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TENGIZCHEVROILТЕНГИЗШЕВРОЙЛ SpecificationТехнические ТребованияDESIGN & CONSTRUCTION OF SITE BUILT STORAGE TANKSПРОЕКТИРОВАНИЕ И СТРОИТЕЛЬСТВО РЕЗЕРВУАРОВ ,СООРУЖАЕМЫХ НА ПЛОЩАДКЕ

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TENGIZCHEVROILТЕНГИЗШЕВРОЙЛ

SPECIFICATION

ТЕХНИЧЕСКИЕ ТРЕБОВАНИЯ

Doc № D-ST-2002 Дос. № D-ST-2002

THIS IS A CONTROLLED DOCUMENT

NO UN-AUTHORISED MODIFICATIONS ДАННЫЙ ДОКУМЕНТ ЯВЛЯЕТСЯ

КОНТРОЛИРУЕМЫМ. НЕ ВНОСИТЬ НЕУТВЕРЖДЕННЫХ ИЗМЕНЕНИЙ

DESIGN AND CONSTRUCTION OF SITE BUILTSTORAGE TANKS

ПРОЕКТИРОВАНИЕ И СТРОИТЕЛЬСТВО РЕЗЕРВУАРОВ , СООРУЖАЕМЫХ НА ПЛОЩАДКЕ

This document is dual language. Ensure both versions are modified.

Данный документ выполнен на двух языках . Убедитесь , что изменения внесены в обе версии .

0 20-5-06 53 APPROVED FOR CONSTRUCTION KR VK KR DEK

REV DATE PAGES DESCRIPTION BY CHKD APPR MGR

REVISIONS APPROVALS

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REVISION DESCRIPTION SHEET

REV. PARA. REVISION DESCRIPTION

0 ALL ORIGINAL ISSUEREVIEWED AND ADOPTED PFD / SGP SPECIFICATION

60-0000-D-SPE-0341

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TABLE OF CONTENTS

1. SCOPE................................................................................................................ 4

2. CODES AND STANDARDS................................................................................ 4

3. ABBREVIATIONS & DEFINITIONS.................................................................... 5

4. MATERIALS........................................................................................................ 5

5. DESIGN............................................................................................................... 6

6. FABRICATION.................................................................................................. 11

7. ERECTION........................................................................................................ 12

8. METHODS OF INSPECTING JOINTS.............................................................. 12

9. WELDING PROCEDURE AND WELDER QUALIFICATION............................ 13

10. PRESERVATION .............................................................................................. 13

11. DOCUMENTATION........................................................................................... 14

12. TANK INSTALLATION & REGISTRATION...................................................... 16

13. REQUIREMENTS FOR PONTOON & DOUBLE DECK FLOATING ROOFS

FOR OPEN TOP TANKS .................................................................................. 16

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1. SCOPE

1.1 GeneralThis specification combined with the Tank Data Sheet outlines the minimumrequirements for the design, materials, fabrication and erection of fixed roof andfloating roof tanks for oil storage.The requirements of this specification shall be applied in the design, fabrication,construction and testing of fixed and floating roof storage tanks.Tanks shall conform to all local regulations and codes in effect at the tank location.

1.2 Compliance

In order of priority, tanks shall conform to the following documents:• Tank Data Sheet• This Specification• Standard Drawings.• National Codes and Standards

All tanks shall be marked, certified and provided with a data book/passport.

2. CODES AND STANDARDS

The latest edition of the following codes, standards, specifications and references,including addenda, form part of this specification. The latest edition shall be theedition in effect on the date of the purchase order or sub-contract.

API 2000 Venting Atmospheric and Low Pressure StorageTanks. Non-refrigerated and Refrigerated

ASME B16.5 Pipe Flanges and Flanged Fittings NPS ½Through NPS 24

ASME B16.47 Large Diameter Steel Flanges NPS 26 ThroughNPS 60

BS 6374-5 1985 Specification for lining with rubbersSniP lll-18-75, Chap 18, Part lll Russian Building Code Rules

The following Reference Drawings and Specifications are part of this specification.Reference Drawings60-0000-M-STD-0004-01 Steelwork Ladders, Cages & Guards Sheet 1 of 260-0000-M-STD-0004-02 Steelwork Ladders, Cages & Guards Sheet 2 of 260-0000-M-STD-0005-01 Steelwork Handrail Details Sheet 1 of 260-0000-M-STD-0005-02 Steelwork Handrail Details Sheet 2 of 260-0000-M-STD-0007-02 Steelwork Flooring & Penetration Details

TCO Specifications A-ST-2013 Specification for Tank PassportC-ST-2004 Vessel, Heat Exchanger and Tank Standard DrawingsX-ST-2000 Specification for Paint and Protective Coatings

M-ST-2002 Structural Steelwork Design and FabricationV-ST-2001 Specification for Allowable Loading on Equipment

Process Nozzles

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W-ST-2004 Requirements for Materials in Wet Sour ServiceW-ST-2005 Specification for Materials and Welding of Equipment to

be Fabricated in Kazakhstan

3. ABBREVIATIONS & DEFINITIONS

The following abbreviations are used in this document;

API American Petroleum Institute ASTM American Society for Testing and MaterialsGGT The Republic of Kazakhstan Gosgortechnadzor CommitteeMSK International Macroseismic Intensity Scale (Medvedov-Sponheuer-Karnik)NDE Non Destructive ExaminationNPS Nominal Pipe SizeTCO Tengizchevroil

The following definitions are used in this document

Company TCO acting as buyer, purchaser or procurer of goods or services

Client Tengizchevroil (TCO)

Contractor Any provider of services to Company (TCO) including Consultants

Vendor Any seller, provider or supplier of goods to TCO

4. MATERIALS

4.1 General

4.1.1 All materials for tanks shall be in accordance with the ASTM or API specificationsand any limitations of this specification. Material substitution shall require writtenapproval from the Company under the provisions of the following clauses.

ASTM A537, Grade 2 and A678, Grade B materials shall not be used.The Contractor shall supply all materials unless otherwise specified.

4.1.2 Moderate and higher strength materials are permitted by this specification andmay be used if approved in writing by the Company provided they meet the criteriaset out in the following clauses.

Moderate strength materials shall have an upper limit of their allowable tensilestrength of 414N/mm 2. They must be normalised, killed and manufactured to finegrain practice.

Higher strength materials shall have an upper limit of their allowable tensilestrength of 515N/mm 2. They must be normalised, killed and manufactured to finegrain practice.

4.1.3 Substitutes for the ASTM or API material specifications permitted by thisspecification may be used if approved in writing by the Company provided that:

• The upper limit of their allowable tensile strength does not exceed 620N/mm 2.• The certification requirements are as required by the National Standard.

4.1.4 Specification sheets shall be furnished for all materials and shall include chemistry,mechanical properties, melting practice, deoxidation practice, deoxidationmaterials, heat treatment and grain size practice.

4.1.5 New tank materials that are not identified may be used provided that all conditionsof this specification are met and the material selection is in accordance withspecification W-ST-2005, ‘Materials and Welding of Equipment to be Fabricated in

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Kazakhstan’. The proposed substitution shall be advised at the time of theContractors’ quotation.

