SIST EN 1990:2004/A1:2006/AC:2010
(Corrigendum)Eurocode - Basis of structural design
Eurocode - Basis of structural design
TC - Modifications to the E reference version of the amendment EN 1990:2002/A1/2005 and containing the modifications of the replaced corrigendum EN 1990:2002/A1:2005/AC:2008: modifications to many clauses and subclauses and addition of a new Annex A2 in EN 1990:2002.
Eurocode: Grundlagen der Tragwerksplanung
Eurocodes structuraux - Eurocodes: Bases de calcul des structures
Evrokod - Osnove projektiranja
EN 1990 vzpostavlja načela in zahteve za varnost, uporabnost in vzdržljivost konstrukcij, opisuje osnove za njihovo načrtovanje in potrditev ter podaja vodila za s tem povezane vidike strukturne zanesljivosti. EN 1990 je namenjen za uporabo skupaj z od EN 1991 do EN 1999, za projektiranje zgradb in civilnih inženirskih del, vključno z geotehničinimi vidiki, strukturnim načrtom v primeru ognja, situacijami, ki vključujejo potrese, izvedbo in začasne konstrukcije. OPOMBA: Za načrtovanje posebnih konstrukcijskih del (npr. jedrske postavitve, jezovi itd.), so lahko potrebne druge določbe, kot so tiste v od EN 1990 do EN 1999. EN 1990 velja za projektiranje, kjer so vključeni drugi materiali ali druga dejanja, ki so zunaj obsega od EN 1991 do EN 1999. EN 1990 velja za strukturno presojo obstoječih konstrukcij, pri razvoju načrta popravil in sprememb ali pri ocenitvi sprememb uporabe.
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2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.Evrokod - Osnove projektiranjaEurocode: Grundlagen der TragwerksplanungEurocodes structuraux - Eurocodes: Bases de calcul des structuresEurocode - Basis of structural design91.010.30Technical aspectsICS:Ta slovenski standard je istoveten z:EN 1990:2002/A1:2005/AC:2010SIST EN 1990:2004/A1:2006/AC:2010en,fr,de01-september-2010SIST EN 1990:2004/A1:2006/AC:2010SLOVENSKI
STANDARDSIST EN 1990:2004/A1:2006/AC:20091DGRPHãþD
SIST EN 1990:2004/A1:2006/AC:2010
EUROPEAN STANDARD NORME EUROPÉENNE EUROPÄISCHE NORM
EN 1990:2002/A1:2005/AC
April 2010
Avril 2010
April 2010 ICS 91.010.30 English version Version Française Deutsche Fassung
Eurocode - Basis of structural design
Eurocodes structuraux - Eurocodes: Bases de calcul des structures
Eurocode: Grundlagen der Tragwerksplanung This corrigendum becomes effective on 21 April 2010 for incorporation in the three official language versions of the EN.
Ce corrigendum prendra effet le 21 avril 2010 pour incorporation dans les trois versions linguistiques officielles de la EN.
Die Berichtigung tritt am 21.April 2010 zur Einarbeitung in die drei offiziellen Sprachfassungen der ENin Kraft.
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B-1000 Brussels © 2010 CEN All rights of exploitation in any form and by any means reserved worldwide for CEN national Members. Tous droits d'exploitation sous quelque forme et de quelque manière que ce soit réservés dans le monde entier aux membres nationaux du CEN. Alle Rechte der Verwertung, gleich in welcher Form und in welchem Verfahren, sind weltweit den nationalen Mitgliedern von CEN vorbehalten. Ref. No.:EN 1990:2002/A1:2005/AC:2010 D/E/FSIST EN 1990:2004/A1:2006/AC:2010
EN 1990:2002/A1:2005/AC:2010 (E) 2 Notice The present corrigendum contains the modifications from the former corrigendum
EN 1990:2002/A1:2005/AC:2008. SIST EN 1990:2004/A1:2006/AC:2010
EN 1990:2002/A1:2005/AC:2010 (E) 3 1) Modification to the very beginning of the amendment Very beginning of EN 1990:2002/A1:2005, just after the Foreword and before Annex A2, add the following pages containing the new modifications going from Modifications 1) [for Modifications to "Background of the Eurocode programme"] until Modifications 17) [for Modifications to A1.4.1]: SIST EN 1990:2004/A1:2006/AC:2010
EN 1990:2002/A1:2005/AC:2010 (E) 4 1)
Modifications to "Background of the Eurocode programme" 2nd paragraph, 3rd line, replace "national rules" with "national provisions". 4th paragraph, 7th and 8th lines, replace “Council Directives 93/37/EEC, 92/50/EEC and 89/440/EEC” with “Council Directives 2004/17/EC and 2004/18/EC”. 2)
Modifications to "Status and field of application of Eurocodes" 2nd paragraph, 5th and 6th lines, after “product standards”, add “and ETAGs”. 3rd paragraph, 2nd line, replace “component” with “parts of works and structural construction”. 3)
