. To be considered effective to transfer the tension from anchor bolts, the pier tension reinforcement should be within a distance of one third of the bolt embedment length from the edge of the bolt plate or bolt head.

11.6

Shear Keys

The use of shear key is permitted as per clause 9.4.10 of AGES-SP-01-003 (1-CF0000-07- SPE-1004-00). The shear keys shall be limited to Pipe Racks/Process Structures and shall not be used on equipment Foundations.

11.7

Foundation Design Philosophy

The Offshore Artificial Islands (DCs, GOP, HLE, HLS & HSE) have been formed utilizing vibro compaction techniques through the deep layers of reclaimed fill and surface compaction methods above water table. The rough grade levels (RGL) and Design Water table levels (DWL) are tabulated in Table 6.1.1.

With due consideration of the heavy static loads on structures, significant dynamic loads of equipment, and to de-risk any long-term creep settlement of dredged fill material during the Project design life as well as to effectively limit differential settlements of process critical structures & equipment, the following listed structures/equipment in GOP shall be designed to be supported on Pile foundations.

a) Compressors (Sour Gas Booster, LP Flash Gas, Lift Gas)

b) Sea water Injection Pump

c) Tall Columns & Vertical Vessels (h/d>10 & 100% contact requirement and

design/layout requirement)

d) Separators (Hor. Vessels; HP/LP Condensate, HP/LP Oil)

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e) Knock-Out Drum (Hor. Vessels; HP/LP Flare)

f) PAUs (Heavily loaded, overall operating Weight above 1000 t)

g) PARs (Critical Process stretch, Heavily loaded, overall operating Weight above 500 t)

Requirement of Pile foundation for any other Project structure/Building/Equipment in GOP, DCs shall be verified based on the Final Geo-technical investigation reports refer clause 6.2.

Structures, Equipment, Buildings and shelters which are considered to be safely supported on Shallow foundations are listed below:

a) Lightly loaded PARs & PAUs

b) Pumps (Power < 750 kW)

c) Storage Tanks

d) Package Skids

e) Small Horizontal and Vertical vessels

f) Substation buildings

g) Instrument Equipment Shelter Buildings

h) Operator Shelter

i) Compressor shelters

j) Other Minor structures

Allowable Pile capacities in GOP and SBC values for Shallow foundations in all islands are considered in accordance with Geotechnical Investigation tests carried out in GOP and Interpretative report recommendations which are detailed in clause 11.7.1 & 11.7.2

For shallow foundations including footings and mats, vertical soil capacity shall be 80% of the ultimate net soil-bearing capacity as per PIP Standard STC01018 - Blast Resistant building design criteria Section 4.3.7.3.

For piles and other deep foundations, vertical soil capacity shall be 80% of the ultimate static capacities in compression and in tension as per PIP Standard STC01018 - Blast Resistant building design criteria, Section 4.3.7.3.

11.7.1

Shallow Foundation

The following design principle shall be considered for the super structure and ground water level.

 Module base support shall be modelled as pinned base in both transverse and longitudinal directions. The use of fixed base plates for certain type of pipe racks and buildings, where necessary due to deflection considerations, shall be permitted subject to COMPANY approval.



Isolated / Strip / Combined Raft footing shall be adopted for Buildings based on design requirement.

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

In line with clause 9.4.2.i of AGES-SP-01-003 (1-CF0000-07-SPE-1004-00), all foundations adjacent to underground pressurized pipes shall be sufficiently lowered to a depth below the pipe or shall be protected in such a way to prevent washout of soil from underneath the foundation. Minimum 1.0m horizontal clearance shall be maintained between foundation edge and pressure pipe to allow maintenance on the pipe. In case of any pressure pipe is above the foundation base, a minimum vertical clearance of 800mm shall be maintained for maintenance.

 Foundation depth may be limited to a depth in a such way to maintain 2m gap between the bottom of the foundation and the design GWL as per Table 6.1.1 of this document to avoid stringent concrete protection requirement to the foundations below HPP as per Table 9.7 of AGES-SP-01-001 (1-CF0000-07-SPE-1011-00)

The following net allowable SBC values are recommended for the design as per the performance criteria and the Geotechnical Investigation Interpretative Report for GOP.

The following net allowable SBC values are recommended for the design as per the Geotechnical Investigation Interpretative Report for all the Islands. Recommended SBC values are included in Geotech reports listed in Table 6.2.1 Here below are represented the Soil bearing capacities from 1.5m to 2.5m with L/B aspect ratio of 1 & 2 for isolated and raft foundations

Table 11.7.1.1 Recommended SBC values for GOP Island

Area

Foundation Depth below RGL (NADD, m)

L/B Aspect Ratio

Recommended Net Safe Allowable Bearing Pressure (KN/sqm)

Applicable Width (m)

Raft (m)

1

1.5

2

2.5

3

3.5

4

10x10

20x20

1

a e r A b u S

P O G

1.5

300

260

200

165

145

130

120

130

95

2

1

300

260

205

175

150

135

125

135

95

2.5

300 290 225 185 160

140

125

135

100

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Area

Foundation Depth below RGL (NADD, m)

L/B Aspect Ratio

Recommended Net Safe Allowable Bearing Pressure (KN/sqm)

Applicable Width (m)

Raft (m)

1

1.5

2

2.5

3

3.5

4

10x10

20x20

1.5

2

2.5

1.5

2

2.5

1.5

2

2.5

1.5

2

2.5

1.5

2

2.5

1

a e r A b u S

P O G

2 a e r A b u S

P O G

2 a e r A b u S

P O G

3

a e r A b u S

P O G

3 a e r A b u S

P O G

295 205 160 135 120

105

100

2

290 205 165 140 125

110

100

300 225 175 145 125

110

100

300 280 215 175 150

135

120

125

1

300 300 235 195 165

140

125

125

95

95

300 300 240 195 165

140

125

130

100

300 215 170 140 120

105

95

2

300 235 180 150 125

110

100

300 235 185 150 125

110

100

300 300 270 220 190

165

145

155

110

1

300 300 275 225 190

165

150

155

110

300 300 275 225 195

170

150

160

115

300 270 210 170 145

130

115

2

300 270 210 175 150

130

120

300 275 215 175 150

135

120

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Table 11.7.1.2 Recommended SBC values for DC1 Island

Foundation Depth below RGL (NADD, m)

L/B Aspect Ratio

Recommended Net Safe Allowable Bearing Pressure (KN/sqm)

Applicable Width (m)

Raft (m)

1

1.5

2

2.5

3

3.5

4

10x10

20x20

1.5

300 274 213 177 153

136

123

122

89

2

1

300 273 215 180 156

138

125

125

92

300 282 223 186 161

143

130

128

95

300 212 167 140 122

110

100

2

2

298 213 170 143 125

112

102

2.5

300 221 176 148 129

116

105

Table 11.7.1.3 Recommended SBC values for DC4 Island

Foundation Depth below RGL (NADD, m)

L/B Aspect Ratio

Recommended Net Safe Allowable Bearing Pressure (KN/sqm)

Applicable Width (m)

Raft (m)

1

1.5

2

2.5

3

3.5

4

10x10

20x20

1.5

300 256 201 168 145

129

117

118

84

2

1

300 264 207 173 150

133

120

120

87

300 275 216 180 156

137

124

123

89

280 199 158 133 116

104

95

2.5

1.5

2.5

1.5

2

2

287 206 163 137 120

107

97

2.5

300 214 169 142 123

110

100

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BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

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Table 11.7.1.4 Recommended SBC values for DC6 Island

Foundation Depth below RGL (NADD, m)

L/B Aspect Ratio

Recommended Net Safe Allowable Bearing Pressure (KN/sqm)

Applicable Width (m)

Raft (m)

1

1.5

2

2.5

3

3.5

4

10x10

20x20

1.5

300 257 196 161 138

122

110

110

79

2

1

300 241 188 157 136

121

110

111

81

2.5

1.5

2.5

1.5

300 245 192 161 140

124

113

114

84

283 195 152 127 110

98

89

2

2

264 187 148 125 110

98

90

2.5

268 191 152 128 112

101

92

Table 11.7.1.5 Recommended SBC values for HLE Island

Foundation Depth below RGL (NADD, m)

L/B Aspect Ratio

Recommended Net Safe Allowable Bearing Pressure (KN/sqm)

Applicable Width (m)

Raft (m)

1

1.5

2

2.5

3

3.5

4

10x10

20x20

1.5

300 300 265 217 186

163

146

162

130

2

1

300 300 269 221 188

165

149

167

136

300 300 274 224 191

168

152

172

141

300 261 203 168 146

130

119

2

2

300 265 206 171 149

133

122

2.5

300 270 209 174 152

136

124

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Shallow foundations shall be designed against serviceability and strength criteria for the following conditions

 With Soil overburden

 Without Soil overburden

The shallow foundation design shall be designed using MAT3D or FOUNDATION3D software. 4 conditions shall be checked for each shallow foundation as defined below in the table to account for various FOS requirement.

Table 11.7.1.2 – Design Conditions for shallow foundation

Cases

Load Combination

Remark

FOS against sliding & overturning

Appendix- A.3.1 & A.3.2

1.2

Wind Speed = 0.8 x basic wind speed.

Factors in the Load combination are reduced by 0.82 = 0.64

Seismic loads are not considered in combination.

0.6DL with wind / seismic cases are not considered in combination

Appendix-A.4

1.5

Operating without wind & Operating with wind cases

Appendix-A.5

1.2

Operating + Seismic Cases

Appendix-A.6

1.0

0.6DL with Wind & Seismic cases

Without Soil (WOS)

With Soil Case-1 (WS-1)

With Soil Case-2 (WS-2)

With Soil Case-3 (WS-3)

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11.7.2

Deep Foundation

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

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BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

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Piles shall be spaced at minimum 3.0 x d (d = diameter of piles) apart in regular grids in rectangular / square, trapezoidal or triangular pile cap system. Pile cap shall be designed for flexure and shear. Pile capacities and pile cap design shall be performed in accordance with AGES-SP-01-008 (1-CF0000-07-SPE-1007-00).

In aggressive ground conditions, piles shall be protected against corrosion by cathodic protection. Reinforcement bars shall be catholically protected in accordance with AGES Specification AGES-SP-07-001 (1-CF0000-25-PHL-7000-00) and drawing 1-CF0000-07- STD-2025-00 and 1-CF0000-25-DWG-7700-00. All re-bars shall be in electrical continuity. Pile reinforcement electrical continuity shall be verified by electrical continuity verification test as per AGES Specification AGES-SP-07-001 before casting the piles. CONTRACTOR shall coordinate the construction sequence with Cathodic Protection SUB-CONTRACTOR as applicable.

Other corrosion protection measures like appropriate concrete or mortar composition, appropriate chemical composition of steel, organic or inorganic coating, use of permanent casing or liner may be adopted based upon the recommendation provided in Geotechnical Investigation Report.

Module base support shall be modelled as pinned base in both transverse and longitudinal directions to optimize the number of piles required to withstand the vertical and lateral reactions at support base.

Pile Testing shall be performed as per Section 7.1 of AGES-SP-01-008 Specification 1- CF0000-07-SPE-1007.

Minimum 1 set of Piles for every 500 nos in each diameter shall be tested for initial loads tests (1 for Compression, 1 for Tension and 1 for Shear).

The pile compression and tension capacities are recommended in the below tables in accordance with the Stage Geotechnical Investigation Interpretative Report for GOP.

Table 11.7.2.1 – Allowable Compression Working Loads (Factor of Safety = 3)

(As per Table 52,53 & 54 of 1-A070231165-CF0000-A03-1040-00)

RGL (m, ACD)

6.34

Average Toe Level (m, ACD) Pile length (m)

-17 21.23

-18 22.23

-20 24.23

-22 26.23

-24 28.23

Minimum Socket Length in Intact Rock (m)

2

3

5

7

9

Pile Dia (m) 0.75 (Sub Area-3)

0.90 (Sub Area-3)

Allowable Working Loads (kN)

817

980

1164

1397

1858

2230

2553

3063

3247

3896

*Pile Cut-off Level is 2m below RGL

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Pile Lateral Capacities are recommended in the below table in accordance with the Geotechnical Investigation Interpretative Report for GOP.

Table 11.7.2.2 – Allowable Uplifting Resistance (Factor of Safety = 3.0)

(As per Table 52,53 & 54 of 1-A070231165-CF0000-A03-1040-00)

RGL (m, ACD) Average Toe Level (m, ACD)

Pile length (m)

Minimum Socket Length in Intact Rock (m)

-17

-18

6.34

-20

-22

-24

23.35

24.35

26.35

28.35

30.35

2

3

5

7

9

Pile Dia (m) 0.75 (Sub Area-3)

0.90 (Sub Area-3)

Allowable Working Loads (kN)

713

889

962

1190

1462

1793

1961

2395

2460

2997

11.7.2.3 – Allowable Lateral capacity (Fixed head)

(As per Table 63,65 & 67 of 1-A070231165-CF0000-A03-1040-00)

Table

RGL (m, ACD) Average Toe Level (m, ACD) Pile length (m) Minimum Socket Length in Intact Rock (m)

-17 21.23

-18 22.23

6.34 -20 24.23

-22 26.23

-24 28.23

2

3

5

7

9

Pile Dia (m) 0.75 (Sub Area-3) 0.90 (Sub Area-3)

Allowable Working Loads (kN) 300 300 450 450

300 450

300 450

300 450

Table 11.7.2.4 – Allowable Lateral capacity (Free head)

(As per Table 62,64 & 66 of 1-A070231165-CF0000-A03-1040-00)

RGL (m, ACD) Average Toe Level (m, ACD) Pile length (m) Minimum Socket Length in Intact Rock (m)

-17 21.23

-18 22.23

6.34 -20 24.23

-22 26.23

-24 28.23

2

3

5

7

9

Pile Dia (m) 0.75 (Sub Area-3)

0.90 (Sub Area-3)

*Pile Cut-off Level is 2m below RGL

Allowable Working Loads (kN) 300 300

300

300

450

450

450

450

300

450

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11.7.3

Tank Foundation

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

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 For small diameter tank (diameter < 10m), Square / Octagonal Concrete Slab

foundation shall be provided.

 For tank with diameter > 10m, concrete ring wall foundation shall be provided.

 The concrete ring wall width shall be proportioned such that the soil pressure under the ring wall equals the soil pressure under the confined earth at the same depth as the bottom of the ring wall.

 Maximum Settlements below the centre of the tank and the at periphery of the ring wall (at the bottom level of the ring wall) shall be calculated and the differential settlement should be within the permissible range of 0.004R, where R is the radius of the tank.

 Maximum absolute allowable settlement along the ring wall circumference is 50mm as per table 13.4 of AGES-SP-01-003 (1-CF0000-07-SPE-1004-00) and maximum differential allowable settlement along the ring wall circumference is 13mm as per (1-CF0000-07-SPE-1004-00). The differential table13.4 of AGES-SP-01-003 settlement is measured between the ends of any segment of 10.0m in circumference.

 The strength design of the ring wall should consider the following:

o Hoop tension generated in the ring wall foundation by lateral earth pressure.

o Torsion generated from the eccentric loading from the tank shell, product over the

ring wall, anchor bolts, and soil reaction beneath the ring wall foundation.

 Overturning and sliding of ring wall foundation are not required to be considered in

design.

 For internally pressurised tanks, special consideration should be given to the uplift check. The uplift force generated due to the internal pressure to the tank roof shall be resisted by the self-weight of the ring wall foundation, the weight of the tank shell and the product weight over the ring wall with adequate factor of safety. The base of the ring wall can be extended if required to include the weight of the soil over the extended base to cater to uplift.

 Seismic design requirements in accordance with API 650 annexure E

 Blast loads input parameters (Peak side on overpressure and pulse duration) are considered according to Table 10.4 of FERA report 1-CF0000-40-REP-0113-00_00. According to these values equipment vendor calculates the blast load on foundation and will be considered for foundation design.

11.7.4

Sump Design

Underground structures such as basements, rectangular tanks, sumps, and pits shall be designed in accordance with cl 9.4.1 and 9.4.11 of AGES-SP-01-003 (1-CF0000- 07-SPE-1004-00)

• Crack check, as per ACI350 for Sumps storing liquid with Oily content.
• surcharge load to be considered (HS20 wheel) or 10 kN/m2 as per section 10.16 AGES-SP-01-003

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• uplift check due to groundwater for Underground structures such as basements, rectangular tanks, sumps and pits shall be designed in accordance with latest referenced PCA bulletins and/or BS8007

PROCESS BUILDING DESIGN

12.1

General

The Electrical Sub-Stations (SS), Instrumentation Equipment Shelters (IES), Toxic gas refuge building and Operator Shelters are part of this project plant buildings which are called as Process Buildings. The structural design of Process buildings shall be in accordance with AGES-SP-01-003-Structural Design Basis – Onshore Specification (1- CF0000-07-SPE-1004-00) & Project Specification – Modular Buildings (1-CF0000-07-SPE- 1015-00) and architectural requirements shall be in accordance with AGES-SP-01-013- Architectural Design Basis (1-CF0000-01-SPE-1016-00).

12.2

Blast Resistant Philosophy

The Blast Resistant Philosophy shall be followed as per clause 15 of AGES-SP-01-003- Structural Design Basis – Onshore Specification (1-CF0000-07-SPE-1004-00).

The buildings required to be designed for blast, shall be as per the recommendation of FERA report (1-CF0000-40-REP-0113-00). The Blast Overpressure and duration with a defined response level shall in accordance with FERA report (1-CF0000-40-REP-0113-00) and considering the clause 15.4 & Table 15.1 of AGES-SP-01-003 (1-CF0000-07-SPE- 1004-00) based on ASCE - Design of Blast-Resistant Buildings in Petrochemical Facilities.

The buildings in Offshore Islands are Structural Steel modular type of construction and shall be detailed as per clause 15.5.2 of AGES-SP-01-003-Structural Design Basis – Onshore Specification.

Buildings having blast pressure less than 2.1 kN/m2 do not require special provisions with regards to explosion resistance. Buildings exposed to blast pressure of more than 2.1 kN/m2 shall meet the following minimum requirements in accordance with AGES-SP-01- 003 (1-CF0000-07-SPE-1004-00).

 The building structural frame, roof, walls, bracing, and connections, shall be designed in such a manner that large plastic deformations of the major frame members and external wall panels will be allowed to take place without causing partial or total building collapse.

 Columns shall have a fixed base with anchorage designed to be ductile.

12.3

Blast Pressure and Durations

The blast load overpressures and durations for each blast shall be as per FERA / QRA recommendations. Each blast load shall be assumed to have a shock front and to decrease linearly from the specified peak pressure (Po or Pr) to zero for the duration (to or te). Structural components of a blast resistant building shall be designed for the blast loads as specified in the clause 10.17 of AGES-SP-01-003 (1-CF0000-07-SPE-1004-00).

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Main structural elements including each wall shall be designed for the peak reflected pressure (Pr) with effective duration (te). Roof deck and beams shall be designed for the peak incident overpressure (Po) and duration (to).

12.4

Blast analysis for process buildings

Blast analysis shall be carried out in accordance with methods described in ASCE Report ‘Design of Blast Resistant Buildings in Petrochemical Facilities’.

Dynamic blast analysis shall be performed as per clause 12.6 of this document and Cl. 15.3 of AGES-SP-01-003 (1-CF0000-07-SPE-1004-00). Single Degree of Freedom (SDOF) analysis method can be used where the connected component differs in natural period by a factor of 2 or more.

12.5

Deformation Limits

Maximum deformation (d, ) of any structural element shall not exceed the limits as specified in the ASCE Manual for Blast Design for the allowable response criteria. Deformation limits shall be expressed as ductility ratio (μd), support rotation (θ) of any structural elements. Maximum deformation shall not exceed the limits specified in the Deformation Limits for Reinforced concrete elements for the allowable response criteria.

12.6

Method of Analysis and Design

The structural components of a blast resistant building are designed for the peak reflected pressures and duration. Each wall is designed for the peak reflected overpressure (Pr) with effective duration (te). Slabs are designed for the peak incident overpressure (Po) with duration (to). The main structural framing is designed for the combination of blast load on either one side of wall and roof.

Buildings shall have a steel framing system design which will allow large plastic deformation without collapse of the structure. The building structural frame, roof, walls, bracing, and connections, shall be structural steel, and designed such that large plastic deformations of the major frame members and external wall panels will be allowed to take place, without causing partial or total building collapse.

Blast building wall or roof materials, such as metal sheet siding or roofing panels, shall be anchored to the structural frame in order to prevent being shattered and becoming airborne projectiles during a blast. Some damage to the building and panels are acceptable, but the danger of airborne projectiles is to be prevented.

Analysis / Design of structural elements for blast loading is carried out component by component. Each component is considered as an independent uncoupled structural element.

When the modular building is elevated, the blast load applied to the underside of the building should be considered. Floor members shall have the bottom flange braced to resist the blast load applied.

The anchorage requirements for the blast resistant modular buildings shall be in accordance with Section 4.4.3 of Design of Blast-Resistant Buildings in Petrochemical Facilities (ASCE).

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In general, the lateral load resisting components include front walls, moment resisting frames and foundation. Vertical load resisting components include roof systems, roof beams, columns and foundation.

Dynamic analysis using Single Degree of Freedom (SDOF) method is performed for building structural elements viz. front walls, roof decks, roof beams and columns for load combination involving blast loads.

12.7

Materials of Construction

The building construction shall be using modular building design concept construction as per specification 1-CF0000-07-SPE-1015. The structural materials and requirements shall be in accordance with AGES-SP-01-002 (1-CF0000-07-SPE-1014-00) and AGES-SP-01- 003 (1-CF0000-07-SPE-1004-00) and this basis of design. The preservice requirements for Loadout, Transportation and Lifting of Modules shall be followed as per 1-CF0000-07- BOD-1001-00-Design Criteria for Loadout, Transportation and Lifting of Offshore Islands Modules.

12.8

Building HVAC Design

The building HVAC system design requirements shall be in accordance with HVAC Design Basis 1-CF0000-26-BOD-1500.