4.2 Plates4.2.1 All steel plates shall be inspected and measured for thickness. Six measurements

are required; one at each plate corner 2 inches from the edge and two at platecenter along length sides. Measurements shall be taken immediately upon arrivalof the plate from the mill to the site or the Contractor’s shop.Measurements shall be reported promptly in writing showing a sketch. Both plateand sketch shall be marked for positive identification. If readings below minimumrequired thickness are found, based on the National Standard maximum allowableunder-run, they shall be reported promptly to the Company.In addition the Company reserves the right to inspect the thickness of tank platesat the mill prior to shipping. The Contractor shall allow the Company ample time tomake this inspection. Any plate with a reading below the minimum requiredthickness shall not be used without the Company’s approval. The Contractor shallbe responsible for plate replacement in the event of rejection by the Company.

4.2.2 Plate shall be supplied squared to the finished sizes required by the Contractor. Alternatively the plates shall be supplied oversize so that the Contractor’srequirements can be inscribed within the plate boundaries. In addition, theCompany reserves the right to inspect the tank plate squareness at the mill prior toshipping. The Contractor shall allow the Company ample time to make thisinspection. Any plate found to be undersized or out of square shall not be usedwithout the Company’s approval. The Contractor shall be responsible for platereplacement in the event of rejection by the Company.

4.3 Impact Testing of Plates and Toughness Requirements

The Contractor via the plate mill or stockist is to provide procedures thatdemonstrate the required toughness at the Design Metal Temperature can be met.These procedures will be reviewed and accepted in writing by the Company.Test specimens transverse to the direction of major working axis shall be used. Allimpact testing shall be to the Charpy ‘V’ notch profile. The Charpy ‘U’ notch profileshall not be used. The tank design metal temperature shall be as specified on the Tank Data Sheet.The maximum impact test temperature shall be tank design metal temperature.Controlled-rolled plates produced by a process to enhance notch toughness shall

not be used without specific written authorisation from the Company.4.4 Flanges

All flanges shall be manufactured from low temperature carbon steel forgings. All flanges shall be either Welding Neck or Slip-on construction. Plate flanges formanholes may be considered. The Contractor is to state in his quotation if plateflanges/covers are being offered.Corner welds on flanges and necks of plate construction shall not be used.

5. DESIGN

5.1 Corrosion Allowance

The specified minimum corrosion allowances are indicated on the Tank DataSheet. The “as-built” thickness is the nominal thickness or specified thickness ofthe plate as ordered and as erected.

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The minimum required shell course thickness shall be 8mm including a corrosionallowance up to 3mm.

5.2 Bottom Plates

The sketch plate over catch basins shall be 13mm minimum thickness and shallextend at least 300mm beyond the outside edges of the catch basin.

Protective plates or pads, 10mm thick, shall be installed under swing pipe ends,roof supports, and any other appurtenances that could strike the bottom of thetank. Plates and pads shall be seal welded to the bottom with full fillet welds.

5.3 Annular Bottom Plates

Regardless of material group, tanks with capacities of 16,000m 3 or greater shouldhave butt-welded annular bottom plates. Where erection is on a concrete ringwall,the Contractor shall notch the ringwall to accommodate the backing strip withoutvisible distortion of the bottom plates.

5.4 Shell Plates

5.4.1 Tank shells shall be constructed from the minimum number of plates. Plate widthsshall be maximised to reduce the amount of welded seams.

All plates shall be squared to a tolerance of +/- 1mm on diagonals.

5.4.2 The vertical seams in adjacent plate courses shall be staggered by a minimum of1/3 of the plate length.The vertical seams in the bottom course shall be designed to clear joints in the

sketch or annular plates.Bottom course plates for sloping bottom tanks shall have the bottom edgedeveloped and profiled offsite.

5.5 Design Requirements for Tanks of Higher Strength Materials

5.5.1 The requirements of paragraph 4.1 above apply.Upper courses may be “moderate strength materials” in accordance with thisspecification.

5.5.2 Stairways intermittently supported from the tank and/or supported by structuresfrom grade may be substituted by a circumferential stairway and the requirementsof paragraph 5.15 of this specification shall apply. The Contractor shall provide the

complete installation including any support structures.5.5.3 Unless otherwise specified, openings in bottom plates shall be prefabricated with

required reinforcement built into the bottom plate. The prefabricated assemblyshall be stress relieved.

5.6 External Floating Roofs

Wind skirts or top-shell extensions and overflow drainage openings shall not beprovided unless approved in writing by the Company.

5.7 Seismic Design

Determination of the overturning moment due to seismic forces applied to thebottom of the shell shall use the following:

Z : seismic zone factor = 0.2 (Uniform Building Code 2B)I : importance factor = 1.0W r : total weight of the tank roof including weight of snow at 500N/m 2

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The above quoted I factor shall be taken for all tanks unless a larger I factor isspecified on the Tank Data Sheet.

The Tengiz area is designated as subject to earthquakes with strength intensity upto 5 points on the MSK 64 scale. The Kazakh Government memorandum No H-460 dated 12 th August 1996 requires all territories in oil and gas production regionsshould be designated as localities subject to earthquakes with a tremor intensityup to 8 points on the MSK 64 scale.

5.8 Anchorage of Tanks

The design of the tank and anchor bolts shall take into consideration asimultaneous vertical acceleration of ± 0.0625 with the peak lateral groundacceleration 0.05g.

5.9 Anchored Tanks with Design Pressures to 18kPa (2½ lbf/in 2) Gauge

Tanks shall be anchored to a concrete foundation for resistance to overturning dueto wind and for internal pressure.

Anchor bolts shall be sized to resist the total overturning moment or uplift forceless the total resisting moment due to the weight of the tank shell and the portionof the roof supported by the shell. The following requirements shall beincorporated into the design of the anchor bolt hold down system.• Anchor bolts shall not be attached to the tank bottom.• All loads shall be transmitted from the shell to the anchor bolts through

stiffened chair-type brackets of sufficient size and height.• Brackets shall be designed to carry 150% of the anchor bolt design load. The

brackets shall also be designed so that stresses in the tank shell are held to

suitable levels under the bracket design load.Pre-tensioning of anchor bolts is not permitted and shall be prevented by use ofcompressible washers under double nuts or by other suitable means approved bythe Company.

5.10 Allowable External Loads on Tank Shell Openings

Nozzle loads for tanks with diameters less than 36m shall be taken as those givenin Specification V-ST-2001.The Contractor shall provide shell stiffness coefficients, unrestrained shelldeflection and rotation with the initial tank shell calculations for tanks greater than36m diameter in order that the shell opening loads can be determined.

The Contractor shall advise if the shell opening loads as determined by theCompany from the information supplied by the Contractor are acceptable. TheContractor shall also advise if a change in the shell opening location or anincrease in the shell thickness will give acceptable stresses.

5.11 Shell Openings

All shell openings shall be located as shown on the Tank Data Sheet.Spacing of Welds Around Connections - Shell plate layout shall be made such thatshell joints clear all shell openings and reinforcement by a minimum of 150mm orgreater. Manhole locations may be changed slightly if necessary to clear joints.

5.12 Welding Details for Tanks Constructed from Moderate Strength Material

Manhole and flanged connections with reinforcing pads, which are welded to tankshells or bottoms, shall have full penetration welds between the connection neckand shell or bottom plate and between the connection neck and reinforcing pad.

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All manholes and flanged connections with insert-type reinforcement welded totank shells or bottoms shall have full penetration welds between the connection

neck and insert plate.5.13 Welding Details for Tanks Constructed from Higher Strength Material

Supplementary data in accordance with paragraph 9.0 shall be furnished forautomatic and semi-automatic procedures unless specifically waived in writing bythe Company.

All manual welds on the shell shall be made with low hydrogen electrodes. Pre-heat and electrode control shall be considered when selecting the weld procedure.No vertical welds shall be made in the downhill direction except for wash passeson vertical welds on the outside of tanks.

