SIST EN 1990:2004/A1:2006
(Amendment)Eurocode - Basis of structural design
Eurocode - Basis of structural design
Addition of Normative Annex A.2 application for bridges and consequent changes to EN 1990.
Eurocode - Grundlagen der Tragwerksplanung
A.2.1.1 Allgemeines
(1) Anhang A2 zur EN 1990 liefert Regelungen und Verfahren zur Erstellung der Einwirkungskombinationen für Nachweise für die Grenzzustände der Gebrauchstauglichkeit und der Tragfähigkeit (außer Ermüdungsnachweise) zusammen mit den empfohlenen Bemessungswerten für ständige, veränderliche und außergewöhnliche Einwirkungen sowie den y Faktoren für Straßenbrücken, Fußgängerbrücken und Eisenbahnbrücken. Er gilt auch für die Einwirkungen während der Bauausführung. Zum Nachweis von bauweisenunabhängigen Grenzzuständen der Gebrauchstauglichkeit werden ebenfalls Verfahren und Regelungen angegeben.
ANMERKUNG 1 Symbole, Bezeichnungen, Lastmodelle und Lastgruppen sind die gleichen, wie sie in den maßgebenden Abschnitten der EN 1991 2 verwendet oder definiert sind.
ANMERKUNG 2 Symbole, Bezeichnungen und Lasten während der Bauausführung entsprechen den Definitionen in EN 1991 1 6.
ANMERKUNG 3 Im Nationalen Anhang können Hinweise zur Anwendung der Tabelle 2.1 (Planungswerte der Nutzungsdauer) gegeben werden.
ANMERKUNG 4 Die meisten der in den Abschnitten A2.2.2 bis A2.2.5 definierten Kombinationsregeln stellen Vereinfachungen dar, um unnötig komplizierte Berechnungen zu vermeiden. Sie können, wie in den Abschnitten A2.2.1 bis A2.2.5 beschrieben, im Nationalen Anhang oder für das Einzelprojekt geändert werden.
ANMERKUNG 5 Anhang A2 zur EN 1990 enthält keine Regelungen zur Bestimmung der Einwirkungen auf Lager (Kräfte und Momente) sowie der zugehörigen Lagerbewegungen, und es werden auch keine Regelungen für die Berechnung von Brücken mit Einfluss der Boden – Bauwerksinteraktion, die von den Bewegungen und Verformungen der Lager abhängig sein können, angegeben.
(2) Die in diesem Anhang A2 von EN 1990 angegebenen Regelungen können unvollständig sein für:
- Brücken, die nicht in der EN 1991 2 behandelt werden (z. B. Brücken unter einer Start bzw. Landebahn von Flugzeugen, bewegliche Brücken, überdachte Brücken, Brücken für Wasserwege etc.)
Eurocode - Bases de calcul des structures
A2.1.1 Généralités
(1) Cette Annexe A2 de l’EN 1990 donne des règles et des méthodes pour l’établissement des combinaisons d’actions pour les vérifications des états-limites de service et ultimes (sauf vérifications de fatigue) avec les valeurs de calcul recommandées des actions permanentes, variables et accidentelles, et les coefficients y à utiliser dans le calcul des ponts routiers, des passerelles et des ponts ferroviaires. Elle s’applique aussi aux actions pendant l’exécution. Des méthodes et des règles de vérification relatives à certains états-limites de service indépendants des matériaux sont aussi données.
NOTE 1 Les symboles, notations, modèles de charge et groupes de charges sont ceux utilisés ou définis dans la section correspondante de l’EN 1991-2.
NOTE 2 Les symboles, notations et modèles de charges de construction sont ceux définis dans l’EN 1991-1-6.
NOTE 3 Des conseils peuvent être donnés dans l’Annexe nationale quant à l’utilisation du tableau 2.1 (durée d’utilisation de projet).
NOTE 4 La plupart des règles de combinaison définies dans les clauses A2.2.2 à A2.2.5 sont des simplifications destinées à éviter des calculs inutilement compliqués. Elles peuvent être changées dans l’Annexe nationale ou pour le projet individuel, comme indiqué de A2.2.1 à A2.2.5.
NOTE 5 Cette Annexe A2 à l’EN 1990 ne comprend pas de règles pour la détermination des actions (forces et couples) sur les appareils d'appui structuraux et des mouvements d’appuis associés, et ne donne pas de règles pour l’analyse des ponts avec interaction sol-structure pouvant dépendre de mouvements ou de déformations d'appareils d’appuis structuraux.
(2) Les règles données dans cette Annexe A2 de l’EN 1990 peuvent ne pas être suffisantes pour :
- les ponts qui ne sont pas couverts par l’EN 1991-2 (par exemple les ponts situés sous des pistes d’aéroport, les ponts mécaniquement mobiles, les ponts dotés d’une toiture, les aqueducs, etc.)
Evrokod - Osnove projektiranja
Amandma A1:2006 je dodatek k standardu SIST EN 1990:2004
EN 1990 vsebuje načela in zahteve za varnost, uporabnost in trajnost konstrukcij. Podlaga zanj je koncept mejnih stanj v povezavi z metodo delnih faktorjev. EN 1990 se za projektiranje novih konstrukcij uporablja skupaj z evrokodi EN 1991 do EN 1999. EN 1990 vsebuje tudi navodila glede konstrukcijske zanesljivosti, ki vključuje varnost, uporabnost in trajnost:
− za projektiranje primerov, ki niso obravnavani v EN 1991 do EN 1999 (drugi vplivi, druge konstrukcije, drugi materiali),
− kot referenčni dokument, ki ga drugi tehnični odbori CEN lahko uporabijo v zvezi s konstrukcijami. EN 1990 je namenjen:
− odborom, ki pripravljajo standarde: za projektiranje konstrukcij in drugih s konstrukcijami povezanih proizvodov, za preskušanje in gradnjo konstrukcij,
− investitorjem (npr. za določitev njihovih posebnih zahtev glede stopnje zanesljivosti in trajnosti),
− projektantom in izvajalcem,
− pristojnim organom.
EN 1990 se lahko uporabi, če je to primerno, kot navodilo za projektiranje konstrukcij zunaj področja veljavnosti evrokodov EN 1991 do EN 1999 za:
− določitev drugih vplivov in njihovih kombinacij,
− modeliranje materialov in obnašanja konstrukcij,
− določitev številčnih vrednosti na podlagi drugih zahtev zanesljivosti.
General Information
Relations
Standards Content (Sample)
S L O V E N S K I SIST EN 1990:2004/A1:2006
S T A N D A R D
maj 2006
Evrokod – Osnove projektiranja (vključen je popravek
Eurocode – Basis of structural design
Eurocode – Grundlagen der Tragwerksplanung
Eurocode – Bases de calcul des structures
Referenčna oznaka
ICS 91.010.30 SIST EN 1990:2004/A1:2006 (sl)
Nadaljevanje na straneh II in III in od 2 do 24
© 2009-05: Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.
SIST EN 1990:2004/A1 : 2006
NACIONALNI UVOD
Standard SIST EN 1990:2004/A1 (sl), Evrokod – Osnove projektiranja, 2006, ima status slovenskega
standarda in je enakovreden evropskemu standardu EN 1990:2002/A1 (en), Eurocode – Basis of
structural design, 2005-12. Vključen je tudi popravek SIST EN 1990:2004/A1:2006/AC:2009.
NACIONALNI PREDGOVOR
Evropski standard EN 1990:2002/A1:2005 je pripravil tehnični odbor Evropskega komiteja za
standardizacijo CEN/TC 250 Konstrukcijski evrokodi, katerega tajništvo je v pristojnosti BSI.
Slovenski standard SIST EN 1990:2004/A1:2006 je prevod evropskega standarda EN 1990:2002/A1:2005.
V primeru spora glede besedila slovenskega prevoda v tem standardu je odločilen izvirni evropski
standard v angleškem jeziku. Slovensko izdajo standarda je pripravil tehnični odbor SIST/TC KON
Konstrukcije.
V skladu s standardom EN 1990:2002/A1:2005 bo pripravljen nacionalni dodatek k standardu SIST
EN 1990:2004/A1:2006. Nacionalni dodatek vsebuje alternativne postopke, vrednosti in priporočila za
razrede z opombami, ki kažejo, kje evropski standard predvideva, da se lahko uveljavi nacionalna
izbira. Zato bo nacionalni dodatek SIST EN 1990:2004/A1:2006/A101:2009 vseboval nacionalno
določene parametre, ki jih je treba uporabiti pri projektiranju stavb in gradbenih inženirskih objektov,
zgrajenih v Republiki Sloveniji.
Nacionalna izbira je v EN 1990:2002/A1:2005 dovoljena v:
– A2.1(1), opomba 3
– A2.2.1(2), opomba 1
– A2.2.6(1), opomba 1
– A2.3.1(1)
– A2.3.1(5)
– A2.3.1(7)
– A2.3.1(8)
– A2.3.1, preglednica A2.4(A), opombi 1 in 2
– A2.3.1, preglednica A2.4(B)
– A2.3.1, preglednica A2.4(C)
– A2.3.2(1)
– A2.3.2, preglednica A2.5, opomba
– A2.4.1(1), opomba 1 (preglednica A2.6), opomba 2
– A2.4.1(2)
Cestni mostovi
– A2.2.2(1)
– A2.2.2(3)
– A2.2.2(4)
– A2.2.2(6)
– A2.2.6(1), opomba 2
– A2.2.6(1), opomba 3
Mostovi za pešce
– A2.2.3(2)
II
SIST EN 1990:2004/A1 : 2006
– A2.2.3(3)
– A2.2.3(4)
– A2.4.3.2(1)
Železniški mostovi
– A2.2.4(1)
– A2.2.4(4)
– A2.4.4.1(1), opomba 3
– A2.4.4.2.1(4)P
– A2.4.4.2.2, preglednica A2.7, opomba
– A2.4.4.2.2(3)P
– A2.4.4.2.3(1)
– A2.4.4.2.3(2)
– A2.4.4.2.3(3)
– A2.4.4.2.4(2), preglednica A2.8, opomba 3
– A2.4.4.2.4(3)
– A2.4.4.3.2(6)
Odločitev za izdajo tega standarda je dne 10. aprila 2009 sprejel tehnični odbor SIST/TC KON Konstrukcije.