12.9

Building Fire Protection

The building Fire protection systems design requirements shall be in accordance to Fire Protection Design Philosophy of AGES-PH-03-002 - Fire & Gas Detection and Fire Protection System Philosophy – Part 3 – Passive Fire Protection and specification 1- CF0000-31-SPE-2010-00.

NON-PROCESS BUILDINGS

The buildings structural design shall be in accordance with AGES-SP-01-003-Structural Design Basis – Onshore Specification (1-CF0000-07-SPE-1004-00) & Project Specification – Modular Buildings (1-CF0000-07-SPE-1015-00) and architectural requirements shall be in accordance with AGES-SP-01-013-Architectural Design Basis (1-CF0000-01-SPE- 1016). Pre-cast Construction system consist of Precast Columns, beams, slab and Foundation. The assembly of the Pre-Cast elements shall be done at site with minimum Cast-in situ Construction. The list of Non process buildings in GOP are presented below.

NUM

BUILDING TAG

AREA

BUILDING NAME

1

2

3

4

5

GH5179-WK-001 GOP COMBINED WORKSHOP, CHEMICAL STORE AND FIRE STATION

GH5179-GH-001

GOP MAIN HARBOUR AND CICPA GATEHOUSE

GH-5179-SH-015 GOP WASTE MANAGEMENT SHADE

GH5179-WH-001 GOP RADIO-ACTIVE STORAGE

GH5179-LA-001 GOP

MOBILE LABORATORY

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SOFTWARE FOR CIVIL / STRUCTURAL WORKS

Following computer programs shall be used for the analysis & design of structures and their foundations.

STAAD Pro – CONNENT Edition V22

FOUNDATION 3D,

MAT 3D,

Excel Spreadsheet

ETABS & SAFE

Dynaf

APPENDICES

:

:

:

:

:

:

Steel, Concrete and Building Analysis

& Design

Foundation Design

Foundation Design

Tank Foundation

Infrastructure related Concrete

buildings

Dynamic foundation

Appendix – A

Primary Load Cases & Load Combination Philosophy for Structures & Foundations

Appendix – A.1.1

Strength Load Combinations (Steel & Concrete) Pipe rack & Tech structures

Appendix – A.1.2

Strength Load Combinations (Steel & Concrete) Shelters & Buildings

Appendix – A.2.1

Serviceability Load Combinations (Steel & Concrete) Pipe rack & Tech structures

Appendix – A.2 .2

Serviceability Load Combinations (Steel & Concrete) Shelters & Buildings

Appendix – A.3.1.1 Strength Load Combinations for Foundation of Pipe rack & Tech

Structures (Without Soil, FOS- 1.2)

Appendix – A.3.1.2 Strength Load Combinations for Foundation of Shelters & Buildings

(Without Soil, FOS- 1.2)

Appendix – A.3.2.1 Serviceability Load Combinations for Foundation of Pipe rack & Tech

structures (Without Soil, FOS- 1.2)

Appendix – A.3.2.2 Serviceability Load Combinations for Foundation of Shelters &

Buildings (Without Soil, FOS- 1.2)

Appendix – A.4.1

Serviceability Load Combinations for foundation of Pipe rack & Tech structures (with soil- case-1, Operating cases, Operating + Wind cases, FOS - 1.5)

Appendix – A.4.2

Serviceability Load Combinations for foundation of Shelters & Buildings (with soil- case-1, Operating cases, Operating + Wind cases, FOS - 1.5)

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Appendix – A.5.1

Serviceability Load Combinations for foundation of Pipe rack & Tech structures (with soil-case-2, Operating + seismic cases, FOS - 1.2)

Appendix – A.5.2

Serviceability Load Combinations for foundation of Shelters & Buildings (with soil-case-2, Operating + seismic cases, FOS - 1.2)

Appendix – A.6.1

Serviceability Load Combinations for foundation of Pipe rack & Tech structures (with soil-case-3, 0.6 dl + wind/seismic cases, FOS - 1.0)

Appendix – A.6.2

Serviceability Load Combinations for foundation of Shelters & Buildings (with soil-case-3, 0.6 dl + wind/seismic cases, FOS - 1.0)

Appendix – A.7

Primary Load Cases & Load Combination Philosophy for Equipment Foundation

Appendix – A7.1

Serviceability Load Combinations for Design of Vertical Vessel Foundation (Without Soil)

Appendix – A7.2

Strength Load Combinations Foundation (Without Soil)

for Design of Vertical Vessel

Appendix – A7.3

Serviceability Load Combinations for Design of Vertical Vessel Foundation (With Soil-1)

Appendix – A7.4

Serviceability Load Combinations for Design of Vertical Vessel Foundation (With Soil-2)

Appendix – A7.5

Serviceability Load Combinations for Design of Vertical Vessel Foundation (With Soil-3)

Appendix – A7.6

Strength Load Combinations Foundation (With Soil)

for Design of Vertical Vessel

Appendix – A8.1

Serviceability Load Combinations for Design of Horizontal Vessel Foundation (Without Soil)

Appendix – A8.2

Strength Load Combinations for Design of Horizontal Vessel Foundation (Without Soil)

Appendix – A8.3

Serviceability Load Combinations for Design of Horizontal Vessel Foundation (With Soil-1)

Appendix – A8.4

Serviceability Load Combinations for Design of Horizontal Vessel Foundation (With Soil-2)

Appendix – A8.5

Serviceability Load Combinations for Design of Horizontal Vessel Foundation (With Soil-3)

Appendix – A8.6

Strength Load Combinations for Design of Horizontal Vessel Foundation (With Soil)

Load Combinations for Pre-Service Analysis shall be referred to 1-CF0000-07-BOD-1001- 00, Design Criteria for Loadout, Transportation and Lifting of Offshore Islands Modules.

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APPENDIX A – PRIMARY LOAD CASES & LOAD COMBINATION PHILOSOPHY FOR IN-PLACE ANALYSIS (STEEL & CONCRETE)

(NO. OF PAGES – 04)

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Sl.No

Load Type

Load

Description

Primary Load cases- Pipe Rack & Tech Structures

Legend

STAAD Load case number

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

Dead

Dead

Dead

Live Load

Thermal

Thermal

Empty

Empty

Empty

Live Load

Live Load

Live Load

Test

Test

Test

Operating

Operating

Operating

Operating

Operating

Operating

Operating

Operating

Live Load

Live Load

Live Load

Live Load

Wind

Wind

Wind

Wind

Seismic

Seismic

Seismic

Seismic

Seismic

Seismic

Selfweight

Non Modelled

Non Modelled

Selfweight of the Modelled structure.

Non modelled dead weight - Modularized (Gratings, Handrails, ladders, insulation, cable trays etc.)

Non modelled dead weight - Site Installed (Cable weight, fixures, etc.)

Floor Live Load

Live Load on operating Platform, Access and Maintenance platform

Self Straining Force

Self Straining force due to Rise in temperature w.r.t construction temperature.

Self Straining Force

Self Straining force due to Fall in temperature w.r.t construction temperature.

Piping Empty

Piping Empty

Equip. Empty

Empty weight of the Piping

Empty weight of the future Piping

Empty weight of the Equipment

Piping Operating

Operating weight of the Piping (Content)

Piping Operating

Operating weight of the future Piping (Content)

Equip. Operating

Operating weight of the Equipment (Content)

Piping Test

Piping Test

Equip. Test

Anchor Load

Anchor Load

Guide Load

Guide Load

Friction Load

Friction Load

Friction Load

Friction Load

Test weight of the Piping (Content)

Test weight of the future Piping (Content)

Test weight of the Equipment (Content)

Piping Anchor Forces due to thermal effects (Longitudinal)

Future Piping Anchor Forces due to thermal effects (Longitudinal)

Piping Guide Forces due to thermal effects (Transverse)

Future Piping Guide Forces due to thermal effects (Transverse)

Piping Longitudinal Friction Forces due to thermal effects

Future Piping Longitudinal Friction Forces due to thermal effects

Piping Transverse Friction Forces due to thermal effects

Future Piping Transverse Friction Forces due to thermal effects

Piping Operating

PSV POP-UP Load - X

Piping Operating

PSV POP-UP Load - Z

Piping. Operating

PSV POP-UP Load - Y

Piping Operating

Longitudinal Beam Local Check

Wind Load

Wind Load

Wind Load

Wind Load

Seismic

Seismic

Seismic

Seismic

Seismic

Seismic

Wind Load on X Direction

Wind Load on Z Direction

Wind Load on Pipes - X Direction

Wind Load on Pipes - Z Direction

Seismic Load Empty - X - Direction

Seismic Load Empty - Z - Direction

Seismic Load Empty - Y - Direction

Seismic Load Operating - X - Direction

Seismic Load Operating - Z - Direction

Seismic Load Operating - Y - Direction

Maintenance Load-1

Maintenance

Maintenance Load-1_Vertical component (Bundle Pull, monorail, Lifting hook etc.)

Maintenance Load-1

Maintenance

Maintenance Load-1_Horizontal Component (Bundle Pull, monorail, Lifting hook etc.)

Maintenance Load-2

Maintenance

Maintenance Load-2_Vertical component (Bundle Pull, monorail, Lifting hook etc.)

Maintenance Load-2

Maintenance

Maintenance Load-2_Horizontal Component (Bundle Pull, monorail, Lifting hook etc.)

DLs

DLn-m

DLn-si

LL

TLss+

TLss-

DLe-p

DLe-fp

DLe-e

LLo-p

LLo-fp

LLo-e

DLt-p

DLt-fp

DLt-e TLA TLA-FP TLG TLG-FP TLF TLF-FP TLTF TLTF-FP PSVX PSVZ PSVY LBLC WLX WLZ WLXP WLZP EEHX EEHZ EEVY EOHX EOHZ EOVY ML1V ML1H ML2V ML2H

1

2

3

4

5

6

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

41

42

43

44

51

52

53

54

55

56

61

62

63

64

Notes:

1. The Load combinations arrived based on ASC-7-16 & AGES-SP-01-003 standards.

2. Longitudinal direction is along the length of the structure & transverse direction is across the length of the structure.

3. LLo-p,LLo-fp & LLo-e is Operating content load of Piping, future piping and Equipment and is attributed to imposed Load factors.

4. Load Factors for Self-Straining Loads are based on ASCE 7-16 Commentary C.2.3.4

5. Operating (content), Pipe Friction and Anchor Forces attributed same factors as live Loads. However, the load factor for operating and anchor forceshave been adjusted to suit

the nature of load (non-occupancy).

6. As per ASCE 7 - 2016 Clause 2.3.4, the combination of self-straining loads with other load conditions is discretionary. Based on the experience in theregion, the adverse effects on

the structure due to variation in temperature has not been established and the probability of extreme loading conditionsacting together is unlikely. Therefore, the self-straining load

is not included in extreme conditions like seismic and wind load combinations.

7. Test Load considered mainly for local member design as generally one equipment or pipe section shall be tested at a time.

8. Reduced wind Load is considered for Erection / Test Condition.

9. Live Load corresponding to Erection condition shall be considered.

10. The strength design wind speed shall be used in the load combinations.

11. The self straining forces need not be transferred to foundation design.

12. Dynamic load is function of DL and therefore DL factors area assigned.

13. Differential setttlement attributed same factors as Dead Load.

14. Erection Dead loads are weight of equipment corresponding to erection condition.

15. Depending on stabilizing or destabilizing effect, appropriate Load factors shall be considered for HY load case.

16. When using ASCE 7-05/ADIBC 2013 for seimic load combination, the related factors shall be suitably updated in acordance with the respective codal provisions.

17. The earthquake horizontal load Eh is the orthogonal combination of horizontal seismic load effect; i.e. Eh= ±Ex±0.3Ey or Eh= ±Ey±0.3Ex

18. The load combination should be expanced to include the lateral loads iin both ”+” and ”-” directions.

19. The erection load combinations are applicable for vessel supports and foundation.

20. For ASD load combination 0.6 times strength design wind shall be used

21. For Serviceability load combination 0.625 times strength design wind shall be used

S.No

Load Type

Load

Description

Primary Load cases - Shelters & Buildings

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

51

52

53

54

55

Dead

Dead

Dead

Live Load

Thermal

Thermal

Live Load

Empty

Empty

Empty

Live Load

Live Load

Live Load

Test

Test

Test

Operating

Operating

Operating

Operating

Operating

Operating

Operating

Operating

Live Load

Live Load

Live Load

Live Load

Wind

Wind

Wind

Wind

Wind

Wind

Wind

Wind

Seismic

Seismic

Seismic

Seismic

Seismic

Seismic

Selfweight

Selfweight of the Modelled structure.

Non Modelled

Non modelled dead weight - Modularized (Gratings, Handrails, ladders, insulation, cable trays etc.)

Non Modelled

Non modelled dead weight - Site Installed (Cable weight, fixures, etc.)

Floor Live Load

Live Load on operating Platform, Access and Maintenance platform

Self Straining ForceSelf Straining force due to Rise in temperature w.r.t construction temperature.

Self Straining ForceSelf Straining force due to Fall in temperature w.r.t construction temperature.

Roof Live Load

Live load on shelter roof

Piping Empty

Empty weight of the Piping

Piping Empty

Empty weight of the future Piping

Equip. Empty

Empty weight of the Equipment

Piping Operating

Operating weight of the Piping (Content)

Piping Operating

Operating weight of the future Piping (Content)

Equip. Operating

Operating weight of the Equipment (Content)

Piping Test

Piping Test

Equip. Test

Anchor Load

Anchor Load

Guide Load

Guide Load

Test weight of the Piping (Content)

Test weight of the future Piping (Content)

Test weight of the Equipment (Content)

Piping Anchor Forces due to thermal effects (Longitudinal)

Future Piping Anchor Forces due to thermal effects (Longitudinal)

Piping Guide Forces due to thermal effects (Transverse)

Future Piping Guide Forces due to thermal effects (Transverse)

Friction Load

Piping Longitudinal Friction Forces due to thermal effects

Friction Load

Future Piping Longitudinal Friction Forces due to thermal effects

Friction Load

Piping Transverse Friction Forces due to thermal effects

Friction Load

Future Piping Transverse Friction Forces due to thermal effects

Piping Operating

PSV POP-UP Load - X

Piping Operating

PSV POP-UP Load - Z

Equip. Operating

PSV POP-UP Load - Y

Piping Operating

Longitudinal Beam Local Check

Wind Load

Wind Load on +X direction with internal pressure

Wind Load

Wind Load on +X direction with internal Suction

Wind Load

Wind Load on -X direction with internal pressure

Wind Load

Wind Load on -X direction with internal Suction

Wind Load

Wind Load on +Z direction with internal pressure

Wind Load

Wind Load on +Z direction with internal Suction

Wind Load

Wind Load on -Z direction with internal pressure

Wind Load

Wind Load on -Z direction with internal Suction

Seismic

Seismic

Seismic

Seismic

Seismic

Seismic

Seismic Load Empty - X - Direction

Seismic Load Empty - Z - Direction

Seismic Load Empty - Y - Direction

Seismic Load Operating - X - Direction

Seismic Load Operating - Z - Direction

Seismic Load Operating - Y - Direction

Maintenance Load-1

Maintenance

Maintenance Load-1_Vertical component (Bundle Pull, monorail, Lifting hook etc.)

Maintenance Load-1

Maintenance

Maintenance Load-1_Horizontal Component (Bundle Pull, monorail, Lifting hook etc.)

Maintenance Load-2

Maintenance

Maintenance Load-2_Vertical component (Bundle Pull, monorail, Lifting hook etc.)

Maintenance Load-2

Maintenance

Maintenance Load-2_Horizontal Component (Bundle Pull, monorail, Lifting hook etc.)

Crane Loads

Crane Loads

Crane Loads

Crane Loads

Crane Loads

Blast

Blast

Blast

Blast

Crane

Crane

Crane

Crane

Crane

Crane dead load (Iincluding hoist & trolley) at Gable frame in parking position

Crane dead load (Iincluding hoist & trolley) at other frame during maintenance

Crane lifted weight without crane dead load

Side Thrust Load due to crane movement

Tractive force due to crane movement

Blast Loads

Blast Loads

Blast Loads

Blast Loads

Blast Load -Front wall

Blast Load -Roof

Blast Load -Floor

Blast Load -Side wall

Legend

DLs

DLn-m

DLn-si

LL

TLss+

TLss- Lr DLe-p

DLe-fp

DLe-e

LLo-p

LLo-fp

LLo-e

DLt-p

DLt-fp

DLt-e TLA TLA-FP TLG TLG-FP TLF TLF-FP TLTF TLTF-FP PSVX PSVZ PSVY LBLC

W+Xi

W+Xs

W-Xi

W-Xs

W+Zi

W+Zs

W-Zi

W-Zs EEHX EEHZ EEVY EOHX EOHZ EOVY ML1V ML1H ML2V ML2H Cd1

Cd2 CLL CST CTF BLF

BLRF

BLFL

BLS

STAAD Load case number 1

2

3

4

5

6

7

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

41

42

43

44

45

46

47

48

51

52

53

54

55

56

61

62

63

64

71

72

73

74

75

81

82

83

84

Notes:

1. The Load combinations arrived based on ASC-7-16 & AGES-SP-01-003 standards.

2. Longitudinal direction is along the length of the structure & transverse direction is across the length of the structure.

3. LLo-p,LLo-fp & LLo-e is Operating content load of Piping, future piping and Equipment and is attributed to imposed Load factors.

4. Load Factors for Self-Straining Loads are based on ASCE 7-16 Commentary C.2.3.4

5. Operating (content), Pipe Friction and Anchor Forces attributed same factors as live Loads. However, the load factor for operating and anchor forceshave been adjusted to suit

the nature of load (non-occupancy).

6. As per ASCE 7 - 2016 Clause 2.3.4, the combination of self-straining loads with other load conditions is discretionary. Based on the experience in theregion, the adverse effects on

the structure due to variation in temperature has not been established and the probability of extreme loading conditionsacting together is unlikely. Therefore, the self-straining load

is not included in extreme conditions like seismic and wind load combinations.

7. Test Load considered mainly for local member design as generally one equipment or pipe section shall be tested at a time.

8. Reduced wind Load is considered for Erection / Test Condition.

9. Live Load corresponding to Erection condition shall be considered.

10. The strength design wind speed shall be used in the load combinations.

11. The self straining forces need not be transferred to foundation design.

12. Dynamic load is function of DL and therefore DL factors area assigned.

13. Differential setttlement attributed same factors as Dead Load.

14. Erection Dead loads are weight of equipment corresponding to erection condition.

15. Depending on stabilizing or destabilizing effect, appropriate Load factors shall be considered for HY load case.

16. When using ASCE 7-05/ADIBC 2013 for seimic load combination, the related factors shall be suitably updated in acordance with the respective codal provisions.