Attachments of shell courses shall be made in accordance with the approved weldprocedures and in the sequence set out in the erection procedure.

5.14 Shell Attachments and Tank Appurtenance

5.14.1 The Contractor shall supply and install appurtenances as indicated on the TankData Sheet.The tank and appurtenances shall be practical to clean, paint, insulate andmaintain and the appurtenances shall have adequate clearances for theseoperations. Bracing and supports shall be minimised (e.g. diagonal bracing shallnot be used under stair treads).

Appurtenances and other details not covered by the standard drawings may be ofthe Contractor’s design, provided they comply with applicable provisions of thisspecification and are reviewed by the Company.

5.14.2 All plates, clips and structural shapes on wind girders, fixed roofs and tank shellsshall be completely seal welded with a 5mm minimum fillet weld. Unless otherwisespecified, the top and bottom edges of all wind girders shall be completely sealwelded to the shell with a 5mm minimum fillet weld.Insulation supports will be shown on the Tank Data Sheet when required.

5.14.3 All flanged connections in tank bottoms, including water draw-offs, shall besupported by approximately 12mm thick bar welded to both the tank bottom andconnection neck. Bar supports shall be located in vertical line with the bottom shellcourse and shall have a width equal to approximately 50% of the pipe outsidediameter.

Water draw-off elbows installed in 13mm sketch plates do not requirereinforcement of the bottom plate.Sumps associated with bottom cleanout connections when specified shall belocated close to shell manholes for easy access.Supports shall be installed under the end of swing pipe ends to protect the tankbottom.

5.15 Platforms, Ladders, Walkways, Handrails and Stairways

5.15.1 Platforms, ladders, walkways, handrails and stairways shall be constructed inaccordance with design details shown on the reference drawings listed in section 2and the requirements listed below.

Platforms and walkways shall be designed for a minimum load not less than4.0kN/m 2 live load or 5kN concentrated load. Deflection under design loading shallnot exceed 10mm.The unobstructed platform width shall not be less than 800mm or not less than

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Wind girders which function as walkways shall be designed for a live load of3.5kN/m 2. Adequate drainage shall be provided on all wind girders serving as

walkways or all wind girders having turned up vertical flanges.5.16.3 Intermediate Wind Girders - All calculations to satisfy the need for intermediate

wind girders shall be made in accordance with National Standards. An additionaltabulation indicating the maximum design wind velocity in the corroded conditionwithout intermediate wind girders shall be furnished to the Company for review andfurther instruction before final design review.

5.17 Roofs

5.17.1 The top angle shall be fabricated with the horizontal leg(s) outward.Fixed roofs shall have a frangible joint when specified on the Tank Data Sheet.Roof plates may be rectangular and of uniform width. Plates shall be laid to fall

and permit total water run off. Roof rafters shall be located to clear allappurtenances. On lined tanks external rafters should be considered.

5.17.2 Roof support columns shall be firmly guided by 10mm minimum thickness clips ofat least 200mm high attached to the tank bottom. Roof support column loadstransferred to the tank bottom shall be adequately distributed either by 10mm thickplate or by structural shapes. Either method shall distribute the load over a squarearea, the plan dimensions of which shall be at least twice the major cross-sectionaldimension of the column and shall be large enough to accommodate the columnbase where one is used. These plates or structural shapes shall be at least sixtimes the bottom plate thickness from any joint in the bottom plates.If the pipe columns are provided they shall be closed at each end by a method

using full thickness welds to prevent fluid from entering the pipe.6. FABRICATION

6.1 Finish of Plates – After squaring plates per clause 5.4.1 plates shall be contourrolled and transported to site in cradles that are strong enough to maintain therolled shape.Plate weld preparations shall be prepared before rolling.

All plates and sub assemblies shall be identified with the tank tag number and thecourse for which they are intended.

6.2 Roof structures shall be shop fabricated and trial erected to ensure a good fit up

before despatching to site.Nozzle sub assemblies shall be shop fabricated for installation at site.Tank clean-out doors shall be installed into the bottom course of shell plate andthe annular plate section, stress relieved and non-destructive tested beforesending to site.

6.3 All plates shall be abrasive blasted in accordance with specification X-ST-2000after rolling.The abrasive blasted external (convex) plate surface shall be primed to within50mm of the plate edges. Upon approval of the surface preparation, the externalsurfaces shall be primed with an acceptable primer after rolling. Any primer within50mm of edged prepared for welding shall be thoroughly removed.

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7. ERECTION

7.1 The base metal shall be pre-heated when the base metal temperature or theatmospheric temperature is below 10 oC.

7.2 Adjacent shell courses shall be offset to provide nominal alignment at the insidesurfaces.Shell courses shall not be welded until the course above is correctly alignedvertically and horizontally.Peaks and depressions at welded shell seams shall be cause for rejection.

7.3 Inspection Testing and Repairs

7.3.1 Examination of welds by sectioning shall not be performed on any part of the tank.

7.3.2 The shell and bottom shall be tested with a complete hydrotest in accordance withan approved procedure. The Contractor shall supply valves, blinds and all otherequipment to hydrostatically test the tank with water. Major debris shall beremoved from the tank prior to testing.The tank bottom shall be vacuum tested by the Contractor using a Soap Film inaccordance with an approved procedure.

7.3.3 The Company will furnish test water to the valve on the tank in order for the tank tobe hydrostatically tested. The Company will furnish make-up water as required bythe Contractor. The method of heating test water if anticipated by the Contractorshall be subject to review by the Company. The Contractor shall dispose of thetest water in a manner agreed with the Company. After hydrostatic testing theContractor shall remove the remaining debris, loose mill scale, dirt and all other

foreign material from the tank bottom.7.4 Tolerances7.4.1 Fabrication and erection tolerances shall comply with the requirements of drawing

60-0000-V-STD-0032 in specification C-ST-2004.7.4.2 Application of fabrication and erection tolerances shall be on the basis that the

more stringent of the above standard or relevant GOST, SnIP or Kazak., criteriashall apply to each element.

8. METHODS OF INSPECTING JOINTS

8.1 Radiography shall be conducted promptly as tank erection progresses in order to

use it as quality control rather than as a basis for acceptance after all welding hasbeen completed. Location of areas to be radiographed shall be selected by theCompany’s field representative.The minimum diagnostic length of each radiograph shall be 175mm on three-way

joint radiographs. The long axis of the film shall be on the vertical joint.Random radiographs in excess of the requirements of this specification may berequested by the Company.The density of all radiographs shall be in the range of 1.7 to 3.0. Fine grain, highdefinition, high contrast film (Kodak Type AA or equivalent brands) shall be used.Fluorescent intensifying screens shall not be used.

8.2 At least 20% of the length of automatic or semi-automatic welded vertical seamsshall be examined across the width of the weld plus 5mm on each side by themagnetic particle technique except that brush contacts shall be substituted forsolid prods in the prod technique.

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W = 170 x V

Where: W = Weight of desiccant in grams

V = Volume of Tank (M 3)

The Tank shall be clearly tagged externally to advise others of the preservation.E.g. “THIS TANK CONTAINS INTERNAL PRESERVATION, DO NOT DISTURBSEAL”.

In addition warning signs shall be tagged to each possible entry point stating “THETANK MUST BE VENTILATED FOR AT LEAST 15 MINUTES OR TWOCOMPLETE VOLUME CHANGES PRIOR TO ENTRY”.

Expiry dates of desiccant shall be clearly labeled on the Tank adjacent to itsinternal location.

