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NA to BS EN 1991-2:2003:2008 Edition

NA to BS EN 1991-2:2003:2008 Edition

$198.66

UK National Annex to Eurocode 1. Actions on structures – Traffic loads on bridges

Published By Publication Date Number of Pages
BSI 2008 52
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PDF Pages PDF Title
3 Contents
Introduction 1
NA.1 Scope 1
NA.2 Nationally determined parameters 2
NA.3 Decision on the status of informative annexes 45
NA.4 References to non-contradictory complementary information 46
Bibliography 47
Figure NA.1 – Basic longitudinal configuration of SV model vehicles 5
Figure NA.2 – Basic longitudinal configuration of SOV model vehicles 7
Figure NA.3 – Lateral wheel arrangement for trailer axles of all SOV models 9
Figure NA.4 – Typical application of SV or SOV and Load Model 1 loading when the SV or SOV vehicle lies fully within a notional lane 11
Figure NA.5 – Typical application of SV or SOV and Load Model 1 loading when the SV or SOV vehicle straddles two adjacent lanes 11
Figure NA.6 – Vehicle model for abutments and wing walls 22
Figure NA.7 – Effective span calculation 27
Figure NA.8 – Relationships between k(fv) and mode frequencies fv 27
Figure NA.9 – Reduction factor, *, to allow for the unsynchronized combination of pedestrian actions within groups and crowds 28
Figure NA.10 – Response modifiers 31
Figure NA.11 – Lateral lock-in stability boundaries 33
Figure NA.12 – Flow chart for determining whether a dynamic analysis is necessary for “simple” structures 36
Figure NA.13 – Flow chart for determining whether a dynamic analysis is required for “simple” and “complex” structures 38
Figure NA.14 – Limits of bridge natural frequency nO in [Hz] as a function of L in m 40
List of tables
Table NA.1 – Adjustment factors !Q and !q for Load Model 1 4
Table NA.2 – Dynamic Amplification Factors for the SV and SOV vehicles 9
Table NA.3 – Assessment of groups of traffic loads (characteristic values of the multi-component action) 14
Table NA.4 – Indicative numbers of heavy goods vehicles expected per year and per lane in the United Kingdom 16
Table NA.5 – Set of equivalent lorries for Fatigue Load Model 4 18
Table NA.6 – Forces due to collision with vehicle restraint systems for determining global effects 20
Table NA.7 – Recommended crowd densities for design 25
Table NA.8 – Parameters to be used in the calculation of pedestrian response 27
Table NA.9 – Recommended values for the site usage factor k1 30
Table NA.10 – Recommended values for the route redundancy factor k2 30
4 Table NA.11 – Recommended values for the structure height factor k3 30
Table NA.12 – Nominal longitudinal loads 34
5 Introduction
NA.1 Scope
a) the UK decisions for the Nationally Determined Parameters described in the following subclauses of BS EN 1991-2:2003:
6 b) the UK decisions on the status of BS EN 1991-2:2003 informative annexes;
c) references to non-contradictory complementary information.
