BS EN 14620-3-2006 Design and manufacture of site built vertical cylindrical flat-bottomed steel tanks for the storage of refrigerated liquefied gases with operating temperatures b.pdf

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2、ing temperatures between 0 C and p165 C Part 3: Concrete componentsThe European Standard EN 14620-3:2006 has the status of a British StandardICS 23.020.10Design and manufacture of site built, vertical, BRITISH STANDARDBS EN 14620-3:2006BS EN 14620-3:2006This British Standard was published under the

3、authority of the Standards Policy and Strategy Committee on 29 December 2006 BSI 2006ISBN 0 580 49777 1Amendments issued since publicationAmd. No. Date CommentsThis publication does not purport to include all the necessary provisions of a contract. Users are responsible for its correct application.C

4、ompliance with a British Standard cannot confer immunity from legal obligations.National forewordThis British Standard was published by BSI. It is the UK implementation of EN 14620-3:2006. This standard, together with BS EN 14620-4:2006, supersedes BS 7777-3:1993 which is withdrawn.The UK participat

5、ion in its preparation was entrusted to Technical Committee PVE/15, Storage tanks for the petroleum industry.A list of organizations represented on PVE/15 can be obtained on request to its secretary.EUROPEAN STANDARD NORME EUROPENNE EUROPISCHE NORM EN 14620-3 September 2006 ICS 23.020.10 English Ver

6、sion Design and manufacture of site built, vertical, cylindrical, flat-bottomed steel tanks for the storage of refrigerated, liquefied gases with operating temperatures between 0 C and -165 C - Part 3: Concrete components Conception et fabrication de rservoirs en acier fond plat, verticaux, cylindri

7、ques, construits sur site, destins au stockage des gaz rfrigrs, liqufis, dont les tempratures de service sont comprises entre 0 C et -165 C - Partie 3: Constituants bton Auslegung und Herstellung standortgefertigter, stehender, zylindrischer Flachboden-Stahltanks fr die Lagerung von tiefkalt verflss

8、igten Gasen bei Betriebstemperaturen zwischen 0 C und -165 C - Teil 3: Bauteile aus Beton This European Standard was approved by CEN on 20 February 2006. CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this European Standard the sta

9、tus of a national standard without any alteration. Up-to-date lists and bibliographical references concerning such national standards may be obtained on application to the Central Secretariat or to any CEN member. This European Standard exists in three official versions (English, French, German). A

10、version in any other language made by translation under the responsibility of a CEN member into its own language and notified to the Central Secretariat has the same status as the official versions. CEN members are the national standards bodies of Austria, Belgium, Cyprus, Czech Republic, Denmark, E

11、stonia, Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom. EUROPEAN COMMITTEE FOR STANDARDIZATION COMIT EUROPEN DE NORMALISATION E

12、UROPISCHES KOMITEE FR NORMUNG Management Centre: rue de Stassart, 36 B-1050 Brussels 2006 CEN All rights of exploitation in any form and by any means reserved worldwide for CEN national Members. Ref. No. EN 14620-3:2006: EEN 14620-3:2006 (E) 2 Contents Page Foreword. 4 1 Scope 5 2 Normative referenc

13、es . 5 3 Terms and definitions. 5 4 General. 5 5 Vapour tightness. 6 6 Materials. 6 6.1 General. 6 6.2 Concrete. 6 6.3 Pre-stressing and reinforcing steel. 6 7 Design 7 7.1 General. 7 7.2 Partial factors for actions and combinations of actions. 7 Table 1 Partial load factors for accidental actions 7

14、 7.3 Liquid tightness 7 8 Detailing provisions 8 8.1 General. 8 8.2 Pre-stressing . 8 8.3 Wall design 8 8.4 Steel roof liner . 8 8.5 Construction joints . 8 8.6 Position of tendons and wires. 8 8.7 Concrete cover 9 8.8 Minimum reinforcement . 9 8.9 Reinforced concrete bund walls 9 9 Construction and

15、 workmanship 9 9.1 General. 9 9.2 Crack control . 9 9.3 Formwork and tie-rods . 9 9.4 Spacers 10 9.5 Curing. 10 9.6 Tolerances . 10 10 Liners and coatings 10 10.1 General. 10 10.2 Liners 10 10.3 Coatings. 10 10.4 Thermal Protection System (TPS). 11 Annex A (informative) Materials 12 Figure A.1 Notch

