Introduction to The Design Example and EN Basis of Design
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1 EUROCODES Bridges: Background and applications St Petersburg April Introduction to The Design Example and EN Basis of Design Professor Steve Denton Engineering Director, Parsons Brinckerhoff Visiting Professor, University of Bath Convenor, CEN/TC250 Horizontal Group - Bridges
2 Agenda St Petersburg April Introduction Acknowledgements Introduction to the design example Overview of EN 1990, Basis of Design
3 Agenda St Petersburg April Introduction Acknowledgements Introduction to the design example Overview of EN 1990, Basis of Design
4 St Petersburg April
5 Approach and Structure St Petersburg April EN 1990 EN 1991 EN 1992 EN 1993 EN 1994 EN 1995 EN 1996 EN 1997 EN 1998 EN 1999 Eurocode: Basis of structural design Eurocode 1: Actions on structures Eurocode 2: Design of concrete structures Eurocode 3: Design of steel structures Eurocode 4: Design of composite structures Eurocode 5: Design of timber structures Eurocode 6: Design of masonry structures Eurocode 7: Geotechnical design Eurocode 8: Design for earthquake resistance Eurocode 9: Design of aluminium structures
6 Eurocodes used in Vienna Workshop St Petersburg April EN 1990 EN 1991 EN 1992 EN 1993 EN 1994 EN 1995 EN 1996 EN 1997 EN 1998 EN 1999 Eurocode: Basis of structural design Eurocode 1: Actions on structures Eurocode 2: Design of concrete structures Eurocode 3: Design of steel structures Eurocode 4: Design of composite structures Eurocode 5: Design of timber structures Eurocode 6: Design of masonry structures Eurocode 7: Geotechnical design Eurocode 8: Design for earthquake resistance Eurocode 9: Design of aluminium structures
7 Eurocodes considered here St Petersburg April EN 1990 EN 1991 EN 1992 EN 1993 EN 1994 EN 1995 EN 1996 EN 1997 EN 1998 EN 1999 Eurocode: Basis of structural design Eurocode 1: Actions on structures Eurocode 2: Design of concrete structures Eurocode 3: Design of steel structures Eurocode 4: Design of composite structures Eurocode 5: Design of timber structures Eurocode 6: Design of masonry structures Eurocode 7: Geotechnical design Eurocode 8: Design for earthquake resistance Eurocode 9: Design of aluminium structures
8 Agenda St Petersburg April Introduction Acknowledgements Introduction to the design example Overview of EN 1990, Basis of Design
9 Acknowledgements St Petersburg April European Commission and JRC Members of HG-Bridges Session presenters Vienna workshop report authors: Y. Bouassida, E. Bouchon, P. Crespo, P. Croce, L. Davaine, S. Denton, M. Feldmann, R. Frank, G. Hanswille, W. Hensen, B. Kolias, N. Malakatas, G. Mancini, M. Ortega, J. Raoul, G. Sedlacek, G. Tsionis
10 Agenda St Petersburg April Introduction Acknowledgements Introduction to the design example Overview of EN 1990, Basis of Design
11 St Petersburg April Introduction to design examples Main example
12 St Petersburg April Introduction to design examples Main example EC1 EC2 EC3 EC4 EC7 EC8
13 St Petersburg April Introduction to design examples Main example EC1 EC2 EC3 EC4 EC7 EC8
14 St Petersburg April Introduction to design examples Partial alternative examples EC2 EC4
15 St Petersburg April Introduction to design examples Partial alternative examples EC1 EC2
16 St Petersburg April Introduction to design examples Partial alternative examples EC8
17 Introduction to the design example St Petersburg April Geometry of the deck 2. Geometry of the substructure 3. Design specifications 4. Materials 5. Structural details 6. Construction process
18 Geometry of the deck St Petersburg April Main example 60 m 80 m 60 m 200 m - Continuous three span - Composite steel-concrete deck - Constant depth - Longitudinal axis: straight and horizontal
19 Geometry of the deck St Petersburg April Main example 3.3 m 12 m Two girder composite deck
20 Geometry of the deck St Petersburg April Main example Two girder composite deck
21 Geometry of the substructure St Petersburg April Piers H = 10 m Squat pier case H = 40 m High pier case
22 Geometry of the substructure St Petersburg April Piers (I) 10,0 m Squat pier case
23 Geometry of the substructure St Petersburg April Piers (II) 0.40 m A A Section A-A High pier case
24 Geometry of the substructure St Petersburg April Abutments
25 Design specifications St Petersburg April Design working life: 100 years Assessment of some actions (wind, temperature) Minimum cover requirements for durability Fatigue verifications
26 Design specifications St Petersburg April Design working life: 100 years - Non-structural elements Parapets + cornices Waterproofing layer (3cm) Asphalt layer (8cm)
27 Design specifications St Petersburg April Design working life: 100 years - Non-structural elements - Traffic data Two traffic lanes (3.5m) Two hard strips (2.0m) LM1: Qi = qi = qr = 1.0 No abnormal vehicles For fatigue verifications: Two slow lanes (same position as actual lanes) Vehicle centrally placed on the lane Slow lane close to the parapet Medium flow rate of lorries For assessment of general action effects For assessment of transverse reinforcement
