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SPECIFICATION AMENDMENT

TAKREER

PROJECT No 5636

Agreement No 10-5636-F-1

CARBON BLACK &DELAYED COKER

PROJECT

COMPANY Doc. No. 5636-AMD-CU-002

ENG Doc. No. 25652-2000-3PS-S000-C0001Rev. 2

INTERNATIONAL BECHTEL CO. LTD.

THE DESIGN OR PART THEREOF CONTAINED IN THIS DOCUMENT WAS DEVELOPED FOR TAKREER FOR THE PROJECT AND REMAINS THE PROPERTY OF TAKREER. ALL

INTERNATIONAL BECHTEL CO. LTD. PROPRIETARY INFORMATION OR UNDERLYING INTELLECTUAL PROPERTY UTILIZED IN THE CREATION OF THE DESIGN OR INFORMATION

CONTAINED HEREIN SHALL REMAIN THE PROPERTY OF INTERNATIONAL BECHTEL CO. LTD.

ELECTRONIC DOCUMENTS ARE CONTROLLED. ANY PRINTED COPY WILL BE UNCONTROLLED AND MAY BECOME OUTDATED Page 1 of 17

CARBON BLACK & DELAYED COKER PROJECT

FRONT END ENGINEERING DESIGN

AMENDMENT TO

DESIGN GENERAL SPECIFICATION

DGS-CU-002

STRUCTURAL ENGINEERING DESIGN CRITERIA

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TAKREER SPECIFICATION AMENDMENT

STRUCTURAL ENGINEERING

DESIGN CRITERIA

TAKREER

PROJECT No 5636


CARBON BLACK &

DELAYED COKER

PROJECT



ELECTRONIC DOCUMENTS ARE CONTROLLED. ANY PRINTED COPY WILL BE UNCONTROLLED AND MAY BECOME OUTDATED

Page 2 of 17

This page records the revision status of this documentAll previous issues are hereby superseded and are to be destroyed.

NOTES:

1) Revisions after Rev. 0 are denoted as follows:

By a vertical line in the right-hand margin adjacent to the revised text. The revision numberis displayed adjacent to the right hand side of the revision line.

OR

By a triangle symbol for graphics, the revision number being denoted within the symbol

positioned adjacent to the revision.

2) BY = Originator of Document

CHKD = Project Discipline Lead, Functional Manager, or nominee

DISC = Corporate Functional Manager, or designee

PD = ENGINEER's Project Director, or designee

PMC = Project Management Contractor, or designee

COMPANY = Representative of Company Team (PMC/PMT)

APPROVEDREV DATE REASON FOR ISSUE BY CHKD

DISC PD PMC COMPANY

2 12 Aug 11 Re-issued for FEED KHJ MCS TF PP

1 09 May 11 Issued for FEED MCS KHJ TF PP

0 16 Mar 11 Issued for Approval MCS TF TF PP

Signed (Initials)

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DESIGN CRITERIA

TAKREER

PROJECT No 5636


CARBON BLACK &

DELAYED COKER

PROJECT




Page 3 of 17

PARAGRAPHS REVISED THIS ISSUE

Para. No. Para. No. Para. No. Para. No.

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DESIGN CRITERIA

TAKREER

PROJECT No 5636


CARBON BLACK &

DELAYED COKER

PROJECT




Page 4 of 17

CONTENTS

1. SCOPE ...................................................................................................................................5

2. AMENDMENTS ...................................................................................................................... 5

2.1 Amendments to Section 2.0 - CODES AND STANDARDS............. ........... ............. ............. ............ ............. ........... .... 5

2.2 Amendments to Section 6.0 – QUALITY ASSURANCE/QUALITY CONTROL ............. ............ ............. ........... .... 6

2.3 Amendments to Section 7.0 – DESIGN. ......................................................................................................................... 6

2.4 Amendments to Section 9.0 – DEFLECTION............................................................................................................. 11

2.5 Amendments to Section 10.0 – STRUCTURAL STEEL ............................................................................................ 12

