This document reviews current practice with regard to designing, constructing and maintaining the parts of bridges and tracks where railway rails are installed across discontinuities in supporting structures. Current Standards and Codes of Practice are examined and some particular case histories are reviewed.<\/p>\n
The document gives guidance with respect to current best practice and makes recommendations for future standards development and also identifies areas in which further research and development is needed.<\/p>\n
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| 2<\/td>\n | undefined <\/td>\n<\/tr>\n | ||||||
| 9<\/td>\n | 1 Scope 2 Normative references 3 Terms and definitions <\/td>\n<\/tr>\n | ||||||
| 11<\/td>\n | 4 Symbols and abbreviations <\/td>\n<\/tr>\n | ||||||
| 12<\/td>\n | 5 Description of the Technical Issue 5.1 General <\/td>\n<\/tr>\n | ||||||
| 13<\/td>\n | 5.2 Axial effects 5.2.1 Origin of axial forces and displacements 5.2.2 Force transfer between track and deck ends 5.2.3 Rail stresses <\/td>\n<\/tr>\n | ||||||
| 16<\/td>\n | 5.2.4 Forces acting on the fixed point (e.g. Bearing forces) 5.2.5 Interaction with sub-structure <\/td>\n<\/tr>\n | ||||||
| 17<\/td>\n | 5.3 Vertical effects 5.3.1 Effect of vertical forces and displacements 5.3.2 Bridge deck end rotation <\/td>\n<\/tr>\n | ||||||
| 18<\/td>\n | 5.4 Limits to the need for detailed calculations <\/td>\n<\/tr>\n | ||||||
| 19<\/td>\n | 5.5 Calculation of multiple loading conditions 5.6 Effect of bridge deformations 5.6.1 Effect on track geometry <\/td>\n<\/tr>\n | ||||||
| 20<\/td>\n | 5.6.2 Effect on stability of ballasted track 5.6.3 Effect of ballast degradation over structural joints. 5.7 Effects on track construction and maintenance activities <\/td>\n<\/tr>\n | ||||||
| 21<\/td>\n | 6 History and background 6.1 Existing codes and standards <\/td>\n<\/tr>\n | ||||||
| 23<\/td>\n | 6.2 Differences between national rules 7 Case studies 7.1 Scheldt River Bridge (Belgium) 7.2 Dedicated high speed lines in France and Spain 7.3 Olifants River Bridge (South Africa) 7.4 Bridges on Denver RTD (USA) <\/td>\n<\/tr>\n | ||||||
| 24<\/td>\n | 7.5 Historic bridges in central Europe 7.6 Semi-integral bridges on German high speed lines <\/td>\n<\/tr>\n | ||||||
| 25<\/td>\n | 8 Design considerations for track. 8.1 Representation of axial behaviour of track. <\/td>\n<\/tr>\n | ||||||
| 26<\/td>\n | 8.2 Understanding of ballast behaviour 8.2.1 Ballast properties 8.2.2 Importance of effective ballast retention 8.3 Description\/ limitations of available track devices for mitigation of effects 8.3.1 Principles <\/td>\n<\/tr>\n | ||||||
| 28<\/td>\n | 8.3.2 Practical solutions <\/td>\n<\/tr>\n | ||||||
| 33<\/td>\n | 8.4 Description\/ limitations of bridge design for mitigation of effects 8.4.1 General 8.4.2 “Steering bars\u201d and virtual fixed points. <\/td>\n<\/tr>\n | ||||||
| 34<\/td>\n | 8.4.3 Damper Systems 8.5 Effects of track curvature and switches and crossings <\/td>\n<\/tr>\n | ||||||
| 35<\/td>\n | 9 Design criteria 9.1 General 9.1.1 Rail stress 9.1.2 Rail break containment 9.2 Displacement limits <\/td>\n<\/tr>\n | ||||||
| 37<\/td>\n | 9.3 Differentiation between ultimate- and service-loading 9.4 Safety factors 9.5 Differences between ballasted and ballastless tracks <\/td>\n<\/tr>\n | ||||||
| 38<\/td>\n | 9.6 Calculations for configurations with rail expansion devices 10 Calculation methods 10.1 Methods in EN 1991-2:2003 10.1.1 General <\/td>\n<\/tr>\n | ||||||
| 40<\/td>\n | 10.1.2 Software based on UIC 7743R 10.1.3 Linear analysis with manual intervention (LAMI) <\/td>\n<\/tr>\n | ||||||
| 42<\/td>\n | 10.2 Load configurations 10.3 Sensitivity analysis <\/td>\n<\/tr>\n | ||||||
| 43<\/td>\n | 10.4 Numerical comparisons of calculation methods <\/td>\n<\/tr>\n | ||||||
| 48<\/td>\n | 11 Information and process management <\/td>\n<\/tr>\n | ||||||