ZVEZA Z NACIONALNIMI STANDARDI
V standardu SIST EN 1990:2004/A1:2006 pomeni sklicevanje na evropske in mednarodne standarde,
ki je vključeno v ta evropski standard, sklicevanje na enakovredne slovenske standarde, npr.:
EN 1990 pomeni SIST EN 1990.
PREDHODNA IZDAJA
SIST ENV 1991-1:1998 Eurocode 1: Osnove projektiranja in vplivi na konstrukcije – 1. del: Osnove
projektiranja
OPOMBE
– Povsod, kjer se v besedilu standarda uporablja izraz “evropski standard”, v
– Nacionalni uvod in nacionalni predgovor nista sestavni del standarda.
– Ta nacionalni dokument je enakovreden EN 1990:2002/A1:2005 in je objavljen z dovoljenjem
CEN
Rue de Stassart 36
1050 Bruselj
Belgija
– This national document is identical with EN 1990:2002:2005 and is published with the permission
of
CEN
Rue de Stassart, 36
1050 Bruxelles
Belgium
III
SIST EN 1990:2004/A1 : 2006
(Prazna stran)
IV
EVROPSKI STANDARD EN 1990:2002/A1
EUROPEAN STANDARD
NORME EUROPÉENNE
EUROPÄISCHE NORM december 2005
ICS 91.010.30
Slovenska izdaja
Evrokod – Osnove projektiranja
Eurocode – Basis of structural Eurocode – Bases de calcul Eurocode – Grundlagen der
design des structures Tragwerksplanung
To dopolnilo A1 spreminja evropski standard EN 1990:2002. Na CEN je bilo potrjeno 14. 10. 2004.
Članice CEN so dolžne v skladu s predpisi CEN/CENELEC vključiti to dopolnilo v ustrezen nacionalni
standard brez kakršnihkoli sprememb. Seznam najnovejših izdaj teh nacionalnih standardov in njihovi
bibliografski podatki so na voljo v osrednjem tajništvu ali članicah CEN.
To dopolnilo obstoji v treh uradnih izdajah (angleški, francoski in nemški). Verzije v drugih jezikih, ki jih
članice CEN na lastno odgovornost prevedejo in izdajo ter prijavijo pri osrednjem tajništvu CEN,
veljajo kot uradne izdaje.
Članice CEN so nacionalne ustanove za standardizacijo Avstrije, Belgije, Cipra, Češke republike,
Danske, Estonije, Finske, Francije, Grčije, Islandije, Irske, Italije, Latvije, Litve, Luksemburga,
Madžarske, Malte, Nemčije, Nizozemske, Norveške, Poljske, Portugalske, Slovaške, Slovenije,
Španije, Švedske, Švice in Združenega kraljestva.
CEN
Evropski komite za standardizacijo
European Committee for Standardization
Europäisches Komitee für Normung
Comité Européen de Normalisation
Upravni center: Rue de Stassart 36, B-1050 Bruselj
© 2005 CEN Avtorske pravice imajo vse države članice CEN Ref. št. EN 1990:2002/A1:2005 E
SIST EN 1990:2004/A1 : 2006
VSEBINA Stran
Predgovor .3
Dodatek A2.4
Nacionalni dodatek k dodatku A2 standarda EN 1990.4
A2.1 Področje uporabe.6
A2.1.1 Splošno .6
A2.1.2 Simboli .6
A2.2 Kombinacije vplivov.7
A2.2.1 Splošno .7
A2.2.2 Kombinacijska pravila za cestne mostove .8
A2.2.3 Kombinacijska pravila za mostove za pešce .9
A2.2.4 Kombinacijska pravila za železniške mostove.9
A2.2.5 Kombinacija vplivov za nezgodna stanja (brez potresa).10
A2.2.6 Vrednosti faktorjev ψ.10
A2.3 Mejna stanja nosilnosti.13
A2.3.1 Projektne vrednosti vplivov v trajnih in začasnih projektnih stanjih .13
A2.3.2 Projektne vrednosti vplivov v nezgodnih in potresnih projektnih stanjih.17
A2.4 Mejna stanja uporabnosti in druga posebna mejna stanja .18
A2.4.1 Splošno .18
A2.4.2 Kriteriji uporabnosti za premike in nihanja cestnih mostov.18
A2.4.3 Preverjanje nihanj mostov za pešce pri prometu pešcev .18
A2.4.4 Preverjanje premikov in nihanj železniških mostov .19
SIST EN 1990:2004/A1 : 2006
Predgovor
Ta evropski standard (EN 1990:2002/A1:2005) je pripravil tehnični odbor CEN/TC 250 Konstrukcijski
evrokodi, katerega sekretariat je na BSI.
To dopolnilo k EN 1990:2002 mora postati nacionalni standard z objavo istovetnega besedila ali z
razglasitvijo najpozneje do junija 2006, nacionalni standardi, ki so z njim v nasprotju, pa morajo biti
umaknjeni najpozneje junija 2006.
Po določilih notranjih predpisov CEN/CENELEC so ta evropski standard dolžne sprejeti nacionalne
ustanove za standardizacijo naslednjih držav: Avstrije, Belgije, Cipra, Češke republike, Danske,
Estonije, Finske, Francije, Grčije, Islandije, Irske, Italije, Latvije, Litve, Luksemburga, Madžarske,
Malte, Nemčije, Nizozemske, Norveške, Poljske, Portugalske, Slovaške, Slovenije, Španije, Švedske,
Švice in Združenega kraljestva.
SIST EN 1990:2004/A1 : 2006
Dodatek A2
(normativni)
Uporaba pri mostovih
Nacionalni dodatek k dodatku A2 standarda EN 1990
Nacionalna izbira v EN 1990, dodatek A2, je dovoljena v naslednjih točkah:
Splošne točke
Točka Predmet
A2.1.1(1), OPOMBA 3 Uporaba preglednice 2.1: Projektne življenjske dobe
A2.2.1(2), OPOMBA 1 Kombinacije z vplivi, ki niso zajeti v EN 1991
A2.2.6 (1), OPOMBA 1 Vrednosti faktorjev ψ
A2.3.1(1) Sprememba projektnih vrednosti vplivov za mejna stanja nosilnosti
A2.3.1(5) Izbira med postopki 1, 2 ali 3
A2.3.1(7) Določitev sil zaradi pritiska ledu
Vrednosti faktorjev γ zaradi prednapetja, če niso določeni v ustreznih
A2.3.1(8) P
evrokodih
A2.3.1, preglednica A2.4 (A),
Vrednosti faktorjev γ
OPOMBI 1 in 2
A2.3.1, preglednica A2.4 (B) – OPOMBA 1: Izbira med 6.10 in 6.10a/b
– OPOMBA 2: Vrednosti faktorjev γ in ξ
– OPOMBA 4: Vrednosti faktorjev γ
Sd
Vrednosti faktorjev γ
A2.3.1, preglednica A2.4 (C)
A2.3.2(1) Projektne vrednosti v preglednici A2.5 za nezgodna prometna stanja, projektne
vrednosti spremljajočih spremenljivih vplivov in potresna projektna stanja
A2.3.2, preglednica A2.5,
Projektne vrednosti vplivov
OPOMBA
A2.4.1(1)
OPOMBA 1 (preglednica
Alternativne vrednosti γ za prometne vplive za mejna stanja uporabnosti
A2.6),
Nepogoste kombinacije vplivov
OPOMBA 2
A2.4.1(2) Uporabnostne zahteve in kriteriji za račun premikov
Točke, značilne za cestne mostove
Točka Predmet
A2.2.2(1) Sklicevanje na "nepogosto" kombinacijo vplivov
A2.2.2(3) Kombinacijska pravila za posebna vozila
A2.2.2(4) Kombinacijska pravila za obtežbo snega in prometno obtežbo
A2.2.2(6) Kombinacijska pravila za vetrne in toplotne vplive
A2.2.6(1), OPOMBA 2 Vrednosti faktorjev ψ
1,infq
A2.2.6(1), OPOMBA 3 Določitev sil zaradi vode
Točke, značilne za mostove za pešce
Točka Predmet
A2.2.3(2) Kombinacijska pravila za vetrne in toplotne vplive
A2.2.3(3) Kombinacijska pravila za obtežbo snega in prometno obtežbo
A2.2.3(4) Kombinacijska pravila za mostove za pešce, zaščitene pred vremenskimi vplivi
A2.4.3.2(1) Kriteriji udobnosti za mostove za pešce
SIST EN 1990:2004/A1 : 2006
Točke, značilne za železniške mostove
Točka Predmet
A2.2.4(1) Kombinacijska pravila za obtežbo snega na železniških mostovih
A2.2.4(4) Največja hitrost vetra med tirnim prometom
A2.4.4.1(1), OPOMBA 3 Zahteve glede premikov in nihanj za začasne železniške mostove
A2.4.4.2.1(4)P Največje vrednosti pospeškov mostnega krova železniških mostov in
pripadajočih frekvenčnih območij
A2.4.4.2.2, Mejne vrednosti zvoja mostnega krova železniških mostov
preglednica A2.7, OPOMBA
A2.4.4.2.2(3)P Mejne vrednosti celotnega zvoja mostnega krova železniških mostov
A2.4.4.2.3(1) Navpični pomiki železniških mostov s tirno gredo in brez nje
A2.4.4.2.3(2) Omejitve zasukov koncev krova železniških mostov brez tirne grede
A2.4.4.2.3(3) Dodatne omejitve zasukov koncev krova
A2.4.4.2.4(2), Vrednosti faktorjev α in r
i i
preglednica A2.8, OPOMBA 3
A2.4.4.2.4(3) Najmanjša prečna frekvenca železniških mostov
A2.4.4.3.2(6) Zahteve glede udobja potnikov za začasne mostove
SIST EN 1990:2004/A1 : 2006
A2.1 Področje uporabe
A2.1.1 Splošno
(1) Dodatek A2 k EN 1990 vsebuje pravila in metode za določitev kombinacij vplivov za preverjanje
mejnih stanj uporabnosti in nosilnosti (razen za preverjanje utrujanja) s priporočenimi projektnimi
vrednostmi stalnih, spremenljivih in nezgodnih vplivov ter faktorje ψ , ki se uporabljajo pri projektiranju
cestnih in železniških mostov ter mostov za pešce. Uporablja se tudi za vplive med gradnjo. Vsebuje
tudi metode in pravila za preverjanja nekaterih mejnih stanj uporabnosti, ki niso odvisna od vrste
materiala.