17. The earthquake horizontal load Eh is the orthogonal combination of horizontal seismic load effect; i.e. Eh= ±Ex±0.3Ey or Eh= ±Ey±0.3Ex

18. The load combination should be expanced to include the lateral loads iin both ”+” and ”-” directions.

19. The erection load combinations are applicable for vessel supports and foundation.

20. For ASD load combination 0.6 times strength design wind shall be used

21. For Serviceability load combination 0.625 times strength design wind shall be used

LOAD COMBINATION PHILOSOPHY AS PER ASCE-7-16, AGES-SP-01-003 & PIP Standard

LOAD COMBINATIONS FOR STRENGTH DESIGN

Operating Condition Local Check for Transverse Beams 1.2 x Dead + 1.2 x Empty5 + 1.6 x Operating Content + 1.6 x Live Load + 0.5 x Roof Live Load + 1.6 x Anchor + 1.6 x Guide + 3.21 x Long. Friction + 1.6 x Trans. Friction Local Check for Longitudinal Beams 1.2 x Dead + 1.2 x Empty + 1.6 x Operating Content + 1.6 x Live Load + 0.5 x Roof Live Load + 1.6 x Anchor + 1.6 x Guide + 1.6 x Long. Friction + 3.21 x Trans. Friction Operation + Crane/Live combinations + Temperature Ris/Fall 1.2 x Dead + 1.2 x Empty + 1.6 x Operating Content + 1.6 x Live Load + 0.5 x Roof Live Load ± 1.6 x Anchor ± 1.6 x Guide ± 0.82 x Long. Friction ± 0.82 x Trans. Friction ± 1.6 x Crane Load ± 1.2 x Temp Load4 1.2 x Dead + 1.2 x Empty + 1.2 x Operating Content + 1.0 x Live Load + 1.6 x Roof Live Load ± 1.2 x Anchor ± 1.2 x Guide ± 0.62 x Long. Friction ± 0.62 x Trans. Friction ± 1.0 x Crane Load ± 1.2 x Temp Load4 Operation + Wind 1.2 x Dead + 1.2 x Empty + 1.2 x Operating Content ± 1.2 x Anchor ± 1.2 Guide ± 1.0 x WL Operation + Live + Wind 1.2 x Dead + 1.2 x Empty + 1.2 x Operating Content + 1.6 x Roof Live Load ± 1.2 x Anchor ± 1.2 Guide ± 0.5 x WL Operation + Live + Crane + Wind 1.2 x Dead + 1.2 x Empty + 1.2 x Operating Content + 1.0 x Live Load + 0.5 x Roof Live Load ± 1.2 x Anchor ± 1.2 x Guide ± 1.0 x WL ± 1.0 x Crane Load Operatinon + Live + Seismic 1.2 x Dead + 1.2 x Empty + 1.2 x Operating Content + 1.0 x Live Load ± 1.2 x Anchor ± 1.2 x Guide ± 1.0 x EQ ± 0.3 x EQ (Orthogonal) Test Condition Test condition without wind 1.4 x Dead + 1.4 x Empty5 + 1.4 x Test Content Test + Wind 1.2 x Dead + 1.2 x Empty + 1.2 x Test Content ± 0.5 x WL Test + Live + Crane + Wind 1.2 x Dead + 1.2 x Empty + 1.2 x Test Content + 1.0 x Live Load ± 0.5 x WL ± 1.0 x Crane Load Empty Condition Empty + Temp Rise/Fall 1.4 x Dead + 1.4 x Empty6 ± 1.2 x Temp. Load Empty + Wind 0.9 x Dead + 0.9 x Empty ± 1.0 WL Empty + Seismic7 0.9 x Dead + 0.9 x Empty ± 1.0 EQ ± 0.3 x EQ (Orthogonal) Empty + Bundle Pull + Live + Wind 1.2 x Dead + 1.2 x Empty + 1.0 x Live Load ± 1.6 x Bundle Pull 0.9 x Dead + 0.9 x Empty ± 1.6 x Bundle Pull Erection Condition Erection + Wind 0.9 x Dead + 0.9 x Erection6 ± 0.5 x WL Erection + Live Load + Crane + Wind 1.2 x Dead + 1.2 x Erection + 1.0 x Live Load ± 0.5 x WL ± 1.0 x Crane Load Blast 1.2 x Dead + 0.5 x Live Load ± 1.0 x Blast Load 0.9 x Dead ± 1.0 x Blast Load

LOAD COMBINATIONS FOR SERVICEABILITY CHECK

LOAD COMBINATION PHILOSOPHY AS PER ASCE-7-16, AGES-SP-01-003 & PIP Standard

Operating Condition Operation + Crane/Live combinations 1.0 x Dead + 1.0 x Empty5 + 1.0 x Operating Content + 1.0 x Live Load ± 1.0 x Anchor ± 1.0 x Guide ± 0.52 x Long. Friction ± 0.52 x Trans. Friction ± 1.0 x Crane Load ± 1.0 x Temp Load 1.0 x Dead + 1.0 x Empty + 1.0 x Operating Content + 0.75 x Live Load + 0.75 x Roof Live Load ± 1.0 x Anchor ± 1.0 x Guide ± 0.52 x Long. Friction ± 0.52 x Trans. Friction ± 0.75 x Crane Load ± 1.0 x Temp Load Operation + Wind 1.0 x Dead + 1.0 x Empty + 1.0 x Operating Content ± 1.0 x Anchor ± 1.0 x Guide ± 0.625 x WL Operation + Live + Crane + Wind 1.0 x Dead + 1.0 x Empty + 1.0 x Operating Content + 0.75 x Live Load + 0.75 x Roof Live Load ± 1.0 x Anchor ± 1.0 x Guide ± 0.47 x WL ± 0.75 x Crane Load Operation + Seismic 1.0 x Dead + 1.0 x Empty + 1.0 x Operating Content ± 1.0 x Anchor ± 1.0 x Guide ± 0.7 x EQ ± 0.21 x EQ (Orthogonal) Operatinon + Live + Seismic 1.0 x Dead + 1.0 x Empty + 1.0 x Operating Content + 0.75 x Live Load ± 1.0 x Anchor ± 1.0 x Guide ± 0.525 x EQ ± 0.16 x EQ (Orthogonal) Test Condition Test condition without wind 1.0 x Dead + 1.0 x Empty5 + 1.0 x Test Content Test + Wind 1.0 x Dead + 1.0 x Empty + 1.0 x Test Content ± 0.32 x WL Test + Live + Crane + Wind 1.0 x Dead + 1.0 x Empty + 1.0 x Test Content + 0.75 x Live Load ± 0.24 x WL ± 0.75 x Crane Load Empty Condition Empty + Temp Rise/Fall 1.0 x Dead + 1.0 x Empty6 ± 1.0 x Temp. Load Empty + Wind 1.0 x Dead + 1.0 x Empty ± 0.625 WL 0.6 x Dead + 0.6 x Empty ± 0.625 WL Empty + Seismic7 0.6 x Dead + 0.6 x Empty ± 0.7 x EQ ± 0.21 x EQ (Orthogonal) Empty + Bundle Pull + Live + Wind 1.0 x Dead + 1.0 x Empty + 0.75 x Live Load ± 1.0 x Bundle Pull Erection Condition Erection + Wind 0.6 x Dead + 0.6 x Erection6 ± 0.32 x WL Erection + Live Load + Crane + Wind 1.0 x Dead + 1.0 x Erection + 0.75 x Live Load ± 0.24 x WL ± 0.75 x Crane Load Blast 1.0 x Dead + 0.5 x Live Load ± 1.0 x Blast Load 0.9 x Dead ± 1.0 x Blast Load

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

00

APPENDIX A.1.1 – STRENGTH LOAD COMBINATIONS (STEEL & CONCRETE) PIPE RACK & TECH STRUCTURES

(NO. OF PAGES – 02)

DOCUMENT CLASS 1

Page 49 of 76

Uncontrolled When Printed

Load Description

Empty Condition

Empty Condition + Wind

Operating Condition without Wind

Operating Condition without Wind

Operating Condition + Wind

Operating Condition + Wind

Test Without Wind

Test + Wind

Test + Live + Wind

Erection + Live + Wind (applicable for Modular)

Erection + Wind (applicable for Modular)

Erection + Live + Wind (applicable for Stick-built)

Erection + Wind (applicable for Stick-built)

Operating + Earthquake

Empty + Earthquake

Occational/ Accidental case (PSV, Surge Loads)

Classification

Si. No:

1

2

Combo n° DLs DLn-

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

1001 1002 1003 1004 1005 1006 1007 1008 1009 1010 1011 1012 1013 1014 1015 1016 1017 1018 1019 1020 1021 1022 1023 1024 1025 1026 1027 1028 1029 1030 1031 1032 1033 1034 1035 1036 1037 1038 1039 1040 1041 1042 1043 1044 1045 1046 1047 1048 1049 1050 1051 1052 1053 1054 1055 1056 1057 1058 1059 1060 1061 1062 1063 1064 1065 1066 1067 1068 1069 1070 1071 1072 1073 1074 1075 1076 1077 1078 1079 1080 1081 1082 1083

1.4 1.4 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

m 1.4 1.4 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

4 LL

1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1

1 1 1 1

1 1 1 1 1 1 1 1

3 DLn- si 1.4 1.4 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

5

7 TLss+ TLss- LLct DLe-p DLe-

11

12

6

13

14 DLe-e LLo-p LLo-

15

16

17

18

19

20

21

22

23

24

25

26

27

28

LLo-e DLt-p DLt-fp DLt-e

TLAG-X TLAG-FP-X TLAG-Z TLAG-FP-Z TLF-X TLF-FP-X TLF-Z TLF-FP-Z PSVX

29 PSVZ

30 PSVY

41

51 31 LBLC WLX WLZ WLX-P WLZ-P WL0.5X WL0.5Z EEHX

42

43

44

45

46

52 EEHZ

53 EEVY

LRFD - STRENGTH DESIGN LOAD FACTORS FOR MODULAR PIPE RACK & TECH STRUCTURES

54 71 EOHX EOHZ EOVY ML1V ML1H ML2V ML2H NEX

55

56

61

62

63

64

72 NEZ

73 NOX

74 NOZ

75 NTX

76 NTZ

81 BLX

82 BLZ

1.2

1.2

1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2

1 1 1 1

1 1 1 1

fp

fp

1.4 1.4 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.4 1.4 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2

1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2

1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2

1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2

1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2

1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2

1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2

1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2

1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2

1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2

1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2

1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2

1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2

1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2

1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2

1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2

1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2

1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2

1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2

1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2

1 -1

1 -1

1 -1

1 -1

1 -1

1 -1

0.5 -0.5

1 1 -1 -1

0.5 -0.5

0.5 -0.5

0.5 -0.5

0.5 -0.5

0.5 -0.5

0.5 -0.5

0.5 -0.5

1 1 -1 -1

0.5 -0.5

0.5 -0.5

0.5 -0.5

0.5 -0.5

0.5 -0.5

0.5 -0.5

0.5 -0.5

1 -1 1 -1

0.5 -0.5

0.5 -0.5

0.5 -0.5

0.5 -0.5

0.5 -0.5

0.5 -0.5

0.5 -0.5

0.5 -0.5

1 -1 1 -1

1 1 -1 -1

0.5 -0.5

0.5 -0.5

0.5 -0.5

0.5 -0.5

0.5 -0.5

0.5 -0.5

0.5 -0.5

0.5 -0.5

0.5 -0.5

0.5 -0.5

0.5 -0.5

0.5 -0.5

0.5 -0.5

1 -1 1 -1

0.5 -0.5

0.5 -0.5

0.5 -0.5

0.5 -0.5

0.5 -0.5

0.5 -0.5

1 1 -1 -1 0.3 0.3 -0.3 -0.3

0.3 -0.3 0.3 -0.3 1 -1 1 -1

1 1 1 1 1 1 1 1

1 1 -1 -1 0.3 0.3 -0.3 -0.3

0.3 -0.3 0.3 -0.3 1 -1 1 -1

-1 -1 -1 -1 -1 -1 -1 -1

1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2

1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2

1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2

1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2

1 1 -1 -1 1 1 -1 -1

1 -1 1 -1 1 -1 1 -1

1 1 1 1 1 1 1 1

1 1 -1 1 -1 1 -1 1 -1

1 1 -1 1 -1 1 -1 1 -1

1 1 1 -1 1 -1

1 1 1 -1 1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 -1 1 -1 1 1 -1 -1 1 1 -1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 1 -1 -1 1 1 -1 -1

1 1 -1 -1 1 1 -1 -1

1 -1 1 -1 1 -1 1 -1

Maintenance Load (Bundle pull, Lifting Hook, Monorail etc.)

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Operating Condition without wind for Local check

Operating Condition without wind for Local check

Minimum loading on Longitudinal beams

Operating Condition + Blast

Operating Condition + Blast

Local Check - X dir_Pipe support beams

Local Check - X dir_Pipe support beams

Local Check - X dir_Pipe support beams

Local Check - X dir_Pipe support beams

Local Check - X dir_Pipe support beams

Local Check - X dir_Pipe support beams

Local Check - X dir_Pipe support beams

Local Check - X dir_Pipe support beams

Local Check - Z dir_Pipe support beams

Local Check - Z dir_Pipe support beams

Local Check - Z dir_Pipe support beams

Local Check - Z dir_Pipe support beams

Local Check - Z dir_Pipe support beams

Local Check - Z dir_Pipe support beams

Local Check - Z dir_Pipe support beams

Local Check - Z dir_Pipe support beams

Local check for longitudinal beams

Global Design

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Global Design

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Global Design

Global Design

1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2

1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6

1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2

1084 1085 1086 1087 1088 1089 1090 1091 1092 1093 1094 1095 1096 1097 1098 1099 1101 1102 1103 1104 1105 1106 1107 1108 1109 1110 1111 1112 1113 1114 1115 1116

1401

1501 1502 1503 1504 1505 1506 1507 1508

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.4

1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.4

1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.4

1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9

1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6

1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9

1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6

1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9

1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6

1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9

1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 3.2 3.2 -3.2 -3.2 3.2 3.2 -3.2 -3.2

1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 3.2 3.2 -3.2 -3.2 3.2 3.2 -3.2 -3.2

1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 3.2 -3.2 3.2 -3.2 3.2 -3.2 3.2 -3.2 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6

1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 3.2 -3.2 3.2 -3.2 3.2 -3.2 3.2 -3.2 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6

1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 3.2 3.2 -3.2 -3.2 3.2 3.2 -3.2 -3.2 6.4 6.4 -6.4 -6.4 6.4 6.4 -6.4 -6.4

1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 3.2 3.2 -3.2 -3.2 3.2 3.2 -3.2 -3.2 6.4 6.4 -6.4 -6.4 6.4 6.4 -6.4 -6.4

1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 6.4 -6.4 6.4 -6.4 6.4 -6.4 6.4 -6.4 3.2 -3.2 3.2 -3.2 3.2 -3.2 3.2 -3.2

1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 6.4 -6.4 6.4 -6.4 6.4 -6.4 6.4 -6.4 3.2 -3.2 3.2 -3.2 3.2 -3.2 3.2 -3.2

1.4

1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6

1.6 1.6 1.6 1.6 -1.6 -1.6 -1.6 -1.6

1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6

1.6 1.6 1.6 1.6 -1.6 -1.6 -1.6 -1.6

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 -1

1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

1 -1

1 -1

1 -1

1 -1

1 -1

1 -1

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

00

APPENDIX A.1.2 – STRENGTH LOAD COMBINATIONS (STEEL & CONCRETE) SHELTER & BUILDINGS (NO. OF PAGES – 02)

DOCUMENT CLASS 1

Page 50 of 76

Uncontrolled When Printed

4 LL

5

6

TLss+ TLss-

7 Lr

11

12

DLe-p DLe-

13

14 DLe-e LLo-p LLo-

15

16

17

18

19

20

21

22

23

LLo-e DLt-p DLt-fp DLt-e

TLAG-X TLAG-FP-X TLAG-Z TLAG-FP-

24 TLF-X

25 TLF-FP-X

26 TLF-Z

27

28

TLF-FP-Z PSVX

29 PSVZ

30 PSVY

48 44 31 LBLC W+Xi W+Xs W-Xi W-Xs W+Zi W+Zs W-Zi W-Zs

46

41

42

43

45

47

51 EEHX

52 EEHZ

LRFD - STRENGTH DESIGN LOAD FACTORS FOR SHELTERS & BUILDINGS

53

61 71 EEVY EOHX EOHZ EOVY ML1V ML1H ML2V ML2H Cd1

56

55

54

62

63

64

fp

fp

Load Description

Empty Condition

Empty Condition + Wind

Operating Condition without Wind

Operating Condition without Wind

Operating Condition + Wind

Operating Condition + Live + Wind

Test Without Wind

Test + Wind

Test + Live + Wind

Erection + Live + Wind

Erection + Wind

Operating + Earthquake

Empty + Earthquake

Classification

Si. No:

1

2

Combo n° DLs DLn-

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Global Design

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Global Design

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Global Design

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Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

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Global Design

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Global Design Global Design Global Design

Global Design Global Design Global Design

Global Design Global Design Global Design Global Design

Global Design Global Design Global Design

Global Design Global Design Global Design Global Design

Global Design Global Design Global Design

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1001 1002 1003 1004 1005 1006 1007 1008 1009 1010 1011 1012 1013 1014 1015 1016 1017 1018 1019 1020 1021 1022 1023 1024 1025 1026 1027 1028 1029 1030 1031 1032 1033 1034 1035 1036 1037 1038 1039 1040 1041 1042 1043 1044 1045 1046 1047 1048 1049 1050 1051 1052 1053 1054 1055 1056 1057 1058 1059 1060 1061 1062 1063 1064 1065 1066 1067 1068 1069 1070 1071 1072 1073 1074 1075 1076 1077 1078 1079 1080 1081 1082 1083 1084 1085 1086 1087 1088 1089 1090 1091 1092 1093 1094 1095 1096 1097 1098 1099 1100 1101 1102 1103 1104 1105 1106 1107 1108 1109 1110 1111 1112 1113 1114 1115

1.4 1.4 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

m 1.4 1.4 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

3 DLn- si 1.4 1.4 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

1.2

1.2

1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2

1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1 1 1 1 1 1 1 1

1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1 1 1 1 1 1 1 1

1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1

1.4 1.4 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

1.4 1.4 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2

1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2

1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2

1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2

Z

1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2

1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2

1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2

1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2

1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2

1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2

1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2

1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2

1

1

1

1

1

1

1

1

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.5

1 1 1 1

1 1 1 1

1 1 1 1

1 1 1 1

1 1 1 1

1 1 1 1

1 1 1 1

1 1 1 1

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.5

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2

1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2

1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2

1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2

1 1 -1 -1 0.3 0.3 -0.3 -0.3

0.3 -0.3 0.3 -0.3 1 -1 1 -1

1 1 1 1 1 1 1 1

1 1 -1 -1 0.3 0.3 -0.3 -0.3

0.3 -0.3 0.3 -0.3 1 -1 1 -1

-1 -1 -1 -1 -1 -1 -1 -1

72 Cd2

73 CLL

74 CH-X

75 CH-Z

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1 1 1 1 1 1 1 1

1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1 1 -1 -1 1 1 -1 -1

1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1 -1 1 -1 1 -1 1 -1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

95 91 81 BL+X BL-X BL+Z BL-Z NEX NEZ NOX NOZ NTX

93

82

83

84

92

94

96 NTZ

1 1 1 1 -1 -1 1 1 -1 -1

1 1 1 1 -1 -1 1 1 -1 -1

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 1 -1 -1 1 1 -1 -1

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 -1 1 -1 1 -1 1 -1

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 1 -1 -1 1 1 -1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

1 1 -1 -1 1 1 -1 -1

1 -1 1 -1 1 -1 1 -1

1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1.4 1.4 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

Load Description

Classification

Si. No:

1

2

Combo n° DLs DLn-

Occational/ Accidental case (PSV, Surge Loads)

Maintenance Load (Bundle pull, Lifting Hook, Monorail etc.)

Operating Condition without wind for Local check X direction beams

Operating Condition without wind for Local check Z direction beams

Minimum loading on Longitudinal beams

Blast

Global Design

Global Design Global Design Global Design

Global Design Global Design Global Design Global Design

Global Design Global Design Global Design

Global Design Global Design Global Design

Global Design Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Local Check - Transverse Beam Local Check - Transverse Beam

Local Check - Transverse Beam Local Check - Transverse Beam Local Check - Transverse Beam

Local Check - Transverse Beam Local Check - Transverse Beam Local Check - Transverse Beam

Local Check - Transverse Beam Local Check - Transverse Beam Local Check - Transverse Beam Local Check - Transverse Beam

Local Check - Transverse Beam Local Check - Transverse Beam Local Check - Transverse Beam

Local Check - Transverse Beam

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

1116 1117 1118 1119 1120 1121 1122 1123 1124 1125 1126 1127 1128 1129 1130 1131 1132 1133 1134 1135 1136 1137 1138 1139 1201 1202 1203 1204 1205 1206 1207 1208 1209 1210 1211 1212 1213 1214 1215 1216

1220

1301 1302 1303 1304 1305 1306 1307 1308

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.4

1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9

m 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.4

1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9

3 DLn- si 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.4

1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9

4 LL

5

6

TLss+ TLss-

7 Lr

11

12

DLe-p DLe-

13

14 DLe-e LLo-p LLo-

15

16

17

18

19

20

21

22

23

LLo-e DLt-p DLt-fp DLt-e

TLAG-X TLAG-FP-X TLAG-Z TLAG-FP-

24 TLF-X

25 TLF-FP-X

26 TLF-Z

27

28

TLF-FP-Z PSVX

29 PSVZ

30 PSVY

48 44 31 LBLC W+Xi W+Xs W-Xi W-Xs W+Zi W+Zs W-Zi W-Zs

43

46

47

42

45

41

51 EEHX

52 EEHZ

53

61 71 EEVY EOHX EOHZ EOVY ML1V ML1H ML2V ML2H Cd1

56

62

55

64

54

63

72 Cd2

73 CLL

74 CH-X

75 CH-Z

95 91 81 BL+X BL-X BL+Z BL-Z NEX NEZ NOX NOZ NTX

93

94

84

82

83

92

96 NTZ

LRFD - STRENGTH DESIGN LOAD FACTORS FOR SHELTERS & BUILDINGS

1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2

1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6

1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9

fp 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6

1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9

fp 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6

1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6

1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9

1 1 -1 -1 1 1 -1 -1

1 -1 1 -1 1 -1 1 -1

1 1 1 1 1 1 1 1

1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 3.2 3.2 -3.2 -3.2 3.2 3.2 -3.2 -3.2

1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 3.2 3.2 -3.2 -3.2 3.2 3.2 -3.2 -3.2

1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 3.2 -3.2 3.2 -3.2 3.2 -3.2 3.2 -3.2 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6

Z 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 3.2 -3.2 3.2 -3.2 3.2 -3.2 3.2 -3.2 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6

1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 3.2 3.2 -3.2 -3.2 3.2 3.2 -3.2 -3.2 6.4 6.4 -6.4 -6.4 6.4 6.4 -6.4 -6.4

1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 3.2 3.2 -3.2 -3.2 3.2 3.2 -3.2 -3.2 6.4 6.4 -6.4 -6.4 6.4 6.4 -6.4 -6.4

1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 6.4 -6.4 6.4 -6.4 6.4 -6.4 6.4 -6.4 3.2 -3.2 3.2 -3.2 3.2 -3.2 3.2 -3.2

1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 6.4 -6.4 6.4 -6.4 6.4 -6.4 6.4 -6.4 3.2 -3.2 3.2 -3.2 3.2 -3.2 3.2 -3.2

1.4

1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6

1.6 1.6 1.6 1.6 -1.6 -1.6 -1.6 -1.6

1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6

1.6 1.6 1.6 1.6 -1.6 -1.6 -1.6 -1.6

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 -1

1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

1 -1

1 -1

1

1

1

1

1

1

1

1

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

00

APPENDIX A.2.1 – SERVICEABILITY LOAD COMBINATIONS (STEEL & CONCRETE) PIPE RACK & TECH STRUCTURES

(NO. OF PAGES – 02)

DOCUMENT CLASS 1

Page 51 of 76

Uncontrolled When Printed

Load Description

Empty Condition

Empty Condition + Wind

Operating Condition without Wind

Operating Condition without Wind

Operating Condition + Wind

Operating Condition + Live + Wind

Test Without Wind

Test + Wind

Test + Live + Wind

Erection + Live + Wind (applicable for Modular)

Erection + Wind (applicable for Modular)

Erection + Live + Wind (applicable for Stick-built)

Erection + Wind (applicable for Stick-built)

Operating + Earthquake

Operating + Live Earthquake

Empty + Earthquake

Classification

Si. No:

1

2

Combo n° DLs DLn-

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

2001 2002 2003 2004 2005 2006 2007 2008 2009 2010 2011 2012 2013 2014 2015 2016 2017 2018 2019 2020 2021 2022 2023 2024 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034 2035 2036 2037 2038 2039 2040 2041 2042 2043 2044 2045 2046 2047 2048 2049 2050 2051 2052 2053 2054 2055 2056 2057 2058 2059 2060 2061 2062 2063 2064 2065 2066 2067 2068 2069 2070 2071 2072 2073 2074 2075 2076 2077 2078 2079 2080 2081 2082 2083 2084 2085

