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Organised with the support of the Egyptian Organization for Standardization and Quality
Eurocodesand the Egyptian construction industry
Introduction to Eurocodes : EC0 Basis of Structural Design andEC1 Actions on structures
by Jean-Armand Calgaro, Chairman of CEN/TC250
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EN 1990 Eurocode :
Basis of Structural Design
Ratification : 29-11-2001Availability : 24-04-2002
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EN 1990: BASIS OF STRUCTURAL DESIGN
For the design of buildings and civil engineering worksevery Eurocode part from,
EN 1991:Eurocode 1: Actions on Structures, and
The design Eurocodes EN 1992 to EN 1999
has to be used together with EN 1990
EN 1990 provides the material independent informationrequired for the design of buildings and civilengineering works for the Eurocodes suite.
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EN 1990 : BASIS OF STRUCTURAL DESIGN:CONTENTS
ForewordSection 1 : General
Section 2 : RequirementsSection 3 : Principles of limit statesSection 4 : Basic variablesSection 5 : Structural analysis and design assisted by
testingSection 6 : Verification by the partial factor method
Annex A(n);(N): Application for buildings (1); bridges (2)Annex B (I): Management of structural reliability for constructionworksAnnex C (I): Basis for partial factor design and reliability analysisAnnex D (I): Design assisted by testing
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EN 1990 : BASIS OF STRUCTURAL DESIGN
Future Annexes
A2 (N) : Application for bridgesA3 (N) : Application for towers, masts and chimneysA4 (N) : Application for silos and tanksA5 (N) : Application for cranes and machinery
E1 (I ?) : Structural bearingsE2 (I ?) : Expansion jointsE3 (I ?) : Pedestrian parapetsE4 (I ?) : Vehicle parapets
E5 (I ?) : Ropes and cables
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EN 1990 is based on the
limit state concept
used in conjunction with the
partial factor method
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The limit state conceptThe limit state concept
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Objectives of EN 1990
EN 1990 describes the principlesandrequirementsfor the
Safety
Serviceability Durability
of structures
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The intended users of EN 1990 include
Designers and Constructors
Code drafting Committees
Public Authorities, (e.g. to set safetycriteria)
Clients
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SECTION 1 - GENERAL
1.1 Scope
1.2 Normative References
1.3 Assumptions
1.4 Distinction between Principles andApplication rules
1.5 Definitions
1.6 Symbols
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1.1 Scope
(1) EN 1990 establishes Principles and requirements for the safety,serviceability and durability of structures, describes the basis for theirdesign and verification and gives guidelines for related aspects ofstructural reliability.
(2) EN 1990 is intended to be used in conjunction with EN 1991 to EN1999 for the structural design of buildings and civil engineering works,including geotechnical aspects, structural fire design, situationsinvolving earthquakes, execution and temporary structures.NOTE For the design of special construction works (e.g. nuclear installations,
dams, etc.), other provisions than those in EN 1990 to EN 1999 might benecessary.
(3) EN 1990 is applicable for the design of structures where othermaterials or other actions outside the scope of EN 1991 to EN 1999 areinvolved.(4) EN 1990 is applicable for the structural appraisal of existingconstruction, in developing the design of repairs and alterations or inassessing changes of use.NOTE Additional or amended provisions might be necessary where appropriate.
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1.3 Assumptions(1) Design which employs the Principles and ApplicationRules is deemed to meet the requirements provided theassumptions given in EN 1990 to EN 1999 are satisfied (see
(2)).(2) The general assumptions of EN 1990 are :- the choice of the structural system and the design of thestructure is made by appropriately qualified and
experienced personnel;- execution is carried out by personnel having theappropriate skill and experience;- adequate supervision and quality control is provided indesign offices and during execution of the work, i.e.,factories, plants, and on site;
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1.3 Assumptions (cont.)the construction materials and products are used asspecified in EN 1990 or in EN 1991 to EN 1999 or in therelevant execution standards, or reference material or
product specifications;
the structure will be adequately maintained;
the structure will be used in accordance with the designassumptions.
NOTE There may be cases when the above assumptions need to besupplemented.
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1.4 Distinction between Principles and Application Rules The Principles (letter P) comprise :
general statements and definitions for which there is no alternative, aswell as
requirements and analytical models for which no alternative is permittedunless specifically stated.
It is permissible to use alternative design rules different from the applicationrules given in EN 1990, provided that it is shown that the alternative rulesaccord with the relevant principles and are at least equivalent with regard to
resistance, serviceability and durability which would be achieved for thestructure using Eurocodes.
NOTE If an alternative design rule is substituted for an application rule, theresulting design cannot be claimed to be wholly in accordance with EN 1990
although the design will remain in accordance with the Principles of EN1990. When EN 1990 is used in respect of a property listed in an Annex Z of aproduct standard or an ETAG, the use of an alternative design rule may notbe acceptable for CE marking.