Modifications to "Links between Eurocodes and harmonised technical specifications (ENs and ETAs) for products" 2nd line, replace “technical rules” with “technical provisions”. 3rd line, replace “refer to” with “use the”. 4)
Modifications to "National annex for EN 1990" 2nd paragraph, replace: "National choice is allowed in EN 1990 through :" with: “National choice is allowed in EN 1990 Annex A1 through;”. After A.1.4.2(2), add: “National choice is allowed in EN 1990 Annex A2 through: General clauses Clause Item A2.1 (1) NOTE 3 Use of Table 2.1 : Design working life A2.2.1(2) NOTE 1 Combinations involving actions which are outside the scope of EN 1991 A2.2.6(1) NOTE 1 Values of ψ factors A2.3.1(1) Alteration of design values of actions for ultimate limit states A2.3.1(5) Choice of Approach 1, 2 or 3 A2.3.1(7) Definition of forces due to ice pressure A2.3.1(8) Values of γP factors for prestressing actions where not specified in the relevant design Eurocodes A2.3.1 Table A2.4(A) NOTES 1 and 2 Values of γ factors A2.3.1 Table A2.4(B) - NOTE 1 : choice between 6.10 and 6.10a/b - NOTE 2 : Values of γ
and ξ factors - NOTE 4 : Values of γSd
SIST EN 1990:2004/A1:2006/AC:2010
EN 1990:2002/A1:2005/AC:2010 (E) 5
A2.3.1 Table A2.4(C) Values of γ factors A2.3.2(1) Design values in Table A2.5 for accidental designs situations, design values of accompanying variable actions and seismic design situations A2.3.2 Table A2.5 NOTE
Design values of actions A2.4.1(1) NOTE 1 (Table A2.6) NOTE 2
Alternative γ values for traffic actions for the serviceability limit state Infrequent combination of actions A2.4.1(2) Serviceability requirements and criteria for the calculation of deformations
Clauses specific for road bridges Clause Item A2.2.2 (1) Reference to the infrequent combination of actions A2.2.2(3) Combination rules for special vehicles A2.2.2(4) Combination rules for snow loads and traffic loads A2.2.2(6) Combination rules for wind and thermal actions A2.2.6(1) NOTE 2 Values of ψ1,infq factors A2.2.6(1) NOTE 3 Values of water forces
Clauses specific for footbridges Clause Item A2.2.3(2) Combination rules for wind and thermal actions A2.2.3(3) Combination rules for snow loads and traffic loads A2.2.3(4) Combination rules for footbridges protected from bad weather A2.4.3.2(1) Comfort criteria for footbridges
Clauses specific for railway bridges Clause Item A2.2.4(1) Combination rules for snow loading on railway bridges A2.2.4(4) Maximum wind speed compatible with rail traffic A2.4.4.1(1) NOTE 3 Deformation and vibration requirements for temporary railway bridges A2.4.4.2.1(4)P Peak values of deck acceleration for railway bridges and associated frequency range A2.4.4.2.2 – Table A2.7 NOTE Limiting values of deck twist for railway bridges SIST EN 1990:2004/A1:2006/AC:2010
EN 1990:2002/A1:2005/AC:2010 (E) 6 A2.4.4.2.2(3)P Limiting values of the total deck twist for railway bridges A2.4.4.2.3(1) Vertical deformation of ballasted and non ballasted railway bridges A2.4.4.2.3(2) Limitations on the rotations of non-ballasted bridge deck ends for railway bridges A2.4.4.2.3(3) Additional limits of angular rotations at the end of decks A2.4.4.2.4(2) – Table A2.8 NOTE 3 Values of αi and ri factors A2.4.4.2.4(3) Minimum lateral frequency for railway bridges A2.4.4.3.2(6) Requirements for passenger comfort for temporary bridges ". 5)
Modification to 1.3 Article (2), 3rd dash, replace this list entry with the following one: " − adequate supervision and quality control is provided during design and during execution of the work, i.e., factories, plants, and on site; ". 6)
Modification to 1.5.3.17 Add the following NOTE: “NOTE
For the frequent value of multi-component traffic actions see load groups in EN 1991-2.”. 7)
Modification to 1.5.6.10 Title, delete “(first or second order)”. 8) Modification to 1.6 Replace the content of the entire subclause with: “For the purposes of this European Standard, the following symbols apply. NOTE
The notation used is based on ISO 3898:1987. Latin upper case letters A Accidental action Ad Design value of an accidental action AEd Design value of seismic action EkIEdAAγ= AEk Characteristic value of seismic action Cd Nominal value, or a function of certain design properties of materialsE Effect of actions Ed Design value of effect of actions Ed,dst Design value of effect of destabilising actions SIST EN 1990:2004/A1:2006/AC:2010