OPOMBA 1: Simboli, oznake, modeli obtežbe in skupine obtežb so uporabljeni ali določeni v ustreznih poglavjih EN 1991-2.
OPOMBA 2: Simboli, oznake in modeli gradbenih obtežb so določeni v EN 1991-1-6.
OPOMBA 3: V nacionalnem dodatku so lahko navedena navodila za uporabo preglednice 2.1 (projektna življenjska doba).
OPOMBA 4: Večina kombinacijskih pravil, določenih v točkah A2.2.2 do A2.2.5, so poenostavitve, namenjene temu, da se
izognemo odvečnim zapletenim računom. Pravila se lahko spremenijo v nacionalnem dodatku ali za posamezen
projekt, kot je opisano v A2.2.1 do A2.2.5.
OPOMBA 5: Ta dodatek A2 k EN 1990 ne vsebuje pravil za določitev vplivov na ležišča konstrukcij (sil in momentov) in
pripadajočih premikov ležišč konstrukcije ter pravil za analizo mostov z upoštevanjem interakcije tla-
konstrukcija, ki je lahko odvisna od premikov ali deformacij ležišč konstrukcije.
(2) Pravila, navedena v dodatku A2 k EN 1990, so lahko nezadostna:
– za mostove, ki niso zajeti v EN 1991-2 (npr. mostovi pod vzletnimi stezami, strojno premakljivi
mostovi, pokriti mostovi, mostovi, ki nosijo vodo, itd.),
– za mostove, po katerih potekata sočasno cestni in tirni promet, in
– za druge gradbene konstrukcije, po katerih poteka promet (npr. zasutje za opornimi stenami).
A2.1.2 Simboli
V tem evropskem standardu se uporabljajo simboli, določeni v EN 1991-2, Evrokod 1: Vplivi na
konstrukcije – 2. del: Prometna obtežba mostov, in naslednji dodatni simboli:
Velike latinske črke
F sila vetra (splošen simbol)
W
F karakteristična sila vetra
Wk
*
F sila vetra med cestnim prometom
W
**
F sila vetra med železniškim prometom
W
G stalni vpliv zaradi neenakih posedkov
set
Q obtežba snega
So
T toplotni podnebni vpliv (splošen simbol)
T karakteristična vrednost toplotnega vremenskega vpliva
k
Male latinske črke
d razlika v posedkih posameznega temelja ali dela temelja glede na referenčni nivo
set
Velike grške črke
Δd negotovost glede določitve posedkov temelja ali dela temelja
set
SIST EN 1990:2004/A1 : 2006
Male grške črke
γ največja vrednost pospeška mostnega krova s tirno gredo
bt
γ največja vrednost pospeška mostnega krova z neposredno pritrjenimi tiri
df
γ delni faktor za stalne vplive zaradi posedkov z upoštevanjem negotovosti modela
Gset
γ faktor pomembnosti za potresni vpliv (glej EN 1998)
I
A2.2 Kombinacije vplivov
A2.2.1 Splošno
(1) Učinki vplivov, ki se zaradi fizičnih ali funkcionalnih razlogov ne morejo pojaviti sočasno, se ne
upoštevajo v skupnih kombinacijah vplivov.
(2) Kombinacije vplivov, ki niso zajeti v EN 1991 (npr. pogrezanje zaradi rudarjenja, posebni vplivi
vetra, voda, naplavine, poplava, zdrs blata, plazovi, požar in pritisk ledu), se obravnavajo v skladu z
EN 1990, 1.1(3).
OPOMBA 1: Kombinacije vplivov, ki niso zajeti v EN 1991, so lahko določene v nacionalnem dodatku ali za posamezen
projekt.
OPOMBA 2: Za potresne vplive glej EN 1998.
OPOMBA 3: Za vpliv vode zaradi tokov in naplavin glej tudi EN 1991-1-6.
(3) Kombinacije vplivov, danih v enačbah 6.9a do 6.12b, se uporabljajo pri preverjanju mejnih stanj
nosilnosti.
OPOMBA: Enačbe 6.9a do 6.12b se ne uporabljajo pri preverjanju utrujanja. Za preverjanje utrujanja glej EN 1991 do
EN 1999.
(4) Kombinacije vplivov, danih v enačbah 6.14a do 6.16b, se uporabljajo pri preverjanju mejnih stanj
uporabnosti. Dodatna pravila za preverjanja glede premikov in nihanj so navedena v A2.4.
(5) Kjer je primerno, se spremenljiva prometna obtežba upošteva hkrati z vsemi drugimi v skladu z
ustreznim poglavjem EN 1991-2.
(6)P Upoštevati je treba ustrezna projektna stanja med gradnjo.
(7)P Upoštevati je treba ustrezna projektna stanja med postopno predajo mostu v uporabo med
gradnjo.
(8) Kjer je primerno, se v kombinacijah vplivov upošteva posebna gradbena obtežba.
OPOMBA: Kjer se gradbena obtežba ne more pojaviti sočasno zaradi uporabe kontrolnih ukrepov, se ne upošteva.
(9)P Skupine obtežb po EN 1991-2 je treba v kombinacijah z drugimi obtežbami po EN 1991
upoštevati kot en spremenljivi vpliv.
(10) Obtežbe snega in vplivov vetra se ne upoštevajo sočasno z obtežbo zaradi gradnje Q (obtežba
ca
ljudi, ki gradijo most).
OPOMBA: Za posamezen projekt se je morda treba dogovoriti o zahtevah za obtežbo snega in vplivov vetra, ki naj se
upoštevajo sočasno z drugimi gradbenimi obtežbami (npr. vpliv težke opreme ali dvigal) med nekaterimi
začasnimi projektnimi stanji. Glej tudi EN 1991-1-3, 1-4 in 1-6.
(11) Kjer je primerno, se toplotni vplivi in vplivi vode upoštevajo sočasno z gradbeno obtežbo. Kjer je
primerno, se pri ugotavljanju primerne kombinacije z gradbeno obtežbo upoštevajo različni parametri,
ki določajo vplive vode in toplotne vplive.
SIST EN 1990:2004/A1 : 2006
(12) Vplivi prednapetja se vključijo v kombinacije vplivov v skladu z A2.3.1(8) in EN 1992 do EN 1999.
(13) Učinki neenakomernega posedanja se upoštevajo, če so pomembni v primerjavi z učinki
neposrednih vplivov.
OPOMBA: Za posamezen projekt se lahko določijo omejitve celotnih in diferenčnih posedkov.
(14) Če je konstrukcija zelo občutljiva za neenakomerne posedke temeljev, se pri njihovem določanju
upošteva negotovost.
(15) Neenakomerni posedki konstrukcije zaradi posedanja tal se upoštevajo kot stalni vpliv G in se
set
vključijo v kombinacije vplivov za mejna stanja nosilnosti in uporabnosti. G se predstavi z naborom
set
vrednosti d (i je številka posameznega temelja ali dela temelja), ki ustrezajo razlikam v posedkih
set,i
(glede na referenčni nivo) med posameznimi temelji ali deli temeljev.
OPOMBA 1: Posedke v glavnem povzročata stalna obtežba in zasutje. Spremenljivi vplivi se lahko upoštevajo pri nekaterih
posameznih projektih.
OPOMBA 2: Posedki se s časom spreminjajo enakomerno (v isti smeri) in se upoštevajo od trenutka, ko začnejo učinkovati
na konstrukcijo (npr. takrat, ko postane konstrukcija statično nedoločena). Dodatno se lahko pri betonskih
konstrukcijah ali konstrukcijah z betonskimi elementi pojavi interakcija med razvojem posedkov in tečenjem
betonskih elementov.
(16) Razlike v posedkih posameznih temeljev ali delov temeljev d se upoštevajo kot verjetne
set,i
vrednosti v skladu z EN 1997 z upoštevanjem postopka gradnje konstrukcije.
OPOMBA: Metode za določitev posedkov so navedene v EN 1997.
(17) Kadar ni kontrolnih meritev, se stalni vplivi zaradi posedkov določijo, kot sledi:
– verjetne vrednosti d za vse posamezne temelje ali dele temeljev,
set,i
– dvema temeljema ali deloma posameznega temelja, ki sta bila izbrana kot najneugodnejša, se
pripišejo posedki d ± Δd , kjer Δd upošteva negotovost pri določanju posedkov.
set,i set,i set,i
A2.2.2 Kombinacijska pravila za cestne mostove
(1) Pri betonskih mostovih se za nekatera mejna stanja uporabnosti lahko uporabijo "nepogoste"
vrednosti spremenljivih vplivov.
OPOMBA: Nacionalni dodatek se lahko sklicuje na "nepogoste" kombinacije vplivov. Enačba za te kombinacije je:
E = E{G ;P;ψ Q ;ψ Q }
(A2.1a)
d k,j 1,inf q k,1 1,i k,i
v kateri se kombinacija v zavitih oklepajih lahko izrazi kot:
G "+"P"+"ψ "+"Q "+" ψ Q
∑ ∑
k,j 1,inf q k,1 1,i k,1
(A2.1b)
j≥1 i>1
(2) Obtežni model 2 (ali pripadajoče skupine obtežb gr1b) in koncentrirana sila Q (glej 5.3.2.2 v
fwk
EN 1991-2) na pešpoteh se ne kombinirata z drugimi spremenljivimi neprometnimi vplivi.
(3) Obtežbe snega in vplivi vetra se ne kombinirajo z:
– zavornimi, pospeševalnimi in centrifugalnimi silami ali pripadajočo skupino obtežb gr2,
– obtežbo na pešpoteh in kolesarskih poteh ali pripadajočo skupino obtežb gr3,
– gnečo (obtežni model 4) na cestnih mostovih ali pripadajočo skupino obtežb gr4.