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THE REQUIREMENTS
Basic requirements (safety;
serviceability; robustness and fire) Reliability differentiation
Design working life Durability
Quality Assurance
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BASICREQUIREMENTS
(Structural Reliability)
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in EN 1990 for the reliability ofconstruction works include :
Structural safety: A structure shallbe designed and executed in such a
way that it will, during its intended lifewith appropriate degrees of reliability,and in an economic way sustain allactions likely to occur duringexecution and use. Safety of people,the structure and contents.
Serviceability: A structure shall bedesigned and executed in such a waythat it will, during its intended life withappropriate degrees of reliability and inan economic way remain fit for the use
for which it is required. Functioning,comfort and appearance of thestructure
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Explosion atRonan Point1968
The fundamental requirementsin EN 1990 for the reliability ofconstruction works include :
Robustness: A structure shall bedesigned and executed in such a way
that it will not be damaged by events such as
Explosions Impact and Consequences of human errors
to an extent disproportionate to the originalcause
Note: The events to be taken into accountare those agreed for an individual projectwith the client and the relevant authority
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Limiting potential damage from identified hazards
Basic Requirements of EN 1990: Eurocode: Basis of StructuralDesign give principles for limiting potential damage by a number of
means including:
avoiding, eliminating or reducing a hazard
selecting a structural form which has a low sensitivity to the
considered hazard
using the most appropriate materials and products
various design options similar to current UK practice
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Vehicle impacts (very severe)
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THE REQUIREMENTS
Basic requirements (safety;
serviceability; robustness and fire) Reliability differentiation
Design working life Durability
Quality Assurance
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Reliability differentiation
An appropriate degree of reliability for themajority of structures is obtained by design andexecution according to Eurocodes 1 to 9, withappropriate quality assurance measures
EN 1990 provides guidance for obtaining
different levels of reliability
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The choice of the levels of reliability for a particularstructure should take account of the relevant factors,including :
the possible cause and /or mode of attaining a limit state ;
the possible consequences of failure in terms of risk to life,injury, potential economical losses ;
public perception to failure ;
the expense and procedures necessary to reduce the risk offailure.
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THE REQUIREMENTS
Basic requirements (safety;
serviceability; robustness and fire)
Reliability differentiation
Design working life
Durability
Quality Assurance
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The Basic Requirements for designworking life states :
The design working life is theassumed period for which astructure is to be used for its
intended purpose with anticipatedmaintenance but without majorrepair being necessary
a design working life of
50 years for buildings 100 years for bridgesis recommended.
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THE REQUIREMENTS Basic requirements (safety;
serviceability; robustness and fire) Reliability differentiation
Design working life Durability
Quality Assurance
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Durability It is an assumption in design that the
durability of a structure or part of it in its
environment is such that it remains fit for useduring the design working life givenappropriate maintenance
The structure should be designed in such away that deterioration should not impair thedurability and performance of the structurehaving due regard to the anticipated level ofmaintenance
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DurabilityInterrelated factors to be considered:
The intended and future use of the structure The required performance criteria
The expected environmental influences
The composition, properties andperformance of materials
The choice of structural system
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DurabilityInterrelated factors to be considered (cont)
The shape of members and structural detailing
The quality of workmanship and level of control
The particular protective measures
The maintenance during the intended life
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Quality Assurance and Quality Control
In order to provide a structure that corresponds to therequirements and to the assumptions made in the design,appropriate quality management measures should be in
place. These measures comprise :
definition of the reliability requirements,
organisational (e.g. company and individual
responsibilities) measures, and
controls at the stages of design, execution, use andmaintenance.
EN ISO 9001:2000 is an acceptable basis for qualitymanagement measures, where relevant.
