20110127 Eurocodes Egypt Work Calgaro EC0 and EC1.pdf

7/29/2019 20110127 Eurocodes Egypt Work Calgaro EC0 and EC1.pdf

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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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Harmonized European standards for construction in Egypt

EN 1990 Eurocode :

Basis of Structural Design

Ratification : 29-11-2001Availability : 24-04-2002

EN 1990: BASIS OF STRUCTURAL DESIGN


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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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Eurocodes and the Egyptian construction industry


Vehicle impacts (very severe)


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THE REQUIREMENTS




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


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;



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.

EN 1991EN 1991--11--11-- Imposed loads (example)Imposed loads (example)


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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

EN 1991EN 1991--11--11-- Imposed loads (Reduction factor for floors)Imposed loads (Reduction factor for floors)


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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

EN 1991EN 1991--11--11-- Imposed loads (reduction factorImposed loads (reduction factor for imposed loadsfrom several storeys))


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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

EN 1991EN 1991--11--22-- Actions on structures exposed to fireActions on structures exposed to fire


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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


EN 1991EN 1991 11 2 : Actions on structures exposed to fire2 : Actions on structures exposed to fire


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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 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 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

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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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


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



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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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Eurocodes and the Egyptian construction industry

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

EN 1991-1-5: Representation of actions


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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)

= + + +

EN 1991-1-5: Temperature changes in buildings


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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 beamconcrete 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.

EN 1991-1-5 Thermal actions


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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

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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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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Harmonized European standards for construction in Egypt102

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.

108


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Thank you forThank you forThank you forThank you foryour attentionyour attentionyour attentionyour attention

20110127 Eurocodes Egypt Work Calgaro EC0 and EC1.pdf

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