SIST EN 1998-4:2006
(Main)Eurocode 8 - Design of structures for earthquake resistance - Part 4: Silos, tanks and pipelines
Eurocode 8 - Design of structures for earthquake resistance - Part 4: Silos, tanks and pipelines
Complementary to material related Eurocode parts dealing with silos, tanks and pipelines. Design rules for the earthquakes resistant design of groups of silos, storage tanks including single water towers and pipeline systems.
Eurocode 8 - Auslegung von Bauwerken gegen Erdbeben - Teil 4: Silos, Tankbauwerke und Rohrleitungen
(1) Der Anwendungsbereich des Eurocodes 8 wird in EN 1998 1:2004, 1.1.1 festgelegt. Der Anwendungs¬bereich dieser Norm wird in diesem Abschnitt festgelegt. Die zusätzlichen Teile des Eurocodes 8 werden in EN 1998 1:2004, 1.1.3 dargelegt.
(2) Diese Norm enthält Prinzipien und Anwendungsregeln für die seismische Auslegung von aus Rohrleitungssystemen und Lagertanks zusammengesetzten Anlagen, unabhängig von deren Ausbildung und Standort unter konstruktiven Aspekten. Sie kann ebenfalls zur Auslegung von unabhängigen Elementen, wie speziellen Wassertürmen oder Siloanlagen, für granulare Materialien usw. verwendet werden.
(3) Diese Norm enthält die für eine seismische Auslegung dieser Konstruktionen zusätzlichen Kriterien und Regeln. Diese Regeln und Kriterien sind unabhängig von Größe, Konstruktionsart und anderen funktionalen Merkmalen. Für bestimmte Arten von Tanks und Silos werden detaillierte Berechnungs und Nachweisverfahren angegeben.
(4) Diese Norm ist unvollständig für Anlagen mit hohem Risiko für die Bevölkerung oder die Umwelt. Dafür müssen zusätzliche Anforderungen durch entsprechend kompetente Einrichtungen erarbeitet werden. Diese Norm ist ebenso nicht vollständig für Konstruktionen mit ungewöhnlichen Bauelementen und für solche, bei denen spezielle Maßnahmen und Untersuchungen durchgeführt werden müssen, um den Erdbebenschutz sicherzustellen. Für diese zwei Fälle enthält die Norm nur allgemeine Prinzipien und keine detaillierten Anwendungsregeln.
ANMERKUNG Zusätzliche Anforderungen an Einrichtungen, die ein hohes Gefährdungspotential für die Bevölkerung und die Umwelt enthalten, dürfen im Nationalen Anhang festgelegt werden.
(5) Obwohl Rohrleitungen mit großem Durchmesser im Anwendungsbereich dieser Norm sind, sind die entsprechenden Bemessungsregeln nicht anwendbar auf scheinbar ähnliche Konstruktionen wie Tunnel und große unterirdische Kavernen.
Eurocode 8 - Calcul des structures pour leur résistance aux séismes - Partie 4: Silos, réservoirs et canalisations
(1) Le domaine d’application de l'Eurocode 8 est défini au 1.1.1 de l'EN 1998-1:2004, celui de la présente norme est défini dans ce paragraphe. D’autres parties de l'Eurocode 8 sont indiquées au 1.1.3 de l'EN 1998-1:2004.
(2) La présente norme spécifie les principes et les règles d’application pour le calcul sismique sous l'aspect structurel d’installations comprenant des systèmes de canalisations aériennes et enterrées , des réservoirs de stockage de types et destinations différents, aussi bien que des ouvrages indépendants, comme par exemple des châteaux d’eau isolés ayant une destination particulière, ou des groupes de silos contenant des matériaux granulaires, etc.
(3) La présente norme comprend les critères et les règles supplémentaires prescrites pour le calcul sismique de ces structures, sans restrictions concernant leur dimension, leur type ou autres caractéristiques fonctionnelles. Néanmoins, pour certains types de réservoirs ou de silos, elle fournit également des méthodes détaillées d’évaluation ainsi que des règles de vérification.
