Introduction, Traffic Loads on Introduction, Traffic Loads on Bridges & Combinations of actions Bridges & Combinations of actions Jean-Armand Calgaro Chairman of CEN/TC250 “ “ Application of Application of Eurocodes Eurocodes for bridges for bridges ” ” Athens, 20 October 2008 Athens, 20 October 2008
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Introduction, Traffic Loads on Introduction, Traffic Loads on Bridges & Combinations of actions Bridges & Combinations of actions
Jean-Armand CalgaroChairman of CEN/TC250
““Application of Application of Eurocodes Eurocodes for bridgesfor bridges””
Athens, 20 October 2008 Athens, 20 October 2008
BB
AA
BB
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BELOWBELOW
ACCEPTABLEACCEPTABLE
BASICBASIC
ENGLISHENGLISH
LANGUAGE LANGUAGE
Design of Bridges Design of Bridges with the Eurocodeswith the Eurocodes
EN 1991EN 1991--22EurocodeEurocode 1 : Actions on 1 : Actions on
structures structures –– Part 2:Part 2:Traffic Loads Traffic Loads on on
BridgesBridges
EN 1991EN 1991--2 2 «« Traffic LoadsTraffic Loads on Bridgeson Bridges »»
•• FOREWORDFOREWORD
•• SECTION 1SECTION 1 GENERALGENERAL
•• SECTION 2SECTION 2 CLASSIFICATION OF ACTIONSCLASSIFICATION OF ACTIONS
•• SECTION 4SECTION 4 ROAD TRAFFIC ACTIONS AND OTHER ROAD TRAFFIC ACTIONS AND OTHER ACTIONS SPECIFICALLY FOR ROAD BRIDGESACTIONS SPECIFICALLY FOR ROAD BRIDGES
•• SECTION 5SECTION 5 ACTIONS ON FOOTWAYS, CYCLE TRACKSACTIONS ON FOOTWAYS, CYCLE TRACKSAND FOOTBRIDGESAND FOOTBRIDGES
•• SECTION 6SECTION 6 RAIL TRAFFIC ACTIONS AND OTHER RAIL TRAFFIC ACTIONS AND OTHER ACTIONS SPECIFICALLY FOR RAILWAY BRIDGESACTIONS SPECIFICALLY FOR RAILWAY BRIDGES
EN 1991EN 1991--2 2 «« Traffic LoadsTraffic Loads on Bridgeson Bridges »»
ANNEX A (I)ANNEX A (I) Models of Models of special vehicles special vehicles for road bridgesfor road bridges
ANNEX B (I)ANNEX B (I) Fatigue life Fatigue life assessmentassessment for road bridges for road bridges –– Assessment Assessment method method basedbased on on recordedrecorded traffictraffic
ANNEX C (N)ANNEX C (N) Dynamic factorsDynamic factors 1+1+ϕϕ for real trainsfor real trains
ANNEX D (N)ANNEX D (N) BasisBasis for for thethe fatigue fatigue assessmentassessment of of railwayrailwaystructuresstructures
ANNEX E (I)ANNEX E (I) LimitsLimits of of validityvalidity of of loadload model HSLM model HSLM andandthe selectionthe selection of of thethe criticalcritical universaluniversal traintrainfromfrom HSLMHSLM--AA
ANNEX F (I)ANNEX F (I) CriteriaCriteria to to bebe satisfiedsatisfied if a if a dynamicdynamicanalysis is analysis is not not requiredrequired
ANNEX G (I)ANNEX G (I) MethodMethod for for determiningdetermining thethe combined responsecombined responseof a structure of a structure andand tracktrack to variable actionsto variable actions
AnnexAnnex H (I)H (I) LoadLoad models for rail models for rail traffictraffic loadsloads inintransienttransient situationssituations
EN 1991EN 1991--2 2 «« Traffic LoadsTraffic Loads on Bridgeson Bridges »»
TRAFFIC LOTRAFFIC LOAD MODELS FOR ROAD BRIDGESAD MODELS FOR ROAD BRIDGES
EN 1991EN 1991--2 2 «« Traffic LoadsTraffic Loads on Bridgeson Bridges »»