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EN 1991EN 1991 EUROCODE 1EUROCODE 1 ACTIONS ON STRUCTURESACTIONS ON STRUCTURES
EN 1991EN 1991--11--11 Densities, selfDensities, self--weight, imposed loadsweight, imposed loadsfor buildingsfor buildings
EN 1991EN 1991--11--22 Actions on structures exposed to fireActions on structures exposed to fire
EN 1991EN 1991--11--33 Snow loadsSnow loads
EN 1991EN 1991--11--44 Wind actionsWind actionsEN 1991EN 1991--11--55 Thermal actionsThermal actions
EN 1991EN 1991--11--66 Actions during executionActions during execution
EN 1991EN 1991--11--77 Accidental actionsAccidental actionsEN 1991EN 1991--22 Traffic loads on bridgesTraffic loads on bridges
EN 1991EN 1991--33 Actions induced by cranes andActions induced by cranes andmachinerymachinery
EN 1991EN 1991--44 Actions in silos and tanksActions in silos and tanks
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EN 1991EN 1991--11--11-- Imposed loadsImposed loads
ForewordForeword
Section 1 GeneralSection 1 General
Section 2 Classification of ActionsSection 2 Classification of Actions
Section 3 Design SituationsSection 3 Design Situations Section 4 Densities of Construction And Stored MaterialsSection 4 Densities of Construction And Stored Materials
Section 5 SelfSection 5 Self--weight of Construction Worksweight of Construction Works
Section 6 Imposed loads on BuildingsSection 6 Imposed loads on Buildings
Annex AAnnex A Tables For Nominal Density of ConstructionTables For Nominal Density of ConstructionMaterials, And Nominal Density And AnglesMaterials, And Nominal Density And Angles
of Repose For Stored Materials (I)of Repose For Stored Materials (I) Annex BAnnex B Vehicle Barriers And Parapets For Car Parks (I)Vehicle Barriers And Parapets For Car Parks (I)
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Main Categories of UseMain Categories of Use
Residential, social, commercial and administrationResidential, social, commercial and administrationareasareas
-- 44 categories (A, B, C and D)categories (A, B, C and D)
Areas for storage and industrial activitiesAreas for storage and industrial activities-- 22 categories (E1 and E2)categories (E1 and E2)
Garages and vehicle traffic (excluding bridges)Garages and vehicle traffic (excluding bridges)-- 22 categories (F and G)categories (F and G)
RoofsRoofs
--
33
categories (H, I and K)categories (H, I and K)
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Table 6.2 Imposed loads on floors, balconies and stairs in buildingsCategories of loaded areas qk
[kN/m2]
Qk
[kN]Category A- Floors- Stairs- Balconies
Category B
Category C- C1- C2
- C3- C4- C5
Category D-D1
-D2
1,5 to 2,02,0 to 4,02,5 to 4,0
2,0 to 3,0
2,0 to 3,03,0 to 4,0
3,0 to 5,04,5 to 5,05,0 to 7,5
4,0 to 5,0
4,0 to 5,0
2,0 to 3,02,0 to 4,02,0 to 3,0
1, 5 to 4,5
3,0 to 4,02,5 to 7,0 (4,0)
4,0 to 7,03,5 to 7,03,5 to 4,5
3,5 to 7,0 (4,0)
3,5 to 7,0NOTE: Where a range is given in this table, the value may be set by the National annex. Therecommended values, intended for separate application, are underlined. qk is intended for thedetermination of general effects and Qk for local effects. The National annex may define differentconditions of use of this Table.
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AA
A A m==== ++++ ====
5
7 1000
0
2
Exp (6.1) - Clause 6.3.1.2(10)
A (mA (m22)) AA (EN 1991(EN 1991--11--11
withwith oo = 0,7)= 0,7)AA (EN 1991(EN 1991--11--11
withwith oo = 1,0)= 1,0)
4040 0,750,75 0,960,96
8080 0,630,63 0,840,84
120120 0,590,59 0,800,80
160160 0,560,56 0,780,78
240240 0,540,54 0,760,76
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2nn
)2n(2 0n >
+=
nn nn (EN 1991(EN 1991--11--1);1); = 0,7= 0,7
11 11
22 11
33 0,90,9
44 0,850,85
55 0,820,82
66 0,80,8
77 0,790,79
88 0,780,78
99 0,770,77
1010 0,760,76
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Annex AAnnex A -- Nominal densities ofNominal densities ofconstruction and stored materialsconstruction and stored materials
Designated as anDesignated as an InformativeInformativeAnnexAnnex
12 tables:12 tables:-- 5 for construction materials (concrete/mortar, masonry,5 for construction materials (concrete/mortar, masonry,wood, metals andwood, metals and other materialsother materials););
-- 1 for bridge materials (asphalts, ballast, fills, railway1 for bridge materials (asphalts, ballast, fills, railwaysleepers);sleepers);
-- 1 for stored construction materials (aggregates, bentonite,1 for stored construction materials (aggregates, bentonite,gypsum and fresh water); andgypsum and fresh water); and
-- 5 for stored products (agricultural, foodstuffs, liquids, solid5 for stored products (agricultural, foodstuffs, liquids, solidfuels and industrial)fuels and industrial)
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< 1 kW< 1 kW
WoodshedWoodshed0,6 m0,6 m22 -- 400 kW400 kW
FlameFlame20 kW20 kW
Layer fireLayer fire1 m1 m22 2 MW2 MW
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Car fireCar fire 10 m10 m22 8 MW8 MW
EN 1991EN 1991--11--2 : Actions on structures exposed to fire2 : Actions on structures exposed to fire
