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eLibrary >
24/30397912 DC BS EN 1993-2 Eurocode 3 - Design of steel structures - Part 2: Steel Bridges >
24/30397912 DC BS EN 1993-2 Eurocode 3 - Design of steel structures - Part 2: Steel Bridges, 2024
- 41_e_stf.pdf [Go to Page]
- 0.1 Introduction to the Eurocodes
- 0.2 Introduction to EN 1993 (all parts)
- 0.3 Introduction to EN 19932
- 0.4 Verbal forms used in the Eurocodes
- 0.5 National annex for prEN 19932
- 1 Scope [Go to Page]
- 1.1 Scope of EN 19932
- 1.2 Assumptions
- 2 Normative references
- 3 Terms, definitions and symbols [Go to Page]
- 3.1 Terms and definitions
- 3.2 Symbols [Go to Page]
- 3.2.1 General
- 3.2.2 Latin upper-case symbols
- 3.2.3 Latin lower-case symbols
- 3.2.4 Greek upper-case symbols
- 3.2.5 Greek lower-case symbols
- 4 Basis of design [Go to Page]
- 4.1 General rules [Go to Page]
- 4.1.1 Basic requirements
- 4.1.2 Structural reliability
- 4.1.3 Robustness
- 4.1.4 Design service life for bridges
- 4.1.5 Durability
- 4.2 Basic variables [Go to Page]
- 4.2.1 Actions and environmental influences
- 4.2.2 Material and product properties
- 4.3 Verification by the partial factor method
- 4.4 Partial factors for fatigue verifications
- 4.5 Design assisted by testing
- 5 Materials [Go to Page]
- 5.1 General
- 5.2 Structural steel [Go to Page]
- 5.2.1 Material properties
- 5.2.2 Ductility requirements
- 5.2.3 Fracture toughness
- 5.2.4 Through thickness properties
- 5.2.5 Values of other material properties
- 5.3 Connecting devices [Go to Page]
- 5.3.1 Fasteners [Go to Page]
- 5.3.1.1 Bolts, nuts and washers
- 5.3.1.2 Rivets
- 5.3.1.3 Anchor bolts
- 5.3.2 Welding consumables
- 5.4 Cables and other tension elements
- 5.5 Bearings
- 5.6 Dampers and lock-up devices
- 5.7 Other bridge components
- 6 Durability
- 7 Structural analysis [Go to Page]
- 7.1 Structural modelling for analysis [Go to Page]
- 7.1.1 Basic assumptions
- 7.1.2 Joint modelling
- 7.2 Global analysis [Go to Page]
- 7.2.1 Consideration of second order effects
- 7.2.2 Methods of analysis for ultimate limit state design checks
- 7.3 Imperfections [Go to Page]
- 7.3.1 Basis
- 7.3.2 Sway imperfections
- 7.3.3 Equivalent bow imperfection for global and member analysis [Go to Page]
- 7.3.3.1 Flexural buckling
- 7.3.3.2 Lateral torsional buckling
- 7.3.4 Combination of sway and equivalent bow imperfections
- 7.3.5 Imperfections for analysis of bracing systems
- 7.3.6 Imperfection based on elastic critical buckling modes
- 7.4 Methods of analysis [Go to Page]
- 7.4.1 General
- 7.4.2 Elastic global analysis
- 7.5 Classification of cross-sections
- 8 Ultimate limit states [Go to Page]
- 8.1 Partial factors
- 8.2 Resistance of cross-sections [Go to Page]
- 8.2.1 General
- 8.2.2 Section properties [Go to Page]
- 8.2.2.1 Gross cross-section
- 8.2.2.2 Net area
- 8.2.2.3 Shear lag effects
- 8.2.2.4 Effective properties of cross-section with class 3 webs and class 1 or 2 flanges
- 8.2.2.5 Effective cross-section properties of class 4 cross-sections
- 8.2.2.6 Section properties for the characteristic resistance
- 8.2.3 Tension
- 8.2.4 Compression
- 8.2.5 Bending
- 8.2.6 Shear
- 8.2.7 Torsion [Go to Page]
- 8.2.7.1 General
- 8.2.7.2 Torsion for which distortional effects may be neglected
- 8.2.8 Combined bending and shear
- 8.2.9 Combined bending and axial force [Go to Page]
- 8.2.9.1 Class 1 and class 2 cross-sections
- 8.2.9.2 Class 3 cross-sections
- 8.2.9.3 Class 4 cross-sections
- 8.2.10 Combined bending, shear and axial force
- 8.2.11 Combined bending, shear, axial force and transverse loads
- 8.3 Buckling resistance of members [Go to Page]