2.6 Amendments to Section 11.0 – CONCRETE. ............. ........... ............. ............ ............. ........... ............. ............ ............ 12

2.7 Amendments to Section 14.0 – FOUNDATIONS........................................................................................................ 12

14.6 Amendments to Section 16.0 – STABILITY CHECKS........... ............ ............. ........... ............. ............ ............. ......... 14

14.7 Add New Section 17.0 - SURVEYS & REPORTS. ..................................................................................................... 14

14.8 Add New Section 18.0 – Structural Analysis and Design Computer Programs: ........... ............. ............. ........... ...... 15

3. ATTACHMENTS...................................................................................................................16

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DESIGN CRITERIA

TAKREER

PROJECT No 5636


CARBON BLACK &

DELAYED COKER

PROJECT




Page 5 of 17

1. SCOPE

This Specification and its attachments cover the requirements for the Structural Engineering Design

Criteria for the Carbon Black & Delayed Coker Project.

This Specification Amendment shall be read in conjunction with the attached Takreer Design

General Specification (DGS) for Structural Engineering Design Criteria No DGS-CU-002

Revision 2 and the specific requirements of the requisition(s) in which it is incorporated.

2. AMENDMENTS

The following amendments shall apply to the DGS, Structural Engineering Design Criteria, No.

DGS-CU-002 Revision 2.

All references to DGS shall be replaced with 5636-AMD- .

All references to STD-CU- shall be replaced with 5636-STD-CU-D-.

All references to “contract drawings” shall be replaced by “CONTRACT DOCUMENTS”.

2.1 Amendments to Section 2.0 - CODES AND STANDARDS

Delete: Last paragraph ‘Where this specification ……………… shall govern.’

With: “Where this specification provisions contradict other referenced Project

Specifications, Standard Drawings or Codes, the Order of Precedence in

Section 4.0 below shall prevail.”

Section 2.1 – CODES

ASCE (American Petroleum Institute):

Replace: ASCE 7

With: ASCE/SEI 7-05

Replace: ICBO (International Conference of Building Officials)

UBC Uniform Building Code, Structural Engineering Design Provisions

With: ICC (International Code Council) - IBC (International Building Code)

2009

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DESIGN CRITERIA

TAKREER

PROJECT No 5636


CARBON BLACK &

DELAYED COKER

PROJECT




Page 6 of 17

Section 2.2 – STANDARDS

Replace: BS 5950 Structural use of Steel work in Building

With:

BS EN 1990 Eurocode Basis of Structural Design

BS EN 1993 Eurocode 3 Design of Steel Structures

BS EN 1994 Eurocode 4 Design of Composite Steel and

Concrete Structures

Replace: BS 8004 Foundations

With: BS EN 1997-1 Eurocode 7 Geotechnical design

Replace: BS 8007 Design of Concrete Structures for Retaining

aqueous Liquids

With: BS EN 1992 Eurocode 2 Design of Concrete Structures

Delete: BS 8110

Add: API 653 Tank Inspections, Repair, Alteration and

Reconstruction

2.2 Amendments to Section 6.0 – QUALITY ASSURANCE/QUALITY CONTROL

Replace: CONTRACTOR’S proposed quality system shall fully satisfy all the

elements of ISO 9001 - 2000 and ISO 9004 – 2000

With: CONTRACTOR’S proposed quality system shall fully satisfy all the

elements of ISO 9001 - 2000 and ISO 9004 - 2000, with due regard to ISO

19011.

2.3 Amendments to Section 7.0 – DESIGN.

Add: Where applicable, all design shall be in accordance with the

recommendations contained in the PROJECT Onshore Geotechnical

Report.

7.4 LIVE LOAD

Add:

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DESIGN CRITERIA

TAKREER

PROJECT No 5636


CARBON BLACK &

DELAYED COKER

PROJECT




Page 7 of 17

Category Uniform Load Concentrated

Load

Trench Cover (Non Vehicular) 5.0 kN/m²

Sand load on roof (Minimum) 0.75 kN/m² ***

***Sand load shall be additive to live loads only when the area under consideration is usedas a work area. A uniform load of 0.75kN/m² shall be used in the design of flat roofs.