•• LoadLoad Model Model NrNr. 1. 1ConcentratedConcentrated andand distributeddistributed loadsloads (main model (main model –– For For general andgeneral and local local verificationsverifications))
•• LoadLoad Model Model NrNr. 2. 2Single Single axleaxle load load (semi(semi--local local and and local local verificationsverifications))
•• LoadLoad Model Model NrNr. 3. 3Set of Set of specialspecial vehicles vehicles ((general and general and local local verificationsverifications))
•• LoadLoad Model Model NrNr. 4. 4CrowdCrowd loadingloading : 5 : 5 kNkN/m/m22 ((general verificationsgeneral verifications))
ROAD BRIDGES : LOAD MODELS FOR LIMIT STATES ROAD BRIDGES : LOAD MODELS FOR LIMIT STATES OTHER THAN FATIGUE LIMIT STATESOTHER THAN FATIGUE LIMIT STATES
EN 1991EN 1991--2 2 «« Traffic LoadsTraffic Loads on Bridgeson Bridges »»
TheThe main main loadload model (LM1)model (LM1)
TS : Tandem systemUDL : Uniformly distributed load
EN 1991EN 1991--2 2 «« Traffic LoadsTraffic Loads on Bridgeson Bridges »»
TheThe main main loadload model (LM1)model (LM1)
ExampleExample of values for of values for ααfactorsfactors (National Annexes) (National Annexes)
11stst class : international class : international heavy heavy vehicle trafficvehicle traffic
22ndnd class : class : «« normalnormal »» heavy heavy vehicle trafficvehicle traffic
Classes 1Qα 2≥iQiα 1qα 2≥iqiα qrα
1st class 1 1 1 1 1
2nd class 0,9 0,8 0,7 1 1
EN 1991EN 1991--2 2 «« Traffic LoadsTraffic Loads on Bridgeson Bridges »»
Example of influence surface (transverse bending moment) for a deck slab
EN 1991EN 1991--2 2 «« Traffic LoadsTraffic Loads on Bridgeson Bridges »»
EN 1991EN 1991--2 2 «« Traffic LoadsTraffic Loads on Bridgeson Bridges »»
Group of Group of loadsloads gr1a : gr1a : LM1 + «LM1 + « reducedreduced » value » value of of pedestrianpedestrian loadload on on footwaysfootways or cycle or cycle tracks tracks (3 (3 kNkN/m/m22))
Group of Group of loadsloads gr1b : LM2 gr1b : LM2 (single (single axleaxle loadload))
Group of Group of loadsloads gr2 : gr2 : characteristiccharacteristic values of values of horizontal forces, horizontal forces, frequentfrequentvalues of LM1values of LM1
Groups of Groups of loadsloads
EN 1991EN 1991--2 2 «« Traffic LoadsTraffic Loads on Bridgeson Bridges »»
Group of Group of loadsloads gr4 : gr4 : crowdcrowd loadingloading
Group of Group of loadsloads gr5 : gr5 : specialspecialvehiclesvehicles (+ (+ specialspecialconditions for normal conditions for normal traffictraffic))
Group of Group of loadsloads gr3 : gr3 : loadsloads on on footwaysfootways andandcycle cycle trackstracks
EN 1991EN 1991--2 2 «« Traffic LoadsTraffic Loads on Bridgeson Bridges »»
CARRIAGEWAY FOOTWAYS AND
CYCLE TRACKS
Load type Vertical forces Horizontal forces Vertical forces only
Dominant component action (designated as component associated with the group) a May be defined in the National Annex. b May be defined in the National Annex. The recommended value is 3 kN/m2. c See 5.3.2.1-(2). One footway only should be considered to be loaded if the effect is more unfavourable than the effect of two loaded footways. d This group is irrelevant if gr4 is considered.