EN 1990:2002/A1:2005/AC:2010 (E) 7 Ed,stb Design value of effect of stabilising actions F Action Fd Design value of an action Fk Characteristic value of an action Frep
Representative value of an action
Fw Wind force (general symbol) Fwk Characteristic value of the wind force *WF Wind force compatible with road traffic **WF Wind force compatible with railway traffic G Permanent action Gd Design value of a permanent action Gd,inf Lower design value of a permanent action Gd,sup Upper design value of a permanent action Gk Characteristic value of a permanent action Gk,j Characteristic value of permanent action j Gk,j,sup / Gk,j,inf Upper/lower characteristic value of permanent action j setG Permanent action due to uneven settlements P Relevant representative value of a prestressing action (see EN 1992 to EN 1996 and EN 1998 to EN 1999) Pd Design value of a prestressing action Pk Characteristic value of a prestressing action Pm Mean value of a prestressing action Q Variable action Qd Design value of a variable action Qk Characteristic value of a single variable action Qk,1 Characteristic value of the leading variable action 1 Qk,i Characteristic value of the accompanying variable action i SnQ Characteristic value of snow load R Resistance Rd Design value of the resistance Rk
Characteristic value of the resistance T Thermal climatic action (general symbol) kT Characteristic value of the thermal climatic action X Material property Xd Design value of a material property Xk Characteristic value of a material property
Latin lower case letters ad Design values of geometrical data ak
Characteristic values of geometrical data anom Nominal value of geometrical data setd Difference in settlement of an individual foundation or part of a foundation compared to a reference level u Horizontal displacement of a structure or structural member SIST EN 1990:2004/A1:2006/AC:2010
EN 1990:2002/A1:2005/AC:2010 (E) 8 w Vertical deflection of a structural member
Greek upper case letters a∆ Change made to nominal geometrical data for particular design purposes, e.g. assessment of effects of imperfections setd∆ Uncertainty attached to the assessment of the settlement of a foundation or part of a foundation
Greek lower case letters γ Partial factor (safety or serviceability) btγ Maximum peak value of bridge deck acceleration for ballasted track dfγ Maximum peak value of bridge deck acceleration for direct fastened track Gsetγ Partial factor for permanent actions due to settlements, also accounting for model uncertainties γf Partial factor for actions, which takes account of the possibility of unfavourable deviations of the action values from the representative values γF Partial factor for actions, also accounting for model uncertainties and dimensional variations γg Partial factor for permanent actions, which takes account of the possibility of unfavourable deviations of the action values from the representative values
γG Partial factor for permanent actions, also accounting for model uncertainties and dimensional variations γG,j Partial factor for permanent action j γG,j,sup / γG,j,inf Partial factor for permanent action j in calculating upper/lower design values γI Importance factor (see EN 1998) γm Partial factor for a material property γM Partial factor for a material property, also accounting for model uncertainties and dimensional variations γP Partial factor for prestressing actions (see EN 1992 to EN 1996 and EN 1998 to EN 1999) γq Partial factor for variable actions, which takes account of the possibility of unfavourable deviations of the action values from the representative values
γQ Partial factor for variable actions, also accounting for model uncertainties and dimensional variations γQ,i Partial factor for variable action i γRd Partial factor associated with the uncertainty of the resistance model γSd Partial factor associated with the uncertainty of the action and/or action effect model η Conversion factor ξ Reduction factor
SIST EN 1990:2004/A1:2006/AC:2010
EN 1990:2002/A1:2005/AC:2010 (E) 9 ψ0 Factor for combination value of a variable action ψ1 Factor for frequent value of a variable action ψ2 Factor for quasi-permanent value of a variable action” ". 9)
Modification to 2.1 Article (1)P, 2nd dash, replace: "-
remain fit for the use for which it is required." with the following bullet point including a new NOTE: "-
meet the specified serviceability requirements for a structure or a structural element. NOTE