SIST EN 1990:2004/A1 : 2006
OPOMBA: Kombinacijska pravila za posebna vozila (glej EN 1991-2, dodatek A, informativni) z normalnim prometom
(vključenim v LM1 in LM2) in drugimi spremenljivimi vplivi so lahko določena v nacionalnem dodatku ali
dogovorjena za posamezen projekt.
(4) Obtežbe snega se ne kombinirajo z obtežnima modeloma 1 in 2 ali s pripadajočima skupinama
obtežb gr1a in gr1b, razen če to ni določeno za posebna geografska območja.
OPOMBA: V nacionalnem dodatku so lahko določena geografska območja, kjer se obtežba snega kombinira s skupinama
obtežb gr1a in gr1b.
*
(5) Vplivi vetra, ki so večji od manjšega izmed F ali ψ F , se ne kombinirajo z obtežnim modelom
0 Wk
W
1 ali pripadajočo skupino obtežb gr1a.
OPOMBA: Za vplive vetra glej EN 1991-1-4.
(6) Vplivi vetra in toplotni vplivi se ne upoštevajo sočasno, razen če ni določeno drugače glede na
krajevne podnebne razmere.
OPOMBA: Odvisno od krajevnih podnebnih razmer je v nacionalnem dodatku ali za posamezen projekt glede sočasnosti
lahko določeno drugačno pravilo.
A2.2.3 Kombinacijska pravila za mostove za pešce
(1) Koncentrirane sile Q se ne kombinirajo z drugimi spremenljivimi vplivi, ki niso prometna
fwk
obtežba.
(2) Vplivi vetra in toplotni vplivi se ne upoštevajo sočasno, razen če ni določeno drugače glede na
krajevne podnebne razmere.
OPOMBA: Odvisno od krajevnih podnebnih razmer je v nacionalnem dodatku ali za posamezen projekt glede sočasnosti
lahko določeno drugačno pravilo.
(3) Obtežbe snega se ne kombinirajo s skupinama obtežb gr1 in gr2 za mostove za pešce, razen če
to ni določeno za posebna geografska območja.
OPOMBA: V nacionalnem dodatku so lahko določena geografska območja in vrste mostov, kjer se obtežba snega
kombinira s skupinama obtežb gr1a in gr1b.
(4) Na mostovih, kjer so pešci in kolesarji popolnoma zaščiteni pred vsemi vrstami slabega vremena,
se določijo posebne kombinacije vplivov.
OPOMBA: Take kombinacije so lahko določene v nacionalnem dodatku ali pa se dogovorijo za posamezen projekt.
Priporočene so kombinacije vplivov, podobne tistim v stavbah (glej dodatek A1), v katerih se koristna obtežba
nadomesti z ustrezno skupino obtežb, faktorji ψ za prometno obtežbo pa so v skladu s preglednico A2.2.
A2.2.4 Kombinacijska pravila za železniške mostove
(1) Obtežbe snega se ne upoštevajo v nobeni kombinaciji za trajna projektna stanja niti v nobeni
kombinaciji za začasna projektna stanja po zgraditvi mostu, razen če ni določeno drugače za posebna
geografska območja in določene vrste mostov.
OPOMBA: V nacionalnem dodatku se določijo geografska območja in vrste železniških mostov, kjer se obtežba snega
lahko upošteva v kombinacijah vplivov.
(2) Kombinacije vplivov, ki upoštevajo sočasno delovanje prometnih vplivov in vplivov vetra,
vsebujejo:
– navpične vplive železniškega prometa, vključno z dinamičnim faktorjem, vodoravne vplive železniškega
prometa in sile vetra, pri čemer se vsak vpliv obravnava kot prevladujoč v posamezni kombinaciji;
SIST EN 1990:2004/A1 : 2006
– navpične vplive železniškega prometa brez dinamičnega faktorja in vodoravne vplive
železniškega prometa "nenatovorjenega vlaka", določenega v EN 1991-2 (6.3.4), brez sil vetra za
preskus stabilnosti.
(3) Sile vetra se ne kombinirajo s:
– skupinami obtežb gr13 ali gr23;
– skupinami obtežb gr16, gr17, gr26, gr27 in obtežnim modelom SW/2 (glej EN 1991-2, 6.3.3).
**
(4) Vplivi vetra, ki so večji od manjšega izmed F ali ψ F , se ne kombinirajo s prometnimi vplivi.
0 Wk
W
OPOMBA: V nacionalnem dodatku so lahko določene omejitve največjih hitrosti vetra, združljivih s tirnim prometom, za
**
določitev . Glej tudi EN 1991-1-4.
F
W
(5) Vplivi zaradi aerodinamičnih učinkov železniškega prometa (glej EN 1991-2, 6.6) ter vplivi vetra
se kombinirajo skupaj. Vsak vpliv se upošteva posebej kot prevladujoči spremenljivi vpliv.
(6) Če konstrukcijski element ni neposredno izpostavljen vetru, se vpliv q zaradi aerodinamičnih
ik
učinkov določi za hitrost vlaka, povečano za hitrost vetra.
(7) Če se železniška prometna obtežba ne upošteva kot skupina obtežb, se upošteva kot
posamezna večsmerna spremenljiva obtežba z največjo neugodno in najmanjšo ugodno vrednostjo.
A2.2.5 Kombinacija vplivov za nezgodna stanja (brez potresa)
(1) Kjer je treba upoštevati nek vpliv za neko nezgodno stanje, se noben drug nezgodni vpliv ali vpliv
vetra ali obtežba snega v isti kombinaciji ne upošteva.
(2) V nezgodnih projektnih stanjih pri trčenjih zaradi prometa (cestni ali tirni promet) pod mostom se
upošteva prometna obtežba na mostu kot spremljajoči vpliv s pogosto vrednostjo.
OPOMBA 1: Za vplive trčenj pri prometu glej EN 1991-1-7.
OPOMBA 2: Dodatne kombinacije z drugimi nezgodnimi vplivi (npr. kombinacija vplivov cestnega ali tirnega prometa s
plazom, poplavo ali učinki spodjedanja) se lahko dogovorijo za posamezen projekt.
OPOMBA 3: Glej tudi 1) v preglednici A2.1.
(3) Pri železniških mostovih se pri nezgodnih projektnih stanjih z obtežbo zaradi iztirjenja na enem
tiru upošteva tirna prometna obtežba na drugih tirih kot spremljajoči vpliv z njihovo kombinacijsko
vrednostjo.
OPOMBA 1: Za vplive trčenj pri prometu glej EN 1991-1-7.
OPOMBA 2: Vplivi za nezgodna projektna stanja zaradi trčenj pri tirnem prometu na mostu, vključno z vplivi pri iztirjenju, so
dani v EN 1991-2, 6.7.1.
(4) Ugotovijo se nezgodna projektna stanja, ki vključujejo trčenje ladij v most.
OPOMBA: Za trčenje ladij glej 1991-1-7. Dodatne zahteve se lahko določijo za posamezen projekt.
A2.2.6 Vrednosti faktorjev ψ
(1) Vrednosti faktorjev ψ se določijo.
OPOMBA 1: Vrednosti ψ se lahko določijo v nacionalnem dodatku. Priporočene vrednosti faktorjev za skupine obtežb
prometne obtežbe in najobičajnejše druge vplive so dane v:
– preglednici A2.1 za cestne mostove,
– preglednici A2.2 za mostove za pešce in
– preglednici A2.3 za železniške mostove, tako za skupine obtežb kot za posamezne dele prometne obtežbe.
SIST EN 1990:2004/A1 : 2006
Preglednica A2.1: Priporočene vrednosti faktorjev ψ za cestne mostove
Vpliv Simbol
ψ ψ ψ
0 1 2
TS 0,75 0,75 0
gr1a
(LM1 + pešci ali UDL 0,40 0,40 0
obtežbe na
Pešci ali obtežbe na 0,40 0,40 0
1)
2)
kolesarski stezi)
kolesarski stezi
Prometna obtežba
gr1b (posamezna os) 0 0,75 0
(glej EN 1991-2,
preglednica 4.4)
gr2 (vodoravne sile) 0 0 0
gr3 (obtežba pešcev) 0 0,40
gr4 (LM4 – obtežba gneče) 0 0,75 0
gr5 (LM3 – posebna vozila) 0 0 0
F
Wk
– trajna projektna stanja 0,6 0,2 0
Sile vetra
– gradnja
0,8 - 0
*
1,0 - -
F
W
3)
T
Toplotni vplivi k 0,6 0,6 0,5
Obtežba snega Q (med gradnjo) 0,8 - -
Sn,k
Gradbene Q 1,0 - 1,0
c
obtežbe
1)
Priporočene vrednosti ψ , ψ in ψ za gr1a in gr1b so dane za cestni promet, ki ustreza prilagoditvenim faktorjem α , α ,
0 1 2 Qi qi
α in β enakim 1. Vrednosti za UDL ustrezajo običajnemu prometnemu scenariju, po katerem lahko le redko pride do
qr 0
zbiranja tovornjakov. Za druge razrede cest ali pričakovani promet se za ustrezne faktorje α lahko predvidijo druge
vrednosti. Npr. pri mostovih s stalnim velikim prometom se za ψ lahko predvidi vrednost, različna od nič, samo za sistem
UDL pri LM1. Glej tudi EN 1998.
2)
Kombinacijska vrednost obtežbe pešcev in obtežbe na kolesarski stezi, navedena v preglednici 4.4a v EN 1991-2, je
zmanjšana vrednost. Faktorja ψ in ψ se uporabljata za to vrednost.
0 1
3)
Priporočena vrednost ψ za toplotne vplive se za mejna stanja nosilnosti EQU, STR in GEO v večini primerov lahko
zmanjša na nič. Glej tudi projektne evrokode.
OPOMBA 2: Če se nacionalni dodatek sklicuje na "nepogosto" kombinacijo vplivov za nekatera mejna stanja uporabnosti
betonskih mostov, se v nacionalnem dodatku lahko določi vrednost ψ . Priporočene vrednosti ψ so:
1,infq 1,infq
– 0,8 za gr1a (LM1), gr1b (LM2), gr3 (obtežbe pešcev), gr4 (LM4, obtežba gneče) in T (toplotni vplivi);
– 0,6 za F v trajnih projektnih stanjih;
Wk
– 1,0 za druge primere (npr. ko je za "nepogosto" vrednost uporabljena karakteristična vrednost).