The The ““goodgood”” Table 4.4a Table 4.4a -- AssessmentAssessment of groups ofof groups of traffic traffic loadsloads ((characteristiccharacteristic values ofvalues of the multithe multi--component action)component action)
•• LoadLoad Model Model NrNr. 1 (FLM1) : . 1 (FLM1) : SimilarSimilar to to LoadLoad Model Model NrNr. 1. 10,7 x 0,7 x QQikik -- 0,3 x 0,3 x qqikik -- 0,3 x 0,3 x qqrkrk
•• LoadLoad Model Model NrNr. 2 (FLM2) : Set of «. 2 (FLM2) : Set of « frequentfrequent » lorries» lorries
•• LoadLoad Model Model NrNr. 3 (FLM3) : Single . 3 (FLM3) : Single vehiclevehicle
•• LoadLoad Model Model NrNr. 4 (FLM4) : Set of «. 4 (FLM4) : Set of « equivalentequivalent » lorries (to » lorries (to create create an an artifical trafficartifical traffic))
•• LoadLoad Model Model NrNr. 5 (FLM5) : Use of . 5 (FLM5) : Use of recorded traffic effectsrecorded traffic effects
FATIGUE LOAD MODELSFATIGUE LOAD MODELS
EN 1991EN 1991--2 2 «« Traffic LoadsTraffic Loads on Bridgeson Bridges »»
Fatigue Fatigue LoadLoad Model Model NrNr.3 (FLM3).3 (FLM3)
A second A second vehiclevehicle maymay bebe takentaken intointo accountaccount : : RecommendedRecommended axleaxle loadload value Q = 36 value Q = 36 kNkNMinimum distance Minimum distance betweenbetween vehiclesvehicles : 40 m: 40 m
EN 1991EN 1991--2 2 «« Traffic LoadsTraffic Loads on Bridgeson Bridges »»
•• DeterminationDetermination of of thethe maximum maximum andand minimum stresses minimum stresses resultingresulting fromfrom thethe transit of transit of thethe model model alongalong thethe bridgebridge
•• TheThe stress variation stress variation isis multipliedmultiplied by a local by a local dynamicdynamicamplification amplification factorfactor in in thethe vicinityvicinity of expansion jointsof expansion joints
•• TheThe model model isis normallynormally centeredcentered in in everyevery slow slow lanelanedefineddefined in in thethe projectproject specificationspecification. .
•• Design value of Design value of the the stress variationstress variation
LMLMLM MinMax σσσ −=∆
fatϕ∆
VerificationVerification procedureprocedure withwith LoadLoad Model FLM 3Model FLM 3
EN 1991EN 1991--2 2 «« Traffic LoadsTraffic Loads on Bridgeson Bridges »»
LMfatfat σϕλσ ∆∆=∆
s : gaugeu : cantQs: nosing force
(1) Running surface(2) Longitudinal forces acting along the centreline of the
track
Rail Rail traffic traffic actionsactions
EN 1991EN 1991--2 2 «« Traffic LoadsTraffic Loads on Bridgeson Bridges »»
The characteristic values are multiplied by a factor The characteristic values are multiplied by a factor αα on lines on lines carrying rail traffic which is heavier or lighter than normal racarrying rail traffic which is heavier or lighter than normal rail il traffic.traffic.This factorThis factor αα shallshall bebe oneone of of thethe followingfollowing: 0,75 : 0,75 -- 0,83 0,83 -- 0,91 0,91 -- 1,00 1,00 -- 1,10 1,10 -- 1,21 1,21 -- 1,33 1,33 –– 1,46.1,46.TheThe valuevalue 1,33 1,33 isis normallynormally recommendedrecommended on on lineslines for for freightfreighttraffictraffic andand international international lineslines (UIC CODE 702, 2003).(UIC CODE 702, 2003).