- 8.3.1 Uniform members in compression [Go to Page]
- 8.3.1.1 Buckling resistance
- 8.3.1.2 Slenderness of compression members
- 8.3.1.3 Buckling reduction factor for flexural buckling
- 8.3.1.4 Buckling reduction factors for torsional and torsional-flexural buckling
- 8.3.1.5 Use of class 3 section properties with stress limits
- 8.3.2 Uniform members in bending
- 8.3.3 Uniform members in bending and axial compression
- 8.3.4 General method for lateral and lateral torsional buckling of structural components
- 8.3.5 Simplified method for lateral and lateral torsional buckling of structural components
- 8.3.6 Plate girders curved in plan
- 8.4 Uniform built-up compression members
- 8.5 Buckling of plates
- 9 Serviceability limit states [Go to Page]
- 9.1 General
- 9.2 Calculation models
- 9.3 Limitations for stress
- 9.4 Limitation of web breathing
- 9.5 Limits for clearance gauges
- 9.6 Limits for visual impression
- 9.7 Performance criteria for railway bridges
- 9.8 Performance criteria for road bridges [Go to Page]
- 9.8.1 General
- 9.8.2 Deflection limits to avoid excessive impact from traffic
- 9.8.3 Resonance effects
- 9.9 Performance criteria for pedestrian bridges
- 9.10 Performance criteria for the effect of wind
- 9.11 Accessibility of joint details and surfaces
- 9.12 Drainage
- 10 Fatigue [Go to Page]
- 10.1 General [Go to Page]
- 10.1.1 Requirements for fatigue verification
- 10.1.2 Design of road bridges for fatigue
- 10.1.3 Design of railway bridges for fatigue
- 10.2 Fatigue loading [Go to Page]
- 10.2.1 General
- 10.2.2 Simplified fatigue load model for road bridges
- 10.2.3 Simplified fatigue load model for railway bridges
- 10.3 Fatigue stress range [Go to Page]
- 10.3.1 General
- 10.3.2 Analysis for fatigue [Go to Page]
- 10.3.2.1 Longitudinal stiffeners
- 10.3.2.2 Crossbeams
- 10.4 Fatigue verification procedures [Go to Page]
- 10.4.1 Fatigue verification
- 10.4.2 Damage equivalent factors λ for road bridges
- 10.4.3 Damage equivalent factors λ for railway bridges
- 10.4.4 Combination of damage from local and global stress ranges
- 10.5 Fatigue resistance
- 10.6 Post weld treatment
- 11 Fasteners, welds, connections and joints [Go to Page]
- 11.1 Connections using bolts, rivets or pins [Go to Page]
- 11.1.1 General
- 11.1.2 Injection bolts
- 11.1.3 Hybrid connections
- 11.1.4 Connections with lug angles
- 11.1.5 Bolts on threaded holes
- 11.1.6 Angles connected by one leg
- 11.1.7 Distribution of forces between fasteners at the ultimate limit state
- 11.2 Welded connections [Go to Page]
- 11.2.1 General
- 11.2.2 Intermittent fillet welds
- 11.2.3 Plug welds
- 11.2.4 Flare groove welds
- 11.2.5 Distribution of forces
- 11.2.6 Eccentrically loaded single fillet or single-sided partial penetration butt welds
- 11.3 Structural joints connecting H- or I-sections
- 11.4 Hollow section joints
- Annex A (normative)Design of hangers for tied-arch bridges [Go to Page]
- A.1 Use of this Annex
- A.2 Scope and field of application
- A.3 Design principles [Go to Page]
- A.3.1 Material and cross-sections for tension members
- A.3.2 Design recommendations for welded connections of round bar steel hangers
- A.3.3 Design recommendations for forged hangers
- A.3.4 Design recommendations for flat steel plate hangers
- A.3.5 Design recommendations for rope hangers
- A.3.6 Measures to reduce restraint forces from the main structure
- A.4 Design rules for round bar steel hangers [Go to Page]
- A.4.1 Application limits
- A.4.2 Oscillations due to vortex shedding
- A.4.3 Rain-wind-induced oscillations
- A.4.4 Traffic-induced stresses