The integrity of the sealing shall be checked monthly by the Company and any sealfound broken shall require the desiccant to be inspected and replaced if necessary.

11. DOCUMENTATION

11.1. GeneralThe Contractor is responsible for providing all documentation listed and in thequantities requested in the Enquiry / Purchase Order.For all documents the primary language shall be English. Russian translations shallbe provided on documents noted in Specification No. A-ST-2013 and Enquiry /Purchase Order.

11.2. Design CalculationsThe initial calculation set issued for each tank item shall include the following:

• Roof, Shell and Base thickness for internal and external pressure load.• Designs for all non-ASME standard flanges.• Stability calculations for design wind load plus snow load.• Earthquake loading.• Support reaction with foundation loads and anchor bolt quantity assessment.• Isolated Nozzle reinforcement for pressure load only.

Following the Company’s issue of final nozzle orientations, the Contractor shallprepare and issue for the Company's review final calculations to complete thedesign.

• Nozzle reinforcement calculations for ‘multiple openings’.• Stress analysis for internal pressure plus local mechanical loads on process

nozzles.• Local load analysis on structural attachments at support brackets.• Field Hydro-test analysis.

11.3. Fabrication Documents11.3.1 The Contractor's fabrication documents shall be provided in accordance with the

requirements of Enquiry / Purchase Order.

11.3.2 The Contractor’s drawing practices shall ensure that all drawings and otherdocuments shall show equipment item numbers; quantity of items to be supplied;drawing/document numbers; revision numbers and Contractor's approvalsignatories.

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General Arrangement drawings shall show:• All design information as shown on the Company’s Tank Data Sheet.• All material specifications.• A complete nozzle table giving nominal pipe size, duty, flange rating, nozzle

neck thickness, projection, reinforcement size and weld attachment details.• A drawing showing the outline shape and dimensions (including all

thicknesses) of the tank together with location of principal weld seams.• An orientation plan view for adding all attachments.• A table showing imposed foundation loads and moments.• Anchorage bolt circle diameter and anchor bolt sizing.• Weights of equipment for each of the design cases.• Specific NDE requirements.• The relevant weld procedure references shall be clearly indicated also all

reference drawings and documents.• General and special Notes.• Tank test pressure(s).• All diametrical and radial dimensions shall be indicated as internal

measurements.• All pressure thicknesses shall be indicated as ‘minimum’ for rolled components.• Corrosion allowances as per 5.1.

Detail drawings shall show components that were too small to dimension on the

General Arrangement drawing such as:• Fully dimensioned details of nozzles, special flanges, supports and internal

components and their attachment. (Standard details such as flanges to ASMEB16.5 / B16.47 need not be dimensioned).

Material lists may be incorporated onto one or more of the above drawings orissued as a separate document. The lists shall show the actual materialspecifications for all components to be used and shall indicate an identifying tagnumber. The lists shall show the type of material certification that is to be providedfor that component.

11.3.3 Other principal documents that the Contractor shall consider mandatory are:•

Quality (or inspection) Plan for each tank, showing stages of checks, assembly,traceability, inspection, non-destructive examinations, heat-treatment(s),pressure test(s) and final preservation. The quality plan shall reference allrelevant documents by a unique document number. Three pairs of columnsshall be reserved for signatories of: The Contractor’s inspector; the IndependentInspector (where applicable) and the Company’s authorized inspector with therequired Witness, Monitoring or Hold points.

• Weld Procedure specifications showing detailed parameters for each weld typefor components welded to pressure parts with each specification supported by arelevant procedure qualification record. Separate specifications shall beprovided where field welding is to be performed.

• Non-Destructive Examination procedures covering Magnetic and/or Dye-penetrant examination procedures, Ultrasonic examination procedures,Radiographic procedures.

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• Heat treatment procedures covering component post forming heat-treatment(s),intermediate and final post weld heat treatments.

• Transportation and erection sketch(es) giving orientation of transport, supportlocations, shipping weight, principal dimensions and center of gravity for eachequipment item.

• Pressure test procedure(s) giving a method statement on the stages inpreparation before, during and following a pressure test with references to therelevant item drawing(s).

• Tank Passport containing the all certification relevant to the specific equipmentitem. (see Specification for a Tank Passport).

11.4 Tank Passport

The tankage Contractor, irrespective of country of manufacture, shall provide a

passport in the format given in Specification No. A-ST-2013 for each individualitem of equipment within their scope of supply.

For all individual tanks regulatory approval shall be obtained in accordance withthe specification for ‘Regulatory Approval Procedure for Equipment’.

12. TANK INSTALLATION & REGISTRATION

Tank registration for operation with GGT will be the responsibility of TCO.

13. REQUIREMENTS FOR PONTOON & DOUBLE DECK FLOATING ROOFS FOROPEN TOP TANKS

13.1. Unavailable Tank StockThe tank, floating roof and appurtenances shall be designed to minimise theamount of available stock at the low pump out level. The low pump out level shallbe defined as the level of liquid in the tank at which the roof, supported on theliquid, is above the point where it becomes supported by its legs.The design shall accommodate the low-type shell nozzles where stated on theTank Data Sheet.

13.2. Air Quality RegulationsThe design and construction of a seal assembly (primary or secondary, or acombination of both) shall be approved for use by any governing air quality control

district and shall fully comply with the requirements of the regulations in effect attime and place of installation.

13.3. Roof MaterialsRoof material shall be in accordance with the same requirements of the shellmaterials. Where galvanised steel is specified, it shall conform to the latest editionof ASTM A93.

13.4. Roof DesignsFloating roofs shall be low deck pontoon or double deck, designed in accordancewith National Standards and the following paragraphs. Pan roof shall not be used.

13.5. Pontoon Compartments

All internal bulkhead plates or sheets shall be single fillet welded along their topedge, thus providing a liquid and vapour tight compartment.

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All pontoon inspection hatch covers shall be fitted with a gasket, be liquid tight andbe held in place so they cannot be dislodged. Each cover shall have a 25mm pipe

goose neck vent extending at least 460mm above the cover.13.6. Roof Deck to Bulkhead Welds

Both sides of circumferential deck plate lap joints shall be fillet welded forapproximately 25mm on either side of their intersection with vertical welds onbulkhead plates and sheets.

13.7. Load and Design StrengthFloating roofs shall be designed in accordance with the conditions set forth on theTank Data Sheet.Tanks having foam dams shall be designed for an additional live load, under allconditions, 128kg/m 3 density fire fighting foam to the level of the top edge of thefoam dam over the area of the roof between the foam dam and the tank shell.Low deck roof shall have a pontoon area not less than 30% of the total roof. Theroof shall be designed to withstand the loads from:

i) The center deck flooded with the design rain water load, or

ii) A punctured center deck and two adjacent flooded pontoonThe allowable stress may be increased by one third over those specified. Theallowable stress shall not exceed 80% of the minimum specified yield strength ofthe material or 80% of the critical buckling strength.Design calculations for low deck roofs shall be submitted to show compliance withthe requirements of this paragraph. Results of a proof test may be submitted as analternative subject to written acceptance by the Company. The test shall simulatethe design conditions with the roof floating on water. A roof of similar design withequal or greater diameter shall be used for the proof test.

13.8. Pontoon Ring Buckling PreventionThe Contractor shall design the floating roof to prevent out of plane buckling of thepontoon ring when the center deck is punctured. The Contractor shall submit, afteraward of contract, design wind and water load calculations.

