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Rcs1-Chapter2-Standards

The document outlines the framework and principles of reinforced concrete structures according to Eurocodes, detailing design methodologies, limit states, and the mechanical characteristics of materials. It covers various chapters, including generalities, evolution of standards, and mechanical behavior under different conditions. The document also references key literature and standards essential for understanding and applying Eurocodes in construction.

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1 Reinforced Concrete Structures 1 - Eurocodes RCS 1 Professor Marwan SADEK https://www.researchgate.net/profile/Marwan_Sadek https://fr.slideshare.net/marwansadek00 Email : marwansadek00@gmail.com If you detect any mistakes, please let me know at : marwansadek00@gmail.com
2 PLAN – RCS1 M. SADEK Ch 1 : Generalities – Reinforced concrete in practice Ch 2 : Evolution of the standards – Limit states Ch 3 : Mechanical Characteristics of materials – Constitutive relations Ch 4 : Durability and Cover Ch 5 : Beam under simple bending – Ultimate limit state ULS Ch 6 : Beam under simple bending – serviceability limit state SLS Ch 7 : Section subjected to pure tension
3 Selected References French BAEL Code (91, 99)  Règles BAEL 91 modifiées 99, Règles techniques de conception et de calcul des ouvrages et constructions en béton armé, Eyrolles, 2000.  J. Perchat (2000), Maîtrise du BAEL 91 et des DTU associés, Eyrolles, 2000.  J.P. Mougin (2000), BAEL 91 modifié 99 et DTU associés, Eyrolles, 2000.  …. EUROCODES  H. Thonier (2013), Le projet de béton armé, 7ème édition, SEBTP, 2013.  Jean-Armand Calgaro, Paolo Formichi ( 2013) Calcul des actions sur les bâtiments selon l'Eurocode 1 , Le moniteur, 2013.  J. M. Paillé (2009), Calcul des structures en béton, Eyrolles- AFNOR, 2009.  Jean Perchat (2013), Traité de béton armé Selon l'Eurocode 2, Le moniteur, 2013 (2ème édition)  Manual for the design of concrete building structures to Eurocode 2, The Institution of Structural Engineers, BCA, 2006.  A. J. Bond (2006), How to Design Concrete Structures using Eurocode 2, The concrete centre, BCA, 2006. https://usingeurocodes.com/ M. SADEK
4 In addition to Eurocodes, the references that are mainly used to prepare this course material are :  Thonier 2013  Perchat 2013  Paillé 2009 Some figures and formulas are taken from  Cours de S. Multon - BETON ARME Eurocode 2 (available on internet)  Cours béton armé de Christian Albouy M. SADEK
5 CHAPTER 2 Evolution of the STANDARDS – LIMIT STATES M. SADEK 1. Introduction – Design standards 2. Eurocodes 3. EC0 / Semi –probabilistic methods 4. Limit states 5. Actions – Eurocode 1 6. Combinations of Actions (SLS- ULS)  Annexes
6 Design standards / History M. SADEK  Admissible stresses : BA45, BA60, CCBA68 ( Safety factor applied on the resistance of materials, + use of linear elastic model)  Limit states : BAEL 83, BAEL 91, modifiée 99  other: ACI, BS, SIA  Eurocodes (EC2 –Reinforced & Prestress Concrete) : limit state concept used in conjunction with a partial factor method 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
7 The EUROCODES  The EN Eurocodes are a series of 10 European Standards, EN 1990 - EN 1999, providing a common approach for the design of buildings and other civil engineering works and construction products Three official languages (English, French, German)  These european standards « EUROCODES » are intended to harmonize the design regulations inside the European union. 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
8 The clauses of EUROCODES are composed of the Principles and Application Rules : The Principles, identified by the letter (P) comprise the general statements and definitions for which there is no alternative, as well as requirements and analytical models for which no alternative is permitted unless specifically stated. The Application Rules are generally recognized rules which comply with the Principles and satisfy their requirements.  NOTE : The Eurocodes are applicable for the design of new structures, but the principles, the basic requirements and the application rules of EN1990 are applicable for the structural appraisal of existing construction, in developing the design of repairs and alterations or in assessing changes of use. The EUROCODES 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
9 M. SADEK EUROCODES establish fundamental requirements in order to reach an appropriate level of performance in terms of structural reliability mainly :  The structural SAFETY OF PEOPLE The SERVICEABILITY and FUNCTIONING of the structure  The STRUCTURAL INTEGRITY in accidental situations The DURABILITY, with regard to environmental conditions The EUROCODES 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