NA.2 Nationally determined parameters
NA.2.1 Complementary conditions [BS EN 1991-2:2003, 1.1 (3)]
NA.2.2 Infrequent values of loads [BS EN 1991-2:2003, 2.2 (2) Note 2]
NA.2.3 Appropriate protection against collision [BS EN 1991-2:2003, 2.3 (1)]
NA.2.4 Impact forces due to boats, ships or aeroplanes [BS EN 1991-2:2003, 2.3 (4)]
7 NA.2.5 Bridges carrying both road and rail traffic [BS EN 1991-2:2003, 3 (5)]
NA.2.6 Models for loaded lengths greater than 200 m [BS EN 1991-2:2003, 4.1 (1) Note 2]
NA.2.7 Weight restricted bridges [BS EN 1991-2:2003, 4.1 (2)]
NA.2.8 Complementary load models [BS EN 1991-2:2003, 4.2.1 (1)]
NA.2.9 Models for special vehicles [BS EN 1991-2:2003, 4.2.1 (2)]
NA.2.10 Conventional height of kerbs [BS EN 1991-2:2003, 4.2.3 (1)]
NA.2.11 Use of Load Model 2 [BS EN 1991-2:2003, 4.3.1 (2) (b)]
NA.2.12 Adjustment factors ! for Load Model 1 [BS EN 1991-2:2003, 4.3.2 (3) Notes 1 and 2]
8 Table NA.1 Adjustment factors !Q and !q for Load Model 1
NA.2.13 Use of simplified alternative Load Models [BS EN 1991-2:2003, 4.3.2 (6)]
NA.2.14 Adjustment factor ” for Load Model 2 [BS EN 1991-2:2003, 4.3.3 (2)]
NA.2.15 Wheel contact surface for Load Model 2 [BS EN 1991-2:2003, 4.3.3 (4)]
NA.2.16 Load Model 3 (Special Vehicles) [BS EN 1991-2:2003, 4.3.4 (1)]
NA.2.16.1 Basic models for STGO vehicles
NA.2.16.1.1 SV80
9 NA.2.16.1.2 SV100
NA.2.16.1.3 SV196
Figure NA.1 Basic longitudinal configuration of SV model vehicles
10 Figure NA.1 Basic longitudinal configuration of SV model vehicles (continued)
11 NA.2.16.2 Basic models for Special Order Vehicles
Figure NA.2 Basic longitudinal configuration of SOV model vehicles
12 Figure NA.2 Basic longitudinal configuration of SOV model vehicles (continued)
13 Figure NA.3 Lateral wheel arrangement for trailer axles of all SOV models
NA.2.16.3 Dynamic amplification factors
Table NA.2 Dynamic Amplification Factors for the SV and SOV vehicles
NA.2.16.4 Application of special vehicle models on the carriageway
15 Figure NA.4 Typical application of SV or SOV and Load Model 1 loading when the SV or SOV vehicle lies fully within a notional lane
Figure NA.5 Typical application of SV or SOV and Load Model 1 loading when the SV or SOV vehicle straddles two adjacent lanes
16 NA.2.17 Upper limit of the braking force on road bridges [BS EN 1991-2:2003, 4.4.1 (2)]
NA.2.18 Horizontal forces associated with Load Model 3 [BS EN 1991-2:2003, 4.4.1 (3)]
NA.2.18.1 Longitudinal braking and acceleration forces
NA.2.18.2 Centrifugal force
17 NA.2.19 Horizontal force transmitted by expansion joints or applied to structural members [BS EN 1991-2:2003, 4.4.1 (6)]
NA.2.20 Lateral forces on road bridge decks [BS EN 1991-2:2003, 4.4.2 (4)]
NA.2.21 Groups of traffic loads [BS EN 1991-2:2003, 4.5.1 Table 4.4a Notes a) and b)]
18 Table NA.3 Assessment of groups of traffic loads (characteristic values of the multi-component action)
19 NA.2.22 Conditions for use of Fatigue Load Models [BS EN 1991-2:2003, 4.6.1 (2) Note 2c]
NA.2.23 Definition of traffic categories and traffic flows [BS EN 1991-2:2003, 4.6.1 (3) Note 1]
20 Table NA.4 Indicative numbers of heavy goods vehicles expected per year and per lane in the United Kingdom
NA.2.24 Dynamic additional amplification factor due to expansion joints [BS EN 1991-2:2003, 4.6.1 (6)]
NA.2.25 Fatigue Load Model 3 [BS EN 1991-2:2003, 4.6.4 (3)]