OPOMBA 3: Karakteristične vrednosti vplivov vetra in obtežbe snega med gradnjo so določene v EN 1991-1-6. Kjer je
ustrezno, se reprezentativne vrednosti sil vode F lahko določijo v nacionalnem dodatku ali za posamezen
wa
projekt.
Preglednica A2.2: Priporočene vrednosti faktorjev ψ za mostove za pešce
Vpliv Simbol
ψ ψ ψ
0 1 2
gr1 0,40 0,40 0
Prometna obtežba Q 0 0 0
fwk
gr2 0 0 0
Sile vetra F 0,3 0,2 0
Wk
1)
Toplotni vplivi T 0,6 0,6 0,5
k
Obtežba snega Q (med gradnjo) 0,8 - 0
Sn,k
Gradbene obtežbe Q 1,0 - 1,0
c
1)
Priporočena vrednost ψ0 za toplotne vplive se za mejna stanja nosilnosti EQU, STR in GEO v večini primerov lahko
zmanjša na nič. Glej tudi projektne evrokode.
OPOMBA 4: Za mostove za pešce "nepogosta" vrednost vplivov ni smiselna.
SIST EN 1990:2004/A1 : 2006
Preglednica A2.3: Priporočene vrednosti faktorjev ψ za železniške mostove
Vplivi
ψ ψ ψ
0 1 2
1)
LM71 0,80 0
1)
SW/0 0,80 0
SW/2 0 1,00 0
Nenatovorjen vlak 1,00 - -
HSLM 1,00 1,00 0
Vlečne in zavorne sile Za posamezen del prometnega
vpliva v projektnem stanju, v katerem
Centrifugalne sile
se prometna obtežba upošteva kot
Interakcijske sile zaradi premikov pod navpično
Posamezen del
posamezen (večsmeren) vpliv in ne
prometno obtežbo
prometne
kot skupina obtežb, se uporabijo iste
5)
obtežbe
vrednosti faktorjev ψ kot za
pripadajočo navpično obtežbo.
Bočne sile 1,00 0,80 0
Obtežba na službenih pešpoteh 0,80 0,50 0
Dejanski vlaki 1,00 1,00 0
1)
Vodoravni zemeljski pritisk zaradi dodatne prometne obtežbe 0,80 0
Aerodinamični učinki 0,80 0,50 0
gr11 (LM71 + SW/0) Največja navpična 1 z
največjo vzdolžno
gr12 (LM71 + SW/0) Največja navpična 2 z
največjo prečno
gr13 (zavorne/vlečne) Največja vzdolžna
0,80 0,80 0
gr14 (centrifugalne/bočne) Največja prečna
gr15 (nenatovorjen vlak) Prečna stabilnost z
nenatovorjenim vlakom
gr16 (SW/2) SW/2 z največjo vzdolžno
Glavni prometni
gr17 (SW/2) SW/2 z največjo prečno
vplivi
(skupine obtežb)
gr21 (LM71 + SW/0) Največja navpična 1 z
največjo vzdolžno
gr22 (LM71 + SW/0) Največja navpična 2 z
največjo prečno
0,80 0,70 0
gr23 (zavorne/vlečne) Največja vzdolžna
gr24 (centrifugalne/bočne) Največja prečna
gr26 (SW/2) SW/2 z največjo vzdolžno
gr27 (SW/2) SW/2 z največjo prečno
gr31 (LM71 + SW/0) Dodatni obtežni primeri 0,80 0,60 0
Aerodinamični učinki 0,80 0,50 0
Drugi vplivi med
obratovanjem
Splošna obtežba med vzdrževanjem za službene pešpoti 0,80 0,50 0
F 0,75 0,50 0
Wk
2)
Sile vetra
**
1,00 0 0
F
W
3)
Toplotni vplivi T 0,60 0,60 0,50
k
Q (med gradnjo)
Obtežba snega Sn,k 0,8 - 0
Gradbene obtežbe Q 1,0 - 1,0
c
1)
0,8, če je obtežen le en tir,
0,7, če sta sočasno obtežena dva tira,
0,6, če so sočasno obteženi trije ali več tirov.
2)
**
Če sile vetra delujejo sočasno s prometnimi vplivi, se za silo vetra ψ F ne vzame več, kot je (glej EN 1991-1-4). Glej A2.2.4(4).
0 Wk F
W
3)
Glej EN 199
...
SLOVENSKI STANDARD
01-maj-2006
Evrokod - Osnove projektiranja
Eurocode - Basis of structural design
Eurocode - Grundlagen der Tragwerksplanung
Eurocode - Bases de calcul des structures
Ta slovenski standard je istoveten z: EN 1990:2002/A1:2005
ICS:
91.010.30 7HKQLþQLYLGLNL Technical aspects
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.
EUROPEAN STANDARD
EN 1990:2002/A1
NORME EUROPÉENNE
EUROPÄISCHE NORM
December 2005
ICS 91.010.30
English Version
Eurocode - Basis of structural design
Eurocode - Bases de calcul des structures Eurocode - Grundlagen der Tragwerksplanung
This amendment A1 modifies the European Standard EN 1990:2002; it was approved by CEN on 14 October 2004.
CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for inclusion of this
amendment into the relevant 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 amendment exists in three official versions (English, French, German). A 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, Estonia, Finland, France,
Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Slovakia,
Slovenia, Spain, Sweden, Switzerland and United Kingdom.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION
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© 2005 CEN All rights of exploitation in any form and by any means reserved Ref. No. EN 1990:2002/A1:2005: E
worldwide for CEN national Members.
EN 1990 AMD 1 : 2005 (E)
Contents
FOREWORD . 3
ANNEX A2 . 4
National Annex for EN 1990 Annex A2 . 4
A2.1 FIELD OF APPLICATION. 6
A2.1.1 General. 6
A2.1.2 Symbols . 6
A2.2 COMBINATIONS OF ACTIONS . 7
A2.2.1 General. 7
A2.2.2 Combination rules for road bridges. 9
A2.2.3 Combination rules for footbridges . 10
A2.2.4 Combination rules for railway bridges . 11
A2.2.5 Combinations of actions for accidental (non seismic) design situations . 11
A2.2.6 Values of ψ factors. 12
A2.3 ULTIMATE LIMIT STATES. 16
A2.3.1 Design values of actions in persistent and transient design situations. 16
A2.3.2 Design values of actions in the accidental and seismic design situations . 21
A2.4 SERVICEABILITY AND OTHER SPECIFIC LIMIT STATES. 22
A2.4.1 General. 22
A2.4.2 Serviceability criteria regarding deformation and vibration for road bridges. 23
A2.4.3 Verifications concerning vibration for footbridges due to pedestrian traffic . 23
A2.4.4 Verifications regarding deformations and vibrations for railway bridges . 25
EN 1990 AMD 1 : 2005 (E)
Foreword
This European Standard (EN 1990:2002/A1:2005) has been prepared by Technical Committee CEN/TC 250
“Structural Eurocodes”, the secretariat of which is held by BSI.
This Amendment to the EN 1990:2002 shall be given the status of a national standard, either by publication of an
identical text or by endorsement, at the latest by June 2006, and conflicting national standards shall be withdrawn
at the latest by June 2006.
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, Ireland, Italy, Latvia, Lithuania, Luxembourg,
Malta, Netherlands, Norway, Poland, Portugal, Slovakia, Slovenia, Spain, Sweden, Switzerland and United
Kingdom.
EN 1990 AMD 1 : 2005 (E)
Annex A2
(normative)
Application for bridges
National Annex for EN 1990 Annex A2
National choice is allowed in EN 1990 Annex A2 through the following clauses:
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 γ factors for prestressing actions where not specified in the
P
relevant design Eurocodes
A2.3.1 Table A2.4(A)
Values of γ factors
NOTES 1 and 2
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 γ
Sd
A2.3.1 Table A2.4 (C)
Values of γ factors
A2.3.2(1) Design values in Table A2.5 for accidental design situations, design values
of accompanying variable actions and seismic design situations
A2.3.2 Table A2.5 Design values of actions
NOTE
A2.4.1(1)
NOTE 1 (Table A2.6)
Alternative γ values for traffic actions for the serviceability limit state
NOTE 2 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 ψ factors
1,infq
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
EN 1990 AMD 1 : 2005 (E)
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 Limiting values of deck twist for railway bridges
A2.7 NOTE
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
Values of α and r factors
i i
A2.8 NOTE 3
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
EN 1990 AMD 1 : 2005 (E)
A2.1 Field of application
A2.1.1 General
(1) This Annex A2 to EN 1990 gives rules and methods for establishing combinations of
actions for serviceability and ultimate limit state verifications (except fatigue verifications)
with the recommended design values of permanent, variable and accidental actions and ψ
factors to be used in the design of road bridges, footbridges and railway bridges. It also
applies to actions during execution. Methods and rules for verifications relating to some
material-independent serviceability limit states are also given.
NOTE 1 Symbols, notations, Load Models and groups of loads are those used or defined in the relevant section
of EN 1991-2.
NOTE 2 Symbols, notations and models of construction loads are those defined in EN 1991-1-6.
NOTE 3 Guidance may be given in the National Annex with regard to the use of Table 2.1 (design working
life).
NOTE 4 Most of the combination rules defined in clauses A2.2.2 to A2.2.5 are simplifications intended to avoid
needlessly complicated calculations. They may be changed in the National Annex or for the individual project as
described in A2.2.1 to A2.2.5.
NOTE 5 This Annex A2 to EN 1990 does not include rules for the determination of actions on structural
bearings (forces and moments) and associated movements of bearings or give rules for the analysis of bridges
involving ground-structure interaction that may depend on movements or deformations of structural bearings.