LIST OF EUROCODES Nb of Standards Basis of structural design EC 0 2 ACTIONS EC 1 10 CONCRETE EC 2 4 STEEL EC 3 20 COMPOSITE EC 4 3 TIMBER EC 5 3 MASONARY EC 6 4 GEOTECHNIC EC 7 2 EARTHQUAKE EC 8 6 ALUMINIUM EC 9 5 NOTA : The 10 Eurocodes constitute a group of 59 parts ( 30 until 2005) 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
Links between EUROCODES Structural safety, service- ability and durability Actions on structures Design and detailing Geotechnics & Earthquake EN 1991 EN 1990 EN 1992 EN 1993 EN 1994 EN 1995 EN 1996 EN 1999 EN 1997 EN 1998 The EUROCODES 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
12 M. SADEK Typical Layout • National Title Page • National Foreword • EUROCODE – MAIN TEXT • NORMATIVE ANNEXES • INFORMATIVE ANNEXES • NATIONAL ANNEX  (Professional rules) European STANDARD French Standard NATIONAL STANDARDS IMPLEMENTING EUROCODES 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
13 M. SADEK EUROCODE 2  French Standard NF EN 1992 DESIGN OF CONCRETE STRUCTURES: EN 1992-1-1 : General rules, and rules for buildings (2005)  FNA - French National Annex (2007) Professional recommendations (2007) EN 1992-1-2 : Structural fire design EN 1992-2 : Reinforced and prestressed concrete bridges EN 1992-3 : Liquid retaining and containing structures 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
14M. SADEK The EUROCODES for the design of RC buidings EUROCODE Part D’EUROCODE TITRE ET/OU OBJET EN 1990 – Basis of structural design Main part Fundamental requirements. Design principle at Limit states using the partial factor method. AnnexeA1 Combinations of actions – application for buildings EN 1991 : Eurocode 1 – Actions on structures Part 1-1 Densities, self-weight, imposed loads for buildings Part 1-2 Actions on structures exposed to fire. Part 1-3 General actions - Snow loads Part 1-4 General actions - Wind actions Part 1-5 General actions - Thermal actions Part 1-6 General actions - Actions during execution. Part 1-7 General actions - Accidental Actions EN 1992 : Eurocode 2 – Design of concrete structures Part 1-1 General rules, and rules for buildings Part 1-2 Structural fire design EN 1997 : Eurocode 7 – Geotechnical design Part 1 General rules - Design of foundation EN 1998 : Eurocode 8 – Design of structures for earthquake resistance Part 1 General rules, seismic actions and rules for buildings. Part 5 Foundations, retaining structures and geotechnical aspects 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
15 M. SADEK L’EUROCODE 0 : BASIS OF STRUCTURAL DESIGN 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
16 M. SADEK L’EUROCODE 0 : BASIS OF STRUCTURAL DESIGN Several factors are likely to affect the safety of a construction • Definition of the applied actions (Actions) • Properties of the materials • Definition of the internal forces (Effect of actions) • Methods and design assumptions • Execution method / qualification of employees Safety 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
17 M. SADEK Origin of Probabilism A limit state could be reached due to combined effect of several random factors of uncertainties. The basic idea of probabilism is to limit the probability of reaching a limit state by taking into account the random character of :  Uncertainty in material property  Uncertainty in representative values of actions  Model uncertainty in actions and action effects (internal forces M, N, T ..)  Model uncertainty in structural resistance 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
18 M. SADEK L’EUROCODE 0 : BASIS OF STRUCTURAL DESIGN SEMI-PROBABILISTIC Method in conjunction with Partial factor of safety (Actions, resistance, effects) LIMIT STATE CONCEPT The design method at « Limit State » apply the partial factor of safety on the material Resistance and on the Actions (and their effect) 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
19 M. SADEK Check using the PARTIAL FACTOR METHOD  Fd : design value of the Action  Fk : Characteristic value of the Action  Frep : Representative value of the Action  f : partial factor for the Action accounting for model uncertainties and dimensional variations ψ = ψ0, ψ1 ou ψ2 (factors of combinations) 1) Design values of actions (Fd) 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
20 M. SADEK 2) Design Value of the effect of the action (Ed)  ad : Design values of geometrical data  Sd : Partial factor associated with the uncertainty of the action and/or action effect model Check using the PARTIAL FACTOR METHOD 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
21 M. SADEK Check using the method of partial factors 3) Design value of a material property (Xd)  Xk : Characteristic value of a material property   : mean value of the conversion factor that take in account the scale effect, humidity, temperature ..  m : Partial factor for a material property (ex : 1.5 the concrete, 1.2 pour the steel) 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
22 M. SADEK Semi – Probabilistic Method 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