16、 on reinforcement bar. 14 Annex B (informative) Pre-stressed concrete tank . 15 Table B.1 Summary of the advantages and disadvantages of joints in the wall to base junction 16 EN 14620-3:2006 (E) 3 Figure B.1 Typical joints for pre-stressed wall and base junction. 17 Figure B.1 Typical joints for pr

17、e-stressed wall and base junction (concluded) . 18 Bibliography . 21 EN 14620-3:2006 (E) 4 Foreword This European Standard (EN 14620-3:2006) has been prepared by Technical Committee CEN/TC 265 “Site built metallic tanks for the storage of liquids”, the secretariat of which is held by BSI. This Europ

18、ean Standard shall be given the status of a national standard, either by publication of an identical text or by endorsement, at the latest by March 2007, and conflicting national standards shall be withdrawn at the latest by March 2007. EN 14620 Design and manufacture of site built, vertical, cylind

19、rical, flat-bottomed steel tanks for the storage of refrigerated, liquefied gases with operating temperatures between 0 C and -165 C consists of the following parts: Part 1: General; Part 2: Metallic components; Part 3: Concrete components; Part 4: Insulation components; Part 5: Testing, drying, pur

20、ging and cool down. According to the CEN/CENELEC Internal Regulations, the national standards organizations of the following countries are bound to implement this European Standard: Austria, Belgium, Cyprus, Czech Republic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary, Iceland, Irelan

21、d, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom. EN 14620-3:2006 (E) 5 1 Scope This European Standard specifies general requirements for materials, design and construction of the concret

22、e components of the refrigerated liquefied gas storage tanks. This European Standard deals with the design and manufacture of site built, vertical, cylindrical, flat-bottomed steel tanks for the storage of refrigerated, liquefied gases with operating temperatures between 0 C and 165 C. 2 Normative r

23、eferences The following referenced documents are indispensable for the application of this European Standard. For dated references, only the edition cited applies. For undated references, the latest edition of the referenced document (including any amendments) applies. EN 206-1, Concrete Part 1: Spe

24、cification, performance, production and conformity EN 1992-1-1:2004, Eurocode 2: Design of concrete structures Part 1-1: General rules and rules for buildings EN 1992-1-2:2004, Eurocode 2: Design of concrete structures Part 1-2: General rules Structural fire design EN 14620-1:2006, Design and manufa

25、cture of site built, vertical, cylindrical, flat-bottomed steel tanks for the storage of refrigerated, liquefied gases with operating temperatures between 0 C and 165C Part 1: General EN 14620-2, Design and manufacture of site built, vertical, cylindrical, flat-bottomed steel tanks for the storage o

26、f refrigerated, liquefied gases with operating temperatures between 0 C and 165 C Part 2: Metallic components 3 Terms and definitions For the purposes of this European Standard, the terms and definitions given in EN 14620-1:2006 and the following apply. 3.1 low temperature temperature lower than 20

27、C 4 General For material selection and design of normal reinforced concrete and/or pre-stressed concrete structures, reference is made to EN 1992-1-1. EN 14620-3:2006 (E) 6 5 Vapour tightness To ensure vapour tightness of the outer tank (e.g. in a full containment tank) metallic liners or polymeric

28、coatings shall be used. 6 Materials 6.1 General Material properties of concrete and components change at low temperature. Some changes are beneficial, some non-beneficial. The appropriate material properties shall be used to ensure that the structural integrity is not impaired for all temperature ra

29、nges for the components. This shall include both steady state and transient conditions. NOTE Low temperature resistant material requirements, as given in 6.2 to 6.3, are needed only as far as they are required to guarantee the structural integrity and to fulfil the liquid tightness and where applica

30、ble vapour tightness requirements. 6.2 Concrete For normal and low temperature conditions, the concrete material requirements shall be in accordance with EN 1992-1-1. For the concrete performance, production, placing and compliance criteria, reference shall be made to EN 206-1. NOTE Further informat

31、ion about the low temperature performance of concrete components is given in Annex A. 6.3 Pre-stressing and reinforcing steel 6.3.1 Pre-stressing steel and anchors Pre-stressing steel, anchors, ducts etc. shall be in accordance with EN 1992-1-1. In addition, it shall be demonstrated that the pre-str

32、essing steel and anchors are suitable for the cold temperatures to which it may be exposed. NOTE Further information about the low temperature performance of pre-stressing concrete is given in Annex A. 6.3.2 Reinforcing steel For the design of reinforced concrete structure where the design temperatu