LOAD MODEL 71LOAD MODEL 71
EN 1991EN 1991--2 2 «« Traffic LoadsTraffic Loads on Bridgeson Bridges »»
EN 1991EN 1991--2 2 «« Traffic LoadsTraffic Loads on Bridgeson Bridges »»
ExampleExample of a of a heavyheavy weightweight waggonwaggon (DB, 32 (DB, 32 axlesaxles, , selfweightselfweight 246 t, 246 t, pay loadpay load 457 t, mass 457 t, mass perper axleaxle 22 t , 22 t , LLtottot = =
63,3 m63,3 m
EN 1991EN 1991--2 2 «« Traffic LoadsTraffic Loads on Bridgeson Bridges »»
High speed trains : 2 load models HSLM-A and HSL-BHSLM-A and HSLM-B together represent the dynamic load effects ofarticulated, conventional and regular high speed passenger trains in
accordance with the requirements for the European Technical Specificationfor Interoperability
HSLMHSLM--A : (1) Power car (A : (1) Power car (leading and trailingleading and trailing power carspower cars identicalidentical) ; 2) End ) ; 2) End coach (coach (leading and trailingleading and trailing end coachesend coaches identicalidentical) ; (3)) ; (3) IntermediateIntermediate coachcoach
HSLMHSLM--BB
EN 1991EN 1991--2 2 «« Traffic LoadsTraffic Loads on Bridgeson Bridges »»
•• DynamicDynamic factorsfactors for for staticstatic calculationscalculations::ΦΦ22 for for carefullycarefully maintainedmaintained tracktrackΦΦ33 for standard for standard tracktrack ((meansmeans :: poor trackpoor track))((determinant lengthsdeterminant lengths LLΦΦ due to table 6.2)due to table 6.2)
•• Dynamic enhancementDynamic enhancement for real trainsfor real trains1 + 1 + ϕϕ = 1 + = 1 + ϕϕ' + (½) ' + (½) ϕϕ'' ''
•• Dynamic enhancementDynamic enhancement for fatigue for fatigue calculationscalculationsϕϕ = 1 + ½(= 1 + ½(ϕϕ' + (½)' + (½)ϕϕ'')'')
•• Dynamic enhancementDynamic enhancement for for dynamic studiesdynamic studies
1 /max ' −= statdyndyn yyϕ
EN 1991EN 1991--2 2 «« Traffic LoadsTraffic Loads on Bridgeson Bridges »»
•• Interaction model between the bridge and the trackInteraction model between the bridge and the trackEN 1991EN 1991--2 2 «« Traffic LoadsTraffic Loads on Bridgeson Bridges »»
(1) Track(1) Track
(2) Superstructure (a single deck comprising two spans and a sin(2) Superstructure (a single deck comprising two spans and a single deck gle deck with one span shown)with one span shown)
(5) Longitudinal non(5) Longitudinal non--linear springs reproducing the longitudinal load/ linear springs reproducing the longitudinal load/ displacement behaviour of the trackdisplacement behaviour of the track
(6) Longitudinal springs reproducing the longitudinal stiffness (6) Longitudinal springs reproducing the longitudinal stiffness KK of a fixed of a fixed support to the deck taking into account the stiffness of the fousupport to the deck taking into account the stiffness of the foundation, piers ndation, piers and bearings etc.and bearings etc.
ExampleExample of a real train for fatigueof a real train for fatigue((NrNr. 1 of 12 types of trains . 1 of 12 types of trains defineddefined in in thethe EurocodeEurocode))
EN 1991EN 1991--2 2 «« Traffic LoadsTraffic Loads on Bridgeson Bridges »»
EN 1991EN 1991--2 2 «« Traffic LoadsTraffic Loads on Bridgeson Bridges »»
Groups of Groups of loadsloads
Maximum permissible vertical deflection Maximum permissible vertical deflection δδ for railway bridges with 3 or for railway bridges with 3 or more successive simply supported spans corresponding to a more successive simply supported spans corresponding to a
permissible vertical acceleration of permissible vertical acceleration of bbvv = 1 m/s= 1 m/s²² in a coach for speed in a coach for speed VV[km/h][km/h]
EN 1990/A1 EN 1990/A1 ««Application for BridgesApplication for Bridges »»
EN 1990 EN 1990 –– Section 6, Section 6, AnnexAnnex A2A2
EN 1990 EN 1990 ““EurocodeEurocode : :
Basis of Basis of Structural DesignStructural Design
testingtestingSection 6Section 6 : : VerificationVerification by by thethe partial partial factorfactor methodmethod
AnnexAnnex A1A1 : Application for buildings (N): Application for buildings (N)AnnexAnnex A2A2 : Application for bridges (N) (EN 1990/A1): Application for bridges (N) (EN 1990/A1)AnnexAnnex BB : Management of structural : Management of structural reliabilityreliability forfor
construction construction worksworks (I)(I)AnnexAnnex CC : : BasisBasis for partial for partial factorfactor design design andand