(2) The rules given in this Annex A2 to EN 1990 may not be sufficient for:
bridges that are not covered by EN 1991-2 (for example bridges under an airport
runway, mechanically-moveable bridges, roofed bridges, bridges carrying water, etc.),
bridges carrying both road and rail traffic, and
other civil engineering structures carrying traffic loads (for example backfill behind a
retaining wall).
A2.1.2 Symbols
For the purpose of this European Standard, symbols defined in EN1991-2 – Eurocode 1:
General actions: Traffic loads on bridges, and the following complementary symbols apply:
Latin upper case letters
Wind force (general symbol)
F
W
Characteristic wind force
F
Wk
*
Wind force compatible with road traffic
F
W
**
Wind force compatible with railway traffic
F
W
Permanent action due to uneven settlements
G
set
Snow load
Q
Sn
T Thermal climatic action (general symbol)
Characteristic value of the thermal climatic action
T
k
EN 1990 AMD 1 : 2005 (E)
Latin lower case letters
Difference of settlement of an individual foundation or part of a foundation
d
set
compared to a reference level
Greek upper case letters
Uncertainty attached to the assessment of the settlement of a foundation or
∆d
set
part of a foundation
Greek lower case letters
Maximum peak value of bridge deck acceleration for ballasted track
γ
bt
Maximum peak value of bridge deck acceleration for direct fastened track
γ
df
Partial factor for permanent actions due to settlements, also accounting for
γ
Gset
model uncertainties
Importance factor for the seismic action (see EN 1998)
γ
I
A2.2 Combinations of actions
A2.2.1 General
(1) Effects of actions that cannot occur simultaneously due to physical or functional reasons
need not be considered together in combinations of actions.
(2) Combinations involving actions which are outside the scope of EN 1991 (e.g. due to
mining subsidence, particular wind effects, water, floating debris, flooding, mud slides,
avalanches, fire and ice pressure) should be defined in accordance with EN 1990, 1.1(3).
NOTE 1 Combinations involving actions that are outside the scope of EN 1991 may be defined either in the
National Annex or for the individual project.
NOTE 2 For seismic actions, see EN 1998.
NOTE 3 For water actions exerted by currents and debris effects, see also EN 1991-1-6.
EN 1990 AMD 1 : 2005 (E)
(3) The combinations of actions given in expressions 6.9a to 6.12b should be used when
verifying ultimate limit states.
NOTE Expressions 6.9a to 6.12b are not for the verification of the limit states due to fatigue. For fatigue
verifications, see EN 1991 to EN 1999.
(4) The combinations of actions given in expressions 6.14a to 6.16b should be used when
verifying serviceability limit states. Additional rules are given in A2.4 for verifications
regarding deformations and vibrations.
(5) Where relevant, variable traffic actions should be taken into account simultaneously with
each other in accordance with the relevant sections of EN 1991-2.
(6)P During execution the relevant design situations shall be taken into account.
(7)P The relevant design situations shall be taken into account where a bridge is brought into
use in stages.
(8) Where relevant, particular construction loads should be taken into account simultaneously
in the appropriate combinations of actions.
NOTE Where construction loads cannot occur simultaneously due to the implementation of control measures
they need not be taken into account in the relevant combinations of actions.
(9)P For any combination of variable traffic actions with other variable actions specified in
other parts of EN 1991, any group of loads, as defined in EN 1991-2, shall be taken into
account as one variable action.
(10) Snow loads and wind actions need not be considered simultaneously with loads arising
from construction activity Q (i.e. loads due to working personnel).
ca
NOTE For an individual project it may be necessary to agree the requirements for snow loads and wind actions
to be taken into account simultaneously with other construction loads (e.g. actions due to heavy equipment or
cranes) during some transient design situations. See also EN 1991-1-3, 1-4 and 1-6.
(11) Where relevant, thermal and water actions should be considered simultaneously with
construction loads. Where relevant the various parameters governing water actions and
components of thermal actions should be taken into account when identifying appropriate
combinations with construction loads.
(12) The inclusion of prestressing actions in combinations of actions should be in accordance
with A2.3.1(8) and EN 1992 to EN 1999.
(13) Effects of uneven settlements should be taken into account if they are considered
significant compared to the effects from direct actions.
NOTE The individual project may specify limits on total settlement and differential settlement.
(14) Where the structure is very sensitive to uneven settlements, uncertainty in the assessment
of these settlements should be taken into account.
EN 1990 AMD 1 : 2005 (E)
(15) Uneven settlements on the structure due to soil subsidence should be classified as a
permanent action, G , and included in combinations of actions for ultimate and serviceability
set
limit state verifications of the structure. G should be represented by a set of values
set
corresponding to differences (compared to a reference level) of settlements between
individual foundations or parts of foundations, d (i is the number of the individual
set,i
foundation or part of foundation).
NOTE 1 Settlements are mainly caused by permanent loads and backfill. Variable actions may have to be taken
into account for some individual projects.
NOTE 2 Settlements vary monotonically (in the same direction) with time and need to be taken into account
from the time they give rise to effects in the structure (i.e. after the structure, or a part of it, becomes statically
indeterminate). In addition, in the case of a concrete structure or a structure with concrete elements, there may be
an interaction between the development of settlements and creep of concrete members.
(16) The differences of settlements of individual foundations or parts of foundations, d ,
set,i
should be taken into account as best-estimate predicted values in accordance with EN 1997 with
due regard for the construction process of the structure.
NOTE Methods for the assessment of settlements are given in EN 1997
(17) In the absence of control measures, the permanent action representing settlements should
be determined as follows:
- the best-estimate predicted values d are assigned to all individual foundations or parts of
set,i
foundations,
- two individual foundations or parts of an individual foundation, selected in order to obtain
the most unfavourable effect, are subject to a settlement d ± ∆d , where ∆d takes
set,i set,i set,i
account of uncertainties attached to the assessment of settlements.
A2.2.2 Combination rules for road bridges
(1) The infrequent values of variable actions may be used for certain serviceability limit states
of concrete bridges.
NOTE The National Annex may refer to the infrequent combination of actions. The expression of this
combination of actions is:
(A2.1a)
E = E{G ; P ;ψ Q ;ψ Q } j ≥ 1 ; i > 1
d k , j 1,infq k,1 1,i k ,i
in which the combination of actions in brackets { } may be expressed as:
(A2.1b)
G "+"P"+"ψ Q "+" ψ Q
∑ ∑
k , j 1,infq k,1 1,i k,i
j≥1 i>1
(2) Load Model 2 (or associated group of loads gr1b) and the concentrated load Q (see
fwk
5.3.2.2 in EN 1991-2) on footways need not be combined with any other variable non traffic
action.
(3) Neither snow loads nor wind actions need be combined with:
– braking and acceleration forces or the centrifugal forces or the associated group of loads
gr2,
EN 1990 AMD 1 : 2005 (E)
– loads on footways and cycle tracks or with the associated group of loads gr3,
– crowd loading (Load Model 4) or the associated group of loads gr4.
NOTE The combination rules for special vehicles (see EN 1991-2, Annex A, Informative) with normal traffic
(covered by LM1 and LM2) and other variable actions may be referenced as appropriate in the National Annex
or agreed for the individual project.
(4) Snow loads need not be combined with Load Models 1 and 2 or with the associated groups
of loads gr1a and gr1b unless otherwise specified for particular geographical areas.
NOTE Geographical areas where snow loads may have to be combined with groups of loads gr1a and gr1b in
combinations of actions may be specified in the National Annex.
*
(5) No wind action greater than the smaller of F and ψ F should be combined with Load
W 0 Wk
Model 1 or with the associated group of loads gr1a.
NOTE For wind actions, see EN1991-1-4.
(6) Wind actions and thermal actions need not be taken into account simultaneously unless
otherwise specified for local climatic conditions.
NOTE Depending upon the local climatic conditions a different simultaneity rule for wind and thermal actions
may be defined either in the National Annex or for the individual project.
A2.2.3 Combination rules for footbridges
(1) The concentrated load Q need not be combined with any other variable actions that are
fwk
not due to traffic.
(2) Wind actions and thermal actions need not be taken into account simultaneously unless
otherwise specified for local climatic conditions.
NOTE Depending upon the local climatic conditions a different simultaneity rule for wind and thermal actions
may be defined either in the National Annex or for the individual project.
(3) Snow loads need not be combined with groups of loads gr1 and gr2 for footbridges unless
otherwise specified for particular geographical areas and certain types of footbridges.
NOTE Geographical areas, and certain types of footbridges, where snow loads may have to be combined with
groups of loads gr1 and gr2 in combinations of actions may be specified in the National Annex.
(4) For footbridges on which pedestrian and cycle traffic is fully protected from all types of
bad weather, specific combinations of actions should be defined.
NOTE Such combinations of actions may be given as appropriate in the National Annex or agreed for the
individual project. Combinations of actions similar to those for buildings (see Annex A1), the imposed loads
being replaced by the relevant group of loads and the ψ factors for traffic actions being in accordance with Table
A2.2, are recommended.
EN 1990 AMD 1 : 2005 (E)
A2.2.4 Combination rules for railway bridges
(1) Snow loads need not be taken into account in any combination for persistent design situations
nor for any transient design situation after the completion of the bridge unless otherwise specified
for particular geographical areas and certain types of railway bridges.
NOTE Geographical areas, and certain types of railway bridges, where snow loads may have to be taken into
account in combinations of actions are to be specified in the National Annex.
(2) The combinations of actions to be taken into account when traffic actions and wind actions
act simultaneously should include:
- vertical rail traffic actions including dynamic factor, horizontal rail traffic actions and
wind forces with each action being considered as the leading action of the combination of
actions one at a time;
- vertical rail traffic actions excluding dynamic factor and lateral rail traffic actions from the
“unloaded train” defined in EN 1991-2 (6.3.4) without wind forces for checking stability.
(3) Wind action need not be combined with:
- groups of loads gr 13 or gr 23;
- groups of loads gr 16, gr 17, gr 26, gr 27 and Load Model SW/2 (see EN 1991-2, 6.3.3).
**
(4) No wind action greater than the smaller of F and ψ F should be combined with traffic
W 0 Wk
actions.
NOTE The National Annex may give the limits of the maximum wind speed(s) compatible with rail traffic for
**
determining F . See also EN 1991-1-4.