23 M. SADEK INDICATIVE DESIGN WORKING LIFE DESIGN WORKING LIFE CATEGORY Indicative design working life (years) FNA EXAMPLES 1 10 10 Temporary structures 2 10-25 25 Replaceable structural parts, e.g. gantry girders, 3 15-30 25 Agriculture and similar structures 4 50 50 Buildings structures and other common structures 5 100 100 Monumental building structures, bridges and other civil engineering structures The design working life should be specified. Table 2.1 of EN 1990 proposes: 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
24 M. SADEK PRINCIPLE OF LIMIT STATE DESIGN 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
25 M. SADEK PRINCIPLE OF LIMIT STATE DESIGN A limit state is a condition of a structure beyond which it no longer fulfills the relevant design criteria.  Ultimate Limit State (ULS)  Serviceability Limit State (SLS) 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
26 Ultime Limit State (ULS) M. SADEK  Maximum capacity of the structure (people and structural safety)  Exceeding ULS Immediate Collapse Based on Eurocodes, We distinguish the following ULS: 1. Loss of static equilibrium of the structure or any part (EQU) 2. Internal failure or excessive deformation of the structure or structural members (STR) 3. Failure or excessive deformation of the ground (GEO) 4. Fatigue failure (FAT) 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
27 Ultime Limit State (ULS) M. SADEK 1. Loss of static equilibrium (EQU) Ex : Sliding or Overturning of a retaining Wall : earth pressure, friction … 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
28 Ultime Limit State (ULS) M. SADEK 2. Structural failure (STR) 2.a) Résistance of materials: Failure of one or several structural elements even if the global equilibrium is ok (beam subjected to bending or shear..) 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
29 Ultime Limit State (ULS) M. SADEK 2. Structural failure(STR) 2.b) Elastic instabilities : Buckling of columns, lateral torsional buckling of beams 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
30 Serviceability Limit State - SLS M. SADEK  The SLS are associated with conditions of normal use. They concern the functioning of the structure, confort of people.  Strain, vibration, cracking.. We distinguish the following SLS: 1. Stress limitation (Steel & Concrete) 2. Crack control (crack width) 3. Deflection control Other : Vibration, Thermal or sound insulation… 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
31 M. SADEK 1. Stress limitation in Steel and Concrete: In order to limit the longitudinal cracks, micro cracks or high creep .. Serviceability Limit State - SLS 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
32 M. SADEK 2. Crack Control : Cracks should not be unsightly or wide enough to lead to durability problems. It depends on several parameters (steel-concrete bond, minimum cover..) Definition of Exposure Class wmax  0.4, 0.3 ou 0.2 mm Serviceability Limit State - SLS 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
33 M. SADEK 3. Deflection control (Appropriate limiting values of deflection) Serviceability Limit State - SLS 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
34 ACTIONS (LOADS) Eurocode 1 M. SADEK 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
35 ACTIONS (Loads) (EN 1991 – Part 1) M. SADEK Forces induced by the applied loads and/or imposed deformation to a construction. Different sources :  Permanent load  Variable Load (Live load)  Climate load  Imposed deformation : Temperature variation, soil settlement ..  Earthquake, Fire 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
36 ACTIONS (Loads) M. SADEK Fk : Characteristic value of an Action 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
37 Classification of Actions M. SADEK 1. Permanent Loads 2. Variable loads 3. Accidental loads 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
38 M. SADEK 1. Permanent loads (characteristic value Gk : low variability , represented by mean value, see Annex A for densities)  Self Weight of the structure  Weight of equipments : cladding, machines in industries  Weight, earth pressure, liquid pressure (constant level)  … NOTE: In some cases, the variation in permanent load should be taken in account (when the difference becomes significant) Ex : asphalt pavement layer (± 20 %) 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
39 M. SADEK 2. Variable loads  imposed loads (or Live load) in a building or a bridge (Q)  Climatic Action : Wind (W), Snow (S))  Uniform or differential variation of temperature (T ou T)  Moving loads (Trucks, trains ..)  .. 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
40 M. SADEK 3. Accidental Action FA  Non common, quick  Only at ULS  Accident of a truck on a bridge  Fire  Earthquake (E) 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
41 M. SADEK Characteristic values of Imposed Loads (NF-EN 1991-1-1, 6.3) The Residential, social, commercial and administration areas in buildings are classified in Four categories (Table 6.1) 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