1 1 1 1 1 1 0.6 0.6 0.6 0.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 1 1 1 1 0.6 0.6 0.6 0.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

m 1 1 1 1 1 1 0.6 0.6 0.6 0.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 1 1 1 1 0.6 0.6 0.6 0.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

4 LL

1 1 1 1 1 1 1 1 0.75 0.75

0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

0.75 0.75 0.75 0.75

0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

3 DLn- si 1 1 1 1 1 1 0.6 0.6 0.6 0.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 1 1 1 1 0.6 0.6 0.6 0.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

5

7 TLss+ TLss- LLct DLe-p DLe-

11

12

6

ASD LOAD COMBINATIONS - SERVICEABILITY LOAD FACTORS FOR FOR MODULAR PIPE RACK & TECH STRUCTURES

13

14 DLe-e LLo-p LLo-

15

16

17

18

19

LLo-e DLt-p DLt-fp DLt-e

20

23 TLAG-X TLAG-FP-X TLAG-Z TLAG-FP-Z TLF-X TLF-FP-X TLF-Z

21

22

24

25

26

27

28

TLF-FP-Z PSVX

29 PSVZ

30 PSVY

41

51 31 LBLC WLX WLZ WLX-P WLZ-P WL0.5X WL0.5Z EEHX

42

46

45

44

43

52 EEHZ

53 EEVY

54

55 EOHX EOHZ

61

71 56 EOVY ML1V ML1H ML2V ML2H NEX

64

63

62

72 NEZ

73 NOX

74 NOZ

75 NTX

76 NTZ

81 BLX

82 BLZ

1 1 -1 -1 1 1 -1 -1

1 1 -1 -1 1 1 -1 -1

1 -1 1 -1 1 -1 1 -1

1 -1 1 -1 1 -1 1 -1

1

1 1 1 1

1

1

1 1 1 1

1

fp

fp

1 1 1 1 1 1 0.6 0.6 0.6 0.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

1 1 1 1 1 1 0.6 0.6 0.6 0.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

0.75 0.75 0.75 0.75

0.75 0.75 0.75 0.75

1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1

1 1 -1 -1 1 1 -1 -1

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 1 -1 -1 1 1 -1 -1

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 -1 1 -1 1 -1 1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

1 -1 1 -1 1 -1 1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

0.625 -0.625

0.625 -0.625

0.625 -0.625

0.625 -0.625

0.625 -0.625

0.625 -0.625

0.625 0.625 -0.625 -0.625

0.625 0.625 -0.625 -0.625

0.625 -0.625

0.625 -0.625

0.625 0.625 -0.625 -0.625

0.625 0.625 -0.625 -0.625

0.625 -0.63 0.625 -0.625

0.625 0.625 -0.63 0.625 0.625 -0.625 -0.625 -0.625

0.47 0.47 -0.47 -0.47

0.32 -0.32

0.24 -0.24

0.24 -0.24

0.32 -0.32

0.24 -0.24

0.32 -0.32

0.47 0.47 -0.47 -0.47

0.32 -0.32

0.24 -0.24

0.24 -0.24

0.32 -0.32

0.24 -0.24

0.32 -0.32

0.47 -0.47 0.47 -0.47

0.32 -0.32

0.24 -0.24

0.24 -0.24

0.32 -0.32

0.24 -0.24

0.32 -0.32

0.47 -0.47 0.47 -0.47

0.47 0.47 -0.47 -0.47

0.32 -0.32

0.32 -0.32

0.24 -0.24

0.24 -0.24

0.24 -0.24

0.24 -0.24

0.32 -0.32

0.24 -0.24

0.24 -0.24

0.24 -0.24

0.32 -0.32

0.24 -0.24

0.625 -0.625 0.625 -0.625

0.47 -0.47 0.47 -0.47

0.32 -0.32

0.24 -0.24

0.24 -0.24

0.24 -0.24

0.24 -0.24

0.24 -0.24

0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7

0.21 0.7 -0.21 0.7 0.21 -0.7 -0.21 -0.7 0.7 0.21 -0.7 0.21 0.7 -0.21 -0.21 -0.7 0.525 0.158 0.525 0.525 -0.158 0.525 -0.525 0.158 0.525 -0.525 -0.158 0.525 0.158 0.525 0.525 0.158 -0.525 0.525 -0.158 0.525 0.525 -0.158 -0.525 0.525

0.7 0.7 -0.7 -0.7 0.21 0.21 -0.21 -0.21

0.21 -0.21 0.21 -0.21 0.7 -0.7 0.7 -0.7

-0.7 -0.7 -0.7 -0.7 -0.7 -0.7 -0.7 -0.7

Load Description

Classification

Si. No:

1

2

Combo n° DLs DLn-

Occational/ Accidental case (PSV, Surge Loads)

Maintenance Load (Bundle pull, Lifting Hook, Monorail etc.)

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Minimum loading on Longitudinal beams

Local check for longitudinal beams

Operating Condition + Blast

Operating Condition + Blast

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

2086 2087 2088 2089 2090 2091 2092 2093 2094 2095 2096 2097 2098 2099 2100 2101 2102 2103 2104 2105 2106 2107 2108 2109

2110 2111 2112 2113 2114 2115 2116 2117 2118

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1

1 1 1 1 0.9 0.9 0.9 0.9

m 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1

1 1 1 1 0.9 0.9 0.9 0.9

4 LL

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

3 DLn- si 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1

1 1 1 1 0.9 0.9 0.9 0.9

5

7 TLss+ TLss- LLct DLe-p DLe-

12

11

6

ASD LOAD COMBINATIONS - SERVICEABILITY LOAD FACTORS FOR FOR MODULAR PIPE RACK & TECH STRUCTURES

13

14 DLe-e LLo-p LLo-

15

16

17

18

19

LLo-e DLt-p DLt-fp DLt-e

20

23 TLAG-X TLAG-FP-X TLAG-Z TLAG-FP-Z TLF-X TLF-FP-X TLF-Z

21

22

24

26

25

27

28

TLF-FP-Z PSVX

29 PSVZ

30 PSVY

41

51 31 LBLC WLX WLZ WLX-P WLZ-P WL0.5X WL0.5Z EEHX

44

42

45

46

43

52 EEHZ

53 EEVY

54

55 EOHX EOHZ

61

71 56 EOVY ML1V ML1H ML2V ML2H NEX

64

63

62

1 1 1 1

1 1 1 1

1 1 1 1

1 1 1 1

1 1 1 1

1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 0.9 0.9 0.9 0.9

fp 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 0.9 0.9 0.9 0.9

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 0.9 0.9 0.9 0.9

1 1 1 1 0.9 0.9 0.9 0.9

fp 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 0.9 0.9 0.9 0.9

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 0.9 0.9 0.9 0.9

1 1 -1 -1 1 1 -1 -1

1 -1 1 -1 1 -1 1 -1

1 1 1 1 1 1 1 1

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

1

1 1 1 1 1 1 1 1

1 1 1 1 -1 -1 -1 -1

1 1 1 1 1 1 1 1

1 1 1 1 -1 -1 -1 -1

72 NEZ

73 NOX

74 NOZ

75 NTX

76 NTZ

81 BLX

82 BLZ

1 -1

1 -1

1 -1

1 -1

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

00

APPENDIX A.2.2 – SERVICEABILITY LOAD COMBINATIONS (STEEL & CONCRETE) SHELTER & BUILDINGS (NO. OF PAGES – 02)

DOCUMENT CLASS 1

Page 52 of 76

Uncontrolled When Printed

Load Description

Empty Condition

Empty Condition + Wind

Operating Condition without Wind

Operating Condition without Wind

Operating Condition + Wind

Operating Condition + Live + Wind

Test Without Wind

Test + Wind

Test + Live + Wind

Erection + Live + Wind

Erection + Wind

Classification

Si. No:

1

2

Combo n° DLs DLn-

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

2001 2002 2003 2004 2005 2006 2007 2008 2009 2010 2011 2012 2013 2014 2015 2016 2017 2018 2019 2020 2021 2022 2023 2024 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034 2035 2036 2037 2038 2039 2040 2041 2042 2043 2044 2045 2046 2047 2048 2049 2050 2051 2052 2053 2054 2055 2056 2057 2058 2059 2060 2061 2062 2063 2064 2065 2066 2067 2068 2069 2070 2071 2072 2073 2074 2075 2076 2077 2078 2079 2080 2081 2082 2083 2084 2085 2086 2087 2088 2089 2090 2091 2092 2096 2100 2104 2108 2112 2116 2120 2124 2128 2132 2136 2140 2144 2148 2152 2156 2157 2158 2159 2160 2161 2162 2163

1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

m 1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

3 DLn- si 1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

4 LL

5 TLss + 1

1

1 1 1 1

1 1 1 1

1 1 1 1

1 1 1 1

1 1 1 1 1 1 1 1 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

6 TLss-

7 Lr

11

12

DLe-p DLe-

13

14 DLe-e LLo-p LLo-

15

16

17

18

19

LLo-e DLt-p DLt-fp DLt-e

20

22 TLAG-X TLAG-FP-X TLAG-Z TLAG-FP-Z TLF-X

23

24

21

25 TLF-FP-X

26 TLF-Z

27 TLF-FP-Z

28 PSVX

29 PSVZ

30 PSVY

48 44 31 LBLC W+Xi W+Xs W-Xi W-Xs W+Zi W+Zs W-Zi W-Zs

46

41

42

43

45

47

51 EEHX

52 EEHZ

53 71 61 EEVY EOHX EOHZ EOVY ML1V ML1H ML2V ML2H Cd1

63

54

55

56

62

64

ASD LOAD COMBINATIONS - SERVICEABILITY LOAD FACTORS FOR SHELTERS & BUILDINGS

fp

fp

1 1 1 1 1 1 1 1 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 -1 -1 1 1 -1 -1

1 1 -1 -1 1 1 -1 -1

1 -1 1 -1 1 -1 1 -1

1 -1 1 -1 1 -1 1 -1

1 1 -1 -1 1 1 -1 -1

1 1 1 1 -1 -1 -1 -1 1 1 1 1 -1 -1 -1 -1 1 1 1 1 1 1 1 1 -1 -1 -1 -1 -1 -1 -1 -1 1 1 1 1 1 1 1 1 -1 -1 -1 -1 -1 -1 -1 -1

1 1 -1 -1 1 1 -1 -1

1 1 1 1 -1 -1 -1 -1 1 1 1 1 -1 -1 -1 -1 1 1 1 1 1 1 1 1 -1 -1 -1 -1 -1 -1 -1 -1 1 1 1 1 1 1 1 1 -1 -1 -1 -1 -1 -1 -1 -1

1 -1 1 -1 1 -1 1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

1 -1 1 -1 1 -1 1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

0.625

0.625

0.625

0.625

0.625

0.625

0.625

0.625

0.625

0.625

0.625

0.625

0.625

0.625

0.625

0.625

0.625 0.625

0.625 0.625

0.625 0.625

0.625 0.625

0.47 0.47 0.47 0.47

0.47 0.47 0.47 0.47

0.47 0.47 0.47 0.47

0.47 0.47 0.47 0.47

0.625 0.625

0.625 0.625

0.625 0.625

0.625 0.625

0.47 0.47 0.47 0.47

0.47 0.47 0.47 0.47

0.47 0.47 0.47 0.47

0.47 0.47 0.47 0.47

0.32

0.32

0.32

0.32

0.32

0.32

0.32

0.32

0.24

0.24

0.24

0.24

0.24

0.24

0.24

0.24

0.24

0.32

0.32

0.32

0.32

0.24

0.24

0.24

0.24

0.24

0.24

0.24

0.32

0.32

0.32

0.32

1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

81

84 BL+X BL-X BL+Z BL-Z

82

83

72 Cd2

73 CLL

74 CH-X

75 CH-Z

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

1 1 -1 -1 1 1 -1 -1 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75

1 -1 1 -1 1 -1 1 -1 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75

0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75

0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75

6 TLss-

7 Lr

11

12

DLe-p DLe-

13

14 DLe-e LLo-p LLo-

15

16

17

18

19

LLo-e DLt-p DLt-fp DLt-e

20

22 TLAG-X TLAG-FP-X TLAG-Z TLAG-FP-Z TLF-X

23

24

21

25 TLF-FP-X

26 TLF-Z

27 TLF-FP-Z

28 PSVX

29 PSVZ

30 PSVY

48 44 31 LBLC W+Xi W+Xs W-Xi W-Xs W+Zi W+Zs W-Zi W-Zs

46

47

41

43

42

45

51 EEHX

52 EEHZ

53 71 61 EEVY EOHX EOHZ EOVY ML1V ML1H ML2V ML2H Cd1

63

62

54

55

64

56

72 Cd2

73 CLL

74 CH-X

75 CH-Z

81

84 BL+X BL-X BL+Z BL-Z

83

82

ASD LOAD COMBINATIONS - SERVICEABILITY LOAD FACTORS FOR SHELTERS & BUILDINGS

Load Description

Classification

Si. No:

1

2

Combo n° DLs DLn-

Operating + Earthquake

Operating + Live Earthquake

Empty + Earthquake

Occational/ Accidental case (PSV, Surge Loads)

Maintenance Load (Bundle pull, Lifting Hook, Monorail etc.)

Minimum loading on Longitudinal beams

Blast

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

2164 2165 2166 2167 2168 2169 2170 2171 2172 2173 2174 2175 2176 2177 2178 2179 2180 2181 2182 2183 2184 2185 2186 2187 2188 2189 2190 2191 2192 2193 2194 2195 2196 2197 2198 2199 2200 2201 2202 2203 2204 2205 2206 2207 2208 2209 2210 2211

2212

2213 2214 2215 2216 2217 2218 2219 2220

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1

1 1 1 1 0.9 0.9 0.9 0.9

m 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1

1 1 1 1 0.9 0.9 0.9 0.9

3 DLn- si 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1

1 1 1 1 0.9 0.9 0.9 0.9

4 LL

5 TLss +

0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1

1 1 1 1

1 1 1 1

1 1 1 1

1 1 1 1

1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 0.9 0.9 0.9 0.9

fp 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 0.9 0.9 0.9 0.9

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 0.9 0.9 0.9 0.9

fp 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 0.9 0.9 0.9 0.9

1 1 1 1 0.9 0.9 0.9 0.9

1 1 1 1 0.9 0.9 0.9 0.9

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

1 1 -1 -1 1 1 -1 -1

1 -1 1 -1 1 -1 1 -1

1 1 1 1 1 1 1 1

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

1

0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7

0.7 0.21 0.7 -0.21 -0.7 0.21 -0.7 -0.21 0.21 0.7 0.21 -0.7 -0.21 0.7 -0.21 -0.7 0.525 0.158 0.525 0.525 -0.158 0.525 -0.525 0.158 0.525 -0.525 -0.158 0.525 0.158 0.525 0.525 0.158 -0.525 0.525 -0.158 0.525 0.525 -0.158 -0.525 0.525

0.7 0.7 -0.7 -0.7 0.21 0.21 -0.21 -0.21

0.21 -0.21 0.21 -0.21 0.7 -0.7 0.7 -0.7

-0.7 -0.7 -0.7 -0.7 -0.7 -0.7 -0.7 -0.7

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 0.9 0.9 0.9 0.9

1 1 1 1 1 1 1 1

1 1 1 1 -1 -1 -1 -1

1 1 1 1 1 1 1 1

1 1 1 1 -1 -1 -1 -1

1

1

1

1

1

1

1

1

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

00

APPENDIX A.3.1.1 – STRENGTH LOAD COMBINATIONS FOR FOUNDATION OF PIPE RACK & TECH STRUCTURES (WITHOUT SOIL, FOS 1.2) (NO. OF PAGES – 01)

DOCUMENT CLASS 1

Page 53 of 76

Uncontrolled When Printed

APPENDIX-A.3.1.1 LRFD - STRENGTH DESIGN LOAD FACTORS FOR PIPE RACK & TECH STRUCTURES FOUNDATION DESIGN (WITHOUT SOIL)

4

LL

1.6 1.6 1.6 1.6 1.0 1.0 1.0 1.0

1 1 1 1 1 1 1 1

1 1 1 1

1 1 1 1

1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6

Classification Si. No:

1

2

3

Load Description

Operation + Crane+ Live combination

Operation + Wind

Operation+ Crane+Live + Wind

Global Check

Global Check

Global Check

Global Check

Global Check

Global Check

Global Check

Global Check

Global Check

Global Check

Global Check

Global Check

Global Check

Global Check

Global Check

Global Check

Global Check

Global Check

Global Check

Global Check

Test Without Wind

Global Check

Test Condition + Wind

Test Condition + Crane+ Live + Wind

Global Check

Global Check

Global Check

Global Check

Global Check

Global Check

Global Check

Global Check

Empty + Temp Rise/Fall

Global Check

Empty + Wind

Erection + Wind

Erection + Live+ Crane + Wind

Occational/ Accidental case (PSV, Surge Loads)

Maintenance Load (Bundle pull, Lifting Hook, Monorail etc.)

Operating Condition + Blast

Operating Condition + Blast

Global Check

Global Check

Global Check

Global Check

Global Check

Global Check

Global Check

Global Check

Global Check

Global Check

Global Check

Global Check

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Global Design

Comb o n° 1001 1002 1003 1004 1005 1006 1007 1008 1009 1010 1011 1012 1013 1014 1015 1016 1017 1018 1019 1020 1021 1022 1023 1024 1025 1026 1027 1028 1029

1030 1031 1032 1033 1034 1035 1036 1037 1038 1039 1040 1041 1042 1043 1044 1045 1046 1047 1048 1049 1050 1051 1052 1053 1054 1055 1056 1057 1058 1059 1060 1061 1062 1063 1064 1065 1066 1067 1068 1069 1070 1071 1072 1073 1074 1075 1076 1077 1078 1079 1080 1081 1082 1083 1084 1085 1086 1087 1088 1089 1090 1091 1092 1093 1094

DLs

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.4 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

DLn- m 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

DLn- si 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.4 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

1.4 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

5

6

7

11

12

13

14

15

16

17

18

19

TLss+ TLss- LLct DLe-p DLe-

DLe-e LLo-p LLo-

LLo-e DLt-p DLt-fp DLt-e

1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1 1 1 1

fp 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.4 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

1.6 1.6 1.6 1.6 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

fp 1.6 1.6 1.6 1.6 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

1.6 1.6 1.6 1.6 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.4 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

20

TLA

1.6 1.6 -1.6 -1.6 1.2 1.2 -1.2 -1.2

1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2

1.2 1.2 -1.2 -1.2 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2 0.9 0.9 -0.9 -0.9 0.9 0.9 -0.9 -0.9 0.9 0.9 -0.9 -0.9 0.9 0.9 -0.9 -0.9

25

26

27

28

29

30

TLF-FP

TLTF

TLTF-FP

PSVX

PSVZ

PSVY

1.6 1.6 -1.6 -1.6 1.2 1.2 -1.2 -1.2

1.6 -1.6 1.6 -1.6 1.2 -1.2 1.2 -1.2

1.6 -1.6 1.6 -1.6 1.2 -1.2 1.2 -1.2

24

TLF

1.6 1.6 -1.6 -1.6 1.2 1.2 -1.2 -1.2

21

TLA-FP

1.6 1.6 -1.6 -1.6 1.2 1.2 -1.2 -1.2

1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2

22

TLG

1.6 -1.6 1.6 -1.6 1.2 -1.2 1.2 -1.2

1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2

23

TLG-FP

1.6 -1.6 1.6 -1.6 1.2 -1.2 1.2 -1.2

1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2

1 1 -1 -1

1 -1 1 -1

1 1 1 1

1.2 1.2 -1.2 -1.2 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6

1.2 1.2 -1.2 -1.2 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6

1.2 -1.2 1.2 -1.2 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6

1.2 -1.2 1.2 -1.2 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6

1.2 1.2 -1.2 -1.2 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.6 1.6 -1.6 -1.6 1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2 1.2 1.2 -1.2 -1.2 0.9 0.9 -0.9 -0.9 0.9 0.9 -0.9 -0.9 0.9 0.9 -0.9 -0.9 0.9 0.9 -0.9 -0.9

1.2 -1.2 1.2 -1.2 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 0.9 -0.9 0.9 -0.9 0.9 -0.9 0.9 -0.9 0.9 -0.9 0.9 -0.9 0.9 -0.9 0.9 -0.9

1.2 -1.2 1.2 -1.2 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.6 -1.6 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 0.9 -0.9 0.9 -0.9 0.9 -0.9 0.9 -0.9 0.9 -0.9 0.9 -0.9 0.9 -0.9 0.9 -0.9

41

31 LBLC WLX WLZ WLX-P WLZ-P WL0.5X WL0.5Z

42

43

44

45

46

51

52

53

54

55

EEHX

EEHZ

EEVY

EOHX

EOHZ

61

56 71 EOVY ML1V ML1H ML2V ML2H NEX

62

63

64

72 NEZ

73 NOX

74 NOZ

75 NTX

76 NTZ

81 BLX

82 BLZ

0.32 -0.32

0.64 0.64 -0.64 -0.64

0.32 -0.32

0.32 -0.32

0.64 -0.64

0.32 -0.32

0.32 -0.32

0.32 -0.32

0.64 0.64 -0.64 -0.64

0.32 -0.32

0.32 -0.32

0.64 -0.64

0.32 -0.32

0.32 -0.32

0.32 -0.32

0.64 -0.64 0.64 -0.64

0.32 -0.32

0.32 -0.32

0.64 -0.64

0.32 -0.32

0.32 -0.32

0.32 -0.32

0.32 -0.32

0.64 -0.64 0.64 -0.64

0.64 0.64 -0.64 -0.64

0.32 -0.32

0.32 -0.32

0.32 -0.32

0.32 -0.32

0.64 -0.64

0.64 -0.64

0.32 -0.32

0.32 -0.32

0.32 -0.32

0.32 -0.32

0.32 -0.32

0.64 -0.64 0.64 -0.64

0.32 -0.32

0.32 -0.32

0.64 -0.64

0.32 -0.32

0.32 -0.32

1.0 1 -1 1 -1 1.0 -1.0 1.0 -1.0 1 -1 1 -1

1.0 1 -1 1 -1 1.0 -1.0 1.0 -1.0 1 -1 1 -1

1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6

1.6 1.6 1.6 1.6 -1.6 -1.6 -1.6 -1.6

1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6

1.6 1.6 1.6 1.6 -1.6 -1.6 -1.6 -1.6

1.0 1.0 -1.0 1.0 -1.0 1 -1 1 -1

1.0 1.0 -1.0 1.0 -1.0 1 -1 1 -1

1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 -1.0 1.0 -1.0 1 1 -1 -1 1 1 -1 -1