(4) La présente norme ne peut être exhaustive pour le cas d’installations impliquant des risques majeurs pour la population ou pour l’environnement, qui nécessitent des exigences supplémentaires dont la responsabilité incombe aux autorités compétentes. La présente norme est également incomplète pour le cas des ouvrages dont les éléments de structure ne sont pas courants, et qui, pour assurer la protection sismique, impliquent des études et des mesures particulières. Dans ces deux cas, la présente norme fournit des principes généraux mais pas de règles d’application détaillées.
NOTE L’annexe nationale peut spécifier les exigences supplémentaires pour les installations impliquant des risques majeurs pour la population ou pour l’environnement.
Evrokod 8: Projektiranje potresnoodpornih konstrukcij – 4. del: Silosi, rezervoarji in cevovodi
General Information
Relations
Standards Content (Sample)
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.Eurocode 8 - Design of structures for earthquake resistance - Part 4: Silos, tanks and pipelinesEvrokod 8: Projektiranje potresnoodpornih konstrukcij – 4. del: Silosi, rezervoarji in cevovodiEurocode 8 - Calcul des structures pour leur résistance aux séismes - Partie 4: Silos, réservoirs et canalisationsEurocode 8 - Auslegung von Bauwerken gegen Erdbeben - Teil 4: Silos, Tankbauwerke und RohrleitungenTa slovenski standard je istoveten z:EN 1998-4:2006SIST EN 1998-4:2006en91.120.25YLEUDFLMDPLSeismic and vibration protection91.010.30Technical aspectsICS:SLOVENSKI
STANDARDSIST EN 1998-4:200601-november-2006
EUROPEAN STANDARDNORME EUROPÉENNEEUROPÄISCHE NORMEN 1998-4July 2006ICS 91.120.25Supersedes ENV 1998-4:1998
English VersionEurocode 8 - Design of structures for earthquake resistance -Part 4: Silos, tanks and pipelinesEurocode 8 - Calcul des structures pour leur résistance auxséismes - Partie 4: Silos, réservoirs et canalisationsEurocode 8 - Auslegung von Bauwerken gegen Erdbeben -Teil 4: Silos, Tankbauwerke und RohrleitungenThis European Standard was approved by CEN on 15 May 2006.CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this EuropeanStandard the status of a national standard without any alteration. Up-to-date lists and bibliographical references concerning such nationalstandards 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 version in any other language made by translationunder the responsibility of a CEN member into its own language and notified to the Central Secretariat has the same status as the officialversions.CEN members are the national standards bodies of Austria, Belgium, Cyprus, Czech Republic, Denmark, Estonia, 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 STANDARDIZATIONCOMITÉ EUROPÉEN DE NORMALISATIONEUROPÄISCHES KOMITEE FÜR NORMUNGManagement Centre: rue de Stassart, 36
B-1050 Brussels© 2006 CENAll rights of exploitation in any form and by any means reservedworldwide for CEN national Members.Ref. No. EN 1998-4:2006: E
For fifteen years, the Commission, with the help of a Steering Committee with Representatives of Member States, conducted the development of the Eurocodes programme, which led to the first generation of European codes in the 1980’s. In 1989, the Commission and the Member States of the EU and EFTA decided, on the basis of an agreement1 between the Commission and CEN, to transfer the preparation and the publication of the Eurocodes to CEN through a series of Mandates, in order to provide them with a future status of European Standard (EN). This links de facto the Eurocodes with the provisions of all the Council’s Directives and/or Commission’s Decisions dealing with European standards (e.g. the Council Directive 89/106/EEC on construction products - CPD - and Council Directives 93/37/EEC, 92/50/EEC and 89/440/EEC on public works and services and equivalent EFTA Directives initiated in pursuit of setting up the internal market). The Structural Eurocode programme comprises the following standards generally consisting of a number of Parts:
1 Agreement between the Commission of the European Communities and the European Committee for Standardization (CEN) concerning the work on EUROCODES for the design of building and civil engineering works (BC/CEN/03/89).
2 According to Art. 3.3 of the CPD, the essential requirements (ERs) shall be given concrete form in interpretative documents for the creation of the necessary links between the essential requirements and the mandates for hENs and ETAGs/ETAs. 3 According to Art. 12 of the CPD the interpretative documents shall : a) give concrete form to the essential requirements by harmonising the terminology and the technical bases and indicating classes or levels for each requirement where necessary ; b) indicate methods of correlating these classes or levels of requirement with the technical specifications, e.g. methods of calculation and of proof, technical rules for project design, etB. ; c) serve as a reference for the establishment of harmonised standards and guidelines for European technical approvals. The Eurocodes, de facto, play a similar role in the field of the ER 1 and a part of ER 2.