42 M. SADEK Imposed loads in buildings (NF-EN 1991-1-1, 6.3) qk (uniformly distributed load – general effect) Qk (concentrated load impact on 50x50 mm²- local effect) EC1 Example : Imposed loads on floors, balconies and stairs in buildings (Table 6.2) FNA 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
43 M. SADEK Imposed loads in buildings (NF-EN 1991-1-1, 6.3) Example : : Imposed loads on floors, balconies and stairs in buildings Additional load due to partition movable partitions with a self-weight ≤ 1,0 kN/m wall length : qk = 0,5 kN/m²  movable partitions with a self-weight ≤ 2,0 kN/m wall length : qk = 0,8 kN/m²  movable partitions with a self-weight ≤ 3,0 kN/m wall length : qk = 1,2 kN/m²  In lebanon : It is recommended to take an additional load of partitions : 150 to 200 daN/m² 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
44 M. SADEK Imposed loads in buildings (NF-EN 1991-1-1, 6.3) Other aspects (see annexes) Storage Parking Horizontal reduction factor Vertical reduction factor .. 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
45 Combinations of Actions (EC0) M. SADEK The assessment of internal forces (N, T, M) is done on the basis of load combination  Combination ULS  Combination SLS 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
46 M. SADEK  Characteristic value of a permanent action Gk Gk,sup Characteristic value of unfavourable Permanent action for the design of a given element (Earth pressure on a retaining wall) Gk,inf Characteristic value of favourable Permanent action for the design of a given element (Earth pressure on a retaining wall) (soil Self weight on a retaining wall) Characteristic Value of the Action 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
47 M. SADEK  Characteristic value of a single variable action Qk  Combination value, 0Qk  Frequent value, 1Qk  Quasi-permanent value 2Qk Characteristic Value of the Action 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
48 M. SADEK  Table A1.1 / EN1990 – Recommended values of  factors for buildings Characteristic Value of the Action 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
49 Combinations of Actions ULS (STR) M. SADEK 1. Fundamental Combination  To simplify, for buildings  When considering the critical variable action  When considering leading and accompanying variable Actions G : Partial factor for permanent actions G =1.35 if G unfavourable, 1, if favourable Q,1 : Partial factor for variable action , Q,1 =1.5 for leading and accompanying variable Action 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
50 M. SADEK 2) Accidental Combination Combinations of Actions ULS (STR) 3) Seismic Combination Ad : design value of an accidentel action 1,1 : if fire  AEd :design value of action due to Earthquake ground motion 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
51 M. SADEK 1) Characteristic Combination : Combinations of Actions SLS 2) Frequent Combination : 3) Quasi-permanent Combination 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
52 Annexes M. SADEK
53 M. SADEK Selected Parts of ANNEX A (EC1 – part 1.1) Construction materials -Tables A1  A12 Table A.1 - Concrete and mortar
54 M. SADEK Selected Parts of ANNEX A (EC1 – part 1.1) Construction materials -Tables A1  A12 TableA.2 - Masonry
55 M. SADEK ANNEX A (EC1 – part 1.1) Table A.3 - Timber Table A.4 - Metals
56 M. SADEK ANNEXE A (EC1 – Part 1.1) Table A.7 - Stored Materials
57 M. SADEK Extracted parts (EC1 – part 1.1 - 6.3) Storage Areas, Parking Reduction Factors
58 M. SADEK Extracted from (EC1 – Part 1.1)  Characteristic values of imposed load
59 M. SADEK Extracted from (EC1 – Part 1.1 - 6.3)  Characteristic values of imposed load
60 M. SADEK  Characteristic values of imposed load The recommended value for the horizontal reduction factor for floors and roofs : French National Annex
61 M. SADEK  Characteristic values of imposed load The recommended value for the vertical reduction factor for columns and walls N : is the number of storeys (> 2) above the loaded structural elements from the same category French National Annex
62 M. SADEK Reminder about Units  Length en (m) 1 m = 100 cm (precision in R.C: 1 cm / sometimes 0.5 cm) (in steel structures : 1 mm)  Force (N) 10 N = 1 daN = 1 kg (kgf ) 1 MN = 103 kN = 100 T (Tf)  Pressure /Stress (Pa) 1 Pa = 1 N/m² 1 MPa = 106 Pa = 1 N/mm² 1 MPa = 10 bars = 100 T/m² 1 bar = 1 kg/cm²
63 M. SADEK Exercices  Load / m² on a slab  Combinations of actions SLS , ULS Numerical example / Determination of maximum forces  Total load / Load on columns  Load on beam (/ m)

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Rcs1-Chapter2-Standards

  • 1.
    1 Reinforced Concrete Structures 1- Eurocodes RCS 1 Professor Marwan SADEK https://www.researchgate.net/profile/Marwan_Sadek https://fr.slideshare.net/marwansadek00 Email : [email protected] If you detect any mistakes, please let me know at : [email protected]
  • 2.