The effect of sand accumulating behind walls and up stands shall be considered in the

design of the walls and roof (treat as similar to snow loading)

7.7 EARTHQUAKE LOAD

Delete Section 7.7.2 and replace with:

All plant equipment and structures shall be designed for earthquake loads in

accordance with IBC 2009/ASCE-7-05. Seismic forces calculated in

accordance with IBC 2009 represent ultimate limit force loading. The

seismic design parameters given below are supplied by COMPANY based on

M/S Fugro study report carried out for RRE project.

Seismic Design parameters:

a) Site Class Definitions Site Class C Ref Table 1613.5.2 & provided by

COMPANY

b) Mapped spectral acceleration for short periods

Ss = 0.355 Ref. Provided by COMPANY

Fa = 1.2 Ref. Table 1613.5.3(1)

SDS = 2/3 x Ss x Fa Equation 16-39

= 0.284

c) Mapped spectral acceleration for a 1 second period

S1 = 0.066 Ref. Provided by COMPANY

Fv = 1.7 Ref. Table 1613.5.3(2)

SD1 = 2/3 x S1 x Fv Equation 16-40

= 0.075

d) Occupancy Category: II - for Ordinary Structures.

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PROJECT No 5636


CARBON BLACK &

DELAYED COKER

PROJECT




Page 8 of 17

III - for Substations, Satellite Instrument Shelters, Control

Buildings, Fire Station Buildings and Firewater Pump

Shelters.

e) Importance Factors ASCE 07-05, Ref Table 11.5-1

I = 1.0 for Ordinary structures

I = 1.25 for structures containing toxic or explosive

materials, including Marine Structures, Substations,

Satellite Instrument Shelters, Control Buildings, Fire

Station Buildings and Firewater Pump Shelters.

f) Response Modification Factors:

For building structures, the R factors shall be obtained from

Table 12.2-1 of ASCE 7-05.

For non-building structures that are not similar to buildings

(such as vessels, heat exchangers, etc), the R factors shall be

obtained from Table 15.4-2 of ASCE 7-05.

g) For ASD design combinations a load factor of 0.7 should be applied to the ultimate

seismic load. The seismic factors and site class are as defined above Section 7.7, a),b) and

c).

Section 7.7.3Delete: and the following factors:

Delete: Seismic Zone 1 factor, Z 0.075

Importance Factor, I 1.0

Lateral force coefficient, C1 0.60

Lateral force coefficient, C2 (to be calculated)

Site Coefficient, S Per API 650 classification (based on the soil

investigation report)

Add new paragraph

Section 7.7.5 Earthquake loading shall be applied to the piping where the base shear factoris less than the friction coefficient between pipe and structure (e.g. Actual

base shear factor compared to 0.3 of steel to steel). This would make the pipe

mass undetached from the structure during an earthquake and its mass would

attract a base shear component.

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DESIGN CRITERIA

TAKREER

PROJECT No 5636


CARBON BLACK &

DELAYED COKER

PROJECT




Page 9 of 17

Add new paragraph

Section 7.7.6 Concrete framed buildings shall if no more stringent requirement exists be

designed and detailed to satisfy the requirements of “intermediate moment

frames” as per ACI-318M Ch 21.

7.10 THERMAL FORCES

Section 7.10.3

Replace: 5o C to a maximum of 50o C.

With: 5° C to a maximum of 50° C.

Section 7.10.4, Table, 3rd

row

Replace: 3rd row

With: Teflon-to-Teflon 0.17

Add new sub-section 7.10.8

All Thermal Loads shall be considered as Dead Load.