28 Design specifications St Petersburg April Shade air temperature: T min = -20ºC T max = 40ºC Selection of steel quality - Humidity: RH = 80% - Wind: Flat valley with little isolated obstacles Fundamental value of basic wind velocity v b,0 = 26 m/s Maximum wind for launching v = 50 km/h = 14 m/s - Exposure Class: XC3 (top face of concrete slab) XC4 (bottom face of concrete slab) c min,dur Limiting crack width
29 Design specifications St Petersburg April Soil conditions: No deep foundation is needed Settlement P1: 30 mm
30 Materials St Petersburg April a) Structural steel Thickness Subgrade t 30 mm S 355 K2 30 t 80 mm S 355 N 80 t 135 mm S 355 NL b) Concrete C35/45 c) Reinforcing steel Class B high bond bars f sk =500 MPa d) Shear connectors S235J2G3 f u =450 MPa
31 Construction process St Petersburg April Launching of the steel girders
32 Construction process St Petersburg April Cast in-place slab (a segment every three days) - (a segment every three days)
33 Construction process St Petersburg April Cast in-place slab
34 Construction process St Petersburg April Cast in-place slab
35 Construction process St Petersburg April Cast in-place slab
36 Construction process St Petersburg April Cast in-place slab
37 Agenda St Petersburg April Introduction Acknowledgements Introduction to the design example Overview of EN Basis of Design
38 Overview of EN 1990 Basis of Design St Petersburg April General overview of EN Verification of limit states and the combinations of actions
39 Overview of EN 1990 Basis of Design St Petersburg April General overview of EN Verification of limit states and the combinations of actions
40 EN1990 Basis of Design: Contents St Petersburg April General 2 Requirements 3 Principles of Limit State Design 4 Basic Variables 5 Structural Analysis and Design Assisted by Testing 6 Verifications by the Partial Factor Method Annexes
41 EN1990 Basis of Design Contents St Petersburg April Annex A1 Annex A2 Annex An Annex B Annex C Annex D Application for Buildings Application for Bridges Application for other structure types Management of Structural Reliability for Construction Works Basis for Partial Factor Design and Reliability Analysis Design Assisted by Testing
42 Role of EN1990 St Petersburg April Provides principles and requirements for designers Establishes overall framework, tools and principles used by drafters of the other Eurocode parts Some of the EN1990 requirements are very general specific approaches to satisfying them are often contained in other Eurocode parts, e.g.
43 EN1990: Section 1 - General St Petersburg April Scope [1.1] Assumptions [1.3] Terms and definitions [1.5] Symbols [1.6]
44 Scope St Petersburg April
45 Some Important Assumptions St Petersburg April
46 EN1990: Section 2 - Requirements St Petersburg April Basic requirements [2.1] Design working life [2.3]
47 EN1990: Section 2 - Requirements St Petersburg April
48 EN1990: Section 3 Principles of limit state design St Petersburg April General [3.1] Design situation [3.2] Ultimate limit states [3.3] Serviceability limit states [3.4] Limit state design [3.5]
49 EN1990: Section 3 Principles of limit state design St Petersburg April
50 EN1990: Section 3 Principles of limit state design St Petersburg April Key Concept 1
51 Key Concept 1 Design Situations St Petersburg April Design situations are categorised as persistent, transient, accidental or seismic. These categorisations draw together families of circumstances or conditions that the structure might experience during its life: Persistent design situations refer to conditions of normal use. As such, for a highway bridge, they will include the passage of heavy vehicles since the ability to carry heavy vehicles is a key functional requirement. Transient design situations refer to circumstances when the structure is itself in some temporary configuration, such as during execution or repair. Accidental design situations refer to exceptional circumstances when a structure is experiencing an extreme accidental event. Seismic design situations concern conditions applicable to the structure when subjected to seismic events
52 EN1990: Section 3 Principles of limit state design St Petersburg April
53 EN1990: Section 3 Principles of limit state design St Petersburg April
54 EN1990: Section 3 Principles of limit state design St Petersburg April Key Concept 2
55 Key Concept 2 Reversible and Irreversible Serviceability Limit States St Petersburg April The Eurocodes differentiate between reversible and irreversible serviceability limit states. Irreversible serviceability limit states are of greater concern than reversible serviceability limit states. The acceptable probability of an irreversible serviceability limit state being exceeded is lower than that for a reversible serviceability limit state. As will be seen later, a more onerous combination of actions is used for irreversible serviceability limit states than reversible serviceability limit states.