    2 PLAN – RCS1 M.SADEK Ch 1 : Generalities – Reinforced concrete in practice Ch 2 : Evolution of the standards – Limit states Ch 3 : Mechanical Characteristics of materials – Constitutive relations Ch 4 : Durability and Cover Ch 5 : Beam under simple bending – Ultimate limit state ULS Ch 6 : Beam under simple bending – serviceability limit state SLS Ch 7 : Section subjected to pure tension
  • 3.
    3 Selected References French BAELCode (91, 99)  Règles BAEL 91 modifiées 99, Règles techniques de conception et de calcul des ouvrages et constructions en béton armé, Eyrolles, 2000.  J. Perchat (2000), Maîtrise du BAEL 91 et des DTU associés, Eyrolles, 2000.  J.P. Mougin (2000), BAEL 91 modifié 99 et DTU associés, Eyrolles, 2000.  …. EUROCODES  H. Thonier (2013), Le projet de béton armé, 7ème édition, SEBTP, 2013.  Jean-Armand Calgaro, Paolo Formichi ( 2013) Calcul des actions sur les bâtiments selon l'Eurocode 1 , Le moniteur, 2013.  J. M. Paillé (2009), Calcul des structures en béton, Eyrolles- AFNOR, 2009.  Jean Perchat (2013), Traité de béton armé Selon l'Eurocode 2, Le moniteur, 2013 (2ème édition)  Manual for the design of concrete building structures to Eurocode 2, The Institution of Structural Engineers, BCA, 2006.  A. J. Bond (2006), How to Design Concrete Structures using Eurocode 2, The concrete centre, BCA, 2006. https://usingeurocodes.com/ M. SADEK
  • 4.
    4 In addition toEurocodes, the references that are mainly used to prepare this course material are :  Thonier 2013  Perchat 2013  Paillé 2009 Some figures and formulas are taken from  Cours de S. Multon - BETON ARME Eurocode 2 (available on internet)  Cours béton armé de Christian Albouy M. SADEK
  • 5.
    5 CHAPTER 2 Evolution ofthe STANDARDS – LIMIT STATES M. SADEK 1. Introduction – Design standards 2. Eurocodes 3. EC0 / Semi –probabilistic methods 4. Limit states 5. Actions – Eurocode 1 6. Combinations of Actions (SLS- ULS)  Annexes
  • 6.
    6 Design standards /History M. SADEK  Admissible stresses : BA45, BA60, CCBA68 ( Safety factor applied on the resistance of materials, + use of linear elastic model)  Limit states : BAEL 83, BAEL 91, modifiée 99  other: ACI, BS, SIA  Eurocodes (EC2 –Reinforced & Prestress Concrete) : limit state concept used in conjunction with a partial factor method 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 7.
    7 The EUROCODES  TheEN Eurocodes are a series of 10 European Standards, EN 1990 - EN 1999, providing a common approach for the design of buildings and other civil engineering works and construction products Three official languages (English, French, German)  These european standards « EUROCODES » are intended to harmonize the design regulations inside the European union. 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 8.
    8 The clauses ofEUROCODES are composed of the Principles and Application Rules : The Principles, identified by the letter (P) comprise the general statements and definitions for which there is no alternative, as well as requirements and analytical models for which no alternative is permitted unless specifically stated. The Application Rules are generally recognized rules which comply with the Principles and satisfy their requirements.  NOTE : The Eurocodes are applicable for the design of new structures, but the principles, the basic requirements and the application rules of EN1990 are applicable for the structural appraisal of existing construction, in developing the design of repairs and alterations or in assessing changes of use. The EUROCODES 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 9.
    9 M. SADEK EUROCODES establishfundamental requirements in order to reach an appropriate level of performance in terms of structural reliability mainly :  The structural SAFETY OF PEOPLE The SERVICEABILITY and FUNCTIONING of the structure  The STRUCTURAL INTEGRITY in accidental situations The DURABILITY, with regard to environmental conditions The EUROCODES 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 10.
    LIST OF EUROCODES Nbof Standards Basis of structural design EC 0 2 ACTIONS EC 1 10 CONCRETE EC 2 4 STEEL EC 3 20 COMPOSITE EC 4 3 TIMBER EC 5 3 MASONARY EC 6 4 GEOTECHNIC EC 7 2 EARTHQUAKE EC 8 6 ALUMINIUM EC 9 5 NOTA : The 10 Eurocodes constitute a group of 59 parts ( 30 until 2005) 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 11.