1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1 -1 1 -1 1 -1 1 -1

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

1 1 1 1 -1 -1 -1 -1

1 1 1 1 -1 -1 -1 -1

1 1 1 1 -1 -1 -1 -1

1 1 1 1 -1 -1 -1 -1

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

00

APPENDIX A.3.1.2 – STRENGTH LOAD COMBINATIONS FOR FOUNDATION OF SHELTER & BUILDINGS (WITHOUT SOIL, FOS 1.2)

(NO. OF PAGES – 02)

DOCUMENT CLASS 1

Page 54 of 76

Uncontrolled When Printed

Load Description

Empty Condition

Empty Condition + Wind

Operating Condition without Wind+ Live + Crane

Operating Condition without Wind+ Live + Crane

Operating Condition + Wind

Operating Condition + Wind

Test Without Wind

Test + Wind

Test + Live + Wind+ Crane

Si. No:

1

2

Combo n° DLs DLn-

3501 3502 3503 3504 3505 3506 3507 3508 3509 3510 3511 3512 3513 3514 3515 3516 3517 3518 3519 3520 3521 3522 3523 3524 3525 3526 3527 3528 3529 3530 3531 3532 3533 3534 3535 3536 3537 3538 3539 3540 3541 3542 3543 3544 3545 3546 3547 3548 3549 3550 3551 3552 3553 3554 3555 3556 3557 3558 3559 3560 3561 3562 3563 3564 3565 3566 3567 3568 3569 3570 3571 3572 3573 3574 3575 3576 3577 3578 3579 3580 3581 3582 3583 3584 3585 3586 3587 3588 3589 3590 3591 3592 3593 3594 3595 3596 3597 3598

1.4 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

m 1.4 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

3 DLn- si 1.4 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

4 LL

5

6

TLss+ TLss-

7 Lr

11

12

DLe-p DLe-

13

14 DLe-e LLo-p LLo-

15

16

17

18

19

LLo-e DLt-p DLt-fp DLt-e

20 TLA

21 TLA-FP

22 TLG

23 TLG-FP

24 TLF

25 TLF-FP

26 TLTF

27 TLTF-FP

28 PSVX

29 PSVZ

30 PSVY

41

48 44 31 LBLC W+Xi W+Xs W-Xi W-Xs W+Zi W+Zs W-Zi W-Zs

46

43

42

47

45

51 EEHX

52 EEHZ

53 EEVY

APPENDIX-A3.1.2-LRFD - STRENGTH DESIGN LOAD FACTORS FOR SHELTERS & BUILDINGS ( WITHOUT SOIL)

54

71 EOHX EOHZ EOVY ML1V ML1H ML2V ML2H Cd1

62

64

63

56

55

61

0.8 0.8 -0.8 -0.8 0.6 0.6 -0.6 -0.6

0.8 0.8 -0.8 -0.8 0.6 0.6 -0.6 -0.6

0.8 -0.8 0.8 -0.8 0.6 -0.6 0.6 -0.6

0.8 -0.8 0.8 -0.8 0.6 -0.6 0.6 -0.6

1.6 1.6 -1.6 -1.6 1.2 1.2 -1.2 -1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 -1.2 -1.2 -1.2 -1.2 -1.2 -1.2 -1.2 -1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 -1.2 -1.2 -1.2 -1.2 -1.2 -1.2 -1.2 -1.2

1.6 1.6 -1.6 -1.6 1.2 1.2 -1.2 -1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 -1.2 -1.2 -1.2 -1.2 -1.2 -1.2 -1.2 -1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 -1.2 -1.2 -1.2 -1.2 -1.2 -1.2 -1.2 -1.2

1.6 -1.6 1.6 -1.6 1.2 -1.2 1.2 -1.2

1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2

1.6 -1.6 1.6 -1.6 1.2 -1.2 1.2 -1.2

1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2 1.2 -1.2

fp

fp

1.6 1.6 1.6 1.6 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.6 1.6 1.6 1.6 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.6 1.6 1.6 1.6 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

0.5 0.5 0.5 0.5 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5

1.4 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.4 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.6 1.6 1.6 1.6 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

0.64

0.64

0.64

0.64

0.64

0.64

0.64

0.64

0.32

0.32

0.32

0.32

0.32

0.32

0.32

0.32

0.64 0.64 0.64 0.64

0.64 0.64 0.64 0.64

0.64 0.64 0.64 0.64

0.64 0.64 0.64 0.64

0.64 0.64 0.64 0.64

0.32

0.32

0.32

0.32 0.32 0.32 0.32

0.32 0.32 0.32 0.32

0.32 0.32 0.32 0.32

0.64 0.64 0.64 0.64

0.64 0.64 0.64 0.64

0.64 0.64 0.64 0.64

0.32

0.32

0.32

0.32

0.32

0.32 0.32 0.32 0.32

0.32 0.32 0.32 0.32

0.32 0.32 0.32 0.32

0.32 0.32 0.32 0.32

0.32 0.32 0.32 0.32

1.4 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

84 81 BLF BLRF BLFL BLS

82

83

72 Cd2

73 CLL

74 CST

75 CTF

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.6 1.6 1.6 1.6 1 1 1 1

1.6 1.6 -1.6 -1.6 1 1 -1 -1

1.6 -1.6 1.6 -1.6 1 -1 1 -1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

Load Description

Si. No:

1

2

Combo n° DLs DLn-

3599 3600 3601 3602 3603 3604 3605 3606 3607 3608 3609 3610 3611 3612 3613 3614 3615 3616 3617 3618 3619 3620 3621 3622 3623 3624 3625 3626 3627 3628 3629 3630 3631 3632 3633 3634 3635 3636 3637 3638 3639 3640 3641 3642

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 0.9 0.9

m 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 0.9 0.9

Erection + Live + Wind

Erection + Wind

Empty+Maintenance Load (Bundle pull, Lifting Hook, Monorail etc.)

3 DLn- si 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 0.9 0.9

4 LL

5

6

TLss+ TLss-

7 Lr

11

12

DLe-p DLe-

13

14 DLe-e LLo-p LLo-

15

16

17

18

19

LLo-e DLt-p DLt-fp DLt-e

20 TLA

21 TLA-FP

22 TLG

23 TLG-FP

24 TLF

25 TLF-FP

26 TLTF

27 TLTF-FP

28 PSVX

29 PSVZ

30 PSVY

41

48 44 31 LBLC W+Xi W+Xs W-Xi W-Xs W+Zi W+Zs W-Zi W-Zs

47

43

45

42

46

51 EEHX

52 EEHZ

53 EEVY

APPENDIX-A3.1.2-LRFD - STRENGTH DESIGN LOAD FACTORS FOR SHELTERS & BUILDINGS ( WITHOUT SOIL)

54

71 EOHX EOHZ EOVY ML1V ML1H ML2V ML2H Cd1

56

63

61

62

64

55

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1.0 1.0

fp

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

fp 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1.2 1.2 0.9 0.9

1.2 1.2 0.9 0.9

1.2 1.2 0.9 0.9

0.32 0.32 0.32 0.32

0.32 0.32 0.32 0.32

0.32 0.32 0.32 0.32

0.32 0.32 0.32 0.32

0.32 0.32 0.32 0.32

0.32 0.32 0.32 0.32

0.32 0.32 0.32 0.32

0.32 0.32 0.32 0.32

0.32

0.32

0.32

0.32

0.32

0.32

0.32

0.32

0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.2 1.2 1.2 1.2

1.6 1.6 1.6 1.6

1.6 -1.6 1.6 -1.6

84 81 BLF BLRF BLFL BLS

82

83

72 Cd2

73 CLL

74 CST

75 CTF

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

00

APPENDIX A.3.2.1 – SERVICEABILITY LOAD COMBINATIONS FOR FOUNDATION OF PIPE RACK & TECH STRUCTURES (WITHOUT SOIL, FOS-1.2) (NO. OF PAGES – 01)

DOCUMENT CLASS 1

Page 55 of 76

Uncontrolled When Printed

APPENDIX-A.3.2.1-ASD LOAD COMBINATIONS - SERVICEABILITY LOAD FACTORS FOR PIPE RACK & TECH STRUCTURES- FOUNDATION DESIGN (WITHOUT SOIL CONDITION)

Load Description

Classification

Si. No:

1

Combo n° DLs

Operation + Crane+ Live combination

Operation + Wind

Operation+ Crane+Live + Wind

Test Without Wind

Test Condition + Wind

Test Condition + Crane+ Live + Wind

Empty + Temp Rise/Fall

Empty + Wind

Erection + Live+ Crane + Wind

Operation

Maintenance Load (Bundle pull, Lifting Hook, Monorail etc.)

Operating Condition + Blast

Operating Condition + Blast

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

Serviceability Check

5101 5102 5103 5104 5105 5106 5107 5108 5109 5110 5111 5112 5113 5114 5115 5116 5117 5118 5119 5120 5121

5122 5123 5124 5125 5126 5127 5128 5129 5130 5131 5132 5133 5134 5135 5136 5137 5138 5139 5140 5141 5142 5143 5144 5145 5146 5147 5148 5149 5150 5151 5152 5153 5154 5155 5156 5157 5158 5159 5160 5161 5162 5163 5164 5165 5166 5167 5168 5169 5170 5171 5172 5173 5174 5175 5176 5177 5178 5179 5180 5181 5182 5183 5184 5185 5186 5187 5188 5189 5190 5191

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

4 LL

1.0 1.0 1.0 1.0 0.75

0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

0.75 0.75 0.75 0.75

0.75 0.75 0.75 0.75

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

2 DLn- m 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

3 DLn- si 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

5

7 TLss+ TLss- LLct DLe-p DLe-

11

12

6

13

14 DLe-e LLo-p LLo-

15

16

17

18

19

LLo-e DLt-p DLt-fp DLt-e

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

0.75 0.75 0.75 0.75

fp 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

fp 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

24 TLF

1.0 -1.0 1.0 -1.0

25 TLF-FP

1.0 -1.0 1.0 -1.0

26 TLTF

1.0 1.0 -1.0 -1.0

27 TLTF-FP

28 PSVX

29 PSVZ

30 PSVY

1.0 1.0 -1.0 -1.0

1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0

1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0

1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0

1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0

20 TLA

1.0 -1.0 1.0 -1.0

1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0

1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0

21 TLA-FP

1.0 -1.0 1.0 -1.0

1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0

1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0

22 TLG

1.0 1.0 -1.0 -1.0

1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0

1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0

23 TLG-FP

1.0 1.0 -1.0 -1.0

1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0

1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0

41

31 51 LBLC WLX WLZ WLX-P WLZ-P WL0.5X WL0.5Z EEHX

42

43

44

45

46

52 EEHZ

53 EEVY

54 EOHX

55 EOHZ

61

56 71 EOVY ML1V ML1H ML2V ML2H NEX

62

63

64

72 NEZ

73 NOX

74 NOZ

75 NTX

76 NTZ

81 BLX

82 BLZ

0.40 0.40 -0.40 -0.40

0.30 0.30 -0.30 -0.30

0.2 -0.2

0.15 -0.15

0.4 -0.4

0.15 -0.15

0.40 0.40 -0.40 -0.40

0.30 0.30 -0.30 -0.30

0.2 -0.2

0.15 -0.15

0.4 -0.4

0.15 -0.15

0.40 -0.40 0.40 -0.40

0.30 -0.30 0.30 -0.30

0.2 -0.2

0.15 -0.15

0.4 -0.4

0.15 -0.15

0.40 -0.40 0.40 -0.40

0.40 0.40 -0.40 -0.40

0.30 -0.30 0.30 -0.30

0.30 0.30 -0.30 -0.30

0.2 -0.2

0.2 -0.2

0.15 -0.15

0.15 -0.15

0.4 -0.4

0.4 -0.4

0.15 -0.15

0.15 -0.15

0.40 -0.40 0.40 -0.40

0.30 -0.30 0.30 -0.30

0.2 -0.2

0.15 -0.15

0.4 -0.4

0.15 -0.15

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 -1.0 -1.0 -1.0 -1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 -1.0 -1.0 -1.0 -1.0

1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0

1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0

1.0 1.0 1.0 1.0 -1.0 -1.0 -1.0 -1.0

1.0 1.0 1.0 1.0 -1.0 -1.0 -1.0 -1.0

1.0 1.0 1.0 1.0 -1.0 -1.0 -1.0 -1.0

1.0 1.0 1.0 1.0 -1.0 -1.0 -1.0 -1.0

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

00

APPENDIX A.3.2.2 – SERVICEABILITY LOAD COMBINATIONS FOR FOUNDATION OF SHELTER & BUILDINGS (WITHOUT SOIL, FOS-1.2)

(NO. OF PAGES – 02)

DOCUMENT CLASS 1

Page 56 of 76

Uncontrolled When Printed

Load Description

Empty Condition

Empty Condition + Wind

Operating Condition without Wind+ Live + Crane

Operating Condition without Wind+ Live + Crane

Operating Condition + Wind

Operating Condition + Live + Wind+ Crane

Test Without Wind

Test + Wind

Si. No:

1

2

Combo n° DLs DLn-

4501 4502 4503 4504 4505 4506 4507 4508 4509 4510 4511 4512 4513 4514 4515 4516 4517 4518 4519 4520 4521 4522 4523 4524 4525 4526 4527 4528 4529 4530 4531 4532 4533 4534 4535 4536 4537 4538 4539 4540 4541 4542 4543 4544 4545 4546 4547 4548 4549 4550 4551 4552 4553 4554 4555 4556 4557 4558 4559 4560 4561 4562 4563 4564 4565 4566 4567 4568 4569 4570 4571 4572 4573 4574 4575 4576 4577 4578 4579 4580 4581 4582

1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

m 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

3 DLn- si 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

4 LL

5

6

TLss+ TLss-

7 Lr

11

12

DLe-p DLe-

13

14 DLe-e LLo-p LLo-

15

16

17

18

19

LLo-e DLt-p DLt-fp DLt-e

20 TLA

21 TLA-FP

22 TLG

23 TLG-FP

24 TLF

25 TLF-FP

26 TLTF

27 TLTF-FP

28 PSVX

29 PSVZ

30 PSVY

41

48 44 31 LBLC W+Xi W+Xs W-Xi W-Xs W+Zi W+Zs W-Zi W-Zs

42

45

43

47

46

51 EEHX

52 EEHZ

53 EEVY

APPENDIX-A3.2.2-ASD LOAD COMBINATIONS - SERVICEABILITY LOAD FACTORS FOR SHELTERS & BUILDINGS ( WITHOUT SOIL)

54

71 EOHX EOHZ EOVY ML1V ML1H ML2V ML2H Cd1

62

61

55

56

63

64

0.5 0.5 -0.5 -0.5

0.5 0.5 -0.5 -0.5

0.5 -0.5 0.5 -0.5

0.5 -0.5 0.5 -0.5

fp

fp

1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

0.75 0.75 0.75 0.75

0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 0.75 0.75 0.75 0.75

0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

1 1 -1 -1

1 1 1 1 -1 -1 -1 -1 1 1 1 1 -1 -1 -1 -1 1 1 1 1 1 1 1 1 -1 -1 -1 -1 -1 -1 -1 -1 1 1 1 1 1 1 1 1 -1 -1 -1 -1 -1 -1 -1 -1

1 1 -1 -1

1 1 1 1 -1 -1 -1 -1 1 1 1 1 -1 -1 -1 -1 1 1 1 1 1 1 1 1 -1 -1 -1 -1 -1 -1 -1 -1 1 1 1 1 1 1 1 1 -1 -1 -1 -1 -1 -1 -1 -1

1 -1 1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

1 -1 1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1

0.4

0.4

0.4

0.4

0.4

0.4

0.4

0.4

0.4

0.4

0.4

0.4

0.4

0.4

0.4

0.4

0.4 0.4

0.4 0.4

0.4 0.4

0.4 0.4

0.4 0.4

0.4 0.4

0.4 0.4

0.4 0.4

0.3 0.3 0.3 0.3

0.3 0.3 0.3 0.3

0.3 0.3 0.3 0.3

0.3 0.3 0.3 0.3

0.3 0.3 0.3 0.3

0.3 0.3 0.3 0.3

0.3 0.3 0.3 0.3

0.3 0.3 0.3 0.3

0.2

0.2

0.2

0.2

0.2

0.2

0.2

0.2

1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1

84 81 BLF BLRF BLFL BLS

82

83

72 Cd2

73 CLL

74 CST

75 CTF

1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 0.75 0.75 0.75 0.75

1 1 -1 -1 0.75 0.75 -0.75 -0.75

1 -1 1 -1 0.75 -0.75 0.75 -0.75

0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75

0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75

Load Description

Si. No:

1

2

Combo n° DLs DLn-

4583 4584 4585 4586 4587 4588 4589 4590 4591 4592 4593 4594 4595 4596 4597 4598 4599 4600 4601 4602 4603 4604 4605 4606 4607 4608 4609 4610 4611 4612 4613 4614 4615 4616 4617 4618 4619 4620 4621 4622 4623 4624 4625 4626 4627 4628 4629 4630 4631 4632 4633 4634 4635 4636 4637 4638 4639 4640 4641 4642 4643 4644 4645 4646 4647 4648 4649 4650 4651 4652 4653 4654

4655

4656

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

1.0

1.0

m 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

1.0

1.0

Test + Live + Wind

Erection + Live + Wind

Erection + Wind

Empty +Maintenance Load (Bundle pull, Lifting Hook, Monorail etc.)

3 DLn- si 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

1.0

1.0

4 LL

5

6

TLss+ TLss-

7 Lr

11

12

DLe-p DLe-

13

14 DLe-e LLo-p LLo-

15

16

17

18

19

LLo-e DLt-p DLt-fp DLt-e

20 TLA

21 TLA-FP

22 TLG

23 TLG-FP

24 TLF

25 TLF-FP

26 TLTF

27 TLTF-FP

28 PSVX

29 PSVZ

30 PSVY

41

48 44 31 LBLC W+Xi W+Xs W-Xi W-Xs W+Zi W+Zs W-Zi W-Zs

42

45

43

47

46

51 EEHX

52 EEHZ

53 EEVY

APPENDIX-A3.2.2-ASD LOAD COMBINATIONS - SERVICEABILITY LOAD FACTORS FOR SHELTERS & BUILDINGS ( WITHOUT SOIL)

54

71 EOHX EOHZ EOVY ML1V ML1H ML2V ML2H Cd1

63

64

55

62

56

61

0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

0.75

0.75

fp

fp 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1.0

1.0

1.0

1.0

1.0

1.0

0.15 0.15 0.15 0.15

0.15 0.15 0.15 0.15

0.15 0.15 0.15 0.15

0.15 0.15 0.15 0.15

0.15 0.15 0.15 0.15

0.15 0.15 0.15 0.15

0.15 0.15 0.15 0.15

0.15 0.15 0.15 0.15

0.2

0.2

0.2

0.2

0.15 0.15 0.15 0.15

0.15 0.15 0.15 0.15

0.15 0.15 0.15 0.15

0.15 0.15 0.15 0.15

0.15 0.15 0.15 0.15

0.15 0.15 0.15 0.15

0.15 0.15 0.15 0.15

0.15 0.15 0.15 0.15

0.2

0.2

0.2

0.2

0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

1.0

1.0

1.0

1.0

1.0

-1.0

84 81 BLF BLRF BLFL BLS

83

82

72 Cd2

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

73 CLL

0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

74 CST

75 CTF

0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75

0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

00

APPENDIX A.4.1 – SERVICEABILITY LOAD COMBINATIONS FOR FOUNDATION OF PIPE RACK & TECH STRUCTURES (WITH SOIL- CASE-1, OPERATING CASES,

OPERATING + WIND CASES, FOS - 1.5) (NO. OF PAGES – 01)

DOCUMENT CLASS 1

Page 57 of 76

Uncontrolled When Printed

APPENDIX-A.4.1- SERVICEABILITY LOAD FACTORS FOR PIPE RACK & TECH STRUCTURES- FOUNDATION DESIGN (WITH SOIL)-CASE-1 -F.O.S-1.5

23 TLG-FP

24 TLF

25 TLF-FP

26 TLTF

27 TLTF-FP

28 PSVX

29 PSVZ

30 PSVY

41

31 LBLC WLX WLZ WLX-P WLZ-P WL0.5

44

43

45

42

1 -1 1 -1

1 -1 1 -1

1 1 -1 -1

1 1 -1 -1

X

46 WL0.5 Z

51 EEHX

52 EEHZ

53 EEVY

54 EOHX

55 EOHZ

56

71 EOVY ML1V ML1H ML2V ML2H NEx

64

61

62

63

0.625 0.625 -0.625 -0.625

0.47 0.47 -0.47 -0.47

0.32 -0.32

0.24 -0.24

0.625 -0.625

0.24 -0.24

0.625 0.625 -0.625 -0.625

0.47 0.47 -0.47 -0.47

0.32 -0.32

0.24 -0.24

0.625 -0.625

0.24 -0.24

0.625 -0.625 0.625 -0.625

0.47 -0.47 0.47 -0.47

0.32 -0.32

0.24 -0.24

0.625 -0.625

0.24 -0.24

0.625 0.625 -0.625 0.625 0.625 -0.625 -0.625 -0.625

0.47 -0.47 0.47 -0.47

0.47 0.47 -0.47 -0.47

0.32 -0.32

0.32 -0.32

0.24 -0.24

0.24 -0.24

0.625 0.625 -0.625 -0.625

0.24 -0.24

0.24 -0.24

0.625 -0.625 0.625 -0.625

0.47 -0.47 0.47 -0.47

0.32 -0.32

0.24 -0.24

0.625 -0.625

0.24 -0.24

1.0 1.0 -1.0 -1.0

1.0 -1.0 1.0 -1.0

1.0 1.0 1.0 -1.0

1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0

1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0

1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0

1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 -1.0 -1.0 -1.0 -1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 -1.0 -1.0 -1.0 -1.0

Load Description

Si. No:

1

Combo n° DLs

Operation + Crane+ Live combination

Operation + Wind

Operation+ Crane+Live + Wind

Test Without Wind

Test Condition + Wind

Test Condition + Crane+ Live + Wind

Empty + Temp Rise/Fall

Empty + Wind

Erection + Live+ Crane + Wind

Occational/ Accidental case (PSV, Surge Loads)

Maintenance Load (Bundle pull, Lifting Hook, Monorail etc.)