– decisions on the application of informative annexes, – references to non-contradictory complementary information to assist the user to apply the Eurocode. Links between Eurocodes and harmonized technical specifications (ENs and ETAs) for products There is a need for consistency between the harmonized technical specifications for construction products and the technical rules for works4. Furthermore, all the information accompanying the CE Marking of the construction products which refer to Eurocodes shall clearly mention which Nationally Determined Parameters have been taken into account. Additional information specific to EN 1998-4 The scope of EN 1998 is defined in 1.1.1 of EN 1998-1: 2004. The scope of this Part of EN 1998 is defined in 1.1. Additional Parts of Eurocode 8 are listed in EN 1998-1: 2004, 1.1.3.
See Art.3.3 and Art.12 of the CPD, as well as clauses 4.2, 4.3.1, 4.3.2 and 5.2 of ID 1.
elastic in the damage limitation state 4.5.2.3(2)P Overstrength factor on design resistance of piping in the verification that the connection of the piping to the tank will not yield prior to the piping in the ultimate limit state
Eurocode 2 - Design of concrete structures – Part 1-1: General rules and rules for buildings. EN 1992-3: 2006
Eurocode 2 - Design of concrete structures – Part 3: Liquid retaining and containing structures.
EN 1993-1-1: 2004
Eurocode 3 - Design of steel structures – Part 1-1: General rules and rules for buildings. EN 1993-1-5: 2006
Eurocode 3 - Design of steel structures – Part 1-5: Plated structural elements. EN 1993-1-6: 2006 Eurocode 3 - Design of steel structures – Part 1-6: Strength and stability of shell structures. EN 1993-1-7: 2006 Eurocode 3 - Design of steel structures – Part 1-7: Strength and stability of planar plated structures transversely loaded. EN 1993-4-1: 2006
Eurocode 3 - Design of steel structures – Part 4-1: Silos. EN 1993-4-2: 2006
Eurocode 3 - Design of steel structures – Part 4-2: Tanks. EN 1993-4-3: 2006
Eurocode 3 - Design of steel structures – Part 4-3: Pipelines. EN 1997-1 : 2004 Eurocode 7 - Geotechnical design – Part 1: General rules. EN 1998-1 : 2004 Eurocode 8 - Design of structures for earthquake resistance – Part 1: General rules, seismic actions and rules for buildings.
EN 1998-2 : 2005 Eurocode 8 - Design of structures for earthquake resistance – Part 2: Bridges. 9
EN 1998-6 : 2005 Eurocode 8 - Design of structures for earthquake resistance – Part 6: Towers, masts and chimneys. 1.3 Assumptions (1)P The general assumptions shall be in accordance with EN 1990: 2002, 1.3. 1.4 Distinction between principles and applications rules (1)P The distinction between principles and applications rules shall be in accordance with EN 1990: 2002, 1.4. 1.5 Terms and Definitions 1.5.1 General (1) For the purposes of this standard the following definitions apply. 1.5.2 Terms common to all Eurocodes (1)P The terms and definitions given in EN 1990: 2002, 1.5 apply. (2)P EN 1998-1: 2004, 1.5.1 applies for terms common to all Eurocodes. 1.5.3 Further terms used in EN 1998
(1) For the purposes of this European Standard the terms given in EN 1998-1: 2004, 1.5.1
and 1.5.2 apply. 1.5.4 Further terms used in EN 1998-4
Independent structure: a structure whose structural and functional behaviour during and after a seismic event are not influenced by that of other structures, and whose consequences of failure relate only to the functions demanded from it. 1.6 Symbols (1) For the purposes of this European Standard the following symbols apply: AEd
design value of seismic action ( = γIAEk) AEk characteristic value of the seismic action for the reference return period b
horizontal dimension of silo parallel to the horizontal component of the seismic action dc
inside diameter of a circular silo dg
design ground displacement, as given in EN 1998-1:2004, 3.2.2.4(1), used in expression (4.1)
radius of circular silo, silo compartment, tank or pipe rs* geometric quantity defined in silos through expression (3.5) as rs* = min(H, Brs/2) t
thickness x
vertical distance of a point on a silo wall from a flat silo bottom or the apex of a conical or pyramidal hopper
x