    Links between EUROCODES Structuralsafety, service- ability and durability Actions on structures Design and detailing Geotechnics & Earthquake EN 1991 EN 1990 EN 1992 EN 1993 EN 1994 EN 1995 EN 1996 EN 1999 EN 1997 EN 1998 The EUROCODES 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 12.
    12 M. SADEK Typical Layout •National Title Page • National Foreword • EUROCODE – MAIN TEXT • NORMATIVE ANNEXES • INFORMATIVE ANNEXES • NATIONAL ANNEX  (Professional rules) European STANDARD French Standard NATIONAL STANDARDS IMPLEMENTING EUROCODES 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 13.
    13 M. SADEK EUROCODE 2 French Standard NF EN 1992 DESIGN OF CONCRETE STRUCTURES: EN 1992-1-1 : General rules, and rules for buildings (2005)  FNA - French National Annex (2007) Professional recommendations (2007) EN 1992-1-2 : Structural fire design EN 1992-2 : Reinforced and prestressed concrete bridges EN 1992-3 : Liquid retaining and containing structures 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 14.
    14M. SADEK The EUROCODESfor the design of RC buidings EUROCODE Part D’EUROCODE TITRE ET/OU OBJET EN 1990 – Basis of structural design Main part Fundamental requirements. Design principle at Limit states using the partial factor method. AnnexeA1 Combinations of actions – application for buildings EN 1991 : Eurocode 1 – Actions on structures Part 1-1 Densities, self-weight, imposed loads for buildings Part 1-2 Actions on structures exposed to fire. Part 1-3 General actions - Snow loads Part 1-4 General actions - Wind actions Part 1-5 General actions - Thermal actions Part 1-6 General actions - Actions during execution. Part 1-7 General actions - Accidental Actions EN 1992 : Eurocode 2 – Design of concrete structures Part 1-1 General rules, and rules for buildings Part 1-2 Structural fire design EN 1997 : Eurocode 7 – Geotechnical design Part 1 General rules - Design of foundation EN 1998 : Eurocode 8 – Design of structures for earthquake resistance Part 1 General rules, seismic actions and rules for buildings. Part 5 Foundations, retaining structures and geotechnical aspects 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 15.
    15 M. SADEK L’EUROCODE 0: BASIS OF STRUCTURAL DESIGN 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 16.
    16 M. SADEK L’EUROCODE 0: BASIS OF STRUCTURAL DESIGN Several factors are likely to affect the safety of a construction • Definition of the applied actions (Actions) • Properties of the materials • Definition of the internal forces (Effect of actions) • Methods and design assumptions • Execution method / qualification of employees Safety 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 17.
    17 M. SADEK Origin ofProbabilism A limit state could be reached due to combined effect of several random factors of uncertainties. The basic idea of probabilism is to limit the probability of reaching a limit state by taking into account the random character of :  Uncertainty in material property  Uncertainty in representative values of actions  Model uncertainty in actions and action effects (internal forces M, N, T ..)  Model uncertainty in structural resistance 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 18.
    18 M. SADEK L’EUROCODE 0: BASIS OF STRUCTURAL DESIGN SEMI-PROBABILISTIC Method in conjunction with Partial factor of safety (Actions, resistance, effects) LIMIT STATE CONCEPT The design method at « Limit State » apply the partial factor of safety on the material Resistance and on the Actions (and their effect) 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 19.
    19 M. SADEK Check usingthe PARTIAL FACTOR METHOD  Fd : design value of the Action  Fk : Characteristic value of the Action  Frep : Representative value of the Action  f : partial factor for the Action accounting for model uncertainties and dimensional variations ψ = ψ0, ψ1 ou ψ2 (factors of combinations) 1) Design values of actions (Fd) 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 20.
    20 M. SADEK 2) DesignValue of the effect of the action (Ed)  ad : Design values of geometrical data  Sd : Partial factor associated with the uncertainty of the action and/or action effect model Check using the PARTIAL FACTOR METHOD 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 21.
    21 M. SADEK Check usingthe method of partial factors 3) Design value of a material property (Xd)  Xk : Characteristic value of a material property   : mean value of the conversion factor that take in account the scale effect, humidity, temperature ..  m : Partial factor for a material property (ex : 1.5 the concrete, 1.2 pour the steel) 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 22.
    22 M. SADEK Semi –Probabilistic Method 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 23.
    23 M. SADEK INDICATIVE DESIGNWORKING LIFE DESIGN WORKING LIFE CATEGORY Indicative design working life (years) FNA EXAMPLES 1 10 10 Temporary structures 2 10-25 25 Replaceable structural parts, e.g. gantry girders, 3 15-30 25 Agriculture and similar structures 4 50 50 Buildings structures and other common structures 5 100 100 Monumental building structures, bridges and other civil engineering structures The design working life should be specified. Table 2.1 of EN 1990 proposes: 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 24.