Operating Condition + Blast

Operating Condition + Blast

5101 5102 5103 5104 5105 5106 5107 5108 5109 5110 5111 5112 5113 5114 5115 5116 5117 5118 5119 5120 5121

5122 5123 5124 5125 5126 5127 5128 5129 5130 5131 5132 5133 5134 5135 5136 5137 5138 5139 5140 5141 5142 5143 5144 5145 5146 5147 5148 5149 5150 5151 5152 5153 5154 5155 5156 5157 5158 5159 5160 5161 5162 5163 5164 5165 5166 5167 5168 5169 5170 5171 5172 5173 5174 5175 5176 5177 5178 5179 5180 5181 5182 5183 5184 5185 5186 5187 5188 5189 5190 5191

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

4 LL

1.0 1.0 1.0 1.0 0.75

0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

0.75 0.75 0.75 0.75

0.75 0.75 0.75 0.75

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

2 DLn- m 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

3 DLn- si 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

5

7 TLss+ TLss- LLCT DLe-p DLe-

12

11

6

13

14 DLe-e LLo-p LLo-

15

16

17

18

19

LLo-e DLt-p DLt-fp DLt-e

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

0.75 0.75 0.75 0.75

fp 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

fp 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

20 TLA

1.0 -1.0 1.0 -1.0

1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0

1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0

21 TLA-FP

1.0 -1.0 1.0 -1.0

1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0

1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0

22 TLG

1.0 1.0 -1.0 -1.0

1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0

1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0

1.0 1.0 -1.0 -1.0

1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0

1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0

72 NEz

73 NOx

74 76 75 NOz NTx NTZ

81 BLx

82 BLz

1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0 1.0 1.0 -1.0 -1.0

1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0 1.0 -1.0

1.0 1.0 1.0 1.0 -1.0 -1.0 -1.0 -1.0

1.0 1.0 1.0 1.0 -1.0 -1.0 -1.0 -1.0

1.0 1.0 1.0 1.0 -1.0 -1.0 -1.0 -1.0

1.0 1.0 1.0 1.0 -1.0 -1.0 -1.0 -1.0

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

00

APPENDIX A.4.2 – SERVICEABILITY LOAD COMBINATIONS FOR FOUNDATION OF SHELTER & BUILDINGS (WITH SOIL- CASE-1, OPERATING CASES, OPERATING + WIND CASES, FOS - 1.5)

(NO. OF PAGES – 02)

DOCUMENT CLASS 1

Page 58 of 76

Uncontrolled When Printed

Load Description

Empty Condition

Empty Condition + Wind

Operating Condition without Wind+ Live + Crane

Operating Condition without Wind+ Live + Crane

Operating Condition + Wind

Operating Condition + Live + Wind+ Crane

Test Without Wind

Test + Wind

Test + Live + Wind

Si. No:

1

2

Combo n° DLs DLn-

5501 5502 5503 5504 5505 5506 5507 5508 5509 5510 5511 5512 5513 5514 5515 5516 5517 5518 5519 5520 5521 5522 5523 5524 5525 5526 5527 5528 5529 5530 5531 5532 5533 5534 5535 5536 5537 5538 5539 5540 5541 5542 5543 5544 5545 5546 5547 5548 5549 5550 5551 5552 5553 5554 5555 5556 5557 5558 5559 5560 5561 5562 5563 5564 5565 5566 5567 5568 5569 5570 5571 5572 5573 5574 5575 5576 5577 5578 5579 5580 5581 5582 5583 5584 5585 5586 5587 5588 5589 5590 5591 5592 5593 5594 5595 5596 5597 5598 5599 5600 5601 5602 5603 5604 5605 5606

m 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

3 DLn- si 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

4 LL

5

6

TLss+ TLss-

7 Lr

11

12

DLe-p DLe-

13

14 DLe-e LLo-p LLo-

15

16

17

18

19

LLo-e DLt-p DLt-fp DLt-e

20 TLA

21 TLA-FP

22 TLG

23 TLG-FP

24 TLF

25 TLF-FP

26 TLTF

27 TLTF-FP

28 PSVX

29 PSVZ

30 PSVY

41

48 44 31 LBLC W+Xi W+Xs W-Xi W-Xs W+Zi W+Zs W-Zi W-Zs

47

43

46

42

45

51 EEHX

52 EEHZ

53 EEVY

APPENDIX-A4.2- SERVICEABILITY LOAD FACTORS FOR SHELTERS & BUILDINGS- FOUNDATION DESIGN ( WITH SOIL)-CASE-1-F.O.S-1.5

54

71 EOHX EOHZ EOVY ML1V ML1H ML2V ML2H Cd1

61

55

56

64

63

62

0.5 0.5 -0.5 -0.5

0.5 0.5 -0.5 -0.5

0.5 -0.5 0.5 -0.5

0.5 -0.5 0.5 -0.5

1 1 -1 -1

1 1 1 1 -1 -1 -1 -1 1 1 1 1 -1 -1 -1 -1 1 1 1 1 1 1 1 1 -1 -1 -1 -1 -1 -1 -1 -1 1 1 1 1 1 1 1 1 -1 -1 -1 -1 -1 -1 -1 -1

1 1 -1 -1

1 1 1 1 -1 -1 -1 -1 1 1 1 1 -1 -1 -1 -1 1 1 1 1 1 1 1 1 -1 -1 -1 -1 -1 -1 -1 -1 1 1 1 1 1 1 1 1 -1 -1 -1 -1 -1 -1 -1 -1

1 -1 1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

1 -1 1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

fp

fp

1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

0.75 0.75 0.75 0.75

0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 0.75 0.75 0.75 0.75

0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

0.625

0.625

0.625

0.625

0.625

0.625

0.625

0.625

0.625 0.625

0.625 0.625

0.625 0.625

0.625 0.625

0.47 0.47 0.47 0.47

0.47 0.47 0.47 0.47

0.47 0.47 0.47 0.47

0.47 0.47 0.47 0.47

0.32

0.32

0.32

0.32

0.24 0.24 0.24 0.24

0.24 0.24 0.24 0.24

0.24 0.24 0.24 0.24

0.24 0.24 0.24 0.24

0.625 0.625

0.625 0.625

0.625 0.625

0.625 0.625

0.47 0.47 0.47 0.47

0.47 0.47 0.47 0.47

0.47 0.47 0.47 0.47

0.47 0.47 0.47 0.47

0.32

0.32

0.32

0.32

0.24 0.24 0.24 0.24

0.24 0.24 0.24 0.24

0.24 0.24 0.24 0.24

0.24 0.24 0.24 0.24

1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1

84 81 BLF BLRF BLFL BLS

83

82

72 Cd2

73 CLL

74 CST

75 CTF

1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 0.75 0.75 0.75 0.75

1 1 -1 -1 0.75 0.75 -0.75 -0.75

1 -1 1 -1 0.75 -0.75 0.75 -0.75

0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75

0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75

0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75

0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75

Load Description

Si. No:

1

2

Combo n° DLs DLn-

5607 5608 5609 5610 5611 5612 5613 5614 5615 5616 5617 5618 5619 5620 5621 5622 5623 5624 5625 5626 5627 5628 5629 5630 5631 5632 5633 5634 5635 5636 5637 5638

5639

5640 5641 5642 5643 5644 5645 5646 5647 5648

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1.0

1.0 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9

m 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1.0

1.0 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9

Erection + Live + Wind

Empty +Maintenance Load (Bundle pull, Lifting Hook, Monorail etc.)

Blast

Blast

3 DLn- si 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1.0

1.0 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9

0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

0.75

0.75 0.5 0.5 0.5 0.5

4 LL

5

6

TLss+ TLss-

7 Lr

11

12

DLe-p DLe-

13

14 DLe-e LLo-p LLo-

15

16

17

18

19

LLo-e DLt-p DLt-fp DLt-e

20 TLA

21 TLA-FP

22 TLG

23 TLG-FP

24 TLF

25 TLF-FP

26 TLTF

27 TLTF-FP

28 PSVX

29 PSVZ

30 PSVY

41

48 44 31 LBLC W+Xi W+Xs W-Xi W-Xs W+Zi W+Zs W-Zi W-Zs

45

47

46

42

43

51 EEHX

52 EEHZ

53 EEVY

APPENDIX-A4.2- SERVICEABILITY LOAD FACTORS FOR SHELTERS & BUILDINGS- FOUNDATION DESIGN ( WITH SOIL)-CASE-1-F.O.S-1.5

54

71 EOHX EOHZ EOVY ML1V ML1H ML2V ML2H Cd1

64

56

61

63

55

62

fp

fp

0.24 0.24 0.24 0.24

0.24 0.24 0.24 0.24

0.24 0.24 0.24 0.24

0.24 0.24 0.24 0.24

0.24 0.24 0.24 0.24

0.24 0.24 0.24 0.24

0.24 0.24 0.24 0.24

0.24 0.24 0.24 0.24

84 81 BLF BLRF BLFL BLS

82

83

72 Cd2

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

73 CLL

0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

74 CST

75 CTF

0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75 0.75 0.75 -0.75 -0.75

0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

-1.0

1.0

1.0

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

1.0

1.0

1.0

1.0

1.0 1.0

1.0 1.0

1.0

1.0

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

00

APPENDIX A.5.1 – SERVICEABILITY LOAD COMBINATIONS FOR FOUNDATION OF PIPE RACK & TECH STRUCTURES (WITH SOIL-CASE-2, OPERATING + SEISMIC CASES, FOS - 1.2)

(NO. OF PAGES – 01)

DOCUMENT CLASS 1

Page 59 of 76

Uncontrolled When Printed

APPENDIX-A.5.1- SERVICEABILITY LOAD FACTORS FOR FOR PIPE RACK & TECH STRUCTURES -FOUNDATION DESIGN (WITH SOIL)-CASE-2- F.O.S-1.2

Load Description

Si. No:

1

Combo n° DLs

Operating + Earthquake

Operating + Live Earthquake

6101 6102 6103 6104 6105 6106 6107 6108 6109 6110 6111 6112 6113 6114 6115 6116

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

2 DLn- m 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

3 DLn- si 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

4 LL

0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

5

7 TLss+ TLss- LLCT DLe-p DLe-

12

11

6

13

14 DLe-e LLo-p LLo-

15

16

17

18

19

LLo-e DLt-p DLt-fp DLt-e

20 TLA

21 TLA-FP

22 TLG

23 TLG-FP

24 TLF

25 TLF-FP

26 TLTF

27 TLTF-FP

28 PSVX

29 PSVZ

30 PSVY

41

31 LBLC WLX WLZ WLX-P WLZ-P WL0.5

43

42

44

45

fp 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

fp 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

X

46 WL0.5 Z

51 EEHX

52 EEHZ

53 EEVY

54 EOHX

55 EOHZ

61

71 56 EOVY ML1V ML1H ML2V ML2H NEX

62

63

64

72 NEZ

73 NOX

74 NOZ

75 NTX

76 NTZ

81 BLX

82 BLZ

0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7

0.21 0.7 -0.21 0.7 0.21 -0.7 -0.21 -0.7 0.7 0.21 -0.7 0.21 0.7 -0.21 -0.21 -0.7 0.525 0.158 0.525 0.525 -0.158 0.525 -0.525 0.158 0.525 -0.525 -0.158 0.525 0.158 0.525 0.525 0.158 -0.525 0.525 -0.158 0.525 0.525 -0.158 -0.525 0.525

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

00

APPENDIX A.5.2 – SERVICEABILITY LOAD COMBINATIONS FOR FOUNDATION OF SHELTER & BUILDINGS (WITH SOIL-CASE-2, OPERATING + SEISMIC CASES, FOS - 1.2)

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Load Description

Si. No:

1

2

Combo n° DLs DLn-

Operating + Earthquake

Operating + Live Earthquake

6501 6502 6503 6504 6505 6506 6507 6508 6509 6510 6511 6512 6513 6514 6515 6516

m 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

3 DLn- si 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

4 LL

5

6

TLss+ TLss-

7 Lr

11

12

DLe-p DLe-

13

14 DLe-e LLo-p LLo-

15

16

17

18

19

LLo-e DLt-p DLt-fp DLt-e

20 TLA

21 TLA-FP

22 TLG

23 TLG-FP

24 TLF

25 TLF-FP

26 TLTF

27 TLTF-FP

28 PSVX

29 PSVZ

30 PSVY

41

48 44 31 LBLC W+Xi W+Xs W-Xi W-Xs W+Zi W+Zs W-Zi W-Zs

47

45

43

46

42

51 EEHX

52 EEHZ

53 EEVY

APPENDIX-A.5.2- SERVICEABILITY LOAD FACTORS FOR SHELTERS & BUILDINGS-FOUNDATION DESIGN (WITH SOIL)-CASE-2-F.O.S-1.2

54

71 EOHX EOHZ EOVY ML1V ML1H ML2V ML2H Cd1

62

64

63

55

56

61

72 Cd2

73 CLL

74 CST

75 CTF

84 81 BLF BLRF BLFL BLS

82

83

fp 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

fp 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 1 -1 -1 1 1 -1 -1 1 1 -1 -1 1 1 -1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1 1 -1

0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7

0.21 0.7 -0.21 0.7 0.21 -0.7 -0.21 -0.7 0.7 0.21 -0.7 0.21 0.7 -0.21 -0.21 -0.7 0.525 0.158 0.525 0.525 -0.158 0.525 -0.525 0.158 0.525 -0.525 -0.158 0.525 0.158 0.525 0.525 0.158 -0.525 0.525 -0.158 0.525 0.525 -0.158 -0.525 0.525

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

00

APPENDIX A.6.1 – SERVICEABILITY LOAD COMBINATIONS FOR FOUNDATION OF PIPE RACK & TECH STRUCTURES (WITH SOIL-CASE-3, 0.6 DL + WIND/SEISMIC CASES, FOS - 1.0)

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APPENDIX-A.6.1 - SERVICEABILITY LOAD FACTORS FOR FOR PIPE RACK & TECH STRUCTURES- FOUNDATION DESIGN (WITH SOIL CONDITION)-CASE-3-F.O.S-1.0

Load Description

Si. No:

1

Combo n° DLs

Empty + Wind

Erection + Wind

Empty + Earthquake

7101 7102 7103 7104 7105 7106 7107 7108 7109 7110 7111 7112 7113 7114 7115 7116

0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

4 LL

2 DLn- m 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

3 DLn- si 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

5

7 TLss+ TLss- LLCT DLe-p DLe-

12

11

6

13

14 DLe-e LLo-p LLo-

15

16

17

18

19

LLo-e DLt-p DLt-fp DLt-e

20 TLA

21 TLA-FP

22 TLG

23 TLG-FP

24 TLF

25 TLF-FP

26 TLTF

27 TLTF-FP

28 PSVX

29 PSVZ

30 PSVY

41

31 LBLC WLX WLZ WLX-P WLZ-P WL0.5

42

44

43

45

fp

fp

0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

X

0.625 -0.625

0.32 -0.32

0.625 -0.625

0.32 -0.32

0.625 -0.625

0.32 -0.32

0.625 0.625 -0.625 -0.625

0.32 -0.32

0.24 -0.24

61

56 71 EOVY ML1V ML1H ML2V ML2H NEX

62

63

64

72 NEZ

73 NOX

74 NOZ

75 NTX

76 NTZ

81 BLX

82 BLZ

51 EEHX

52 EEHZ

53 EEVY

54 EOHX

55 EOHZ

46 WL0.5 Z 0.625 -0.625

0.24 -0.24

0.7 0.7 -0.7 -0.7 0.21 0.21 -0.21 -0.21

0.21 -0.21 0.21 -0.21 0.7 -0.7 0.7 -0.7

-0.7 -0.7 -0.7 -0.7 -0.7 -0.7 -0.7 -0.7

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

00

APPENDIX A.6.2 – SERVICEABILITY LOAD COMBINATIONS FOR FOUNDATION OF SHELTER & BUILDINGS (WITH SOIL-CASE-3, 0.6 DL + WIND/SEISMIC CASES, FOS - 1.0)

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APPENDIX-A.6.2 - SERVICEABILITY LOAD FACTORS FOR SHELTERS & BUILDINGS- FOUNDATION DESIGN (WITH SOIL)-CASE-3-F.O.S-1.0

Load Description

Si. No:

1

2

Combo n° DLs DLn-

Empty + Wind

Erection + Wind

Empty + Earthquake

7501 7502 7503 7504 7505 7506 7507 7508 7509 7510 7511 7512 7513 7514 7515 7516 7517 7518 7519 7520 7521 7522 7523 7524

0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

m 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

3 DLn- si 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

4 LL

5

6

TLss+ TLss-

7 Lr

11

12

DLe-p DLe-

13

14 DLe-e LLo-p LLo-

15

16

17

18

19

LLo-e DLt-p DLt-fp DLt-e

20 TLA

21 TLA-FP

22 TLG

23 TLG-FP

24 TLF

25 TLF-FP

26 TLTF

27 TLTF-FP

28 PSVX

29 PSVZ

30 PSVY

41

48 44 31 LBLC W+Xi W+Xs W-Xi W-Xs W+Zi W+Zs W-Zi W-Zs

42

47

45

43

46

fp

fp

0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

0.625

0.625

0.625

0.32

0.32

0.32

0.625

0.625

0.32

0.32

0.625

0.625

0.625

0.32

0.32

0.32

51 EEHX

52 EEHZ

53 EEVY

0.7 0.7 -0.7 -0.7 0.21 0.21 -0.21 -0.21

0.21 -0.21 0.21 -0.21 0.7 -0.7 0.7 -0.7

-0.7 -0.7 -0.7 -0.7 -0.7 -0.7 -0.7 -0.7

54

71 EOHX EOHZ EOVY ML1V ML1H ML2V ML2H Cd1

63

64

55

56

62

61

72 Cd2

73 CLL

74 CST

75 CTF

84 81 BLF BLRF BLFL BLS

83

82

0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

00

APPENDIX A.7 – PRIMARY LOAD CASES & LOAD COMBINATION PHILOSOPHY FOR EQUIPMENT FOUNDATION

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PRIMARY LOAD CASES FOR DESIGN OF VERTICAL VESSEL / HORIZONTAL VESSEL FOUNDATION

Primary Load cases:

SI.No

Load Type

Load

Description

Legend

STAAD Load case number

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

Notes:

1

2

3

Dead

Empty

Selfweight

Selfweight of the Foundation

Equip. Empty

Empty weight of the Equipment

Operating

Equip. Operating Operating weight of the Equipment (Content)

Test

Equip. Test

Test weight of the Equipment (Content)

Erection

Equip. Erection

Erection Weight of Equipment

Live Load

Live Load

Live Load

Operating

Thermal/Friction

Longitudinal Thermal/Friction Load

Operating

Thermal

Transverse Thermal/Friction Load

Wind

Wind

Seismic

Seismic

Seismic

Seismic

Wind Load

Wind Load on Equipment in Longitudinal Direction

Wind Load

Wind Load on Equipment in Transverse Direction

Seismic

Seismic

Seismic

Seismic

Seismic Load due to operating weight of all items in Longitudinal Direction

Seismic Load due to operating weight of all items in Transverse Direction

Seismic Load due to empty weight of all items in Longitudinal Direction

Seismic Load due to empty weight of all items in Transverse Direction

Bundle Pull

Maintenance

Bundle pull load during the Maintenance

Bundle Pull Shall not be combined with wind loads

Load Combinations are generated in accordance with ASCE-07-16, AGES-SP-01-003 & PIP STE03350 & PIP STE03360