NA.2.26 Fatigue Load Model 4 [BS EN 1991-2:2003, 4.6.1 (2) Note 2(e), 4.6.5 (1) Note 2]
22 Table NA.5 Set of equivalent lorries for Fatigue Load Model 4
23 NA.2.27 Fatigue Load Model 5 (based on recorded traffic data) [BS EN 1991-2:2003, 4.6.6 (1)]
NA.2.28 Collision forces on piers and other supporting members [BS EN 1991-2:2003, 4.7.2.1 (1)]
NA.2.29 Collision forces on decks [BS EN 1991-2:2003, 4.7.2.2 (1) Note 1]
NA.2.30 Effects of collision forces on vehicle restraint systems [BS EN 1991-2:2003, 4.7.3.3]
NA.2.30.1 [BS EN 1991-2:2003, 4.7.3.3 (1) Note 1]
24 Table NA.6 Forces due to collision with vehicle restraint systems for determining global effects
NA.2.30.2 [BS EN 1991-2:2003, 4.7.3.3 (1) Note 3]
NA.2.30.3 [BS EN 1991-2:2003, 4.7.3.3 (2) Note]
NA.2.31 Collision forces on structural members [BS EN 1991-2:2003, 4.7.3.4(1)]
25 NA.2.32 Actions on pedestrian parapets [BS EN 1991-2:2003, 4.8 (1) Note 2]
NA.2.33 Supporting structures to pedestrian parapets, which are not adequately protected against vehicle collisions [BS EN 1991-2:2003, 4.8 (3)]
NA.2.34 Model for vertical loads on backfill behind abutments and wing walls adjacent to bridges [BS EN 1991-2:2003, 4.9.1 (1) Note 1]
NA.2.34.1 General
NA.2.34.2 Loading from normal traffic
26 Figure NA.6 Vehicle model for abutments and wing walls
27 NA.2.34.3 Loading from special vehicles
NA.2.35 Load models for inspection gangways [BS EN 1991-2:2003, 5.2.3 (2)]
NA.2.36 Uniformly distributed load [BS EN 1991-2:2003, 5.3.2.1 (1)]
NA.2.37 Concentrated load [BS EN 1991-2:2003, 5.3.2.2 (1)]
28 NA.2.38 Service vehicle [BS EN 1991-2:2003, 5.3.2.3 (1) Note 1]
NA.2.39 Horizontal force on footbridges [BS EN 1991-2:2003, 5.4 (2)]
NA.2.40 General actions for accidental design situations for footbridges [BS EN 1991-2:2003, 5.6.1 (1)]
NA.2.41 Collision forces on piers of footbridges [BS EN 1991-2:2003, 5.6.2.1 (1)]
NA.2.42 Collision forces on decks of footbridges [BS EN 1991-2:2003, 5.6.2.2 (1)]
NA.2.43 Accidental presence of a heavy vehicle [BS EN 1991-2:2003, 5.6.3 (2)]
NA.2.44 Dynamic models for pedestrian actions on footbridges [BS EN 1991-2:2003, 5.7 (3)]
NA.2.44.1 General
a) the determination of the maximum vertical deck acceleration and its comparison with the comfort criteria (as described in NA.2.44.3 to NA.2.44.6), and
b) an analysis to determine the likelihood of large synchronized lateral responses (as described in NA.2.44.7).
29 NA.2.44.2 Dynamic actions to be considered
(1) All bridges should be categorized into bridge classes by their usage to determine the appropriate actions due to pedestrians. Group sizes for each bridge class should be applied as given in Table NA.7.
Table NA.7 Recommended crowd densities for design
(2) Crowd loading densities to be used in design should be determined for the individual project and be appropriate for the intended bridge usage. Table NA.7 provides recommended values of crowd densities for each bridge class.
(3) Depending on the expected bridge usage, it may be determined that jogging cases given in Table NA.7 can be neglected for individual projects.
NA.2.44.3 Vertical response calculations
(1) It should be demonstrated that the peak vertical deck accelerations determined for the actions described in NA.2.44.4 and NA.2.44.5 are less than the limits defined in NA.2.44.6.
(2) In calculating the peak vertical deck accelerations account should be taken of the following.