7.15 BLAST LOAD

Section 7.15.2

Replace: Negligible Blast

With: Negligible Blast and No Blast Load

Delete: Section 7.15.3.3 to Section 7.15.3.7

Delete: Section 7.15.4.5 to Section 7.15.4.6

Delete: Section 7.15.4.6.1 to Section 7.15.4.6.2

Delete: Section 7.15.5 to Section 7.15.12Add:

7.15.5 Minimum Design Requirements

The following minimum requirements are to be applied for design of buildings subject to

blast loading unless the relevant design or detailing provisions in referenced codes have a

more stringent requirement.

7.15.5.1.0 For Blast Resilient Buildings

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DESIGN CRITERIA

TAKREER

PROJECT No 5636


CARBON BLACK &

DELAYED COKER

PROJECT




Page 10 of 17

7.15.5.1.1 The building frame shall be either reinforced concrete or structural steel.

7.15.5.1.2 The building walls shall be constructed as precast or cast in-situ reinforced

concrete modules, fully grouted reinforced masonry, or a properly designed

structural steel cladding system. Walls for these buildings shall be structurally

isolated from the main moment resisting framing and shall not be used as main

frame members or to provide structural stability and/or structural strength.

7.15.5.1.3 Materials with a brittle behavior, such as masonry, shall not be used in such a

way that they have a strength function.

7.15.5.1.4 The building roofs shall be constructed of monolithic reinforced concrete or a

properly designed structural steel roofing system. Loose light-weight concrete

roof slabs or asbestos cement sheeting shall not be used. Gravel as a protection

of roof finish, or loose tiles for walkways on top of the roof finish, shall not be

used.

7.15.5.1.5 For steel structures, structural steel bracing in the roof and walls shall be

provided.

7.15.5.1.6 For additional design requirements also refer to s7.7.6 of this document.

7.15.5.2.0 For Blast Resistant Buildings

7.15.5.2.1 Pre-stressed concrete shall not be used. In general, special attention shall be

paid to ensure continuity and a minimum of local stress concentration.Adequate lapping of reinforcement is required.

7.15.5.2.2 Blast resistant concrete structures framing shall be detailed in accordance to

ACI 318M, “Special Provisions for Seismic Design" to satisfy Special Moment

Resisting Frames provisions except for the following:

a) Concrete walls and slabs shall be reinforced each side in the main

direction with a minimum percentage of steel bars equivalent to 1.7/fy,

where fy is the yield strength of the steel bars.

In the other direction on both sides, a distribution reinforcement of at

least 20% of that in the main direction shall be applied. Maximum

spacing of bars shall be 150 mm center to center. It is preferable for the

wall and roof thickness to be between the limits of 250 and 400 mm inorder to facilitate the placing of the required reinforcing bars.

b) Shear reinforcement shall be applied in beams only and shall be a

combination of stirrups and horizontal side bars web reinforcement.

When the actual shear stress (V) is less than 1.3 N/mm² (Vc1): no web

reinforcement is required.

When the actual shear stress (V) is more than 1.3 N/mm² (Vc 1), but less

than 4.5 N/mm2

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DESIGN CRITERIA

TAKREER

PROJECT No 5636


CARBON BLACK &

DELAYED COKER

PROJECT




Page 11 of 17

(Vc2): web reinforcement shall be required for (V-Vc1) N/mm².

Where:

V = Actual shear stress

Vc1 = Concrete shear stress lower limit

Vc2 = Concrete shear stress upper limit

At least 50 percent of the bottom main reinforcement shall extend

over the face of the support providing a good anchorage between the

supports.

7.15.5.2.3 Wind or earthquake loads shall not be combined with blast loads.

7.15.5.2.4 A load factor of 1.0 shall be used for all loads when combined with blast load.

7.15.5.2.5 Blast loads need not be taken into account for walls or foundations below

ground level.

7.15.5.2.6 Under blast conditions a maximum allowable soil bearing pressure equal to

75% of the ultimate static bearing capacity may be used.

7.15.5.2.7 The foundation shall be designed so that the safety factor against overturning

due to the unbalanced lateral reactions in not less than 1.2 under the load

combination of dead plus blast loads.