reliabilityreliability analysisanalysis (I)(I)AnnexAnnex DD : Design : Design assistedassisted by by testingtesting (I)(I)
EN 1990 EN 1990 –– Section 6, Section 6, AnnexAnnex A2A2
Section 6 Section 6 -- Verification by theVerification by thepartial factor methodpartial factor method
ExecutionExecution, , temporary temporary conditions applicable to conditions applicable to thethe structure, e.g. structure, e.g. maintenance or maintenance or repairrepair
TransientTransient
Normal useNormal usePersistentPersistent
TheThe selectedselected design situation design situation shallshall bebe sufficientlysufficiently severesevere andand soso variedvariedas to as to encompassencompass all conditions all conditions whichwhich cancan reasonablyreasonably bebe foreseenforeseen to to occuroccur duringduring thethe executionexecution andand use of use of thethe structure (3.2(3)P).structure (3.2(3)P).
EN 1990 EN 1990 –– Section 6, Section 6, AnnexAnnex A2A2
Representative values of actions
EN 1990 – Section 6, Annex A2
Turkstra’s ruleTurkstra’s rule (1972) : (1972) : within thewithin the set of variable set of variable actions applicable to a actions applicable to a structure, one of structure, one of them is them is selected and called selected and called «« leading leading variable variable actionaction » ; » ; the other the other variable actions are variable actions are accompanying accompanying actions actions and and are are taken into taken into account account in in the the combinations combinations of actions of actions with their combination with their combination values. values.
TheThe set set including including all permanent actions, all permanent actions, the leading the leading variable action variable action andand thethe relevant relevant accompanyingaccompanying variable actions variable actions formsforms a a combinationcombinationof actions. of actions. The various The various values of actions values of actions used used in in the verifications the verifications are are called called «« representative representative valuesvalues ».».
How to establish a combination of actionsEN 1990 – Section 6, Annex A2
CharacteristicCharacteristicvalue of value of thethe
material propertymaterial property
Design value of Design value of thethematerial propertymaterial property Structural Structural
ResistanceResistance
Design value of Design value of thethestructural structural resistanceresistance
Design value of Design value of thethestructural structural resistanceresistance
((simplified simplified expression)expression)
EN 1990 – Section 6, Annex A2
RESISTANCESRESISTANCES
aadd Design value of Design value of geometrical geometrical datadata
γγmm Uncertainty Uncertainty in in material propertiesmaterial properties,,including the random including the random part of part of thetheconversion conversion factor factor ηη
γγRdRd Model Model uncertainty uncertainty in structural in structural resistanceresistance
ηη The mean The mean value of value of the the conversion conversion factorfactortaking into account taking into account ::
-- volume volume and scale effectsand scale effects,,
-- effects effects of of moisture and temperaturemoisture and temperature, , andand
-- any other any other relevant relevant parametersparameters
Ultimate Limit Ultimate Limit States States EQU EQU –– STR STR –– GEO for a GEO for a bridge.bridge.
EQUEQU
STRSTR
GEOGEO
FATFAT
EN 1990 – Section 6, Annex A2
6.4.2 6.4.2 VerificationsVerifications of of staticstatic equilibriumequilibrium and resistanceand resistanceUltimateUltimate limitlimit states of states of staticstatic equilibriumequilibrium (EQU) :(EQU) :
EEdd,dst,dst ≤≤ EEdd,,stbstb
UltimateUltimate limitlimit states of states of resistanceresistance (STR/GEO) :(STR/GEO) :EEdd ≤≤ RRdd
6.5 6.5 ServiceabilityServiceability limitlimit states states EEdd ≤≤ CCdd
CCdd is the limiting design value of the relevant is the limiting design value of the relevant serviceability criterion.serviceability criterion.EEdd is the design value of the effects of actions specified in is the design value of the effects of actions specified in the serviceability criterion, determined on the basis of the the serviceability criterion, determined on the basis of the relevant combination.relevant combination.