13.9. Deck Plate and Leg Attachment WeldsLaps on the stockside surface of roof deck plate shall be not less than 19mm widenor greater than 40mm wide. The open laps on the underside of the roof shall have50mm long tack welds on 400mm centers. The stockside deck plate lap joints shallbe welded with full fillet welds for 50mm on all sides of any intersections withvertical bulkhead plates.The stockside surface of the roof deck plate shall be seal welded to each roof legwith a 5mm fillet weld.

13.10. Operation ClearancesRoofs shall not stick or jam at any operating level. The annular space between theroof rim and the stockside shell shall be designed for proper clearance of the roofseal. The Contractor shall submit with his bid the maximum annular spacevariations between the roof and shell and the maximum and minimum annularspace which the roof seal system furnished can accommodate. All appurtenancesand internals shall have adequate clearance for the proper operation of thecompleted roof assembly.

13.11. Thickness of Roof Rim and Roof Penetrations

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The roof rim auto gauge float well and light hatch walls shall be 8mm minimum wallthickness. Sample hatch, vacuum breaker, overflow roof drain and any other pipe

wall appurtenances passing through the floating roof and in contact externally orinternally with the stock or its vapour shall be of 8mm wall thickness.

13.12. Roof SlopeDouble deck roof shall have a minimum 50mm in 3000mm slope for rainwaterdrainage. Where tank diameter dictates, a two slope top deck shall be installed with3 satellite drain basins.

13.13. Prevention of Seal FreezingThe Contractor shall submit with his bid his proposal to prevent the seal fromfreezing due to the ingress of water into the seal and the annular space betweenthe seal and tank shell.

13.14. Roof AppurtenancesContractor shall install appurtenances as specified on the Tank Data Sheet and aslaid out on the Standard Drawings.

13.15. Foam DamsFoam dams shall be provided on all open top floating roof tanks over 36mdiameter, unless specifically exempted by the Company for areas with low lightningincidents. The dam should be 600mm from the edge of the roof and should be aminimum of 600mm high or 150mm above the high point of the weather shield,

secondary seal, wax scraper or other mechanism.The dam shall be circular, continuous and constructed of 10gauge (3.2mm) steelsheets fillet welded to the roof on both sides. The dam should have periodicallyspaced rainwater drain slots with a total capacity for passing the maximum intensityrainfall. The drain slot size should be minimised to reduce the amount of foam lostduring an emergency. Vertical slots 25mm high by 12mm wide spaced at 3000mmintervals will normally be adequate. There should be no other openings on thebottom of the dam.

13.16. Roof Support Legs

Floating roofs shall have removable Schedule 40 galvanised pipe high legs withracks mounted on the tank roof. Fixed low legs shall be Schedule 80 galvanisedpipe. Low and high legs shall have 12mm x 12mm notches at the bottom to permitdrainage of trapped stock. High legs shall have a stop to prevent their droppingthrough the low legs during installation. All removable support legs shall beidentical. The top of the fixed legs shall extend no more than 900mm above theroof deck. The number and location of racks shall be determined by the Contractorin order to balance the loading on the floating roof, including the weight of therolling ladder.

Fixed roof supports shall support the roof in the lowest position possible whilenozzles, shell manways and other appurtenances inside the tank.

Roof legs shall have 350mm square by 10mm thick steel plate landing pads

beneath them, full fillet welded to the tank bottom.Roof support legs shall be plumb fixed legs through single membrane sections ofroof shall be reinforced with gussets.

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A waterstop shall be installed to prevent leakage where a roof leg or its stocksidereinforcing pad crosses a roof plate lap seam.

The Contractor shall supply leg caps for all legs.13.17. Primary Roof Drains

Contractor shall consider the effects of ladder weight and roof stiffeners on theability of the roof to drain adequately. The Contractor shall advise the Company ofthe drainage characteristics of each floating roof design. If satisfactory drainage isnot possible, secondary drains to the main drain system may be considered.Primary roof drains shall be sized and positioned to accommodate runoff fromrainfall of maximum expected intensity without allowing the roof to tilt and interferewith its operation. These drains shall pass the design rainfall when the roof isfloating at a height equal to 15% of the total tank height. Roof drain lines shall be75mm or greater in diameter to avoid plugging. Roof drains shall be furnishedattached to steel double flanged low position nozzles on the tank shell with valvesto be supplied by Company.Primary roof drains shall be flexible resin coated stainless steel pipe fabricated ofmaterial resistant to the tank’s contents to prevent the flexible pipe from floating,kinking or catching on any internal appurtenance or obstruction during operation.Steel swing jointed pipe drains, designed and packed for external pressure may befurnished as an alternate, if approved by the Company. The joint shall be a designapproved by the Company.Low deck pontoon roofs shall have three drains 120 degrees apart located near thepontoon ring. One drain shall be located under the rolling ladder. On tanks 36m indiameter and less, the three drains may be connected to a single flexible pipe

system. On tanks over 36m and up to 50m in diameter, two roof drains may beconnected to a single flexible drain pipe. On tanks over 50m in diameter, threeseparate flexible drain pipes shall be furnished along with three double flangedshell nozzles and connecting pipe.Double deck floating roofs up to 60m in diameter shall have either a single centerdrain basin and flexible roof drain line or three roof drain basins connected to asingle flexible drain line, depending on the design rainfall quantity and the roofconfiguration. Double deck floating roofs over 60m in diameter shall have three roofdrain basins with separate flexible drain lines.Inlets to primary roof drains shall be guarded by trash stops or screens to stop alldebris that could enter and obstruct any part of the drain system.

In freezing weather areas where ice build-up is anticipated, a combination plugcheck valve shall be installed. The Contractor shall protect the combination plugcheck valves and outlet flange from breakage due to ice in the sump by filling thesump with sand and covering with a 50mm thick asphalt coating.

13.18. Fixed Pipe Drain Lines All fixed pipe drain lines (from satellite basins and rigid line on the tank bottom)shall be fabricated of galvanised steel pipe or shall be internally protective coated.Rigid drain lines attached to the bottom or roof shall be guided, not rigidly attached,to allow for differential thermal expansion and plate flexing.

13.19. Emergency Roof Drains

Double deck roofs shall have a minimum of three (3) open ended emergency roofdrains designed to handle roof drainage if the primary roof drains become plugged.Elevation of the emergency overflow drains shall be such that the outer pontooncannot be completely flooded. These drains shall discharge at least 300mm below

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the bottom of the roof and shall consist of pipes, open ended top and bottom, andbraced as necessary into the roof structure. The drains shall be sized to handle the

rainfall specified by the Company with a minimum diameter of 100mm. The drainsshall be sealed with a slotted membrane or other vapour seal device.

13.20. Vacuum BreakersThe Contractor shall design and install vacuum only breather valves sized tohandle the maximum withdrawal rate plus 25%. Mechanical type vacuum breakerswith legs shall only be installed with written Company approval.

13.21. ManwaysRoof manways shall be 915mm diameter. The manway nearest the center of thefloating roof shall have a permanently installed steel ladder. The ladder shall reachto within 150mm of the tank bottom when the roof is on low legs. If there is norolling ladder access to the floating roof, the center manway shall have a two-waycover. One (1) roof manway shall be installed on tanks less than 20m in diameter.Two (2) manways shall be installed on tanks between 20m and 50m in diameterand three (3) manways shall be installed on roofs over 50m in diameter.