Refer to Load Combination Philosophy for Equipment Foundation for other notes

Ds

De

Eo

Et

Ee

LL

TL

TT

WL

WT

EL

ET

Ele

Ete

Bp

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

LOAD COMBINATION PHILOSOPHY FOR EQUIPMENT FOUNDATION DESIGN AS PER ASCE-7-16, AGES-SP-01-003 & PIP Standard

LOAD COMBINATIONS FOR STRENGTH DESIGN

Operating Condition Normal Operation 1.2 x Dead + 1.2 x Empty + 1.6 x Operating (Content) + 1.6 x Sustained Thermal (Longitudinal)1 + 1.6 x Sustained Thermal (Transverse)1 Operating + Live 1.2 x Dead + 1.2 x Empty + 1.6 x Operating (Content) + 1.6 x Live + 1.6 x Sustained Thermal (Longitudinal)1 + 1.6 x Sustained Thermal (Transverse)1 1.2 x Dead + 1.2 x Empty + 1.2 x Operating (Content) + 1.0 x Live + 1.2 x Sustained Thermal (Longitudinal)1 + 1.2 x Sustained Thermal (Transverse)1 Operating + Wind 1.2 x Dead + 1.2 x Empty + 1.2 x Operating (Content) ± 1.2 x Sustained Thermal (Longitudinal)1 ± 1.2 x Sustained Thermal (Transverse)1 ± 0.5 x Wind 0.9 x Dead + 0.9 x Empty + 0.9 x Operating (Content) ± 1.2 x Sustained Thermal (Longitudinal)1 ± 1.2 x Sustained Thermal (Transverse)1 ± 1.0 x Wind Operating + Live + Wind 1.2 x Dead + 1.2 x Empty + 1.2 x Operating (Content) + 1.0 x Live ± 1.2 x Sustained Thermal (Longitudinal)1 ± 1.2 x Sustained Thermal (Transverse)1 ± 1.0 x Wind Operating +Seismic 0.9 x Dead + 0.9 x Empty + 0.9 x Operating (Content) ± 1.2 x Sustained Thermal (Longitudinal)1 ± 1.2 x Sustained Thermal (Transverse)1 ± 1.0 x EQ ± 0.3 x EQ (Orthogonal) Operating + Live + Seismic 1.2 x Dead + 1.2 x Empty + 1.2 x Operating (Content) + 1.0 x Live ± 1.2 x Sustained Thermal (Longitudinal)1 ± 1.2 x Sustained Thermal (Transverse)1 ± 1.0 x EQ ± 0.3 x EQ (Orthogonal) Test Condition Normal Test 1.4 x Dead + 1.4 x Empty + 1.4 x Test Content Test + Live 1.2 x Dead + 1.2 x Empty + 1.2 x Test Content + 1.6 x Live 1.2 x Dead + 1.2 x Empty + 1.2 x Test Content + 1.0 x Live Test + Wind 1.2 x Dead + 1.2 x Empty + 1.2 x Test Content ± 0.5 x Wind Test + Live + Wind 1.2 x Dead + 1.2 x Empty + 1.2 x Test Content + 1.0 x Live ± 0.5 x Wind Empty Condition Normal Empty 1.4 x Dead + 1.4 x Empty Empty + Wind 0.9 x Dead + 0.9 x Empty ± 1.0 x Wind Empty + Seismic 0.9 x Dead + 0.9 x Empty ± 1.0 x EQ2 ± 0.3 x EQ (Orthogonal)2 Empty + Bundle Pull 1.2 x Dead + 1.2 x (Empty - Bundle Weight) ± 1.6 x Bundle Pull 0.9 x Dead + 0.9 x (Empty - Bundle Weight) ± 1.6 x Bundle Pull Erection Condition Erection + Wind 0.9 x Dead + 0.9 x Erection ± 0.5 x Wind

LOAD COMBINATION PHILOSOPHY FOR EQUIPMENT FOUNDATION DESIGN AS PER ASCE-7-16, AGES-SP-01-003 & PIP Standard

LOAD COMBINATIONS FOR SERVICEABILITY DESIGN

Operating Condition Normal Operation 1.0 x Dead + 1.0 x Empty + 1.0 x Operating (Content) + 1.0 x Sustained Thermal (Longitudinal)1 + 1.0 x Sustained Thermal (Transverse)1 Operating + Live 1.0 x Dead + 1.0 x Empty + 1.0 x Operating (Content) + 1.0 x Live + 1.0 x Sustained Thermal (Longitudinal)1 + 1.0 x Sustained Thermal (Transverse)1 1.0 x Dead + 1.0 x Empty + 1.0 x Operating (Content) + 0.75 x Live + 1.0 x Sustained Thermal (Longitudinal)1 + 1.0 x Sustained Thermal (Transverse)1 Operating + Wind 1.0 x Dead + 1.0 x Empty + 1.0 x Operating (Content) ± 1.0 x Sustained Thermal (Longitudinal)1 ± 1.0 x Sustained Thermal (Transverse)1 ± 0.625 x Wind 0.6 x Dead + 0.6 x Empty + 0.6 x Operating (Content) ± 1.0 x Sustained Thermal (Longitudinal)1 ± 1.0 x Sustained Thermal (Transverse)1 ± 0.625 x Wind Operating + Live + Wind 1.0 x Dead + 1.0 x Empty + 1.0 x Operating (Content) + 0.75 x Live ± 1.0 x Sustained Thermal (Longitudinal)1 ± 1.0 x Sustained Thermal (Transverse)1 ± 0.47 x Wind Operating +Seismic 1.0 x Dead + 1.0 x Empty + 1.0 x Operating (Content) ± 1.0 x Sustained Thermal (Longitudinal)1 ± 1.0 x Sustained Thermal (Transverse)1 ± 0.7 x EQ ± 0.21 x EQ (Orthogonal) 0.6 x Dead + 0.6 x Empty + 0.6 x Operating (Content) ± 1.0 x Sustained Thermal (Longitudinal)1 ± 1.0 x Sustained Thermal (Transverse)1 ± 0.7 x EQ ± 0.21 x EQ (Orthogonal) Operating + Live + Seismic 1.0 x Dead + 1.0 x Empty + 1.0 x Operating (Content) + 0.75x Live ± 1.0 xSustained Thermal (Longitudinal)1 ± 1.0 x Sustained Thermal (Transverse)1 ± 0.525 x EQ ± 0.16 x EQ (Orthogonal) Test Condition Normal Test 1.0 x Dead + 1.0 x Empty + 1.0 x Test Content Test + Live 1.0 x Dead + 1.0 x Empty + 1.0 x Test Content + 1.0 x Live 1.0 x Dead + 1.0 x Empty + 1.0 x Test Content + 0.75 x Live Test + Wind 1.0 x Dead + 1.0 x Empty + 1.0 x Test Content ± 0.32 x Wind Test + Live + Wind 1.0 x Dead + 1.0 x Empty + 1.0 x Test Content + 0.75 x Live ± 0.24 x Wind Empty Condition Normal Empty 1.0 x Dead + 1.0 x Empty Empty + Wind 1.0 x Dead + 1.0 x Empty ± 0.625 x Wind 0.6 x Dead + 0.6 x Empty ± 0.625 x Wind Empty + Seismic 0.6 x Dead + 0.6 x Empty ± 0.7 x EQ2 ± 0.21 x EQ (Orthogonal)2 Empty + Bundle Pull 0.6 x Dead + 0.6 x (Empty - Bundle Weight) ± 1.0 x Bundle Pull Erection Condition Erection + Wind 1.0 x Dead + 1.0 x Erection ± 0.32 x Wind 0.6 x Dead + 0.6 x Erection ± 0.32 x Wind

LOAD COMBINATION PHILOSOPHY FOR EQUIPMENT FOUNDATION DESIGN AS PER ASCE-7-16, AGES-SP-01-003 & PIP Standard

Notes:

1. Thermal load for heat exchangers and horizontal vessels shall be the friction force at sliding end. Thermal load for vertical vessel is not considered.

2. Seismic loads when combining with empty weights of pipes/equipment are calculated based upon the empty weights of pipes/equipment.

3. Any additional load cases / combinations deemed necessary for the structural design requirements shall be included.

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

00

APPENDIX A.7.1 – SERVICEABILITY LOAD COMBINATIONS FOR DESIGN OF VERTICAL VESSEL FOUNDATION (WITHOUT SOIL)

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#

APPENDIX A.7.1 - SERVICEABILITY LOAD COMBINATIONS FOR DESIGN OF VERTICAL VESSEL FOUNDATION (WITHOUT SOIL CONDITION) (ASCE-07-16 & PIP Standards)

Load comb.

101

102 103 * 104 105 106 107 * 108 109 110 111 * 112

113 114 * 115 116 117 118 * 119 120 121 122 * 123 * 124 125 126 127 * 128 129 130 131

Y

Y Y

Y Y Y Y

Y Y Y Y

Y

Y Y

Y Y Y Y

Y Y Y Y

Y

Y Y Y Y

Y Y Y Y

Dead

Empty

Operating

*Selfweight 1 YES Ds

Operation 1.0

Equip*** 2 YES De

Equip 3 YES Eo

1.0

1.0

Operation + Live combinations

Test

Equip 4 YES Et

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.00

1.00

1.00

1.0

1.0

1.0

1.00

1.0

1.0

1.0

1.00

1.0

1.0

1.0

1.0 Operation + Wind 1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

Operation +Live+ Wind

1.0

1.0

1.0

1.0

Test Condition

1.0 Test + Live 1.0

1.0 Test + Wind 1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0 Test + Live + Wind 1.0

1.0

1.0

1.0

1.0 Empty 1.0

Empty + Wind

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

Erection + Wind

1.0

1.0

1.0

1.0

Erection

Live load

Operating

Wind-Equipment

Seismic - Equipment

Seismic - Equipment

Bundle

Floor 6 YES L

1.0

0.75

0.75

0.75

0.75

0.75

1.0

0.75

0.75

0.75

0.75

0.75

Equip 5 YES Ee

1.0

1.0

1.0

1.00

Long. The. 7 YES TL

Trans. Ther. 8 YES TT

X-Dir 9 YES WL

Z-dir 10 YES WT

+X-Dir 11 YES EQL

+Z-dir 12 YES EQT

+X-Dir 13 YES EQLe

+Z-dir 14 YES EQTe

Pull 15 YES Bp

0.400

-0.400

0.30

-0.30

0.20

-0.20

0.15

-0.15

0.400

-0.400

0.20

-0.20

0.400

-0.40

0.30

-0.30

0.20

-0.20

0.15

-0.15

0.400

-0.40

0.20

-0.20

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

00

APPENDIX A.7.2 – STRENGTH LOAD COMBINATIONS FOR DESIGN OF VERTICAL VESSEL FOUNDATION (WITHOUT SOIL)

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APPENDIX A.7.2 - STRENGTH LOAD COMBINATIONS FOR DESIGN OF VERTICAL VESSEL FOUNDATION (WITHOUT SOIL) (ASCE-07-16 & PIP Standards)

Load comb.

201

202 203 * 204 205 206 207 208 209 210 211 * 212 213 214 215 * 216

217 218 * 219 220 221 222 * 223 224 225 226 * 227 * 228 229 230 231 * 232 233 234 235

Y

Y Y

Y Y Y Y Y Y Y Y

Y Y Y Y

Y

Y Y

Y Y Y Y

Y Y Y Y

Y

Y Y Y Y

Y Y Y Y

Dead

Empty

Operating

*Selfweight 1 YES Ds

Operating 1.2

Equip*** 2 YES De

Equip 3 YES Eo

1.2

1.6

Operation + Live combinations

Test

Equip 4 YES Et

1.6

1.2

1.2

1.2

1.2

1.2

0.9

0.9

0.9

0.9

1.2

1.2

1.2

1.2

1.40

1.20

1.20

1.2

1.2

1.2

1.20

1.2

1.2

1.2

1.20

1.2

1.2

1.2

1.2 Operation + Wind 1.2

1.2

1.2

1.2

1.2

0.9

0.9

0.9

0.9

1.2

1.2

1.2

0.9

0.9

0.9

0.9

Operation +Live+ Wind

1.2

1.2

1.2

1.2

Test Condition

1.4 Test + Live 1.2

1.2 Test + Wind 1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.4

1.2

1.2

1.2

1.2

1.2

1.2

1.2 Test + Live + Wind 1.2

1.2

1.2

1.2

1.2 Empty 1.4

Empty + Wind

0.9

0.9

0.9

0.9

1.2

1.2

1.2

1.4

0.9

0.9

0.9

0.9

Erection + Wind

0.9

0.9

0.9

0.9

Erection

Live load

Operating

Wind-Equipment

Seismic - Equipment

Seismic - Equipment

Bundle

Floor 6 YES L

1.6

1.00

1.00

1.00

1.00

1.00

1.6

1.00

1.00

1.00

1.00

1.00

Equip 5 YES Ee

0.9

0.9

0.9

0.90

Long. The. 7 YES TL

Trans. Ther. 8 YES TT

X-Dir 9 YES WL

Z-dir 10 YES WT

+X-Dir 11 YES EQL

+Z-dir 12 YES EQT

+X-Dir 13 YES EQLe

+Z-dir 14 YES EQTe

Pull 15 YES Bp

0.320

-0.320

0.640

-0.640

0.64

-0.64

0.32

-0.32

0.32

-0.32

0.640

-0.640

0.32

-0.32

0.320

-0.320

0.640

-0.64

0.64

-0.64

0.32

-0.32

0.32

-0.32

0.640

-0.64

0.32

-0.32

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

00

APPENDIX A.7.3 – SERVICEABILITY LOAD COMBINATIONS FOR DESIGN OF VERTICAL VESSEL FOUNDATION (WITH SOIL-1, FOS-1.5)

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#

APPENDIX A.7.3 - SERVICEABILITY LOAD COMBINATIONS FOR VERTICAL VESSEL FOUNDATION DESIGN WITH SOIL OVERBURDEN CASE-1 (WS-1) (ASCE-07-16 & PIP STANDARDS)

Load comb.

301

302 303 * 304 305 306 307 * 308 309 310 311 * 312

313 314 * 315 316 317 318 * 319 320 321 322 *

323 * 324 325 326 327 * 328 329 330 331

Y

Y Y

Y Y Y Y

Y Y Y Y

Y

Y Y

Y Y Y Y

Y Y Y Y

Y

Y Y Y Y

Y Y Y Y

Dead

Empty

Operating

*Selfweight 1 YES Ds

Operation 1.0

Equip*** 2 YES De

Equip 3 YES Eo

1.0

1.0

Operation + Live combinations

Test

Equip 4 YES Et

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.00

1.00

1.00

1.0

1.0

1.0

1.00

1.0

1.0

1.0

1.00

1.0

1.0

1.0

1.0 Operation + Wind 1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

Operation +Live+ Wind

1.0

1.0

1.0

1.0

Test Condition

1.0 Test + Live 1.0

1.0 Test + Wind 1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0 Test + Live + Wind 1.0

1.0

1.0

1.0

1.0

Empty 1.0

Empty + Wind

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

Erection + Wind

1.0

1.0

1.0

1.0

Erection

Live load

Operating

Wind-Equip.

Seismic

Seismic

Bundle

Floor 6 YES L

1.0

0.75

0.75

0.75

0.75

0.75

1.0

0.75

0.75

0.75

0.75

0.75

Equip 5 YES Ee

1.0

1.0

1.0

1.00

Long. Ther. Trans. Ther.

7 YES TL

8 YES TT

X-Dir 9 YES WL

Z-dir 10 YES WT

+X-Dir 11 YES EQL

+Z-dir 12 YES EQT

+X-Dir 13 YES EQLe

+Z-dir 14 YES EQTe

Pull 15 YES Bp

0.625

-0.625

0.47

-0.47

0.32

-0.32

0.24

-0.24

0.625

-0.625

0.32

-0.32

0.625

-0.625

0.47

-0.47

0.32

-0.32

0.24

-0.24

0.625

-0.625

0.32

-0.32

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

00

APPENDIX A.7.4 – SERVICEABILITY LOAD COMBINATIONS FOR DESIGN OF VERTICAL VESSEL FOUNDATION (WITH SOIL-2, FOS-1.2)

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#

APPENDIX A.7.4 - SERVICEABILITY LOAD COMBINATIONS FOR VERTICAL VESSEL FOUNDATION DESIGN WITH SOIL OVERBURDEN CASE-2 (WS-2) (ASCE-07-16 & PIP STANDARDS)

Load comb.

401 402 403 404 * 405 406 407 408

Y Y Y Y

Y Y Y Y

Test

Equip 4 YES Et

Dead

Empty

Operating

*Selfweight 1 YES Ds

Equip*** 2 YES De

Operation + Seismic

1.0

1.0

1.0

1.0

1.0

1.0

Equip 3 YES Eo

1.0

1.0

1.0

1.0

1.0

1.0 Operation + Live + Seismic 1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

Erection

Live load

Operating

Wind-Struc

Seismic

Seismic

Bundle

Equip 5 YES Ee

Floor 6 YES L

Long. Ther. 7 YES TL

Trans. Ther . 8 YES TT

X-Dir 9 YES WL

Z-dir 10 YES WT

0.75

0.75

0.75

0.75

+X-Dir 13 YES EQLe

+Z-dir 14 YES EQTe

Pull 15 YES Bp

+X-Dir 11 YES EQL

0.7

-0.7

0.21

-0.21

0.525

-0.525

0.160

-0.16

+Z-dir 12 YES EQT

0.21

-0.21

0.7

-0.7

0.160

-0.160

0.525

-0.525

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

00

APPENDIX A.7.5 – SERVICEABILITY LOAD COMBINATIONS FOR DESIGN OF VERTICAL VESSEL FOUNDATION (WITH SOIL-3, FOS-1.0)

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APPENDIX-A.7.5 - SERVICEABILITY LOAD COMBINDATIONS FOR VERTICAL VESSEL FOUNDATION DESIGN WITH SOIL OVERBURDEN CASE-3 (WS-3) (ASCE-07-16 & PIP STANDARDS)

Load comb.

Dead

Empty

Operating

*Selfweight 1 YES Ds

Equip*** 2 YES De

Equip 3 YES Eo

Test

Equip 4 YES Et

Erection

Live load

Operating

Wind-Struc

Seismic

Seismic

Bundle

Equip 5

Ee

Floor 6 YES L

Long. Ther.Trans. Ther.

7 YES TLA

8 YES TLG

X-Dir 9 YES WL

0.625

-0.625

Z-dir 10 YES WT

+X-Dir 11 YES EQL

+Z-dir 12 YES EQT

+X-Dir 13 YES EQLe

+Z-dir 14 YES EQTe

Pull 15 YES Bp

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

Operating + Wind 0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

Operating + Seismic

0.6

0.6

0.6

0.6

Empty + Wind

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6 Empty + Seismic 0.6

0.6

501 502 503 504

505 506 507 508 * 509 510 511 512 *

513 514 515 516 * 517 518 519 520

Y Y Y Y

Y Y Y Y

Y Y Y Y

Y Y Y Y

Y Y Y Y

0.6

0.6

0.6

0.6

0.6

0.6

Erection + Wind

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.60

0.625

-0.625

0.7

-0.7

0.21

-0.21

0.21

-0.21

0.7

-0.7

0.625

-0.625

0.625

-0.625

0.32

-0.32

0.32

-0.32

0.7

-0.7

0.21

-0.21

0.21

-0.21

0.7

-0.7

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

00

APPENDIX A.7.6 – STRENGTH LOAD COMBINATIONS FOR DESIGN OF VERTICAL VESSEL FOUNDATION (WITH SOIL)

(NO. OF PAGES – 02)

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APPENDIX A.7.6 - STRENGTH LOAD COMBINATIONS FOR DESIGN OF VERTICAL VESSEL FOUNDATION (WITH SOIL) (ASCE-07-16 & PIP STANDARDS)

Load comb.

601

601 602 * 603 604 605 606 607 608 609 610 * 607 608 609 610 * 611 612 613 614 * 615 616 617 618 * 619

620 621 * 622 623 624 625 * 626 627 628 629 * 630 * 631 632 633 634 *

Y

Y Y

Y Y Y Y Y Y Y Y

Y Y Y Y

Y Y Y Y

Y Y Y Y

Y

Y Y

Y Y Y Y

Y Y Y Y

Y

Y Y Y Y

Dead

Empty

Operating

*Selfweight 1 YES Ds

Operating 1.2

Equip*** 2 YES De

Equip 3 YES Eo

1.2

1.6

Operation + Live combinations

Test

Equip 4 YES Et

1.6

1.2

1.2

1.2

1.2

1.2

0.9

0.9

0.9

0.9

1.2

1.2

1.2

1.2

0.9

0.9

0.9

0.9

1.2

1.2

1.2

1.2

1.40

1.20

1.20

1.2

1.2

1.2

1.20

1.2

1.2

1.2

1.20

1.2

1.2

1.2

1.2 Operation + Wind 1.2

1.2

1.2

1.2

1.2

0.9

0.9

0.9

0.9

1.2

1.2

1.2

0.9

0.9

0.9

0.9

Operation +Live+ Wind

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

Operation + Seismic

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

Operation +Live+ Seismic

1.2

1.2

1.2

1.2

Test Condition

1.4 Test + Live 1.2

1.2 Test + Wind 1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.4

1.2

1.2

1.2

1.2

1.2

1.2

1.2 Test + Live + Wind 1.2

1.2

1.2

1.2

1.2 Empty 1.4

Empty + Wind

0.9

0.9

0.9

0.9

1.2

1.2

1.2

1.4

0.9

0.9

0.9

0.9

Empty + Seismic

Erection

Live load

Operating

Wind-Equipment

Seismic - Equipment

Seismic - Equipment

Bundle

Equip 5 YES Ee

Floor 6 YES L

1.6

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.6

1.00

1.00

1.00

1.00

1.00

Long. The. 7 YES TL

Trans. Ther. 8 YES TT

X-Dir 9 YES WL

Z-dir 10 YES WT

+X-Dir 11 YES EQL

+Z-dir 12 YES EQT

+X-Dir 13 YES EQLe

+Z-dir 14 YES EQTe

Pull 15 YES Bp

1.00

-1.00

0.30

-0.30

1.00

-1.00

0.30

-0.30

0.30

-0.30

1.00

-1.0

0.30

-0.30

1.00

-1.0

0.500

-0.500

1.00

-1.00

1.00

-1.00

0.500

-0.50

1.00

-1.00

1.00

-1.00

0.50

-0.50

0.50

-0.50

1.000

-1.000

0.50

-0.50

0.50

-0.50

1.000

-1.00

APPENDIX A.7.6 - STRENGTH LOAD COMBINATIONS FOR DESIGN OF VERTICAL VESSEL FOUNDATION (WITH SOIL) (ASCE-07-16 & PIP STANDARDS)

Load comb.