7.15.5.2.8 Passive resistance of the foundation, where required in addition to the friction

to resist sliding, shall be at least 1.5 times the unbalanced lateral load under theload combination of dead plus blast loads. The unbalanced lateral load is

defined as the total horizontal reaction force less the frictional resistance.

7.15.5.2.9 Individual foundations shall be tied together by tie beams to preserve the

foundation system integrity

7.15.5.2.10 The structure shall be firmly embedded in the ground by having the foundations

at least 1.5m below grade, and having the same strength walls and columns

below and above grade.

7.15.5.2.11 Blast resistant structures shall be designed using “ASCE—Blast Resistant

Buildings- Petrochemical facilities”.

2.4 Amendments to Section 9.0 – DEFLECTION

Add:

9.4 The shelter roofing and sidings deflections shall be limited to L/180 under

gravity loadings and to L/120 under wind loading.

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DESIGN CRITERIA

TAKREER

PROJECT No 5636


CARBON BLACK &

DELAYED COKER

PROJECT




Page 13 of 17

14.5 Concrete ring beams for storage tank shall be designed in addition to hoop

tension loading, for combined actions of flexure and shear from the

maximum allowable differential settlement along the circumference (to the

limits specified in API-650, 11th

edition section 7.3.6.6 and as described in

API 653 Annex B which will result in additional stresses resulting from

vertical curvature of 13mm over a 20m length measured along the

circumference of the ring beam).

If ring beam soil bearing pressure is not balanced for condition being

checked then ring torsion and induced overall ring moments resulting from

tank shell and liquid loading eccentricity from beam center line must also be

included in the ring beam design (ref. PIP and Roark’s Formulas for Stress

and Strain).

CONTRACTOR shall include local slip surface failure check (similar to

slope instability) in the design calculations and the related safety factors shall

be satisfied in test, operation and seismic load conditions. In addition

settlement shall not exceed (without COMPANY approval) the limitations

specified below:

Overall uniform settlement including long term:

- 50mm max for tank dia < 50m

-(Dia (mm) / 1000)mm for tank dia ≥ 50m but not more than 100mm

Peripheral Differential Settlement: shall satisfy the guidance and limits

listed under API 653 Annexure B and “Criteria for Settlement of

Tanks,” W. Allen Marr, M. ASCE, Jose A. Ramos, and T. WilliamLambe, F. ASCE, Journal of Geotechnical Engineering Division,

Proceedings of the American Society of Civil Engineers, Vol. 108,

August, 1982.

Edge to Center: Shall not exceed 1 / 150 along a radial line from tank

periphery to tank center but not more than 300mm overall. The

minimum design fall to draw-off sump(s) after settlement shall be

maintained in the case of cone-up bottoms

Tilt : Shall not exceed a 1 / 500 gradient along tank height or diameter

but not more than the maximum permissible differential settlement

specified above

14.5.1 CONTRACTOR at the EPC tendering stage shall submit along with his bid acomprehensive preliminary estimate of tank settlements based on his

interpretation of the site geotechnical conditions. CONTRACTOR shall

include any necessary soil improvement or deep foundation system in his bid

to satisfy the above settlement limits. Any geotechnical design parameter

requiring further confirmation shall be reasonably determined with sufficient

contingency by CONTRACTOR with no liability whatsoever on

COMPANY.

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DESIGN CRITERIA

TAKREER

PROJECT No 5636


CARBON BLACK &

DELAYED COKER

PROJECT




Page 14 of 17

14.5.2 CONTRACTOR during detailed engineering shall perform a comprehensive

FEM analysis of the combined tank foundation / subsoil system considering

final geotechnical and tanks design parameters to validate the proposed

foundation design. Any additional site preparation, soil improvement or deep

foundation identified as mandatory to satisfy the settlement limits shall be

considered as part of the normal detailed engineering development and shall

be deemed as already included in the Contract price.