EN 1991EN 1991 11 2 Actions on structures exposed to fire2 : Actions on structures exposed to fire
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Warehouse fireWarehouse fire 8000 m8000 m22 > 800 MW> 800 MW
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EUROPEAN HARMONISATIONCONSTRUCTION PRODUCT DIRECTIVE (1988-12-21)
ESSENTIAL REQUIREMENTS : Mechanical resistance and stability
Safety in case of fire
Hygiene, health and environment
Safety in use
Protection against noise
Energy, economy and heat retention
EN 1991EN 1991--11--2 : Actions on structures exposed to fire2 : Actions on structures exposed to fire
EN 1991EN 1991 11 2 A ti t t d t fi2 A ti t t d t fi
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ESSENTIAL REQUIREMENTSESSENTIAL REQUIREMENTSSAFETY in CASE of FIRESAFETY in CASE of FIRE
Concerning the construction work :Concerning the construction work : Load Bearing Capacity ... for a Specific Period of TimeLoad Bearing Capacity ... for a Specific Period of Time
The Generation and Spread of Fire and Smoke areThe Generation and Spread of Fire and Smoke are
limitedlimited The Spread of Fire to Neighbouring Construction isThe Spread of Fire to Neighbouring Construction is
limitedlimited
The Occupants can leave the Works or be rescuedThe Occupants can leave the Works or be rescued The Safety of Rescue Teams is taken into ConsiderationThe Safety of Rescue Teams is taken into Consideration
EN 1991EN 1991--11--2 : Actions on structures exposed to fire2 : Actions on structures exposed to fire
EN 1991EN 1991 11 2 A ti t t d t fi2 A ti t t d t fi
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HARMONISATION OFASSESSMENT METHODS
To prove compliance with Essential Requirements :
- tests
- calculation and/or design methods
- combination of tests and calculations
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THERMAL ACTIONSTHERMAL ACTIONS
MECHANICAL ACTIONSMECHANICAL ACTIONS
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THERMAL ACTIONS Nominal Time-Temperature Curves
Natural Fire Models
Simplified fire models
Advanced fire models
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0
300
600
900
1200
0 30 60 90 120 150 180 210
Temperature[C]
Time [min]
Standard time-temperature curve
Hydrocarbon fire
External fire
Nominal Time-Temperature Curves
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Compartment fire for internal elements 230 MJ/m299 pp
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Compartment Fires for external elementsCompartment Fires for external elements
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BASIC PRINCIPLE
Load-bearing function of a structure
shall be assumed if :Ed,t, fi Rd,t, fi
where :
Ed,t, fi : design effect of actions (Eurocode 1 Part 1-2)
Rd,t, fi : design resistance of the structure at time t
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EN 1991EN 1991--11--4 : Eurocode 14 : Eurocode 1 -- Part 1Part 1--44 -- Wind actionsWind actions
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Background to Wind Action
Wind is highly turbulent and random in natureWind is highly turbulent and random in nature The fundamental equations of fluid motion areThe fundamental equations of fluid motion aredifficult to solvedifficult to solve
AllAll solutionssolutions for wind effects are onlyfor wind effects are only
approximationsapproximations
EN 1991 1 4 : Eurocode 1 Part 1 4 Wind actions
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Foreword
Section 1 GeneralSection 2 Design situations
Section 3 Modelling of wind actions
Section 4 Wind velocity and velocity pressure
Section 5 Wind actions
Section 6 Structural factor cscd
Section 7 Pressure and force coefficients
Section 8 Wind actions on bridges
Annex A (informative) Terrain effects
Annex B (informative) Procedure 1 for structural factor cscd
Annex C (informative) Procedure 2 for structural factor cscd
Annex D (informative) Graphs of cscd for common building formsAnnex E (informative) Vortex shedding & aeroelastic instabilities
Annex F (informative) Dynamic characteristics of structures
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Section 1 - GeneralSCOPESCOPE
Includes
Building and civil engineering works with heights up to 200m
Bridges with spans of less than 200m (subject to dynamic responsecriteria)
Excludes
Guyed masts and lattice towers (EN 1993-7-1) Lighting columns (EN40)
Cable supported bridges
Torsional and higher modes of vibration
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Section 4: Wind velocity and velocity pressureSection 4: Wind velocity and velocity pressureTerrain CategoriesTerrain Categories
Terrain category zo (m) zmin (m)0 Sea or coastal area exposed to the open sea
I. Lakes or flat and horizontal area with negligible vegetation and
without obstacles
II. Areas with low vegetation such as grass and isolated obstacles,
separated by at least 20 obstacle heightsIII. Areas with regular cover of vegetation or buildings or with
isolated obstacles separated by < 20 obstacle heights