33、re during a normal operating or emergency condition does not fall below 20 C, the reinforcing steel shall comply with EN 1992-1-1. For elements under tension, where the design temperature during a normal operating or emergency condition falls below 20 C, additional low temperature requirements shall

34、 be implemented. NOTE Guidance is given in Annex A. It shall also be demonstrated that reinforcement connectors, used at ambient temperature, are suitable for the intended application. EN 14620-3:2006 (E) 7 For low temperature, the connectors shall be subjected to the same tests at design metal temp

35、erature and the results of these tests shall be compared to those at ambient temperature. The connectors shall be considered suitable if the low temperature results are within 5 % of those specified at ambient temperature. The contractor shall carry out appropriate tests, which shall include, as a m

36、inimum, tests for tensile strength and ductility. The results of these tests shall meet appropriate criteria set by the designer. 7 Design 7.1 General Actions to be considered shall be in accordance with EN 14620-1:2006. The reliability of the concrete components, according to the limit state theory

37、, shall be achieved by application of the partial factor method. The design values of actions, the effects of actions, material properties, geometric data and the design resistance shall be determined in accordance with EN 1992-1-1. In case heat radiation is involved, reference shall be made to EN 1

38、992-1-2. 7.2 Partial factors for actions and combinations of actions Table 1 provides partial load factors for accidental actions. They shall be used in addition to the partial load factors mentioned in the EN 1991-1-1. Table 1 Partial load factors for accidental actions Load combinations Load facto

39、rs Dead Imposed Abnormal load Wind Adverse Beneficial Adverse Beneficial Normal action plus one accidental action 1,05 1,0 1,05 0 1,0 0,3 Accidental actions being, earthquake (SSE), blast overpressure, external impact, fire or leakage from inner tank. 7.3 Liquid tightness For liquid tightness, the f

40、ollowing shall be considered: a) In case of a non-liquid tight liner/coating For concrete outer containers without a liquid tight liner or coating, the liquid tightness of the concrete shall be ensured by means of the minimum compression zone of 100 mm. b) In case of a liquid tight liner/coating Whe

41、re a liquid tight liner/coating is applied (to ensure full tightness of the secondary container) then cracking of the concrete section shall be permitted within the limits specified by EN 1992-1-1. In such cases the crack width shall be calculated and the liner/coating shall be proven to be capable

42、of bridging a gap equal to 120 % of the crack width. EN 14620-3:2006 (E) 8 8 Detailing provisions 8.1 General For general information on pre-stressed concrete tanks, reference should be made to Annex B. 8.2 Pre-stressing For the pre-stressed concrete wall, horizontal pre-stressing shall be applied.

43、NOTE Vertical pre-stressing is not required. It can be combined with horizontal pre-stressing. The need for vertical pre-stressing depends on the tank design pressure, tank diameter, and associated permanent and transitional stresses within the concrete section. 8.3 Wall design The minimum wall thic

44、kness shall be determined so that: adequate cover to all reinforcement and pre-stressing tendons shall be available; space between the reinforcement and pre-stressing tendons shall be sufficient to ensure that a homogeneous, liquid tight concrete structure is obtained. 8.4 Steel roof liner The steel

45、 roof liner shall be anchored adequately to the concrete roof. NOTE The liner may act as formwork for the concrete and may also act compositely with the use of shear studs. The concrete may be built up in layers to prevent overstress of the liner (see also B.6) 8.5 Construction joints Attention shal

46、l be paid to the design and execution of the construction joints. The location and necessity shall be carefully planned to minimize the risk of poor jointing. For the areas where liquid tightness is to be assured, the contractor shall provide method statements based on proven working practices and w

47、here necessary, due to lack of evidence, the contractor shall carry out tests to demonstrate that the construction joint is liquid tight. 8.6 Position of tendons and wires For internal pre-stressing systems using buttresses and grouted tendons, due account of the emergency conditions, e.g. fire scen

48、arios, shall be taken to determine the position of the pre-stressing system. NOTE 1 Tendons should be preferably placed, in the centre of the concrete wall for protection against external fires. The tendons shall be well protected from corrosion during the life of the tank. Grouting procedures shall

49、 be provided and agreed between the designer and contractor to provide adequate protection to the tendons. NOTE 2 In very aggressive environments, where additional protection is required, for the tendons, non-ferrous pre-stressing ducts may be considered. Reference is made to Durable bonded post-tensioned bridges Concrete Society Report TR47 12. For non-bonded tendons, reference should be made to FIP recommendation 91 13. EN 14620-3:2006 (E) 9 NOTE 3 Where wire