W
(5) Actions due to aerodynamic effects of rail traffic (see EN 1991-2, 6.6) and wind actions
should be combined together. Each action should be considered individually as a leading variable
action.
(6) If a structural member is not directly exposed to wind, the action q due to aerodynamic
ik
effects should be determined for train speeds enhanced by the speed of the wind.
(7) Where groups of loads are not used for rail traffic loading, rail traffic loading should be
considered as a single multi-directional variable action with individual components of rail
traffic actions to be taken as the maximum unfavourable and minimum favourable values as
appropriate.
A2.2.5 Combinations of actions for accidental (non seismic) design situations
(1) Where an action for an accidental design situation needs to be taken into account, no other
accidental action or wind action or snow load need be taken into account in the same
combination.
(2) For an accidental design situation concerning impact from traffic (road or rail traffic)
under the bridge, the loads due to the traffic on the bridge should be taken into account in the
combinations as accompanying actions with their frequent value.
NOTE 1 For actions due to impact from traffic, see EN 1991-2 and EN 1991-1-7.
EN 1990 AMD 1 : 2005 (E)
NOTE 2 Additional combinations of actions for other accidental design situations (e.g. combination of road or
rail traffic actions with avalanche, flood or scour effects) may be agreed for the individual project.
NOTE 3 Also see 1) in Table A2.1.
(3) For railway bridges, for an accidental design situation concerning actions caused by a
derailed train on the bridge, rail traffic actions on the other tracks should be taken into account
as accompanying actions in the combinations with their combination value.
NOTE 1 For actions due to impact from traffic, see EN 1991-2 and EN 1991-1-7.
NOTE 2 Actions for accidental design situations due to impact from rail traffic running on the bridge including
derailment actions are specified in EN1991-2, 6.7.1.
(4) Accidental design situations involving ship collisions against bridges should be identified.
NOTE For ship impact, see EN1991-1-7. Additional requirements may be specified for the individual project.
A2.2.6 Values of ψψψψ factors
(1) Values of ψ factors should be specified.
NOTE 1 The ψ values may be set by the National Annex. Recommended values of ψ factors for the groups of
traffic loads and the more common other actions are given in:
Table A2.1 for road bridges,
Table A2.2 for footbridges, and
Table A2.3 for railway bridges, both for groups of loads and individual components of traffic actions.
EN 1990 AMD 1 : 2005 (E)
Table A2.1 – Recommended values of ψψψψ factors for road bridges
Action Symbol ψ ψ ψ
0 1 2
gr1a TS 0,75 0,75 0
(LM1+pedestrian or
UDL 0,40 0,40 0
2)
1)
cycle-track loads)
Pedestrian+cycle-track loads 0,40 0,40 0
gr1b (Single axle) 0 0,75 0
Traffic loads gr2 (Horizontal forces) 0 0 0
(see EN 1991-2, gr3 (Pedestrian loads) 0 0 0
Table 4.4)
gr4 (LM4 – Crowd loading)) 0 0,75 0
gr5 (LM3 – Special vehicles)) 0 0 0
Wind forces
F
Wk
0,6 0,2 0
- Persistent design situations
0,8 - 0
- Execution
1,0 - -
*
F
W
3)
Thermal actions T 0,6 0,6 0,5
k
Snow loads Q (during execution) 0,8 - -
Sn,k
Construction loads Q 1,0 - 1,0
c
1) The recommended values of ψ , ψ and ψ for gr1a and gr1b are given for road traffic corresponding to
0 1 2
adjusting factors α , α , α and β equal to 1. Those relating to UDL correspond to common traffic
Qi qi qr
Q
scenarios, in which a rare accumulation of lorries can occur. Other values may be envisaged for other classes of
routes, or of expected traffic, related to the choice of the corresponding α factors. For example, a value of ψ
other than zero may be envisaged for the UDL system of LM1 only, for bridges supporting severe continuous
traffic. See also EN 1998.
2) The combination value of the pedestrian and cycle-track load, mentioned in Table 4.4a of EN 1991-2, is a
“reduced” value. ψ and ψ factors are applicable to this value.
0 1
3) The recommended ψ value for thermal actions may in most cases be reduced to 0 for ultimate limit states
EQU, STR and GEO. See also the design Eurocodes.
NOTE 2 When the National Annex refers to the infrequent combination of actions for some serviceability limit
states of concrete bridges, the National Annex may define the values of ψ . The recommended values of ψ are
1,infq 1,infq
:
− 0,80 for gr1a (LM1), gr1b (LM2), gr3 (pedestrian loads), gr4 (LM4, crowd loading) and T (thermal actions);
− 0,60 for F in persistent design situations;
Wk
− 1,00 in other cases (i.e. the characteristic value is used as the infrequent value).
NOTE 3 The characteristic values of wind actions and snow loads during execution are defined in EN 1991-1-6.
Where relevant, representative values of water forces (F ) may be defined in the National Annex or for the
wa
individual project.
EN 1990 AMD 1 : 2005 (E)
Table A2.2 – Recommended values of ψψψψ factors for footbridges
Action Symbol ψ ψ ψ
0 1 2
gr1 0,40 0,40 0
Traffic loads 0 0 0
Q
fwk
gr2 0 0 0
Wind forces 0,3 0,2 0
F
Wk
1)
Thermal actions T 0,6 0,6 0,5
k
Snow loads Q (during execution) 0,8 - 0
Sn,k
Construction loads Q 1,0 - 1,0
c
1) The recommended ψ value for thermal actions may in most cases be reduced to 0 for ultimate limit states
EQU, STR and GEO. See also the design Eurocodes.
NOTE 4 For footbridges, the infrequent value of variable actions is not relevant.
EN 1990 AMD 1 : 2005 (E)
Table A2.3 – Recommended values of ψψψψ factors for railway bridges
4)
Actions
ψ ψ ψ
0 1 2
1)
Individual LM 71 0,80 0
1)
components SW/0 0,80 0
of traffic SW/2 0 1,00 0
5)
actions Unloaded train 1,00 – –
HSLM 1,00 1,00 0
Traction and braking Individual components of
Centrifugal forces traffic actions in design
Interaction forces due to deformation under vertical situations where the traffic
traffic loads loads are considered as a
single (multi-directional)
leading action and not as
groups of loads should use
the same values of ψ factors
as those adopted for the
associated vertical loads
Nosing forces 1,00 0,80 0
Non public footpaths loads 0,80 0,50 0
Real trains 1,00 1,00 0
1)
0,80 0
Horizontal earth pressure due to traffic load 0,80 0,50 0
surcharge
Aerodynamic effects
gr11 (LM71 + SW/0) Max. vertical 1 with max.
longitudinal
gr12 (LM71 + SW/0) Max. vertical 2 with max.
transverse
gr13 (Braking/traction) Max. longitudinal
gr14 (Centrifugal/nosing) Max. lateral 0,80 0,80 0
gr15 (Unloaded train) Lateral stability with
“unloaded train”
gr16 (SW/2) SW/2 with max.
longitudinal
Main traffic gr17 (SW/2) SW/2 with max.
actions transverse
(groups of loads) gr21 (LM71 + SW/0) Max. vertical 1 with max.
longitudinal
gr22 (LM71 + SW/0) Max. vertical 2 with max
transverse
gr23 (Braking/traction) Max. longitudinal 0,80 0,70 0
gr24 (Centrifugal/nosing) Max. lateral
gr26 (SW/2) SW/2 with max.
longitudinal
gr27 (SW2) SW/2 with max.
transverse
gr31 (LM71 + SW/0) Additional load cases 0,80 0,60 0
Other operating Aerodynamic effects 0,80 0,50 0
actions
General maintenance loading for non public footpaths 0,80 0,50 0
2)
Wind forces 0,75 0,50 0
F
Wk
** 1,00 0 0
F
W
Table continued on next page
EN 1990 AMD 1 : 2005 (E)
Table continued from previous page
Thermal T 0,60 0,60 0,50
k
3)
actions
Snow loads Q (during execution) 0,8 - 0
Sn,k
Construction loads Q 1,0 - 1,0
c
1) 0,8 if 1 track only is loaded
0,7 if 2 tracks are simultaneously loaded
0,6 if 3 or more tracks are simultaneously loaded.
2) When wind forces act simultaneously with traffic actions, the wind force ψ F should be taken as
0 Wk
no greater than F** (see EN 1991-1-4). See A2.2.4(4).
W
3) See EN 1991-1-5.
4) If deformation is being considered for Persistent and Transient design situations, ψ should be
taken equal to 1,00 for rail traffic actions. For seismic design situations, see Table A2.5.
5) Minimum coexistent favourable vertical load with individual components of rail traffic actions
(e.g. centrifugal, traction or braking) is 0,5LM71, etc.
NOTE 5 For specific design situations (e.g. calculation of bridge camber for aesthetics and drainage
consideration, calculation of clearance, etc.) the requirements for the combinations of actions to be used may be
defined for the individual project.
NOTE 6 For railway bridges, the infrequent value of variable actions is not relevant.
(2) For traffic actions, a unique ψ value should be applied to one group of loads as defined in
EN 1991-2, and taken as equal to the ψ value applicable to the leading component of the
group.
(3) Where groups of loads are used the groups of loads defined in EN 1991-2, 6.8.2, Table 6.11
should be used.
(4) Where relevant, combinations of individual traffic actions (including individual components)
should be taken into account.
NOTE Individual traffic actions may also have to be taken into account, for example for the design of bearings, for
the assessment of maximum lateral and minimum vertical traffic loading, bearing restraints, maximum overturning
effects on abutments (especially for continuous bridges), etc., see Table A2.3.
A2.3 Ultimate limit states
NOTE Verification for fatigue excluded.
A2.3.1 Design values of actions in persistent and transient design situations
(1) The design values of actions for ultimate limit states in the persistent and transient design
situations (expressions 6.9a to 6.10b) should be in accordance with Tables A2.4(A) to (C).
NOTE The values in Tables A2.4(A) to (C) may be changed in the National Annex (e.g. for different reliability
levels see Section 2 and Annex B).