13.22. Sample Hatchesa. Primary Sample Hatch

Contractor shall install a 200mm sample hatch with funnel on the roof deckdirectly below a point 300mm from the edge of the gauging platform. TheContractor shall install a recoil reel on the gauging platform.

b. Secondary Sample HatchesSecondary sample hatches, used primarily for bottom sediment samples are to

be installed when specified. A secondary hatch consists of a flanged nozzlewith funnel on the bottom end and flange with lock down cover on top. Theflange face shall be at the same level as the top of the roof rim.

13.23. Gauge Well

The roof shall have a gauge well system.

13.24. Swing Line Tracks A swing line roller track shall be installed on the underside of the floating roof.Track minimum width shall be 600mm. Track length shall be a minimum of 600mmlonger on each end than the roller will travel. The roller track shall be seal weldedto the roof deck plate. The edge of the track shall have a minimum 50mm lip to

contain the roller.13.25. Roof Seal Materials and Design

The requirements for materials, design and installation of primary and secondaryroof seals for external floating roof tanks shall meet this specification.

13.26. Nonmetallic Seal ComponentsThe Contractor shall specify the non-metallic components in accordance with theacceptable brands and suppliers. These components include:-

• Main seal fabric• Expansion joint fabrics• Toroidal seal filler material• Secondary seal fabrics

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13.27. Metallic Seal Componentsa. Shoe Material

Unless otherwise specified Type 304 stainless steel, 18 gauge, shoes shall befurnished.

b. Shoe Hanger System All bolts and clamping bars used to attach the main and expansion joint seal fabricto the stainless steel shoes and to attach the seal fabric to the roof rim shall bemade of 300 Series stainless steel. Bolts used to attach the main seal to thefloating roof rim shall be 40mm long to permit installation of a secondary seal byothers at a later date. Rivets shall not be used in fabrication or installation ofprimary seal.

13.28. Shoe Systems Replaceable and Non-Replaceable in Service

a. Replaceable in Service Shoe System All metallic parts shall be fabricated of 300 Series stainless steel. Non-metallicparts such as gaskets shall be of polyethylene. Anti-rotational caps shall be ofneoprene. Caulking material shall be butyl based.b. Non-Replaceable in Service Shoe SystemHanger arms shall be made of carbon steel and hot dipped galvanised afterfabrication. Pins, bushings, retaining clips and springs shall be made of 300 Seriesstainless steel. Attachment clips mounted on stainless steel shoes shall befabricated of 300 Series stainless steel. Attachment clips mounted on the floatingroof rim shall be fabricated of 5mm Type 304 stainless steel and shall be attachedto the rim by a 5mm fillet weld all the way around the clip.

13.29. Secondary SealsHot dipped galvanised pressure plates shall be furnished unless stainless steelplates are specified. All metallic parts, including bars, plates, sheets, pins, bolts,nuts and washers etc. which are in contact with the stainless steel shoes shall bemade of 300 Series stainless steel. Metallic parts not in contact with the stainlesssteel shoes shall be zinc or cadmium plated carbon steel.

13.30. Approved Seal System ContractorsThe Contractor shall select seals from the lists of approved Contractors givenbelow.

13.31. Replaceable in Service Shoe type Primary Seals

Manufacturer ModelW.G. Seals Weather Guard Shoe Seal

13.32. Non-replaceable in Service Shoe type Primary Seals.Manufacturer ModelCB & I SR – 1PDM Mechanical Shoe SealBrown-Minneapolis Mechanical Shoe SealHMT LA Standard Mechanical Shoe SealTARSCO Mechanical Shoe Seal

13.33. Rim Mounted Secondary SealsManufacturer ModelW.G. Seals Weatherguard Duo-Tip

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HMT Econo-FlexThe Contractor can submit a quotation for a alternative shoe and seal, design

drawings showing the details of fabrication and erection materials shall besubmitted with his bid proposal for review by the Company.

13.34. Roof Sealing System DesignType of Seal Systems to be FurnishedThe Tank Data Sheet will specify which of the following two designs of primary sealsystems is acceptable. If the type is not specified Type “A” shall be furnished andinstalled.a. A stainless steel shoe-type seal capable of being replaced in service.b. A stainless steel shoe-type seal, not capable of being replaced in service.

A rim-mounted galvanized secondary seal system shall be installed unless

otherwise specified.13.35. Design Requirements for all Seal Systems

The design and construction of a seal assembly (primary and/or secondary) shallbe approved for use by the Company.Design and construction of the seal assembly shall allow the tank to overflow andthen return to a liquid level that floats the roof below the top of the tank shellwithout damage to any part of the tank. This excludes damage that may be causedby the spilled portion of the tank contents. During such an occurrence, no manualattention shall be required to protect the tank.The seal assemblies shall be designed for the expansion and contractionrequirements of the individual tank. Standard variations in the tank shell, roof traveland rotation about roof guides, and thermal expansion shall be incorporated in thedesign. The Contractor shall furnish the Company with the expansion andcontraction capabilities of the seals, including design calculations.

All cut edges of the seal fabric shall be sealed with the fabric Contractor’srecommended sealing compound.The Contractor shall submit with bid documents for the Company’s review of therecommended procedure for joining fabric splices.Wedges shall not be used in fastening inter-shoe splices or main seal fabric. Sealfabric shall be bolted with M10 diameter by 65mm carriage bolts, installed in such amanner that a backup wrench will not be required for their removal.

13.36. Mechanical Shoe-type Seal Systems – Either Replaceable or Non-ReplaceableIn ServiceThe shoe geometry shall comply with the requirements of this specification. Inaddition, the top edge of the shoe shall extend a minimum of 25mm below thebottom edge of the roof, and a minimum of 50mm above the top edge of the roofrim.The length and angle of break or roll at the top and bottom of the shoes shall beadequate to prevent snagging on shell protrusions, lapped seams, etc.

All hangers or weights that exert pressure against the shoes shall be below theseal unless otherwise approved. All shoes shall be supported in at least 2 locationsso no loading exists on the fabric between the shoes. The pressure exerted on the

shoes shall be uniform around the roof and shall not greatly exceed the pressurerequired to hold the shoe against the shell.

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All primary seal assembly shoes shall be supported at a minimum of 2 points alonga horizontal line so that under no condition of loading is the connecting fabric

between shoes required to provide vertical support. Horizontal thrust pushing theshoe against the shell shall be located at 2 additional points. If the shoe supportsare attached to the upper portion of the shoe, the horizontal thrust points shall be atthe lower portion; if the shoe supports are attached to the lower portion of the shoe,the horizontal thrust points shall be at the upper portion. Coil springs shall not beused for horizontal thrust. The hanger system design shall prevent catching andpinching of the primary seal fabric.The roof shall be electrically bonded to the shell.The Contractor shall make necessary 'cut outs' for any shell appurtenances thatmight damage the shoes when the roof is on its low legs. Bolt heads etc shall notprotrude from the shoe surface in contact with the tank shell.

The main seal fabric shall be wide enough to allow for the movement of the roofrelative to the shoes at all roof levels. The minimum acceptable finished fabricwidth shall be calculated by the Contractor with calculations submitted to theCompany for review.Fabric vapour seals used with the mechanical shoe type seal shall be continuousand gas tight. If the seal is immersed in the liquid, fabric splices shall be minimised.Immersed edges of the fabric except small field cuts required for bolts etc shall becompletely sealed by the synthetic coating material to prevent wick action occurringin the fibre. Fabric vapour seals shall be replaceable with the tank in service.Expansion joint fabric shall be sealed to primary seal fabric. There shall be no gapsbetween the seal fabric and shell as the expansion joint opens and closes. Asnecessary to close gaps caused by the primary seal contracting, “pillows”consisting of fabric covered urethane foam may be installed between the tank shelland the fabric splice of the expansion joint and primary seal.