IV. Areas in which at least 15% of the surface is covered with
buildings whose average height exceeds 15m
0.003
0.01
0.05
0.3
1.0
1
1
2
5
10
Terrain categories ( Annexe A)EN 1991EN 1991--11--4 : Eurocode 14 : Eurocode 1
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Category IICategory IIArea with lowArea with lowvegetation such asvegetation such asgrass and isolatedgrass and isolatedobstacles (trees,obstacles (trees,buildings) withbuildings) withseparations of atseparations of atleast 20 obstacleleast 20 obstacleheightsheights
Category IIICategory IIIArea with regularArea with regularcover ofcover ofvegetation orvegetation orbuildings or withbuildings or withisolated obstaclesisolated obstacleswith separations ofwith separations of
maximum 20maximum 20obstacle heightsobstacle heights(such as villages,(such as villages,suburban terrain,suburban terrain,permanent forest)permanent forest)
category IVcategory IVArea in which atArea in which atleast 15least 15 % of the% of thesurface is coveredsurface is coveredwith buildings andwith buildings andtheir averagetheir averageheight exceeds 15height exceeds 15
mm
Category 0Category 0Sea or coastalSea or coastalarea exposed toarea exposed tothe open seathe open sea
Category ICategory ILakes or flat andLakes or flat andhorizontal areahorizontal areawith negligiblewith negligiblevegetation andvegetation andwithoutwithout
obstaclesobstacles
-- Part 1Part 1--44 -- Wind actionsWind actions
EN 1991EN 1991--11--4 : Eurocode 14 : Eurocode 1 -- Part 1Part 1--44 -- Wind actionsWind actions
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Section 4: Wind velocity and velocity pressure
Basic wind velocity vb = cdir cseason vb,0 cprobwhere vb,0 = 10 minute mean velocity at 10m above ground of category
II (z0 = 0.05)
cdir = directional factorcseason = seasonal factorcprob = probability factor
Mean wind velocity vm(z) = cr(z) co(z) vbWherecr(z) = roughness factor = kr ln(z/zo)kr = terrain factor depending on zoc
0(z) = orography factor
NationalNationalchoicechoiceallowedallowed
07,0
,0
019,0
====
II
rz
zk
5757EN 1991EN 1991--11--4 : Eurocode 14 : Eurocode 1 -- Part 1Part 1--44 -- Wind actionsWind actions An exampleAn example
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Zone vb,0
(m/s)Zone 1 24,0
Zone 2 26,0
Zone 3 28,0
Zone 4 30,0
Zone 5
(Antilles, Runion)
34,0
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Section 4: Wind velocity and velocity pressureSection 4: Wind velocity and velocity pressure
Peak velocity pressurePeak velocity pressure
==== )(2
1
)()(
2
zvzczq mep
wherewhereccee = exposure coefficient= exposure coefficient = air density (1,25 kN/m= air density (1,25 kN/m33))kkll = turbulence coefficient (generally 1,0)= turbulence coefficient (generally 1,0)
++++====
)(
71)()(
2
zc
kkzczc
r
rlre maxmin zzz
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Terraincategory
z0 (m) zmin (m)
0 0,003 1
I 0,01 1
II 0,05 2
III 0,3 5
IV 1,0 10
zzmaxmax = 200 m= 200 m
Terrain categoryTerrain categoryEN 1991EN 1991--11--4 : Eurocode 14 : Eurocode 1 -- Part 1Part 1--44 -- Wind actionsWind actions
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z (m)Heightaboveground
ccee(z) exposure coefficient (without orography effect)(z) exposure coefficient (without orography effect)
Terrain categoryTerrain category
1 1.25 1.5 1.75 2 2.25 2.5 2.75 3 3.25 3.5 3.75 4 4.25 4.5
10
20
30
40
50
60
70
80
90
100IV III II I 0
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Section5: Wind actions (bridges)5: Wind actions (bridges)
Wind pressure w = qp(ze) cp
Wind force Fw = cscd w Aref(using pressure coefficients)
Wind force Fw
= cs
cd
cf
qp
(ze
) Aref
(directly)
Wind force Fw = cscd cf qp(ze) Aref
(using vectorial summation)
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Eurocode 1: Actions on structuresEN 1991-1-5 General Actions
Thermal Actions
EN 1991-1-5: CONTENTS
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Section 1 General Section 2 Classification of actions Section 3 Design situations Section 4 Representation of actions
Section 5 Temperature changes in buildings Section 6 Temperature changes in bridges
Section 7 Temperature changes in industrial
chimneys, pipelines, silos, tanks andcooling towers Annexes
Changing the return period for transient design situations
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0. 4 0.5 0 .6 0 .7 0. 8 0.9 1 .0 1.1 1. 2 1.3
0,005
0,007
0,01
0,014
0,02
0,05
0,1
0,2
p m aximum minimum
Ratios
10years
50years
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99 5 ep ese tat o o act o s
The temperature distribution within an individualstructural element is split into the following fouressential constituent components:
(a) A uniform temperature component,
Tu ;(b) A linearly varying temperature differencecomponent about the z-zaxis, TMy ;
(c) A linearly varying temperature differencecomponent about the y-yaxis, TMz ;
(d) A non-linear temperature difference component,TE. This results in a system of self-equilibratedstresses which produce no net load effect on theelement.