Dead

Empty

Operating

*Selfweight 1 YES Ds

Equip*** 2 YES De

Equip 3 YES Eo

Test

Equip 4 YES Et

Y Y Y Y

Y Y Y Y

635 636 637 638 * 639 640 641 642

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

Erection + Wind

0.9

0.9

0.9

0.9

Erection

Live load

Operating

Wind-Equipment

Seismic - Equipment

Seismic - Equipment

Bundle

Equip 5 YES Ee

Floor 6 YES L

Long. The. 7 YES TL

Trans. Ther. 8 YES TT

X-Dir 9 YES WL

Z-dir 10 YES WT

+X-Dir 11 YES EQL

+Z-dir 12 YES EQT

Pull 15 YES Bp

+X-Dir 13 YES EQLe

1.000

-1.000

0.300

-0.30

+Z-dir 14 YES EQTe

0.300

-0.300

1.000

-1.0

0.9

0.9

0.9

0.90

0.50

-0.50

0.50

-0.50

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

00

APPENDIX A.8.1 – SERVICEABILITY LOAD COMBINATIONS FOR DESIGN OF HORIZONTAL VESSEL FOUNDATION (WITHOUT SOIL)

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#

APPENDIX A.8.1 - SERVICEABILITY LOAD COMBINATIONS FOR DESIGN OF HORIZONTAL VESSEL FOUNDATION (WITHOUT SOIL CONDITION) (ASCE-07-16 & PIP STANDARDS)

Load comb.

101

102 103 * 104 105 106 107 * 108 109 110 111 * 112

113 114 * 115 116 117 118 * 119 120 121 122 * 123 * 124 125 126 127 * 128 129 * 130 131 132 133

Y

Y Y

Y Y Y Y

Y Y Y Y

Y

Y Y

Y Y Y Y

Y Y Y Y

Y

Y Y Y Y

Y Y

Y Y Y Y

Dead

Empty

Operating

*Selfweight 1 YES Ds

Equip*** 2 YES De

Equip 3 YES Eo

Operation combinations

1.0

1.0

1.0

Operation + Live combinations

Test

Equip 4 YES Et

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.00

1.00

1.00

1.0

1.0

1.0

1.00

1.0

1.0

1.0

1.00

1.0

1.0

1.0

1.0 Operation + Wind 1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

Operation +Live+ Wind

1.0

1.0

1.0

1.0

Test Condition

1.0 Test + Live 1.0

1.0 Test + Wind 1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0 Test + Live + Wind 1.0

1.0

1.0

1.0

1.0 Empty 1.0

Empty + Wind

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

Empty + Bundle Pull

1.0

1.0

1.0

1.0

Erection + Wind

1.0

1.0

1.0

1.0

Erection

Live load

Operating

Wind-Equipment

Seismic - Equipment

Seismic - Equipment

Bundle

Long. The. Trans. Ther.

7 YES TL

1.0

1.0

1.0

1.0

-1.0

1.0

1.0

1.0

-1.0

1.0

1.0

8 YES TT

1.0

1.0

1.0

1.0

1.0

1.0

-1.0

1.0

1.0

1.0

-1.0

Floor 6 YES L

1.0

0.75

0.75

0.75

0.75

0.75

1.0

0.75

0.75

0.75

0.75

0.75

Equip 5 YES Ee

1.0

1.0

1.0

1.00

X-Dir 9 YES WL

Z-dir 10 YES WT

+X-Dir 11 YES EQL

+Z-dir 12 YES EQT

+X-Dir 13 YES EQLe

+Z-dir 14 YES EQTe

Pull 15 YES Bp

0.400

-0.400

0.30

-0.30

0.20

-0.20

0.15

-0.15

0.400

-0.400

0.20

-0.20

0.400

-0.40

0.30

-0.30

0.20

-0.20

0.15

-0.15

0.400

-0.40

0.20

-0.20

1.00

-1.00

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

00

APPENDIX A.8.2 – STRENGTH LOAD COMBINATIONS FOR DESIGN OF HORIZONTAL VESSEL FOUNDATION (WITHOUT SOIL)

(NO. OF PAGES – 01)

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APPENDIX A.8.2 - STRENGTH LOAD COMBINATIONS FOR DESIGN OF HORIZONTAL VESSEL FOUNDATION (WITHOUT SOIL) (ASCE-07-16 & PIP STANDARDS)

Load comb.

201

202 203 * 204 205 206 207 208 209 210 211 * 212 213 214 215 * 216

217 218 * 217 218 219 220 * 221 222 223 224 * 225 * 226 227 228 229 * 230 231 232 233 * 234 235 236 237

Y

Y Y

Y Y Y Y Y Y Y Y

Y Y Y Y

Y

Y Y

Y Y Y Y

Y Y Y Y

Y

Y Y Y Y

Y Y Y Y

Y Y Y Y

Dead

Empty

Operating

*Selfweight 1 YES Ds

Equip*** 2 YES De

Equip 3 YES Eo

Operation combination

1.2

1.2

1.6

Operation + Live combinations

Test

Equip 4 YES Et

1.6

1.2

1.2

1.2

1.2

1.2

0.9

0.9

0.9

0.9

1.2

1.2

1.2

1.2

1.40

1.20

1.20

1.2

1.2

1.2

1.20

1.2

1.2

1.2

1.20

1.2

1.2

1.2

1.2 Operation + Wind 1.2

1.2

1.2

1.2

1.2

0.9

0.9

0.9

0.9

1.2

1.2

1.2

0.9

0.9

0.9

0.9

Operation +Live+ Wind

1.2

1.2

1.2

1.2

Test Condition

1.4 Test + Live 1.2

1.2 Test + Wind 1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.4

1.2

1.2

1.2

1.2

1.2

1.2

1.2 Test + Live + Wind 1.2

1.2

1.2

1.2

1.2 Empty 1.4

Empty + Wind

0.9

0.9

0.9

0.9

1.2

1.2

1.2

1.4

0.9

0.9

0.9

0.9

Erection + Wind

0.9

0.9

0.9

0.9

Empty + Bundle Pull

1.2

1.2

0.9

0.9

1.2

1.2

0.9

0.9

Erection

Live load

Operating

Wind-Equipment

Seismic - Equipment

Seismic - Equipment

Bundle

Floor 6 YES L

1.6

1.0

1.00

1.00

1.00

1.00

1.6

1.00

1.00

1.00

1.00

1.00

Equip 5 YES Ee

0.9

0.9

0.9

0.90

Long. The. 7 YES TL

Trans. Ther. 8 YES TT

X-Dir 9 YES WL

Z-dir 10 YES WT

+X-Dir 11 YES EQL

+Z-dir 12 YES EQT

+X-Dir 13 YES EQLe

+Z-dir 14 YES EQTe

Pull 15 YES Bp

1.6

1.6

1.2

1.2

-1.2

1.2

1.2

1.2

-1.2

1.2

1.2

1.2

-1.2

1.2

1.2

1.6

1.6

1.2

1.2

1.2

1.2

-1.2

1.2

1.2

1.2

-1.2

1.2

1.2

1.2

-1.2

0.320

-0.320

0.640

-0.640

0.64

-0.64

0.32

-0.32

0.32

-0.32

0.640

-0.640

0.32

-0.32

0.320

-0.320

0.640

-0.64

0.64

-0.64

0.32

-0.32

0.32

-0.32

0.640

-0.64

0.32

-0.32

1.60

-1.60

1.60

-1.60

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

00

APPENDIX A.8.3 – SERVICEABILITY LOAD COMBINATIONS FOR DESIGN OF HORIZONTAL VESSEL FOUNDATION (WITH SOIL-1, FOS-1.5)

(NO. OF PAGES – 01)

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#

APPENDIX A.8.3 - SERVICEABILITY LOAD COMBINATIONS FOR HORIZONTAL VESSEL FOUNDATION DESIGN WITH SOIL OVERBURDEN CASE-1 (WS-1) (ASCE-07-16 & PIP STANDARDS)

Load comb.

301

302 303 * 304 305 306 307 * 308 309 310 311 * 312

313 314 * 315 316 317 318 * 319 320 321 322 * 323 * 324 325 326 327 * 328 329 * 330 331 332 333

Y

Y Y

Y Y Y Y

Y Y Y Y

Y

Y Y

Y Y Y Y

Y Y Y Y

Y

Y Y Y Y

Y Y

Y Y Y Y

Dead

Empty

Operating

*Selfweight 1 YES Ds

Equip*** 2 YES De

Equip 3 YES Eo

Operation combination

1.0

1.0

1.0

Operation + Live combinations

Test

Equip 4 YES Et

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.00

1.00

1.00

1.0

1.0

1.0

1.00

1.0

1.0

1.0

1.00

1.0

1.0

1.0

1.0 Operation + Wind 1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

Operation +Live+ Wind

1.0

1.0

1.0

1.0

Test Condition

1.0 Test + Live 1.0

1.0 Test + Wind 1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0 Test + Live + Wind 1.0

1.0

1.0

1.0

1.0 Empty 1.0

Empty + Wind

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

Emply + Bundle Pull

1.0

1.0

1.0

1.0

Erection + Wind

1.0

1.0

1.0

1.0

Erection

Live load

Operating

Wind-Equip.

Seismic

Seismic

Bundle

Long. Ther. Trans. Ther.

7 YES TL

1.0

1.0

1.0

1.0

-1.0

1.0

1.0

1.0

-1.0

1.0

1.0

8 YES TT

1.0

1.0

1.0

1.0

1.0

1.0

-1.0

1.0

1.0

1.0

-1.0

Floor 6 YES L

1.0

0.75

0.75

0.75

0.75

0.75

1.0

0.75

0.75

0.75

0.75

0.75

Equip 5 YES Ee

1.0

1.0

1.0

1.00

X-Dir 9 YES WL

Z-dir 10 YES WT

+X-Dir 11 YES EQL

+Z-dir 12 YES EQT

+X-Dir 13 YES EQLe

+Z-dir 14 YES EQTe

Pull 15 YES Bp

0.625

-0.625

0.47

-0.47

0.32

-0.32

0.24

-0.24

0.625

-0.625

0.32

-0.32

0.625

-0.625

0.47

-0.47

0.32

-0.32

0.24

-0.24

0.625

-0.63

0.32

-0.32

1.00

-1.00

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

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APPENDIX A.8.4 – SERVICEABILITY LOAD COMBINATIONS FOR DESIGN OF HORIZONTAL VESSEL FOUNDATION (WITH SOIL-2, FOS-1.2)

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#

APPENDIX A.8.4 - SERVICEABILITY LOAD COMBINATIONS FOR HORIZONTAL VESSEL FOUNDATION DESIGN WITH SOIL OVERBURDEN CASE-2 (WS-2) (ASCE-07-16 & PIP STANDARDS)

Load comb.

401 402 403 404 405 406 407 408 * 409 410 411 412 413 414 415 416

Y Y Y Y Y Y Y Y

Y Y Y Y Y Y Y Y

Test

Equip 4 YES Et

Dead

Empty

Operating

*Selfweight 1 YES Ds

Equip*** 2 YES De

Operation + Seismic

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

Equip 3 YES Eo

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0 Operation + Live + Seismic 1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

Erection

Live load

Operating

Wind-Struc

Seismic

Seismic

Bundle

Equip 5 YES Ee

Floor 6 YES L

Long. Ther. 7 YES TL

Trans. Ther . 8 YES TT

X-Dir 9 YES WL

Z-dir 10 YES WT

1.0

-1.0

1.0

-1.0

1.0

1.0

-1.0

-1.0

1.0

-1.0

1.0

-1.0

1.0

1.0

-1.0

-1.0

1.0

1.0

-1.0

-1.0

1.0

-1.0

1.0

-1.0

1.0

1.0

-1.0

-1.0

1.0

-1.0

1.0

-1.0

0.75

0.75

0.75

0.75

0.75

0.8

0.75

0.8

+X-Dir 13 YES EQLe

+Z-dir 14 YES EQTe

Pull 15 YES Bp

+X-Dir 11 YES EQL

0.7

-0.7

0.7

-0.7

0.21

0.2

-0.21

-0.21

0.525

-0.525

0.525

-0.525

0.160

0.160

-0.160

-0.160

+Z-dir 12 YES EQT

0.21

0.21

-0.21

-0.21

0.7

-0.70

0.7

-0.7

0.160

0.160

-0.160

-0.160

0.525

-0.525

0.525

-0.525

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

00

APPENDIX A.8.5 – SERVICEABILITY LOAD COMBINATIONS FOR DESIGN OF HORIZONTAL VESSEL FOUNDATION (WITH SOIL-3, FOS-1.0)

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APPENDIX-A.8.5 - SERVICEABILITY LOAD COMBINDATIONS FOR HORIZONTAL VESSEL FOUNDATION DESIGN WITH SOIL OVERBURDEN CASE-3 (WS-3) (ASCE-07-16 & PIP STANDARDS)

Erection

Live load

Operating

Wind-Struc

Seismic

Seismic

Bundle

Equip 5

Ee

Floor 6 YES L

X-Dir 9 YES WL

0.625

-0.625

Long. Ther.Trans. Ther.

7 YES TL

1.0

-1.0

1.0

1.0

1.0

-1.0

1.0

-1.0

1.0

1.0

-1.0

-1.0

8 YES TT

1.0

1.0

1.0

-1.0

1.0

1.0

-1.0

-1.0

1.0

-1.0

1.0

-1.0

Z-dir 10 YES WT

+X-Dir 11 YES EQL

+Z-dir 12 YES EQT

+X-Dir 13 YES EQLe

+Z-dir 14 YES EQTe

Pull 15 YES Bp

0.625

-0.625

0.7

-0.7

0.7

-0.7

0.21

0.21

-0.21

0.21

0.21

-0.21

-0.21

0.7

-0.7

0.7

-0.210

-0.700

0.625

-0.625

0.625

-0.625

0.6

0.6

0.6

0.6

0.6

0.6

Empty + Bundle Pull

0.6

0.6

0.6

0.6

Erection + Wind

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.60

0.32

-0.32

0.32

-0.32

0.7

-0.7

0.21

-0.21

0.21

-0.21

0.7

-0.7

1.00

-1.00

Load comb.

Dead

Empty

Operating

*Selfweight 1 YES Ds

Equip*** 2 YES De

Equip 3 YES Eo

Test

Equip 4 YES Et

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

Operating + Wind 0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

Operating + Seismic

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

Empty + Wind

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6 Empty + Seismic 0.6

0.6

Y Y Y Y Y

Y Y Y Y Y Y Y Y

Y Y Y Y

Y Y Y Y

Y Y

Y Y Y Y

501 502 503 504

505 506 507 508 509 510 511 512 * 513 514 515 516 *

517 518 519 520 *

521 522 * 523 524 525 526

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

00

APPENDIX A.8.6 – STRENGTH LOAD COMBINATIONS FOR DESIGN OF HORIZONTAL VESSEL FOUNDATION (WITH SOIL)

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APPENDIX A.8.6 - STRENGTH LOAD COMBINATIONS FOR DESIGN OF HORIZONTAL VESSEL FOUNDATION (WITH SOIL) (ASCE-07-16 & PIP STANDARDS)

Load comb.

601

602 603 * 604 605 606 607 608 609 610 611 * 612 613 614 615 * 616 617 618 619 620 621 622 623 * 624 625 626 627 628 629 630 631 * 632

633 634 * 635 636 637 638 * 639 640 641 642

Y

Y Y

Y Y Y Y Y Y Y Y

Y Y Y Y

Y Y Y Y Y Y Y Y

Y Y Y Y Y Y Y Y

Y

Y Y

Y Y Y Y

Y Y Y Y

Dead

Empty

Operating

*Selfweight 1 YES Ds

Equip*** 2 YES De

Equip 3 YES Eo

Operation combinations

1.2

1.2

1.6

Operation + Live combinations

Test

Equip 4 YES Et

1.6

1.2

1.2

1.2

1.2

1.2

0.9

0.9

0.9

0.9

1.2

1.2

1.2

1.2

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2 Operation + Wind

1.2

1.2

1.2

1.2

0.9

0.9

0.9

0.9

1.2

1.2

1.2

1.2

0.9

0.9

0.9

0.9

Operation +Live+ Wind

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

Operation + Seismic

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

Operation +Live+ Seismic

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

Test Condition

1.4 Test + Live 1.2

1.2 Test + Wind 1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.4

1.2

1.2

1.2

1.2

1.2

1.2

1.2 Test + Live + Wind 1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.40

1.20

1.20

1.2

1.2

1.2

1.20

1.2

1.2

1.2

1.20

Erection

Live load

Operating

Wind-Equipment

Seismic - Equipment

Seismic - Equipment

Bundle

Equip 5 YES Ee

Floor 6 YES L

1.6

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.6

1.00

1.00

1.00

1.00

1.00

Long. The. 7 YES TL

Trans. Ther. 8 YES TT

X-Dir 9 YES WL

Z-dir 10 YES WT

+X-Dir 11 YES EQL

+Z-dir 12 YES EQT

+X-Dir 13 YES EQLe

+Z-dir 14 YES EQTe

Pull 15 YES Bp

1.6

1.6

1.2

1.2

-1.2

1.2

1.2

1.2

-1.2

1.2

1.2

1.2

-1.2

1.2

1.2

1.2

-1.2

1.2

-1.2

1.2

1.2

-1.2

-1.2

1.2

-1.2

1.2

-1.2

1.2

1.2

-1.2

-1.2

1.6

1.6

1.2

1.2

1.2

1.2

-1.2

1.2

1.2

1.2

-1.2

1.2

1.2

1.2

-1.2

1.2

1.2

-1.2

-1.2

1.2

-1.2

1.2

-1.2

1.2

1.2

-1.2

-1.2

1.2

-1.2

1.2

-1.2

0.500

-0.500

1.00

-1.00

1.00

-1.00

0.500

-0.50

1.00

-1.00

1.00

-1.00

0.50

-0.50

0.50

-0.50

0.50

-0.50

0.50

-0.50

1.00

-1.00

1.00

-1.00

0.30

0.30

-0.30

-0.3

1.00

-1.00

1.00

-1.00

0.30

0.30

-0.30

-0.3

0.30

0.30

-0.30

-0.30

1.00

-1.00

1.00

-1.0

0.30

0.30

-0.30

-0.30

1.00

-1.00

1.00

-1.0

APPENDIX A.8.6 - STRENGTH LOAD COMBINATIONS FOR DESIGN OF HORIZONTAL VESSEL FOUNDATION (WITH SOIL) (ASCE-07-16 & PIP STANDARDS)

Load comb.

Dead

Empty

Operating

*Selfweight 1 YES Ds

Equip*** 2 YES De

Equip 3 YES Eo

Test

Equip 4 YES Et

Erection

Live load

Operating

Wind-Equipment

Seismic - Equipment

Seismic - Equipment

Bundle

Equip 5 YES Ee

Floor 6 YES L

Long. The. 7 YES TL

Trans. Ther. 8 YES TT

X-Dir 9 YES WL

Z-dir 10 YES WT

+X-Dir 11 YES EQL

+Z-dir 12 YES EQT

+X-Dir 13 YES EQLe

+Z-dir 14 YES EQTe

Pull 15 YES Bp

643 * 644 645 646 647 * 648 649 650 651 * 652 653 654 655 * 656 657 658 659

Empty 1.4

Empty + Wind

0.9

0.9

0.9

0.9

1.4

0.9

0.9

0.9

0.9

Empty + Seismic

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

Erection + Wind

0.9

0.9

0.9

0.9

Empty + Bundle Pull

1.2

1.2

0.9

0.9

1.2

1.2

0.9

0.9

Y

Y Y Y Y

Y Y Y Y

Y Y Y Y

Y Y Y Y

0.9

0.9

0.9

0.90

1.000

-1.000

1.000

-1.00

0.50

-0.50

0.50

-0.50

1.000

-1.000

0.300

-0.300

0.300

-0.300

1.000

-1.0

1.60

-1.60

1.60

-1.60

COMPANY PROJECT No. 4700021770 CONTRACTOR PROJECT No: 67-00106 COMPANY DOCUMENT No. 1-CF0000-07-BOD-1000-00

CHECKLIST

HAIL & GHASHA DEVELOPMENT PROJECT PACKAGE 1 – OFFSHORE FACILITIES

Rev

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

00

SI. No

Section

Description

CHECK LIST

DOCUMENT CLASS 1

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ABU DHABI NATIONAL OIL COMPANY (ADNOC) GHASHA CONCESSION PROJECTS

Drawing / Document Number, Title and Revision:

Doc Status Code:

Doc. No.:

1-CF0000-07-BOD-1000-00

Rev. No. :

B4

CODE 1-NO COMMENTS

Doc Class:

Title:

BASIS OF STRUCTURAL DESIGN (OFFSHORE ISLANDS)

CLASS 1

Discipline:

07-Civil and Structural

Pos No.

Page number

COMPANY Comments Description

1

2

3

4

5

6

24

32

35

39

46

49

Blast design methodology document reference may be added here. Include requirements for Blast Loads. (Effect pf Blast Load on equipment/Packages to be considered on Foundation/Structure). this table is not required to be referred as no foundations will be in direct contact with soil but with membrane/polyethene sheet and friction coeff.of 0.3 or as per AGES to be taken into account.

COMPANY Originator NAME

Mr Abul Hasan Abdul Haleem Mr Taqveem Panzoo

Mr Abul Hasan Abdul Haleem

CONTRACTOR Confirmation / Explanation

Noted implimented

ACTION BY CONTRACTOR

Mr. S.Sakthivel

Noted. Dedicated notes and reference added.

Mr. S.Sakthivel

Please note that according to AGES-SP-01-003 section 13.5 the friction coefficient 0.3 is applicable only where the concrete is in contact with membrane/polyethylene sheet (therefore case 1 and 2 of std drawing 1-CF0000-07-STD-2023-00_01. Whenever concrete is in contact with soi, as per Table 13-6 friction coefficient to be calculated as per geotechnical report (case 3 of std drawing 1-CF0000-07-STD-2023-00_01)

Mr. S.Sakthivel

Correct the alignment of text Effect pf Blast Load (where applicable) on tanks to be considered on Foundation. check applicability of precast system for NPB

Mr Rajkumar Raja Mr Taqveem Panzoo

Noted implimented Noted. Dedicated notes and reference added.

Mr Abul Hasan Abdul Haleem

Noted. Applicability of precast system will be evaulated and performed during the detailed design.

Mr. S.Sakthivel Mr. S.Sakthivel

Mr. S.Sakthivel

File: MacroCommentSheet_EPC_ENG

Page 1/1

Project: Q-32855 - Saipem Hail & Ghasha Folder: Reference documents