13.37. Mechanical Shoe type Seal Systems – Replaceable in ServiceSegments and/or the entire seal system must be capable of being replaced inservice.The system shall have a shoe in contact with the shell. Wipe or point contact typesare not acceptable.When the annular space is at the design minimum, at least 25mm of space shallexist between the liquid in the tank and the vapour barrier portion of the sealassembly at all locations.

The seal design must be capable of local modification to close the annular spaceup to 80mm greater than the normal design tolerance of +100mm.

13.38. Secondary Seal SystemsThe secondary seal shall be rim mounted. The design and construction details ofthe secondary seal assembly, including composition and Contractor’s designationof all seal fabrics, adhesives, rubber wipe blades and polyurethane foams, shall besubmitted to the Company for approval prior to installation.The design shall be such that the secondary seal can be installed, removed, andrepaired while the tank is in service.The design of the secondary seal shall permit filling of the tank to the maximumheight possible with the secondary seal retaining its effectiveness.The design of the secondary seal shall provide grounding to the shell if any metallicparts of the secondary seal come within 50mm of the shell.

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When an adapter bar, angle or channel is bolted to the roof to allow installation ofthe secondary seal a sealer strip, such as rubber or neoprene, shall be installed

between the adapter and the roof. No metal-to-metal joint will be allowed when the joint is part of the secondary seal envelope.

13.39. Centering DevicesCentering devices placing a thrust on the shell must be mounted below the roof.Centering devices shall have rollers in contact with the shell. These devices shallbe capable of both vertical and horizontal rotation without wear on the shell.Centering devices shall be mounted in opposite pairs, with a minimum of six on atank.

13.40. Wax ScrapersWax Scrapers shall be installed and mounted below the seal system with a

minimum space of 80mm open to the stock in the tank.Wax scrapers shall be designed to scrape on the downward movement of the roofand shall not permit wax scraped off the shell to be trapped between the shoe andshell and these be deposited on top of the roof.

13.41. CoatingsThe roof shall be abrasive blasted and coated per Specification No. X-ST-2000.

13.42. Inspection and Testing of Floating Roofs All welding and welding procedures shall be inspected and approved by theCompany’s Welding Inspector. The Contractor shall pre-inspect and repair allwelds before turning them over to Company for inspection. Welds rejected by the

Company’s Inspector are to be repaired and reinspected by the Contractor at theContractor’s expense.The Contractor shall vacuum test all roof weld joints and all tests will be witnessedby the Company’s Inspectors. At the Contractor’s expense the Contractor shallrepair any welds found to be defective during vacuum test.The Contractor shall test floating roofs and closed type roof drain systems inaccordance with an approved procedure.The Contractor shall test mechanical shoe type seals for leakage. Test shall bemade by applying air pressure under the seal equivalent to 80mm of water column.If only one rim nozzle is furnished with the roof, the Contractor shall provide oneother independent connection to the rim space for the purpose of testing the seal.

After satisfactory seal testing by the Contractor of portions of a multi tankconstruction programme the Company may elect to waive the air test requirement.Should the air test be waived the Company will visually inspect the seal installationon the remaining tanks to assure workmanship that will provide the desiredtightness. The Company may reinstate the air test requirement for the primary sealfor any or all tanks.Primary tubular seals shall be in contact with the shell over the entire roofcircumference at all heights.There shall be no gap between any secondary seal and the tank shell in the initiallyinstalled position.Pontoon compartments shall be tested to demonstrate that they are liquid tight. The

test may be via low air pressure, vacuum box or use of a penetrating oil.

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ОГЛАВЛЕНИЕ

1. Область применения ....................................................................................... 26

2. Нормы и правила ........................................................................................... 26

3. Сокращения и определения ......................................................................... 27

4. Материалы ....................................................................................................... 28

5. Конструкция .................................................................................................... 30

6. Изготовление .................................................................................................. 36

7. Монтаж............................................................................................................. 36

8. Методы контроля сварных швов ................................................................ 37

9. Процедура сварки и квалификация сварщиков ....................................... 38

10. Консервация ................................................................................................... 38

11. Документация ................................................................................................. 39

12. Установка и регистрация резервуара ........................................................ 42

13. Требования к понтонным плавающим крышам и плавающим крышам с двумя перекрытиями для резервуаров с открытым верхом ............. 42

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1. ОБЛАСТЬ ПРИМЕНЕНИЯ

1.1 Общие Положения Настоящая Спецификация, совместно с Техническими характеристиками резервуаров , дает представление о минимальных требованиях к конструкции, материалам , изготовлению и монтажу резервуаров с закрепленной крышей и резервуаров с плавающей крышей для хранения нефти.Требования настоящей Спецификации относятся к проектированию,изготовлению, строительству и монтажу резервуаров с закрепленной крышей и с плавающей крышей Резервуары должны отвечать всем местным нормативам и правилам ,действующим на месте расположения резервуаров .

1.2 Соответствие требованиям В порядке приоритета, резервуары должны соответствовать следующим документам:• Технические характеристики резервуара • Настоящая спецификация • Стандартные чертежи • Национальные нормы и правила Все резервуары должны быть маркированы, сертифицированы и снабжены книжкой технических данных / паспортом.

2. НОРМЫ И ПРАВИЛА

Часть настоящей Спецификации составляют последние издания перечисленных ниже сводов правил, стандартов , спецификаций и ссылок ,включая приложения к ним. Последними изданиями считаются издания,действующие на день подписания заказа на закупку или субконтракта.

API 2000 Резервуары с вентиляционными отверстиями для хранения нефти под давлением , незначительно превышающим атмосферное , и резервуары для хранения нефти под низким давлением .Неохлаждаемые и охлаждаемые .

ASME B16.5 Фланцы трубопроводов и фланцевые фитинги с резьбой от NPS ½ до NPS 24

ASME B16.47 Стальные фланцы большого диаметра от NPS 26до NPS 60

BS 6374-5 1985 Спецификация на внутренние покрытия из каучука

СНиП lll-18-75, Раздел 18, Часть lll

Российские строительные нормы и правила

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В настоящем документе используются термины, определения которых приведены ниже:

Компания Компания ТШО, при ее действиях в качестве закупщика,покупателя или поставщика товаров или услуг Заказчик Тенгизшевройл (ТШО)Подрядчик Любой субъект, оказывающий услуги Компании (ТШО) включая

Консультантов Поставщик Любой субъект, который продает , предоставляет или

поставляет товары Компании ТШО

4. МАТЕРИАЛЫ

4.1 Общие положения 4.1.1 Все материалы резервуаров должны соответствовать спецификациям ASTM

или API и всем ограничениям настоящей Спецификации. Для замены материала требуется письменное согласие Компании при условии соблюдения следующих положений.

Материалы ASTM А537, марка 2, и А678, марка В не должны использоваться .Все материалы , если не оговорено иначе, должен поставлять Подрядчик .

4.1.2 Материалы умеренной и повышенной прочности разрешаются настоящей Спецификацией, и могут использоваться в том случае , если они утверждены Компанией в письменном виде, при условии, что они отвечают критериям,изложенным в следующих абзацах .Материалы умеренной прочности должны иметь верхний предел допустимой прочности на растяжение 414 Н/мм2 . Они должны быть нормализованы ,раскислены и доведены до мелкого зерна .Материалы повышенной прочности должны иметь верхний предел допустимой прочности на растяжение 515 Н/мм2 Они должны быть нормализованы , раскислены и доведены до мелкого зерна .