distance between the anchoring point of piping and the point of connection with the tank z vertical downward co-ordinate in a silo, measured from the equivalent surface of the stored contents
α(z) ratio of the response acceleration of a silo at the level of interest, z, to the acceleration of gravity
angle of inclination of the hopper wall in a silo, measured from the vertical, or the steepest angle of inclination to the vertical of the wall in a pyramidal hopper γ bulk unit weight of particulate material in silo, taken equal to the upper characteristic value given in EN 1991-4:2006, Table E1. γI importance factor γp amplification factor on forces transmitted by the piping to region of attachment on tank wall, for the region to be designed to remain
elastic, see 4.5.1.3(3) Δ minimum value of imposed relative displacement between the first anchoring point of piping and the tank to be taken from given by expression (4.1) Δph,s additional normal pressure on the silo wall due to the response of the particulate solid to the horizontal component of the seismic action Δph,so
reference pressure on silo walls given in 3.3(8), expression (3.6) θ
angle (0o ≤θ < 360o) between the radial line to the point of interest on the wall of a circular silo and the direction of the horizontal component of the seismic action. λ the correction factor on base shear from the lateral force method of analysis, in EN 1998-1: 2004, 4.3.3.2.2(1). ν
reduction factor for the effects of the seismic action relevant to the damage limitation state ξ viscous damping ratio (in percent) ψ2,i combination coefficient for the quasi-permanent value of a variable action i ψE,i combination coefficient for a variable action i, to be used when determining the effects of the design seismic action 1.7 S.I. Units 11
2 GENERAL PRINCIPLES AND APPLICATION RULES 2.1 Safety requirements 2.1.1 General (1)P This standard deals with structures which may differ widely in such basic features as: – the nature and amount of the contents and associated potential danger – the functional requirements during and after the seismic event
– the environmental conditions. (2) Depending on the specific combination of the indicated features, different formulations of the general requirements are appropriate. For the sake of consistency with the general framework of the Eurocodes, the two-limit-states format is retained, with a suitably adjusted definition. 2.1.2 Ultimate limit state (1)P
The ultimate limit state for which a system shall be checked is defined as that corresponding to structural failure. In some circumstances, partial recovery of the operational capacity of the system lost by exceedance of the ultimate limit state may be possible, after an acceptable amount of repairs.
NOTE 1: The circumstances are those defined by the responsible authority or the client. (2)P For particular elements of the network, as well as for independent structures whose complete collapse would entail severe consequences, the ultimate limit state is defined as that of a state prior to structural collapse that, although possibly severe, would exclude brittle failures and would allow for a controlled release of the contents. When the failure of the aforementioned elements does not entail severe consequences, the ultimate limit state may be defined as corresponding to total structural collapse. (3)P The design seismic action for which the ultimate limit state may not be exceeded shall be established based on the direct and indirect consequences of structural failure. (4)P The design seismic action, AEd, shall be expressed in terms of: a) the reference seismic action, AEk, associated with a reference probability of exceedance, PNCR, in 50 years or a reference return period, TNCR, (see EN 1998-1:2004, 2.1(1)P and 3.2.1(3)) and b) the importance factor γI (see EN 1990:2002 and EN 1998-1:2004, 2.1(2)P, 2.1(3)P and (4)) to take into account reliability differentiation:
AEd = γIAEk
(2.1) NOTE: The value to be ascribed to the reference return period, TNCR, associated with the reference seismic action for use in a country, may be found in its National Annex. The recommended value is: TNCR = 475 years.