30 NA.2.44.4 Dynamic actions representing the passage of single pedestrians and pedestrian groups
(1) The design maximum vertical accelerations that result from single pedestrians or pedestrian groups should be calculated by a…
31 Figure NA.7 Effective span calculation
Table NA.8 Parameters to be used in the calculation of pedestrian response
Figure NA.8 Relationships between k(fv) and mode frequencies fv
32 Figure NA.9 Reduction factor, *, to allow for the unsynchronized combination of pedestrian actions within groups and crowds
NA.2.44.5 Steady state modelling of pedestrians in crowded conditions
(1) The design maximum vertical accelerations that result from pedestrians in crowded conditions may be calculated by assuming t…
33 (2) In order to obtain the most unfavourable effect this loading should be applied over all relevant areas of the footbridge dec…
(3) Understanding of the dynamic response of structures in crowded conditions is still evolving and there is evidence to suggest…
NA.2.44.6 Recommended serviceability limits for use in design
(1) The maximum vertical acceleration calculated from the above actions should be less than the design acceleration limit given by:
34 Table NA.9 Recommended values for the site usage factor k1
Table NA.10 Recommended values for the route redundancy factor k2
Table NA.11 Recommended values for the structure height factor k3
35 Figure NA.10 Response modifiers
(2) k4 may be assigned a value of between 0.8 and 1.2 to reflect other conditions that may affect the users’ perception towards …
(3) For some types of bridges (for example bridges in remote locations), less onerous design limits may be applied, where a suit…
NA.2.44.7 The avoidance of unstable lateral responses due to crowd loading
(1) Structures should be designed to avoid unintended unstable lateral responses.
(2) If there are no significant lateral modes with frequencies below 1.5 Hz it may be assumed that unstable lateral responses will not occur.
(3) For all other situations, it should be demonstrated that unstable lateral responses due to crowd loading will not occur, using the following method.
37 Figure NA.11 Lateral lock-in stability boundaries
NA.2.45 Alternative load models for railway bridges [BS EN 1991-2:2003, 6.1 (2)]
NA.2.45.1 Actions for non-public footpaths
38 NA.2.45.2 Actions due to traction and braking
Table NA.12 Nominal longitudinal loads
39 NA.2.46 Other types of railways [BS EN 1991-2:2003, 6.1 (3)P]
NA.2.47 Temporary bridges [BS EN 1991-2:2003, 6.1 (7)]
NA.2.48 Values of a factor [BS EN 1991-2:2003, 6.3.2 (3)P]
NA.2.49 Choice of lines for heavy rail traffic [BS EN 1991-2:2003, 6.3.3 (4)P]
NA.2.50 Alternative requirements for a dynamic analysis [BS EN 1991-2:2003, 6.4.4 (1)]
40 Figure NA.12 Flow chart for determining whether a dynamic analysis is necessary for “simple” structures
42 Figure NA.13 Flow chart for determining whether a dynamic analysis is required for “simple” and “complex” structures
44 Figure NA.14 Limits of bridge natural frequency n0 in Hz as a function of L in m
45 NA.2.51 Choice of dynamic factor [BS EN 1991-2:2003, 6.4.5.2 (3)P]
NA.2.52 Alternative values of determinant length [BS EN 1991-2:2003, 6.4.5.3 (1) Table 6.2]
NA.2.53 Determinant length of transverse cantilevers [BS EN 1991-2:2003, 6.4.5.3, Note a, Table 6.2]
NA.2.54 Additional requirements for the application of HSLM [BS EN 1991-2:2003, 6.4.6.1.1 (6), Table 6.4]
NA.2.55 Loading and methodology for dynamic analysis [BS EN 1991-2:2003, 6.4.6.1.1 (7)]