See also 1.3, 2.1(7) and 2.4(1) P.". 10)
Modification to 3.3 Article (4)P, replace the NOTE with: “NOTE
Different sets of partial factors are associated with the various ultimate limit states, see 6.4.1.”. 11)
Modifications to 4.1.3 Article (1)P, list entry (b), replace NOTE 2 with: “NOTE 2
The infrequent value, represented as a product ψ1,infqQk, may be used only for the verification of certain serviceability limit states specifically for concrete bridges The infrequent value which is defined only for road traffic loads (see EN 1991-2) is based on a return period of one year.”. Article (1)P, list entry (b), add new NOTE 3 as follows: “NOTE 3
For the frequent value of multi-component traffic actions see EN 1991-2.”. 12) Modification to 4.1.5 Replace: "(1) The characteristic and fatigue load models in EN 1991 include the effects of accelerations caused by the actions either implicitly in the characteristic loads or explicitly by applying dynamic enhancement factors to characteristic static loads." with: "(1) The load models defined by characteristic values, and fatigue load models, in EN 1991 may include the effects of accelerations caused by the actions either implicitly or explicitly by applying dynamic enhancement factors.". 12) Modifications to 6.4.1 Article (1)P, list entry a), 1st dash, replace this list entry with: " SIST EN 1990:2004/A1:2006/AC:2010
EN 1990:2002/A1:2005/AC:2010 (E) 10 -
minor variations in the value or the spatial distribution of permanent actions from a single source are significant, and ". Article (1)P, list entry d), replace the NOTE with: “NOTE
For fatigue design, the combinations of actions are given in EN 1992 to EN 1995, EN 1998 and EN 1999.”. Article (1)P, add new list entries e) and f) as follows: “ e) UPL : loss of equilibrium of the structure or the ground due to uplift by water pressure (buoyancy) or other vertical actions ;
NOTE
See EN 1997.
f) HYD : hydraulic heave, internal erosion and piping in the ground caused by hydraulic gradients.
NOTE
See EN 1997. ". 13) Modification to 6.4.3.3 Article (4), 2nd paragraph, replace with: “For fire situations, apart from the temperature effect on the material properties, Ad should represent the design value of the indirect effects of thermal action due to fire.”. 14)
Modification to A.1.2.2 Article (1), replace the NOTE with: “NOTE
Recommended values of ψ factors for the more common actions may be obtained from Table A1.1. For ψ factors during execution see EN 1991-1-6 Annex A1.”. 15)
Modifications to A.1.3.1 Replace Article (7) with: "(7) Hydraulic (HYD) and buoyancy (UPL) failure (e.g. in the bottom of an excavation for a building structure) should be verified in accordance with EN 1997.". Tables A1.2(A), A1.2(B) and A1.2(C), replace these tables and their respective titles with the following ones: SIST EN 1990:2004/A1:2006/AC:2010
EN 1990:2002/A1:2005/AC:2010 (E) 11 "
Table A1.2(A) - Design values of actions (EQU) (Set A)
Persistent and transient design situations Permanent actions Leading variable action (*) Accompanying variable actions
Unfavourable Favourable
Main (if any) Others (Eq. 6.10) γG,j,supGk,j,sup
γG,j,infGk,j,inf
γQ,1 Qk,1
γQ,iψ0,iQk,i
(*) Variable actions are those considered in Table A1.1
NOTE 1
The γ values may be set by the National annex. The recommended set of values for γ are : γG,j,sup = 1,10 γG,j,inf = 0,90 γQ,1 = 1,50 where unfavourable (0 where favourable) γQ,i = 1,50 where unfavourable (0 where favourable)
NOTE 2
In cases where the verification of static equilibrium also involves the resistance of structural members, as an alternative to two separate verifications based on Tables A1.2(A) and A1.2(B), a combined verification, based on Table A1.2(A), may be adopted, if allowed by the National annex, with the following set of recommended values. The recommended values may be altered by the National annex. γG,j,sup = 1,35 γG,j,inf = 1,15 γQ,1 = 1,50 where unfavourable (0 where favourable) γQ,i = 1,50 where unfavourable (0 where favourable) provided that applying γG,j,inf = 1,00 both to the favourable part and to the unfavourable part of permanent actions does not give a more unfavourable effect.
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EN 1990:2002/A1:2005/AC:2010 (E) 12
Table A1.2(B) - Design values of actions (STR/GEO) (Set B)
Persistent an
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