4.1.3 Замены спецификаций материалов ASTM или API, допускаемые настоящей Спецификацией, можно использовать при их утверждении Компанией в письменном виде при соблюдении следующих условий:• Верхний предел допустимой прочности на растяжение не должен

превышать 620 Н/мм2

• Требования к сертификации должны отвечать национальному стандарту.4.1.4 Ко всем материалам должны прилагаться листы спецификации с указанием

химического состава , механических характеристик , метода плавки, метода раскисления, раскислителей, термообработки и методов получения требуемого размера зерна .

4.1.5 Новые материалы резервуаров , не имеющие идентификации, можно использовать при условии соблюдения всех требований настоящей Спецификации и при условии выбора материала в соответствии со спецификацией W-ST-2005, « Материалы и сварка оборудования ,производимого в Казахстане». Предлагаемые замены должны быть

сообщены на момент передачи предложения подрядчиков.4.2 Толстолистовая сталь

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Все фланцы должны иметь конструкцию либо в виде насаженного на трубу и приваренного фланца , либо в виде надеваемого фланца . Можно

рассмотреть использование листовых фланцев для люков. Если Подрядчик предлагает использовать листовые фланцы / крышки, он должен сообщить об этом в своем предложении.Не допускается использование угловых сварных швов на фланцах и шейках листовых конструкций.

5. КОНСТРУКЦИЯ

5.1 Допуск на коррозию Заданные минимальные допуски на коррозию приводятся в Технических характеристиках резервуара . Номинальной толщиной является толщина « как сделано » или заданная толщина листа в соответствии с заказом и монтажом.Минимальная требуемая толщина обечайки должна составлять 8 мм,включая допуск на коррозию до 3 мм.

5.2 Листовая сталь днища Фасонная толстолистовая сталь над водосборным бассейном должна иметь минимальную толщину 13 мм и выступать над внешними краями водосборного бассейна не менее чем на 300 мм.Защитные листы или пластины толщиной 10 мм должны устанавливаться под концами подвижных труб, опорами крыши и любыми другими дополнительными устройствами, которые могут удариться о днище резервуара . Листы и пластины должны быть приварены уплотняющим швом к днищу резервуара при помощи полного углового шва.

5.3 Кольцевые листы днища Независимо от группы материала , резервуары вместимостью 16 000 м3 и выше должны иметь кольцевые листы днища, сваренные встык . В тех случаях, когда монтаж выполняется на кольцевой бетонной стенке,Подрядчик должен сделать насечку в кольцевой стенке для размещения подкладочной полосы без видимого нарушения формы листов днища.

5.4 Листовая сталь корпуса 5.4.1 Корпуса резервуаров должны быть выполнены из минимального числа листов.

Ширина листов должна быть максимальной с тем, чтобы уменьшить количество сварных швов.Все листы должны быть прямоугольными с допуском +/- 1 мм по диагонали.

5.4.2 Вертикальные швы соседних обечаек должны быть разнесены по крайней мере на 1/3 длины листа.

Вертикальные швы обечайки днища должны быть рассчитаны на то, чтобы убрать стыки в скетч-листах или в кольцеобразных листах.Нижние листы для резервуаров с наклонным дном должны иметь донную кромку с профилированием вне площадки.

5.5 Требования к конструкции резервуаров из материалов повышенной прочности

5.5.1 Здесь распространяются требования вышеприведенного пункта 4.1.

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Верхние обечайки , в соответствии с настоящей Спецификацией, могут выполняться из материалов « умеренной прочности».

5.5.2 Лестницы с промежуточными опорами, находящиеся на резервуаре и/или опирающиеся на конструкции, установленные на земле , можно заменить лестницей, идущей по периметру, и здесь действует п. 5.15 настоящей Спецификации. Подрядчик должен обеспечить полный монтаж, включая любые опорные конструкции.

5.5.3 Если не оговорено иначе, отверстия в листовой стали днища должны быть выполнены заранее , с встраиванием необходимого усиления в лист днища.Такая заранее выполненная сборка должна пройти отпуск напряжения.

5.6 Наружные плавающие крыши Установка ветровой защиты или удлинения верхней обечайки и отверстия

для слива переполнения выполняются лишь при наличии письменного утверждения Компании.5.7 Сейсмостойкая конструкция

При определении переворачивающего момента , обусловленного сейсмическими силами , приложенными к днищу корпуса, необходимо исходить из следующего :Z : коэффициент сейсмичности зоны = 0,2 ( Свод правил по однородности

зданий 2B)I : коэффициент важности = 1,0W r : общий вес крыши резервуара , включая вес снега при 500 Н/м2

Вышеуказанное значение коэффициента I должно приниматься для всех резервуаров , если в Технической спецификации резервуара не указано более высокое значение .Регион Тенгиза классифицируется как подверженный землетрясениям силой до 5 баллов по шкале MSK 64. В соответствии с Меморандумом Правительства Казахстана № Н – 460 от 12 августа 1996 необходимо , чтобы все территории нефте - и газодобычи были обозначены как сейсмичные зоны с силой толчков до 8 баллов по шкале MSK 64.

5.8 Анкеровка резервуаров Конструкция резервуара и анкерные болты должны учитывать

одновременное вертикальное ускорение величиной ± 0.0625 при максимальном значении поперечного ускорения земли 0.05g.5.9 Анкерованные резервуары с расчетным давлением до 18 кПа (ман .)

(2½ футофунта / кв. дюйм)Резервуары должны быть анкерованы в бетонном основании с тем, чтобы обеспечить устойчивость к переворачиванию , вызываемому ветром и внутренним давлением .Типоразмер анкерных болтов должен выбираться так , чтобы противостоять общему переворачивающему моменту или выталкивающей силе минус общий момент сопротивления, обусловленный весом корпуса резервуара и части крыши, опирающейся на корпус. Конструкция прижимной системы

анкерных болтов должна быть выполнена с учетом следующих требований.• Анкерные болты не должны фиксироваться к днищу

резервуара .

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• Все нагрузки должны передаваться с корпуса на анкерные болты через ужесточенные стулообразные кронштейны

достаточного размера и высоты.• Конструкция кронштейнов должна предусматривать несение 150% расчетной нагрузки анкерных болтов . Кронштейны должны быть также рассчитаны таким образом , чтобы напряжения в корпусе резервуара удерживались на определенных уровнях ниже расчетной нагрузки кронштейна.

Предварительное напряжение анкерных болтов не допускается и должно предотвращаться за счет использования сжимаемых шайб под двойными гайками, или иных соответствующих средств , утвержденных Компанией.

5.10 Допустимые внешние нагрузки на отверстия в корпусе резервуара

Нагрузки патрубков на резервуары с диаметром менее 36 м должны приниматься в соответствии со спецификацией V-ST-2001.Для резервуаров с диаметром свыше 36 м Подрядчик должен обеспечить в исходных расчетах корпуса резервуара коэффициенты жесткости корпуса,неограниченное отклонение корпуса и вращение , с тем, чтобы можно было определить нагрузки на отверстия в корпусе.Подрядчик должен сообщить, приемлемы ли нагрузки на отверстие в корпусе, определенные Компанией из данных, переданных Подрядчиком.Подрядчик должен также сообщить, будут ли приемлемыми напряжения,возникающие в случае изменения положения отверстия в корпусе или в случае увеличения толщины корпуса.

5.11 Отверстия в корпусе Местонахождение всех отверстий в корпусе должно соответствовать данным Технических характеристик резе