    24 M. SADEK PRINCIPLE OF LIMITSTATE DESIGN 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 25.
    25 M. SADEK PRINCIPLE OFLIMIT STATE DESIGN A limit state is a condition of a structure beyond which it no longer fulfills the relevant design criteria.  Ultimate Limit State (ULS)  Serviceability Limit State (SLS) 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 26.
    26 Ultime Limit State(ULS) M. SADEK  Maximum capacity of the structure (people and structural safety)  Exceeding ULS Immediate Collapse Based on Eurocodes, We distinguish the following ULS: 1. Loss of static equilibrium of the structure or any part (EQU) 2. Internal failure or excessive deformation of the structure or structural members (STR) 3. Failure or excessive deformation of the ground (GEO) 4. Fatigue failure (FAT) 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 27.
    27 Ultime Limit State(ULS) M. SADEK 1. Loss of static equilibrium (EQU) Ex : Sliding or Overturning of a retaining Wall : earth pressure, friction … 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 28.
    28 Ultime Limit State(ULS) M. SADEK 2. Structural failure (STR) 2.a) Résistance of materials: Failure of one or several structural elements even if the global equilibrium is ok (beam subjected to bending or shear..) 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 29.
    29 Ultime Limit State(ULS) M. SADEK 2. Structural failure(STR) 2.b) Elastic instabilities : Buckling of columns, lateral torsional buckling of beams 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 30.
    30 Serviceability Limit State- SLS M. SADEK  The SLS are associated with conditions of normal use. They concern the functioning of the structure, confort of people.  Strain, vibration, cracking.. We distinguish the following SLS: 1. Stress limitation (Steel & Concrete) 2. Crack control (crack width) 3. Deflection control Other : Vibration, Thermal or sound insulation… 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 31.
    31 M. SADEK 1. Stresslimitation in Steel and Concrete: In order to limit the longitudinal cracks, micro cracks or high creep .. Serviceability Limit State - SLS 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 32.
    32 M. SADEK 2. CrackControl : Cracks should not be unsightly or wide enough to lead to durability problems. It depends on several parameters (steel-concrete bond, minimum cover..) Definition of Exposure Class wmax  0.4, 0.3 ou 0.2 mm Serviceability Limit State - SLS 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 33.
    33 M. SADEK 3. Deflectioncontrol (Appropriate limiting values of deflection) Serviceability Limit State - SLS 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 34.
    34 ACTIONS (LOADS) Eurocode 1 M.SADEK 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 35.
    35 ACTIONS (Loads) (EN 1991– Part 1) M. SADEK Forces induced by the applied loads and/or imposed deformation to a construction. Different sources :  Permanent load  Variable Load (Live load)  Climate load  Imposed deformation : Temperature variation, soil settlement ..  Earthquake, Fire 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 36.
    36 ACTIONS (Loads) M. SADEK Fk: Characteristic value of an Action 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 37.
    37 Classification of Actions M.SADEK 1. Permanent Loads 2. Variable loads 3. Accidental loads 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 38.
    38 M. SADEK 1. Permanentloads (characteristic value Gk : low variability , represented by mean value, see Annex A for densities)  Self Weight of the structure  Weight of equipments : cladding, machines in industries  Weight, earth pressure, liquid pressure (constant level)  … NOTE: In some cases, the variation in permanent load should be taken in account (when the difference becomes significant) Ex : asphalt pavement layer (± 20 %) 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 39.
    39 M. SADEK 2. Variableloads  imposed loads (or Live load) in a building or a bridge (Q)  Climatic Action : Wind (W), Snow (S))  Uniform or differential variation of temperature (T ou T)  Moving loads (Trucks, trains ..)  .. 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 40.
    40 M. SADEK 3. AccidentalAction FA  Non common, quick  Only at ULS  Accident of a truck on a bridge  Fire  Earthquake (E) 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 41.
    41 M. SADEK Characteristic valuesof Imposed Loads (NF-EN 1991-1-1, 6.3) The Residential, social, commercial and administration areas in buildings are classified in Four categories (Table 6.1) 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 42.
    42 M. SADEK Imposed loadsin buildings (NF-EN 1991-1-1, 6.3) qk (uniformly distributed load – general effect) Qk (concentrated load impact on 50x50 mm²- local effect) EC1 Example : Imposed loads on floors, balconies and stairs in buildings (Table 6.2) FNA 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 43.