56 EN1990: Section 4 Basic variables St Petersburg April Actions and environmental influences [4.1] Material and product properties [4.2] Geometric data [4.3]
57 EN1990: Section 4 Basic variables St Petersburg April
58 Representative values of variable actions St Petersburg April EN1990 established four representative values of a variable action Characteristic Value (Q k ) [ ] Combinations Value of a Variable Action ( 0 Q k ) [ ] Frequent Value of a Variable Action ( 1 Q k ) [ ] Quasi-permanent Value of a Variable Action ( 2 Q k ) [ ] Key Concept 3
59 Representative Values of a Variable Action St Petersburg April Instantaneous value of Q Characteristic value Q k t 1 t 2 t 3 Combination value o Q k Frequent value 1 Q k Quasi-permanent value 2 Q k Time
60 Key Concept 3 Representative values of variable actions St Petersburg April There are four different representative values of a Variable Action. The characteristic value is a statistically extreme value. It is the main representative value, and the value generally defined in EN1991. The other representative values are called the combination value, frequent value and quasi-permanent value. They are determined by multiplying the characteristic value by 0, 1 and 2 respectively. The combination, frequent and quasi-permanent values are less statistically extreme than the characteristic value, so 0, 1 and 2 are always less than 1.
61 Material Properties St Petersburg April
62 EN1990: Section 5 Structural analysis and design assisted by testing St Petersburg April
63 EN1990: Section 6 Verification by the partial factor method St Petersburg April Key section will return to it further later Design values [6.3] Actions, materials, geometric data, (effects of actions, resistances) Ultimate limit states [6.4] ULS s to be verified, verification rules, combination rules Serviceability limit states [6.5] Verification rules, combinations of actions
64 Ultimate Limit States St Petersburg April
65 Ultimate Limit States St Petersburg April Ultimate Limit States EQU Equilibrium STR Structural GEO Geotechnical FAT - Fatigue UPL Uplift HYD Hydraulic heave
66 Ultimate Limit States St Petersburg April Ultimate Limit States EQU Equilibrium STR Structural GEO Geotechnical FAT - Fatigue UPL Uplift HYD Hydraulic heave Key Concept 4
67 Ultimate Limit States St Petersburg April Ultimate Limit States EQU Equilibrium STR Structural GEO Geotechnical FAT - Fatigue UPL Uplift HYD Hydraulic heave Resistance
68 Ultimate Limit States St Petersburg April Ultimate Limit States EQU Equilibrium STR Structural GEO Geotechnical FAT - Fatigue UPL Uplift HYD Hydraulic heave Resistance Stability
69 Ultimate Limit States St Petersburg April Ultimate Limit States EQU Equilibrium STR Structural GEO Geotechnical FAT - Fatigue UPL Uplift HYD Hydraulic heave Resistance Stability EN1997
70 Key Concept 4 Six different Ultimate Limit States St Petersburg April The Eurocodes explicitly establish six different ultimate limit states. Two of these, UPL and HYD, are specific to EN1997. Two are concerned with resistances: STR when verifying structural resistance and GEO when verifying the resistance of the ground. FAT is concerned with fatigue. EQU is principally concerned with ultimate limit states involving a loss of overall equilibrium. However, it has an important relationship with the single source principle (see Key Concept 5) Different partial factors on actions and geotechnical material properties are used for different ultimate limit states
71 EN1990: Annex A2 Application for bridges St Petersburg April Another key section for bridge design Combinations of action [A2.2] General, rules for different bridge types, values of factors Ultimate limit states [A2.3] Design values, design approaches, partial factors on actions Serviceability limit states [A2.4] Design values, deformation, vibrations
72 EN1990: Annex A2 Application for bridges St Petersburg April
73 EN1990: Annex A2 Application for bridges St Petersburg April
74 Partial factors on actions St Petersburg April
75 Partial factors on actions St Petersburg April
76 ULS Partial Factors Set A - Bridges St Petersburg April
77 Partial factors on actions St Petersburg April
78 ULS Partial Factors Set B - Bridges St Petersburg April
79 Design situations cases where geotechnical actions or resistance present St Petersburg April
80 ULS Partial Factors Set C - Bridges St Petersburg April
81 Single Source Principle St Petersburg April EN 1990, Annex A2: Key Concept 5
82 Single Source Principle St Petersburg April Key Concept 5 NOTE 3 The characteristic values of all permanent actions from one source are multiplied by g G,sup if the total resulting action effect is unfavourable and g G,inf if the total resulting action effect is favourable. For example, all actions originating from the self weight of the structure may be considered as coming from one source; this also applies if different materials are involved. See however A2.3.1(2)
83 Key Concept 5 Single Source Principle St Petersburg April Application of the single source principle allows a single partial factor to be applied to the whole of an action arising from a single source. The value of the partial factor used depends on whether the resulting action effect is favourable or unfavourable. EN1990 allows the single source principle to be used for STR and GEO verifications. EQU addresses cases when minor variations in the magnitude or spatial distribution of a permanent action from a single source is significant.