ExamplesExamples of of combinationscombinations of actionsof actionsfor road bridgesfor road bridges
Note 1 : Note 1 : The combinations The combinations of actions are of actions are based based on on the the recommended recommended values values given given in in Annex Annex A2A2
Note 2 : Note 2 : Except Except for for roofed roofed bridges, bridges, it is assumed that it is assumed that snow loads snow loads on road bridges on road bridges may be assessed may be assessed as as snow loads snow loads on on the groundthe ground. .
Snow loads QSn,k (during execution) 0,8 - - Construction loads
Qc 1,0 - 1,0
EN 1990 – Section 6, Annex A2Table A2.1
Recommended values of ψ
factors for road bridges
0,400,40
00
Too highToo high
FundamentalFundamental combinationscombinations of actions of actions based based on expression 6.10on expression 6.10
*fkq ReducedReduced value of value of the load the load on on footwaysfootways for group gr1a for group gr1a –– To To bebe
defineddefined in in thethe National National AnnexAnnex (for (for example example : 2,5 : 2,5 kNkN/m/m22) )
kP PrestressingPrestressing : : DefinitionDefinition in design in design EurocodesEurocodes. . UsuallyUsually P = PP = Pmm et et γγPP = 1= 1
setG Uneven settlements Uneven settlements to to be taken into account where be taken into account where relevant, relevant, withwith γγGsetGset= 1,20 or 1,00 in case of = 1,20 or 1,00 in case of linearlinear analysisanalysis..
gr1agr1a
ψψ00gr1agr1a⎪⎪⎪
⎩
⎪⎪⎪
⎨
⎧
+++
×+++
++⎭⎬⎫
⎩⎨⎧
+=
≥∑
kSn
Wk
fkk
bi
trafficWkfk
kPkjkjj
QF
qUDLTST
gri
FqUDLTS
PGG
,
*
5,4,3,2,1
,*
inf,sup,1
5,15,1
)4,04,075,0(35,15,1
35,1
6,05,1)(35,1
"""")00,1""35,1( γ
EN 1990 – Section 6, Annex A2
Representation of the action of uneven settlements Gset.
EN 1990 – Section 6, Annex A2
CharacteristicCharacteristic combinations combinations of actionsof actions
kP Characteristic Characteristic value of value of the prestressing the prestressing forceforce
setG Uneven settlements Uneven settlements to to be taken into account where be taken into account where relevantrelevant
gr1agr1a
ψψ00gr1agr1a⎪⎪⎪⎪
⎩
⎪⎪⎪⎪
⎨
⎧
+++
+
+++
++⎭⎬⎫
⎩⎨⎧
+
=
≥∑
kSn
Wk
fkk
kbi
trafficWkfk
kkjkjj
QF
qUDLTSTbgr
Tgri
FqUDLTS
PGG
,
*
5,4,3,2,1
,*
inf,sup,1 )4,04,075,0(""
16,0""
6,0")"(
"""")""(
EN 1990 – Section 6, Annex A2
QuasiQuasi--permanent permanent combinations combinations of actionsof actions
FrequentFrequent combinations combinations of actionsof actions
EN 1990 – Section 6, Annex A2
⎪⎪⎪⎪
⎩
⎪⎪⎪⎪
⎨
⎧
+
++
++⎭⎬⎫
⎩⎨⎧
+∑≥
kSn
Wk
k
k
k
kkjkjj
QFT
Tgrbgr
TUDLTS
PGG
,
inf,sup,1
5,02,06,0
5,0""475,0175,0
5,0")"4,075,0(
"""")""(
kkkjkjj
TPGG 5,0"""")""( inf,sup,1
++⎭⎬⎫
⎩⎨⎧
+∑≥
EN 1991EN 1991--11--6 : Actions 6 : Actions during executionduring execution
Thank You Thank You for for your your AttentionAttention