(2) In applying Tables A2.4(A) to A2.4(C) in cases when the limit state is very sensitive to
variations in the magnitude of permanent actions, the upper and lower characteristic values of
these actions should be taken according to 4.1.2(2)P.
EN 1990 AMD 1 : 2005 (E)
(3) Static equilibrium (EQU, see 6.4.1 and 6.4.2(2)) for bridges should be verified using the
design values of actions in Table A2.4(A).
(4) Design of structural members (STR, see 6.4.1) not involving geotechnical actions should
be verified using the design values of actions in Table A2.4(B).
(5) Design of structural members (footings, piles, piers, side walls, wing walls, flank walls
and front walls of abutments, ballast retention walls, etc.) (STR) involving geotechnical
actions and the resistance of the ground (GEO, see 6.4.1) should be verified using one only of
the following three approaches supplemented, for geotechnical actions and resistances, by EN
1997:
– Approach 1: Applying in separate calculations design values from Table A2.4(C) and
Table A2.4(B) to the geotechnical actions as well as the actions on/from the structure;
– Approach 2: Applying design values of actions from Table A2.4(B) to the geotechnical
actions as well as the actions on/from the structure;
– Approach 3: Applying design values of actions from Table A2.4(C) to the geotechnical
actions and, simultaneously, applying design values of actions from Table A2.4(B) to the
actions on/from the structure.
NOTE The choice of approach 1, 2 or 3 is given in the National Annex.
(6) Site stability (e.g. the stability of a slope supporting a bridge pier) should be verified in
accordance with EN 1997.
(7) Hydraulic and buoyancy failure (e.g. in the bottom of an excavation for a bridge foundation),
if relevant, should be verified in accordance with EN 1997.
NOTE For water actions and debris effects, see EN 1991-1-6. General and local scour depths may have to be
assessed for the individual project. Requirements for taking account of forces due to ice pressure on bridge piers, etc.,
may be defined as appropriate in the National Annex or for the individual project.
(8) The γ values to be used for prestressing actions should be specified for the relevant
P
representative values of these actions in accordance with EN 1990 to EN 1999.
NOTE In the cases where γ values are not provided in the relevant design Eurocodes, these values may be defined
P
as appropriate in the National Annex or for the individual project. They depend, inter alia, on:
- the type of prestress (see the Note in 4.1.2(6))
- the classification of prestress as a direct or an indirect action (see 1.5.3.1)
- the type of structural analysis (see 1.5.6)
- the unfavourable or favourable character of the prestressing action and the leading or accompanying character of
prestressing in the combination.
See also EN1991-1-6 during execution.
EN 1990 AMD 1 : 2005 (E)
Table A2.4(A) - Design values of actions (EQU) (Set A)
Persistent Permanent actions Prestress Leading Accompanying variable
and variable actions (*)
transient action (*)
design
situation
Unfavourable Favourable Main Others
(if any)
(Eq. 6.10)
γ G γ G γ P γ Q γ ψ Q
Gj,sup kj,sup Gj,inf kj,inf Q,1 k,1 Q,i 0,i k,i
P
(*) Variable actions are those considered in Tables A2.1 to A2.3.
NOTE 1 The γ values for the persistent and transient design situations may be set by the National Annex.
For persistent design situations, the recommended set of values for γ are:
γ = 1,05
G,sup
(1)
γ = 0,95
G,inf
γ = 1,35 for road and pedestrian traffic actions, where unfavourable (0 where favourable)
Q
γ = 1,45 for rail traffic actions, where unfavourable (0 where favourable)
Q
γ = 1,50 for all other variable actions for persistent design situations, where unfavourable (0 where favourable).
Q
γ = recommended values defined in the relevant design Eurocode.
P
For transient design situations during which there is a risk of loss of static equilibrium, Q represents the dominant
k,1
destabilising variable action and Q represents the relevant accompanying destabilising variable actions.
k,i
During execution, if the construction process is adequately controlled, the recommended set of values for γ are:
γ = 1,05
G,sup
(1)
γ = 0,95
G,inf
γ = 1,35 for construction loads where unfavourable (0 where favourable)
Q
γ = 1,50 for all other variable actions, where unfavourable (0 where favourable)
Q
(1)
Where a counterweight is used, the variability of its characteristics may be taken into account, for example, by
one or both of the following recommended rules:
− applying a partial factor γ = 0,8 where the self-weight is not well defined (e.g. containers);
G,inf
− by considering a variation of its project-defined position specified proportionately to the dimensions of the
bridge, where the magnitude of the counterweight is well defined. For steel bridges during launching, the
variation of the counterweight position is often taken equal to ± 1 m.
NOTE 2 For the verification of uplift of bearings of continuous bridges or in cases where the verification of static
equilibrium also involves the resistance of structural elements (for example where the loss of static equilibrium is
prevented by stabilising systems or devices, e.g. anchors, stays or auxiliary columns), as an alternative to two
separate verifications based on Tables A2.4(A) and A2.4(B), a combined verification, based on Table A2.4(A), may
be adopted. The National Annex may set the γ values. The following values of γ are recommended:
γ = 1,35
G,sup
γ = 1,25
G,inf
γ = 1,35 for road and pedestrian traffic actions, where unfavourable (0 where favourable)
Q
γ = 1,45 for rail traffic actions, where unfavourable (0 where favourable)
Q
γ = 1,50 for all other variable actions for persistent design situations, where unfavourable (0 where favourable)
Q
γ = 1,35 for all other variable actions, where unfavourable (0 where favourable)
Q
provided that applying γ = 1,00 both to the favourable part and to the unfavourable part of permanent actions
G,inf
does not give a more unfavourable effect.
EN 1990 AMD 1 : 2005 (E)
Table A2.4(B) - Design values of actions (STR/GEO) (Set B)
Prestress Leading Accompanying Persistent Leading Accompanying
Persistent Permanent actions Permanent actions Prestress
variable variable actions (*) and transient variable variable actions (*)
and
action (*) design action (*)
Unfavourable Favourable Main Others Unfavourable Favourable Main Others
transient
situation
(if any) (if any)
design
situation
γ P γ P
(Eq. 6.10) γ G γ G P γ Q γ ψ Q (Eq. 6.10a) γ G γ G P γ ψ Q γ ψ Q
Gj,sup kj,sup Gj,inf kj,inf Q,1 k,1 Q,i 0,i k,i Gj,sup kj,sup Gj,inf kj,inf Q,1 0,1 k,1 Q,i 0,i k,i
γ P
(Eq. 6.10b) P
ξγ G γ G γ Q γ ψ Q
Gj,sup kj,sup Gj,inf kj,inf Q,1 k,1 Q,i 0,i k,i
(*) Variable actions are those considered in Tables A2.1 to A2.3.
NOTE 1 The choice between 6.10, or 6.10a and 6.10b will be in the National Annex. In the case of 6.10a and 6.10b, the National Annex may in addition modify 6.10a to include permanent actions
only.
NOTE 2 The γ and ξ values may be set by the National Annex. The following values for γ and ξ are recommended when using expressions 6.10, or 6.10a and 6.10b:
1)
γ = 1,35
G,sup
γ = 1,00
G,inf
γ = 1,35 when Q represents unfavourable actions due to road or pedestrian traffic (0 when favourable)
Q
3) 3)
γ = 1,45 when Q represents unfavourable actions due to rail traffic, for groups of loads 11 to 31 (except 16, 17, 26 and 27 ), load models LM71, SW/0 and HSLM and real trains, when
Q
considered as individual leading traffic actions (0 when favourable)
γ = 1,20 when Q represents unfavourable actions due to rail traffic, for groups of loads 16 and 17 and SW/2 (0 when favourable)
Q
2)
γ = 1,50 for other traffic actions and other variable actions
Q
ξ = 0,85 (so that ξγ = 0,85 × 1,35 ≅ 1,15).
G,sup
γ = 1,20 in the case of a linear elastic analysis, and γ = 1,35 in the case of a non linear analysis, for design situations where actions due to uneven settlements may have unfavourable effects.
Gset Gset
For design situations where actions due to uneven settlements may have favourable effects, these actions are not to be taken into account.
See also EN 1991 to EN 1999 for γ values to be used for imposed deformations.
γ = recommended values defined in the relevant design Eurocode.
P
1)
This value covers: self-weight of structural and non structural elements, ballast, soil, ground water and free water, removable loads, etc.
2)
This value covers: variable horizontal earth pressure from soil, ground water, free water and ballast, traffic load surcharge earth pressure, traffic aerodynamic actions, wind and thermal actions, etc.
3)
For rail traffic actions for groups of loads 26 and 27 γ = 1,20 may be applied to individual components of traffic actions associated with SW/2 and γ = 1,45 may be applied to individual
Q Q
components of traffic actions associated with load models LM71, SW/0 and HSLM, etc.
Table continued on next page
EN 1990 AMD 1 : 2005 (E)
Table continued from previous page
NOTE 3 The characteristic values of all permanent actions from one source are multiplied by γ if the total resulting action effect is unfavourable and γ if the total resulting action effect is
G,sup G,inf
favourable. For example, all actions originating from the self-weight of the structure may be considered as coming from one source; this also applies if different materials are involved. See however
A2.3.1(2).
NOTE 4 For particular verifications, the values for γ and γ may be subdivided into γ and γ and the model uncertainty factor γ . A value of γ in the range 1,0–1,15 may be used in most common
G Q g q Sd Sd
cases and may be modified in the National Annex.
NOTE 5 Where actions due to water are not covered by EN 1997 (e.g. flowing water), the combinations of actions to be used may be specified for the individual project.
EN 1990 AMD 1 : 2005 (E)
Table A2.4(C) - Design values of actions (STR/GEO) (Set C)
Persistent Permanent actions Prestress Leading Accompanying variable
and variable actions (*)
Unfavourable Favourable Main Others
transient action (*)
(if any)
design
situation
(Eq. 6.10)
γ G γ G γ P γ Q γ ψ Q
Gj,sup kj,sup Gj,inf kj,inf Q,1 k,1 Q,i 0,i k,i
P
(*) Variable actions are those considered in Tables A2.1 to A2.3
NOTE The γ values may be set by the National Annex. The recommended set of values for γ are:
γ = 1,00
G,sup
γ = 1,00
G,
...
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