84 Illustration of STR and EQU: Verification of launched structure St Petersburg April
85 St Petersburg April
86 Illustration of STR and EQU: Verification of launched structure St Petersburg April g G,sup G k,sup STR Verification : Moment over central support Single source principle can be applied EN1990 Set B Partial Factors used
87 St Petersburg April
88 Illustration of STR and EQU: Verification of launched structure St Petersburg April g G,inf G k,inf g G,sup G k,sup EQU Verification Single source principle not applied EN1990 Set A Partial Factors used
89 Overview of EN 1990 Basis of Design St Petersburg April General overview of EN Verification of limit states and the combinations of actions
90 Overview of EN 1990 Basis of Design St Petersburg April General overview of EN Verification of limit states and the combinations of actions Key Concept 6
91 Ultimate Limit States St Petersburg April
92 Verification (ULS) St Petersburg April
93 ULS Verification (Persistent and Transient Design Situation) St Petersburg April E d R d
94 ULS Verification (Persistent and Transient Design Situation) St Petersburg April E d R d Applying Equation 6.10 from EN1990:
95 ULS Verification (Persistent and Transient Design Situation) St Petersburg April
96 ULS Verification (Persistent and Transient Design Situation) St Petersburg April E d R d Applying Equation 6.10 from EN1990: E d = E { S j 1 g G,j G k,j + g p P + g Q,1 Q k,1 + S i>1 g Q,i 0,i Q k,i }
97 ULS Verification (Persistent and Transient Design Situation) St Petersburg April E d = E { S j 1 g G,j G k,j + g p P + g Q,1 Q k,1 + S i>1 g Q,i 0,i Q k,i }
98 ULS Verification (Persistent and Transient Design Situation) St Petersburg April Design effect E d = E { S j 1 g G,j G k,j + g p P + g Q,1 Q k,1 + S i>1 g Q,i 0,i Q k,i }
99 ULS Verification (Persistent and Transient Design Situation) St Petersburg April Design effect E d = E { S j 1 g G,j G k,j + g p P + g Q,1 Q k,1 + S i>1 g Q,i 0,i Q k,i } Effect of
100 ULS Verification (Persistent and Transient Design Situation) St Petersburg April Design effect Permanent actions E d = E { S j 1 g G,j G k,j + g p P + g Q,1 Q k,1 + S i>1 g Q,i 0,i Q k,i } Effect of
101 ULS Verification (Persistent and Transient Design Situation) St Petersburg April Design effect Permanent actions E d = E { S j 1 g G,j G k,j + g p P + g Q,1 Q k,1 + S i>1 g Q,i 0,i Q k,i } Effect of Combined with
102 ULS Verification (Persistent and Transient Design Situation) St Petersburg April Design effect Permanent actions E d = E { S j 1 g G,j G k,j + g p P + g Q,1 Q k,1 + S i>1 g Q,i 0,i Q k,i } Effect of Prestress Combined with
103 ULS Verification (Persistent and Transient Design Situation) St Petersburg April Design effect Permanent actions Leading variable action E d = E { S j 1 g G,j G k,j + g p P + g Q,1 Q k,1 + S i>1 g Q,i 0,i Q k,i } Effect of Prestress Combined with
104 ULS Verification (Persistent and Transient Design Situation) St Petersburg April Design effect Permanent actions Leading variable action E d = E { S j 1 g G,j G k,j + g p P + g Q,1 Q k,1 + S i>1 g Q,i 0,i Q k,i } Effect of Combined with Prestress Accompanying variable actions
105 factors for highway bridges St Petersburg April
106 Combinations of Actions Treatment of variable actions St Petersburg April g Q (1) Leading Accompanying g Q (1) ULS Persistent and Transient Design Situations g Q 1.0 g Q 0 ULS Accidental Design Situation 1.0 (2) 1 or Combination also includes A d (SLS) Characteristic Combination (SLS) Frequent combination (SLS) Quasi permanent Combination (also used for long term effects) Notes: (1) Values of g Q are obtained from tables A2.4(A) (C) of EN (2) Expression 6.11 allows the use of either or 1 or 2 (3) Guidance on which combination should be used for specific verifications is given in the relevant Parts of EN 1992 to EN 1999 for SLS, and is dependent upon the design situation at ULS.