(5) The capacity of structural systems to resist seismic actions at the ultimate limit state in 13
(6) To avoid explicit inelastic analysis in design, the capacity of the structural systems to dissipate energy, through mainly ductile behaviour of its elements and/or other mechanisms, may be taken into account by performing a linear-elastic analysis based on a response spectrum reduced with respect to the elastic one, called ''design spectrum''. This reduction is accomplished by introducing the behaviour factor q, which is an approximation of the ratio of the seismic forces that the structure would experience if its response was completely elastic with 5% viscous damping, to the seismic forces that may be used in the design, with a conventional linear-elastic analysis model, still ensuring a satisfactory performance of the structural system at the ultimate limit state. (7)
The values of the behaviour factor q, which also account for the influence of the viscous damping being different from 5%, are given for the various types of constructions covered by EN 1998-4 in the relevant Sections of this Eurocode.
2.1.3 Damage limitation state (1)P Depending on the characteristics and the purposes of the structure considered, a damage limitation state that meets one or both of the two following performance levels may need to be satisfied: – ‘integrity’; – ‘minimum operating level’. (2)P In order to satisfy the ‘integrity’ requirement, the considered system, including a specified set of accessory elements integrated with it, shall remain fully serviceable and leak proof under the relevant seismic action. (3)P To satisfy the ‘minimum operating level’ requirement, the extent and amount of damage of the considered system, including some of its components, shall be limited, so that, after the operations for damage checking and control are carried out, the capacity of the system can be restored up to a predefined level of operation.
(4)P The seismic action for which this limit state may not be exceeded shall have an annual probability of exceedance whose value is to be established based on the following: − the consequences of loss of function and/or of leakage of the content, and
− the losses related to the reduced capacity of the system and to the necessary repairs. (5)P The seismic action for which the ‘damage limitation’ state may not be exceeded shall have a probability of exceedance, PDLR, in 10 years and a return period, TDLR. In the absence of more precise information, the reduction factor applied on the design seismic action in accordance with 2.2(3) may be used to obtain the seismic action for the verification of the damage limitation state. NOTE: The values to be ascribed to PDLR or to TDLR for use in a country may be found in its National Annex of this document. The recommended values are PDLR =10% and TDLR = 95 years.
(2)P Reliability differentiation shall be achieved by appropriately adjusting the value of the annual probability of exceedance of the design seismic action.
(3) This adjustment should be implemented by classifying structures into different importance classes and applying to the reference seismic action an importance factor γI, defined in 2.1.2(4)P and in EN 1998-1: 2004, 2.1(3)P, the value of which depends on the importance class. Specific values of the factor γI, necessary to modify the action so as to correspond to a seismic event of selected return period, depend on the seismicity of each region. The value of the importance factor γI = 1,0 is associated to the seismic action with the reference return period
indicated in 2.1.2(4)P. NOTE
For the dependence of the value of γI see Note to EN1998-1:2004, 2.1(4) (4) For the structures within the scope of this standard it is appropriate to consider three different importance classes, depending on the potential loss of life due to the failure of the particular structure and on the economic and social consequences of failure. Further classification may be made within each Importance Class, depending on the use and contents of the facility and the implications for public safety. NOTE
Importance classes I, II and III/IV correspond roughly to consequences classes CC1, CC2 and CC3, respectively, defined in EN 1990:2002, Annex B. (5) Class I refers to situations where the risk to life is low and the economic and social consequences of failure are small or negligible. (6) Situations with medium risk to life and local economic or social consequences of failure belong to Class II. (7) Class III refers to situations with a high risk to life and large economic and social consequences of failure. (8) Class IV refers to situations with exceptional risk to life and extreme economic and social consequences of failure. NOTE
The values to be ascribed to γI for use in a country may be found in its National Annex. The values of γI may be different for the various seismic zones of the country, depending on the seismic hazard conditions (see Note to EN 1998-1: 2004, 2.1(4)) and on the public safety considerations detailed in 2.1.4. The value of γI for importance class II is, by definition, equal to 1,0. For the other classes the recommended values of γI are γI = 0,8 for Importance Class I, γI = 1.2 for importance class III and γI = 1,6 for importance class IV, (9)P A pipeline system traversing a large geographical region normally encounters a wide variety of seismic hazards and soil conditions. In addition, a number of subsystems may be located along a pipeline transmission system, which may be either associated facilities (tanks, storage reservoirs etc.), or pipeline facilities (valves, pumps, etc.). Under such circumstan
...
Questions, Comments and Discussion
Ask us and Technical Secretary will try to provide an answer. You can facilitate discussion about the standard in here.
Loading comments...