14.5.3 CONTRACTOR shall include immediate and long term settlement

calculations in all shallow foundation and pile foundation design reports for

foundations with plan dimensions sufficiently large to induce stress

increments in soil weak layers at depth.14.5.4 CONTRACTOR shall compensate for the computed tank uniform settlement

in the ring beam top level, so that the final bottom level of the tank annular

plate after short and long term settlements is not less than 600mm above

High Point of Finished bund floor (this will unify the design of all tanks

foundation and elevation criteria).

14.5.5 Large tank concrete ring beams shall be designed for thermal and shrinkage

actions related to ring beam construction sequence. CONTRACTOR shall

implement every necessary precaution to prevent excessive thermal or

shrinkage cracking by reducing the volume of concrete pours, following

intermittent pouring successions, introducing explicit control joints or a

combination thereof. CONTRACTOR shall reflect the impact of the

proposed construction sequence in the structural design of the ring beams.

14.6 Amendments to Section 16.0 – STABILITY CHECKS

Add to end of section the following paragraph:

When computing the in-ground concrete to soil friction in respect of sliding

resistance, due allowance shall be made for the lower friction factors of any

protective coating membrane.

14.7 Add New Section 17.0 - SURVEYS & REPORTS.

Add new section as follows:

The COMPANY accepts no liability for the information shown within the

Onshore and Offshore Site Surveys and Geotechnical Reports.

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DESIGN CRITERIA

TAKREER

PROJECT No 5636


CARBON BLACK &

DELAYED COKER

PROJECT




Page 15 of 17

CONTRACTOR shall engage the services of an approved Geotechnical

Consultant to substantiate/supplement the Geotechnical Investigation Report

before proceeding with the detailed design.

17.1 Onshore Report - Geotechnical Investigation.

The CONTRACTOR shall review the Onshore Geotechnical Report and

shall satisfy himself regarding the accuracy and validity of the contents and

recommendations contained therein.

The CONTRACTOR shall submit any alternative proposals to the

recommendations given in the Onshore Geotechnical Investigation Report

for approval by the COMPANY prior to commencement of work.

The CONTRACTOR shall review the Onshore Geotechnical Report and

satisfy himself of the contents and recommendations.


recommendations given in the Onshore Geotechnical Report for approval

by the COMPANY.

17.3 Offshore Reports - Bathymetric Survey & Geotechnical Investigation.

The CONTRACTOR shall review the Offshore Reports and satisfy himself

regarding the accuracy and validity of the contents and recommendations

contained therein.


recommendations given in the Offshore Reports for approval by the

COMPANY prior to commencement of work.

14.8 Add New Section 18.0 – Structural Analysis and Design Computer Programs:

CONTRACTOR shall submit along with his technical bid a list of the

Computer Programs he intends to utilize during detailed engineering. Anyin-house developed software shall be accompanied by a comprehensive

validation and quality manual, listing the theories and design codes forming

the software computer code.

All computation steps for such proprietary programs shall be structured with

sufficient clarity to allow direct review and design concurrence by

COMPANY.

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DESIGN CRITERIA

TAKREER

PROJECT No 5636


CARBON BLACK &

DELAYED COKER

PROJECT




Page 16 of 17

The following listed computer programs are minimum requirements by

COMPANY for structural analysis and design of structures, buildings and

foundations. CONTRACTOR may propose other computer programs

subject to validation, proof of quality control and COMPANY approval. All

commercial software listed below shall be compatible with the design codes

revision specified in the Contract:

1. STAAD PRO by Research Engineers, Inc.

2. SAP / ETABS / SAFE series by Computers and Structures, Inc.

3. AFES by GS E&C for foundation element design

4. Foundation 3D, Mat 3D by Dimensional Solutions, Inc. for foundation

element design

5. Plaxis, FEM program for integrated foundation and soil interaction

modelling

3. ATTACHMENTS

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DESIGN CRITERIA

TAKREER

PROJECT No 5636


CARBON BLACK &

DELAYED COKERPROJECT



Attachment 1 – DGS-CU-002 Rev-2

STRUCTURAL ENGINEER ING DESIGN CRITERIA

Documents

25652-2000-3PS-S000-C0001r002v3_0