107 ULS Verification (Accidental Design Situation) St Petersburg April E d = E { S j 1 G k,j + P + A d + ( 1,1 or 2,1 ) Q k,1 + S i>1 2,i Q k,i }
108 Combinations of Actions Treatment of variable actions St Petersburg April g Q (1) Leading Accompanying g Q (1) ULS Persistent and Transient Design Situations g Q 1.0 g Q 0 ULS Accidental Design Situation 1.0 (2) 1 or Combination also includes A d (SLS) Characteristic Combination (SLS) Frequent combination (SLS) Quasi permanent Combination (also used for long term effects) Notes: (1) Values of g Q are obtained from tables A2.4(A) (C) of EN (2) Expression 6.11 allows the use of either or 1 or 2 (3) Guidance on which combination should be used for specific verifications is given in the relevant Parts of EN 1992 to EN 1999 for SLS, and is dependent upon the design situation at ULS.
109 Serviceability Limit States St Petersburg April
110 SLS Verification Combinations of Actions St Petersburg April Characteristic Combination Normally used for irreversible limit states E d = E { S j 1 G k,j + P + Q k,1 + S i>1 0,i Q k,i }
111 Example from EN St Petersburg April
112 Combinations of Actions Treatment of variable actions St Petersburg April g Q (1) Leading Accompanying g Q (1) ULS Persistent and Transient Design Situations g Q 1.0 g Q 0 ULS Accidental Design Situation 1.0 (2) 1 or Combination also includes A d (SLS) Characteristic Combination (SLS) Frequent combination (SLS) Quasi permanent Combination (also used for long term effects) Notes: (1) Values of g Q are obtained from tables A2.4(A) (C) of EN (2) Expression 6.11 allows the use of either or 1 or 2 (3) Guidance on which combination should be used for specific verifications is given in the relevant Parts of EN 1992 to EN 1999 for SLS, and is dependent upon the design situation at ULS.
113 SLS Verification Combinations of Actions St Petersburg April Frequent Combination Normally used for reversible limit states E d = E { S j 1 G k,j + P + 1,1 Q k,1 + S i>1 2,i Q k,i }
114 SLS Verification Combinations of Actions St Petersburg April Quasi-Permanent Combination Normally used for long term effects E d = E { S j 1 G k,j + P + S i 1 2,i Q k,i }
115 Example from EN St Petersburg April
116 Combinations of Actions Treatment of variable actions St Petersburg April g Q (1) Leading Accompanying g Q (1) ULS Persistent and Transient Design Situations g Q 1.0 g Q 0 ULS Accidental Design Situation 1.0 (2) 1 or Combination also includes A d (SLS) Characteristic Combination (SLS) Frequent combination (SLS) Quasi permanent Combination (also used for long term effects) Notes: (1) Values of g Q are obtained from tables A2.4(A) (C) of EN (2) Expression 6.11 allows the use of either or 1 or 2 (3) Guidance on which combination should be used for specific verifications is given in the relevant Parts of EN 1992 to EN 1999 for SLS, and is dependent upon the design situation at ULS.
117 Key Concept 6 Five Combinations of Actions St Petersburg April EN1990 establishes five different combinations of actions. Different combinations of actions are used for verifying different limit states. They have different statistical likelihoods of occurring. The quasi-permanent combination is also used when analysing long-term effects. The differences between the combinations of actions concern: whether partial factors are applied; which representative values of variable actions are used; and, whether there is an accidental action included. The different combinations of actions are used in conjunction with the Eurocode material parts. The Eurocode part generally states explicitly which combination is to be used in each SLS verification.
118 Six key concepts of EN summary St Petersburg April Design situations Reversible and irreversible serviceability limit states Representative values of variable actions Six ultimate limit states Single source principle Five combinations of actions
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