| 49<\/td>\n | 12 GUIDANCE \u2013 Current best practice 12.1 Bridge design principles 12.2 Track design principles 12.2.1 Ballasted track 12.2.2 Ballastless track <\/td>\n<\/tr>\n | ||||||
| 50<\/td>\n | 12.2.3 Special rail fastening systems 12.2.4 Rail expansion devices 12.2.5 Derivation of the behaviour <\/td>\n<\/tr>\n | ||||||
| 51<\/td>\n | 13 Recommendations for future standards development 14 Recommendations for future research and development 14.1 General 14.2 Improved input data for existing calculation methods <\/td>\n<\/tr>\n | ||||||
| 52<\/td>\n | 14.3 Extension of existing models to include other track configurations 14.4 Collecting data for better verification of analytical models 14.5 Providing a basis for developing new, more rigorous, models <\/td>\n<\/tr>\n | ||||||
| 53<\/td>\n | Annex A (informative)Calculation of rail break gap A.1 Rail break gap for track with conventional fastenings (not on a bridge) <\/td>\n<\/tr>\n | ||||||
| 54<\/td>\n | A.2 Rail break gap for track on a bridge, with conventional fastenings <\/td>\n<\/tr>\n | ||||||
| 56<\/td>\n | A.3 Rail break gap for track with sliding (ZLR) fastenings A.4 Limiting values of rail break gap <\/td>\n<\/tr>\n | ||||||
| 57<\/td>\n | Annex B (informative)Algebraic studies of longitudinal track characteristics B.1 Algebraic representations of behaviour B.1.1 Sliding action <\/td>\n<\/tr>\n | ||||||
| 58<\/td>\n | B.1.2 The k-function <\/td>\n<\/tr>\n | ||||||
| 59<\/td>\n | B.1.3 Temperature change B.1.3.1 General <\/td>\n<\/tr>\n | ||||||
| 60<\/td>\n | B.1.3.2 Algebraic studies under changing seasonal temperatures <\/td>\n<\/tr>\n | ||||||
| 69<\/td>\n | B.1.4 Temperature gradients B.1.5 Track springs B.1.5.1 General B.1.5.2 Soft springs B.1.5.3 Nonlinear springs. <\/td>\n<\/tr>\n | ||||||
| 72<\/td>\n | B.1.5.4 Nonlinear springs with other displacement patterns. B.1.5.5 k changes at the joint position <\/td>\n<\/tr>\n | ||||||
| 73<\/td>\n | B.1.6 Joint movements B.1.6.1 End-rotations (ER) B.1.6.2 End-rotations due to Temperature Difference. (TD) <\/td>\n<\/tr>\n | ||||||
| 74<\/td>\n | B.1.6.3 End-rotations due to vertical train loads (VT) B.1.6.4 Braking and traction effects (BT) <\/td>\n<\/tr>\n | ||||||
| 75<\/td>\n | B.1.6.5 Combined end rotations. B.1.7 Track forces resulting from joint movements <\/td>\n<\/tr>\n | ||||||
| 79<\/td>\n | B.2 The Two Spreadsheet Method B.2.1 General B.2.2 The Temperature Stress Spreadsheet (TSS) <\/td>\n<\/tr>\n | ||||||
| 82<\/td>\n | B.2.3 The Additional Stress Spreadsheet (ASS) <\/td>\n<\/tr>\n | ||||||
| 85<\/td>\n | Annex C (informative)Examples of Track-Bridge Interaction calculations C.1 Introduction to calculation methods C.2 Example 1: Simply supported deck with no rail expansion device <\/td>\n<\/tr>\n | ||||||
| 87<\/td>\n | C.3 Example 2: Series of continuous decks with no rail expansion device <\/td>\n<\/tr>\n | ||||||
| 90<\/td>\n | C.4 Continuous deck with a rail expansion device <\/td>\n<\/tr>\n | ||||||
| 93<\/td>\n | Annex D (informative)Alternative method for determining the combined response of a structure and track to variable actions <\/td>\n<\/tr>\n | ||||||
| 94<\/td>\n | Annex E (informative)Proposed revision of EN 19912:2003, 6.5.4 E.1 General E.2 Combined response of structure and track to variable actions E.2.1 General principles E.2.2 Parameters affecting the combined response of the structure and track <\/td>\n<\/tr>\n | ||||||
| 97<\/td>\n | E.2.3 Actions to be considered E.2.4 Modelling and calculation of the combined track\/structure system <\/td>\n<\/tr>\n | ||||||
| 100<\/td>\n | E.2.5 Design criteria E.2.5.1 Track <\/td>\n<\/tr>\n | ||||||
| 101<\/td>\n | E.2.5.2 Limiting values for deformation of the structure <\/td>\n<\/tr>\n | ||||||
| 102<\/td>\n | E.2.6 Calculation methods E.2.6.1 General approach E.2.6.2 Simplified calculation method for a single deck <\/td>\n<\/tr>\n<\/table>\n","protected":false},"excerpt":{"rendered":" Eurocode 1: Actions on Structures. Traffic Loads on Bridges. Track-Bridge Interaction<\/b><\/p>\n |