NA.2.56 Additional load cases depending upon number of tracks [BS EN 1991-2:2003, 6.4.6.1.2 (3), Table 6.5, Note a)]
NA.2.57 Values of damping [BS EN 1991-2:2003, 6.4.6.3.1 (3) Table 6.6]
46 NA.2.58 Alternative density values of materials [BS EN 1991-2:2003, 6.4.6.3.2 (3)]
NA.2.59 Enhanced Young’s modulus [BS EN 1991-2:2003, 6.4.6.3.3 (3) Note 1]
NA.2.60 Other material properties [BS EN 1991-2:2003, 6.4.6.3.3 (3) Note 2]
NA.2.61 Reduction of peak response at resonance taking account of additional damping due to vehicle/bridge interaction [BS EN 1991-2:2003, 6.4.6.4 (4)]
NA.2.62 Allowance for track defects and vehicle imperfections [BS EN 1991-2:2003, 6.4.6.4 (5)]
NA.2.63 Increased height of centre of gravity for centrifugal forces [BS EN 1991-2:2003, 6.5.1 (2)]
NA.2.64 Actions due to braking for loaded lengths greater than 300 m [BS EN 1991-2:2003, 6.5.3 (5)]
NA.2.65 Alternative requirements for the application of traction and braking forces [BS EN 1991-2:2003, 6.5.3 (9)]
47 NA.2.66 Combined response of structure and track, requirements for non-ballasted track [BS EN 1991-2:2003, 6.5.4.1 (5)]
NA.2.67 Alternative requirements for temperature range [BS EN 1991-2:2003, 6.5.4.3 (2) Notes 1 and 2]
NA.2.68 Longitudinal shear resistance between track and bridge deck [BS EN 1991-2:2003, 6.5.4.4 (2) Note 1]
NA.2.69 Alternative design criteria [BS EN 1991-2:2003, 6.5.4.5]
NA.2.70 Minimum value of track radius [BS EN 1991-2:2003, 6.5.4.5.1 (2)]
NA.2.71 Alternative calculation methods [BS EN 1991-2:2003, 6.5.4.6]
NA.2.72 Alternative criteria for simplified calculation methods [BS EN 1991-2:2003, 6.5.4.6.1 (1)]
NA.2.73 Longitudinal plastic shear resistance between track and bridge deck [BS EN 1991-2:2003, 6.5.4.6.1 (4)]
NA.2.74 Aerodynamic actions, alternative values [BS EN 1991-2:2003, 6.6.1 (3)]
48 NA.2.75 Derailment of rail traffic, additional requirements [BS EN 1991-2:2003, 6.7.1 (2)P]
NA.2.76 Derailment of rail traffic, measures for structural elements situated above the level of the rails and requirements to retain a derailed train on the structure [BS EN 1991-2:2003, 6.7.1 (8)P Note 1]
NA.2.77 Other actions [BS EN 1991-2:2003, 6.7.3 (1)P Note]
NA.2.78 Number of tracks loaded when checking drainage and structural clearances [BS EN 1991-2:2003, 6.8.1 (11)P Table 6.10]
NA.2.79 Assessment of groups of loads [BS EN 1991-2:2003, 6.8.2 (2)]
NA.2.80 Frequent values of multi-component actions [BS EN 1991-2:2003, 6.8.3.1 (1)]
49 NA.2.81 Quasi-permanent values of multi-component actions [BS EN 1991-2:2003, 6.8.3.2 (1)]
NA.2.82 Fatigue load models, structural life [BS EN 1991-2:2003, 6.9 (6)]
NA.2.83 Fatigue load models, specific traffic [BS EN 1991-2:2003, 6.9 (7)]
NA.2.84 Dynamic factor [BS EN 1991-2:2003, Annex C (3)P]
NA.2.85 Method of dynamic analysis [BS EN 1991-2:2003, Annex C (3)P]
NA.2.86 Partial safety factor for fatigue loading [BS EN 1991-2:2003, Annex D2 (2)]
NA.3 Decision on the status of informative annexes
NA.3.1 Load Model 3: Models of special vehicles [BS EN 1991-2:2003, Annex A]
NA.3.2 Fatigue life assessment for road bridges: Assessment method based on recorded traffic [BS EN 1991-2:2003, Annex B]
50 NA.3.3 Limits of validity of Load Model HSLM [BS EN 1991-2:2003, Annex E]
NA.3.4 Criteria to be satisfied if a dynamic analysis is not required [BS EN 1991-2:2003, Annex F]
NA.3.5 Combined responses [BS EN 1991-2:2003, Annex G]
NA.3.6 Load Models for rail traffic loads [BS EN 1991-2:2003, Annex H]
NA.4 References to non-contradictory complementary information
51 Bibliography

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