    43 M. SADEK Imposed loadsin buildings (NF-EN 1991-1-1, 6.3) Example : : Imposed loads on floors, balconies and stairs in buildings Additional load due to partition movable partitions with a self-weight ≤ 1,0 kN/m wall length : qk = 0,5 kN/m²  movable partitions with a self-weight ≤ 2,0 kN/m wall length : qk = 0,8 kN/m²  movable partitions with a self-weight ≤ 3,0 kN/m wall length : qk = 1,2 kN/m²  In lebanon : It is recommended to take an additional load of partitions : 150 to 200 daN/m² 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 44.
    44 M. SADEK Imposed loadsin buildings (NF-EN 1991-1-1, 6.3) Other aspects (see annexes) Storage Parking Horizontal reduction factor Vertical reduction factor .. 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 45.
    45 Combinations of Actions(EC0) M. SADEK The assessment of internal forces (N, T, M) is done on the basis of load combination  Combination ULS  Combination SLS 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 46.
    46 M. SADEK  Characteristicvalue of a permanent action Gk Gk,sup Characteristic value of unfavourable Permanent action for the design of a given element (Earth pressure on a retaining wall) Gk,inf Characteristic value of favourable Permanent action for the design of a given element (Earth pressure on a retaining wall) (soil Self weight on a retaining wall) Characteristic Value of the Action 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 47.
    47 M. SADEK  Characteristicvalue of a single variable action Qk  Combination value, 0Qk  Frequent value, 1Qk  Quasi-permanent value 2Qk Characteristic Value of the Action 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 48.
    48 M. SADEK  TableA1.1 / EN1990 – Recommended values of  factors for buildings Characteristic Value of the Action 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 49.
    49 Combinations of ActionsULS (STR) M. SADEK 1. Fundamental Combination  To simplify, for buildings  When considering the critical variable action  When considering leading and accompanying variable Actions G : Partial factor for permanent actions G =1.35 if G unfavourable, 1, if favourable Q,1 : Partial factor for variable action , Q,1 =1.5 for leading and accompanying variable Action 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 50.
    50 M. SADEK 2) AccidentalCombination Combinations of Actions ULS (STR) 3) Seismic Combination Ad : design value of an accidentel action 1,1 : if fire  AEd :design value of action due to Earthquake ground motion 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 51.
    51 M. SADEK 1) CharacteristicCombination : Combinations of Actions SLS 2) Frequent Combination : 3) Quasi-permanent Combination 1. Introduction 2. Eurocodes 3. EC0/Semi probabilism 4. Limit States 5. Actions 6. Combinations of Actions
  • 52.
  • 53.
    53 M. SADEK Selected Partsof ANNEX A (EC1 – part 1.1) Construction materials -Tables A1  A12 Table A.1 - Concrete and mortar
  • 54.
    54 M. SADEK Selected Partsof ANNEX A (EC1 – part 1.1) Construction materials -Tables A1  A12 TableA.2 - Masonry
  • 55.
    55 M. SADEK ANNEX A(EC1 – part 1.1) Table A.3 - Timber Table A.4 - Metals
  • 56.
    56 M. SADEK ANNEXE A(EC1 – Part 1.1) Table A.7 - Stored Materials
  • 57.
    57 M. SADEK Extracted parts(EC1 – part 1.1 - 6.3) Storage Areas, Parking Reduction Factors
  • 58.
    58 M. SADEK Extracted from(EC1 – Part 1.1)  Characteristic values of imposed load
  • 59.
    59 M. SADEK Extracted from(EC1 – Part 1.1 - 6.3)  Characteristic values of imposed load
  • 60.
    60 M. SADEK  Characteristicvalues of imposed load The recommended value for the horizontal reduction factor for floors and roofs : French National Annex
  • 61.
    61 M. SADEK  Characteristicvalues of imposed load The recommended value for the vertical reduction factor for columns and walls N : is the number of storeys (> 2) above the loaded structural elements from the same category French National Annex
  • 62.
    62 M. SADEK Reminder aboutUnits  Length en (m) 1 m = 100 cm (precision in R.C: 1 cm / sometimes 0.5 cm) (in steel structures : 1 mm)  Force (N) 10 N = 1 daN = 1 kg (kgf ) 1 MN = 103 kN = 100 T (Tf)  Pressure /Stress (Pa) 1 Pa = 1 N/m² 1 MPa = 106 Pa = 1 N/mm² 1 MPa = 10 bars = 100 T/m² 1 bar = 1 kg/cm²
  • 63.
    63 M. SADEK Exercices  Load/ m² on a slab  Combinations of actions SLS , ULS Numerical example / Determination of maximum forces  Total load / Load on columns  Load on beam (/ m)