Diagrammatical representation of constituent
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Diagrammatical representation of constituent
components of a temperature profile
x
yyyyy
zzzzz
Center of
gravity
Tu TMy TMz TE
(a) (b) (c) (d)
= + + +
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EN 1991-1-5: Temperature changes in buildings
Thermal actions on buildings due to climatic andoperational temperature changes need to be considered inthe design of buildings where there is a possibility of theultimate or serviceability limit states being exceeded due
to thermal movement and/or stresses.
Volume changes and/or stresses due to temperaturechanges may also be influenced by:
shading of adjacent buildings,
use of different materials with different thermal expansioncoefficients and heat transfer,
use of different shapes of cross-section with differentuniform temperature.
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In accordance with the temperature components given,climatic and operational thermal actions on a structuralelement need to be specified using the following basicquantities:
A uniform temperature component Tu given by thedifference between the average temperature T of anelement and its initial temperature T0.
A linearly varying temperature component given by thedifference TM between the temperatures on the outer andinner surfaces of a cross section, or on the surfaces ofindividual layers.
A temperature difference Tp of different parts of astructure given by the difference of average temperaturesof these parts.
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Indicative values of inner environment (T1 and T2)And Tout (i.e.Tmax + T1,T2 or T3 ) for buildings above ground,
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T Season CharacteristicValues of thetemperature
(C)
CommentsCommentaires
1T Summer 20
2T Winter 25
3T
Summer
Relative absorption depends on surface colour.(bright light surface)0 Elements facing North-East
18 Elements facing South-West4T Relative absorption depends on surface colour.
(light coloured surface)2 Elements facing North-East30 Elements facing South-West
5T Relative absorption depends on surface colour.
(dark surface)4 Elements facing North-East42 Elements facing South-West
out ( max 1, 2 3 ) g g ,
for regions between latitudes 45o
N and 55o
N
Indicative temperatures Tout for underground parts of buildingsFor regions between latitudes 45oN and 55oN
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6T Summer 8 Temperature for depth below the groundlevel, less than 1 m.
7T Summer 5 Temperature for depth below the groundlevel, more than 1 m.
8T Winter -5 Temperature for depth below the groundlevel, less than 1 m.
9T Winter -3 Temperature for depth below the groundlevel, more than 1 m.
g
Thermal actions in bridge decksTemperature in girders
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TN produces a variation of length. It influences
The design of expansion joints
The design of bearingsIt produces action effects in statically undetermined structure
(portal bridges, arch bridges, etc.) and in continuous rails ofrailway bridges
TM produces a rotation in every cross-section In a statically determined girder
Deformation but no action effects In a statically undetermined girder
Deformation and action effects Horizontal component ( recommended value 5C)
TE
produces self-balanced stresses in the cross-section
BRIDGE TYPESBRIDGE TYPES
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Type 1 Steel deckType 1 Steel deck - steel boxsteel box--girdergirder
-- steel truss or plate girdersteel truss or plate girder
Type 2 Composite deckType 2 Composite deck
Type 3 Concrete deckType 3 Concrete deck
-- concrete slabconcrete slab-- concrete beamconcrete beam-- concrete boxconcrete box--girdergirder
TTe maxe max
Determination of thermal effectsDetermination of thermal effects
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e.maxe.max
TTe.mine.min
-50
-40
-30
-20
-10
0
10
20
30
40
50
60
70
-50 -40 -30 -20 -10 0 10 20 30 40 50
maximum
minimum
TTmaxmaxTTminmin
Type 1Type 1
Type 2Type 2Type 3Type 3
CONCRETE BRIDGECONCRETE BRIDGECorrelation betweenCorrelation between
minimum/maximumminimum/maximumshade airshade air
temperaturetemperature(Tmin/Tmax)(Tmin/Tmax)
AndAnd
minimum/maximumminimum/maximum
uniform bridgeuniform bridgetemperaturetemperaturecomponentcomponent(Te.min/Te.max)(Te.min/Te.max)
Table 6.1: Recommended values of linear temperature difference component fordifferent types of bridge decks for road, foot and railway bridges
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Top warmer than bottom Bottom warmer than top
Type of Deck
TM,heat (oC) TM,cool (
oC)
Type 1:Steel deck 18 13
Type 2:Composite deck 15 18
Type 3:Concrete deck:- concrete box girder
- concrete beam- concrete slab
10
1515
5
88
NOTE 1: The values given in the table represent upper bound values of the linearlyvarying temperature difference component for representative sample of bridgegeometries.
NOTE 2: The values given in the table are based on a depth of surfacing of 50 mm
for road and railway bridges. For other depths of surfacing these values should bemultiplied by the factor ksur. Recommended values for the factor ksuris given inTable 6.2.