- A.4.5 Verification concepts [Go to Page]
- A.4.5.1 Verification concept for traffic and oscillations due to vortex shedding
- A.4.5.2 Verification concept for rain-wind-induced vibrations
- A.5 Design of flat steel plate hangers [Go to Page]
- A.5.1 Oscillations due to vortex shedding
- A.5.2 Galloping [Go to Page]
- A.5.2.1 Onset wind velocities for galloping oscillations in the bending mode
- A.5.2.2 Onset wind velocities for galloping oscillations in the torsional mode
- A.5.3 Traffic-induced stresses
- A.5.4 Verification concept
- A.6 Design rules for rope hangers
- Annex B (normative)Supplementary rules for the design of plate girders curved in plan with rigid restraints to the compression flange [Go to Page]
- B.1 Use of this annex
- B.2 Scope and field of application
- B.3 Bending resistance
- B.4 Shear resistance
- B.5 Interaction between shear force and bending moment
- B.6 Design of restraints to the compression flange
- Annex C (informative)Recommendations for the structural detailing of steel bridge decks [Go to Page]
- C.1 Use of this annex
- C.2 Scope and field of application
- C.3 Road bridges [Go to Page]
- C.3.1 General
- C.3.2 Deck plate [Go to Page]
- C.3.2.1 General
- C.3.2.2 Thickness of deck plates and minimum stiffness of stiffeners
- C.3.2.3 Deck plate welds
- C.3.2.4 Connection between the deck plate and webs of main girders, webs of open section stiffeners and webs of crossbeams
- C.3.3 Longitudinal stiffeners [Go to Page]
- C.3.3.1 General
- C.3.3.2 Type of stiffeners
- C.3.3.3 Stiffener to deck plate connection
- C.3.3.4 Stiffener to stiffener connection
- C.3.3.5 Connection of stiffeners to the web of the crossbeam
- C.3.4 Crossbeams [Go to Page]
- C.3.4.1 General
- C.3.4.2 Connections of the web of crossbeam
- C.3.4.3 Connections of the flange of crossbeams
- C.3.4.4 Transverse stiffeners, frames or diaphragms
- C.4 Railway bridges [Go to Page]
- C.4.1 General
- C.4.2 Plate thickness and dimensions
- C.4.3 Design of stiffener to crossbeam connection
- C.4.4 Weld preparation and inspections [Go to Page]
- C.4.4.1 General
- C.4.4.2 Weld preparation for stiffener to deck plate connections
- C.4.5 Analyses [Go to Page]
- C.4.5.1 Analysis of longitudinal stiffeners
- C.4.5.2 Analysis of crossbeams - General
- C.4.5.3 Analysis of crossbeams of orthotropic bridge decks with closed section stiffeners
- C.4.6 Flame cut surfaces
- C.5 Tolerances for semi-finished products and fabrication [Go to Page]
- C.5.1 Tolerances for semi-finished products
- C.5.2 Tolerances for fabrication
- C.5.3 Particular requirements for welded connections
- Annex D (normative)Equivalent geometrical imperfections for arched bridges [Go to Page]
- D.1 Use of this annex
- D.2 Scope and field of application
- D.3 Definition of the equivalent geometrical imperfections
- Annex E (normative)Combination of effects from local wheel and tyre loads and from global traffic loads on road bridges [Go to Page]
- E.1 Use of this annex
- E.2 Scope and field of application
- E.3 Combination rule for global and local load effects
- E.4 Combination factor
- Annex F (informative)Damage equivalent factors λ for fatigue verification of road bridge decks [Go to Page]
- F.1 Use of this annex
- F.2 Set 1 of damage equivalent factors λ [Go to Page]
- F2.1 Scope and field of application
- F2.2 Simplified fatigue load model
- F2.3 Damage equivalent factors λ
- F.3 Set 2 of damage equivalent factors λ [Go to Page]
- F3.1 Scope and field of application
- F3.2 Simplified fatigue load model for road bridges
- F3.3 Damage equivalent factors λ [Go to Page]
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