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EN 1991-1-5 Thermal actions
Temperature differences for bridge decks : Type 1 Steel decksbridges (re-
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produced from EN 1991-1-5)
EN 1991-1-5 Thermal actionsTemperature differences for bridge decks : Type 2 Composite decksbridges (re-produced from EN 1991-1-5)
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bridges (re produced from EN 1991 1 5)
Temperature differences for bridge decks : Type 3 Concrete decksbridges (re-produced from EN 1991-1-5)
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bridges (re produced from EN 1991 1 5)
Additional rulesAdditional rules
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)()(75,0
)(35,0)(
,exp,,,
,exp,,,
conNNcoolMheatM
conNNcoolMheatM
TorTTorT
TorTTorT
++++
++++
Temperature differences between the inner and outer web walls oflarge concrete box girder bridges :Recommended value 15C
Differences in the uniform temperature component between differentstructural elements :- 15C between main structural elements (e.g. tie and arch); and- 10C and 20C for light and dark colour respectively between
suspension/stay cables and deck (or tower).
Simultaneity of uniform and temperature difference components
(recommended values)
Temperature differences between the outer faces of bridge piers,hollow or solid
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55CC
1515CC
Bridge axisBridge axis
Design of Bridges with Eurocodes
EN1990 + Annex A2
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EN 1991-1-/1, 3, 4, 5, 6, 7EN 1991-2 : Traffic loads
EN 1992-1+2 : concrete bridgesEN 1993-1+2 : steel bridgesEN 1994-1+2 : composite bridgesEN 1995-1+2 : timber bridges
EN 1997-1 : foundationsEN 1998-1+2+5 : bridges in seismic zones
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EN 1991-2 - Traffic loads on bridges
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EN 1991-2Eurocode 1 :
Actions onstructures Part 2:Traffic Loadson Bridges
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FOREWORD
SECTION 1 GENERAL
SECTION 2 CLASSIFICATION OF ACTIONS
SECTION 3 DESIGN SITUATIONS
SECTION 4 ROAD TRAFFIC ACTIONS AND OTHER ACTIONSSPECIFICALLY FOR ROAD BRIDGES
SECTION 5 ACTIONS ON FOOTWAYS, CYCLE TRACKSAND FOOTBRIDGES
SECTION 6 RAIL TRAFFIC ACTIONS AND OTHER ACTIONS
SPECIFICALLY FOR RAILWAY BRIDGES
ANNEX A (I) Models of special vehicles for road bridges
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ANNEX B (I) Fatigue life assessment for road bridges Assessmentmethod based on recorded traffic
ANNEX C (N) Dynamic factors 1+ for real trains
ANNEX D (N) Basis for the fatigue assessment of railway structures
ANNEX E (I) Limits of validity of load model HSLM and the selectionof the critical universal train from HSLM-A
ANNEX F (I) Criteria to be satisfied if a dynamic analysis is not
requiredANNEX G (I) Method for determining the combined response of a
structure and track to variable actions
Annex H (I) Load models for rail traffic loads in transient situations
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Traffic load models for road bridgesTraffic load models for road bridges
-- Vertical forces : LM1, LM2, LM3, LM4Vertical forces : LM1, LM2, LM3, LM4-- Horizontal forces : braking and acceleration,Horizontal forces : braking and acceleration,
centrifugal, transversecentrifugal, transverse
Groups of loadsGroups of loads
-- gr1a, gr1b, gr2, gr3, gr4, gr5gr1a, gr1b, gr2, gr3, gr4, gr5-- characteristic, frequent and quasicharacteristic, frequent and quasi--permanentpermanentvaluesvalues
Combination with actions other than traffricactions
LOAD MODEL FOR LIMIT STATES OTHER THAN FATIGUE LIMIT
STATES
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STATES Field of application : loaded lengths less than 200 m (maximum
length taken into account for the calibration of the Eurocode Forvery long loaded lengths, see National Annex)
Load Model Nr. 1Concentrated and distributed loads (main model)
Load Model Nr. 2
Single axle load
Load Model Nr. 3Set of special vehicles
Load Model Nr. 4Crowd loading : 5 kN/m2
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The main load model (LM1)The main load model (LM1)
qq1k1k = 9 kN/m= 9 kN/m22
qq2k2k = 2,5 kN/m= 2,5 kN/m22
qq3k3k = 2,5 kN/m= 2,5 kN/m22
qqrkrk = 2,5 kN/m= 2,5 kN/m22
Load model Nr 2 (LM2)
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Load model Nr. 2 (LM2)
1QQ ====
Recommended
value :
(0,9 for the(0,9 for the 2nd
class)class)
Fatigue Load Models for road bridges
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Fatigue Load Models for road bridges
Load Model Nr. 1 (FLM1) : Similar to characteristic Load
Model Nr. 10,7 x Qik - 0,3 x qik - 0,3 x qrk
Load Model Nr. 2 (FLM2) : Set of fequent lorries Load Model Nr. 3 (FLM3) : Single vehicle
Load Model Nr. 4 (FLM4) : Set of equivalent lorries Load M/odel Nr. 5 (FLM5) : Recorded traffic
Fatigue Load Model Nr.3 (FLM3)
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EN 1991-2 - Traffic loads on bridges
Load models for footbridges
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LOAD MODEL Nr.1Uniformly distributed load qfk
LOAD MODEL Nr.2Concentrated load Qfwk(10 kN recommended)
LOAD MODEL Nr.3Service vehicle Q
serv
Recommended characteristic value for :- footways and cycle tracks on road bridges,
- short or medium span length footbridges :
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- short or medium span length footbridges :
Recommended expression for long span length
footbridges :
L is the loaded length [m]
2
fk kN/m30
1200,2
++++++++====L
q
2
fk kN/m5,2q
2
fk kN/m0,5====q
2
fk kN/m0,5q
Railway bridges - Notation and dimensions
specifically for rail tracks Section 6
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(1) Running surface(2) Longitudinal forces acting along the centreline of the track
specifically for rail tracks Section 6
s : Gaugeu : CantQs : Nosing force
Load Model LM 71
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The characteristic values may be adjusted to the expected traffic onthe bridge by a multiplication factor which shall be one of thefollowing :
0,75 - 0,83 - 0,91 - 1,00 - 1,10 - 1,21 - 1,33 1,46
1,33 is the recommended value for important and international lines.When selected, the same factor shall be applied to the other rail
traffic action components, in particular to centrifugal forces, nosingforces, and acceleration and braking.
Load Models SW/0 and SW/2
(H il ffi )
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Loadmodels qvk[kN/m] a[m] c[m]
SW/0
SW/2
133
150
15,0
25,0
5,3
7,0
(Heavy rail traffic)
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Example of a heavy weight waggon (DB, 32 axles, selfweight 246 t,
pay load 457 t, mass per axle 22 t , Ltot = 63,3 m
Models HSLM-A et HSLM-B for international high
speed lines
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speed lines
Stresses and strains in a bridge deck due to rail traffic (including the
Dynamic effects
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Stresses and strains in a bridge deck due to rail traffic (including theassociated acceleration) are amplified or reduced by the followingphenomena :
- Loading celerity due to the speed of rail traffic crossing the bridgeand the bridge inertia,
- Successive loads crossing the bridge with more or less regularspacings, which can excite the structure and, in some cases, lead toresonance,
- Variations of wheel loads due to imperfection of tracks or of thevehicle (including wheel irregularities).
To cover these effects, EN 1991-2 defines 3 dynamic amplification
factors
Maximum permissible vertical deflection for railway bridges with 3 ormore successive simply supported spans corresponding to a
permissible vertical acceleration of bv = 1 m/s in a coach for speed V[k /h]
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v[km/h]
Fatigue Example of light train (type 1) for fatigue
verifications
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Traction and braking forces act at the top of the rails in the longitudinaldirection of the track. They shall be considered as uniformly distributed over
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y ythe corresponding influence length La,b for traction and braking effects for thestructural element considered. The direction of the traction and braking forcesshall take account of the permitted direction(s) of travel on each track. Their
characteristic value is given in the Table below :Traction force Qlak = 33 [kN/m] La,b [m] 1000 [kN]
For Load Models LM 71, LM SW/0, LM SW/2 etHSLM
Braking force Qlbk = 20 [kN/m] La,b[m] 6000 [kN]
For Load Models LM 71, LM SW/0 et HSLM
Qlbk = 35 [kN/m] La,b [m]
For Load Model LM SW/2
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(1) max. 1,5s or less if against wall
(2) Track gauge s
(3) For ballasted decks the point forces may
be assumed to be distributed on a squareof side 450mm at the top of the deck.
Design situation I Equivalent loads QA1dand qA1d
(1) Load acting on edge of structure
(2) Track gauge s
Design Situation II - equivalentload qA2d
Aerodynamiceffects as a result
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of passing trains
Examples ofcharacteristicvalues ofpressure q1k for
simple verticalsurfaces parallelto the track
Combined response of structure and track to variableCombined response of structure and track to variable
actionsactionsThe effects resulting from the combined response of the structurThe effects resulting from the combined response of the structure ande and
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g pg pthe track to variable actions shall be taken into account for ththe track to variable actions shall be taken into account for the designe designof the bridge superstructure, fixed bearings, the substructure aof the bridge superstructure, fixed bearings, the substructure and fornd forchecking load effects in the rails. Traction and braking forces,checking load effects in the rails. Traction and braking forces, thermalthermal
actions, effects of vertical loads due to traffic (the associateactions, effects of vertical loads due to traffic (the associate
d dynamicd dynamic
effects may be neglected) shall be taken into account for theeffects may be neglected) shall be taken into account for thedetermination of the response. The use of the following model isdetermination of the response. The use of the following model isrecommended.recommended.
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Harmonized European standards for construction in Egypt
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