National Application Document
2 Classification of actions 2 3 Design situations and requirements 2 4 Road traffic actions and other actions specifically for highway bridges 2 5 Pedestrian, cycle and other actions specifically for footbridges 14 6 Railway traffic actions and other actions specifically for railway bridges 14 Annex F normative Basis for the fatigue assessment of railway structures 23 Annex G normative Basis of design supplementary clauses to ENV 1991-1 for railway bridges including serviceability criteria 33...
Env Env Env Env Env Env Env
ENV 1991-2-7 Eurocode 1 Basis of design and actions on structures ENV 1991-4 Eurocode 1 Basis of design and actions on structures ENV 1991-5 Eurocode 1 Basis of design and actions on structures Part 5 Actions induced by cranes and machinery ENV 1992 Eurocode 2 Design of concrete structures ENV 1993 Eurocode 3 Design of steel structures ENV 1994 Eurocode 4 Design of composite steel and concrete structures ENV 1995 Eurocode 5 Design of timber structures ENV 1996 Eurocode 6 Design of masonry...
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Figure 6.15 Characteristic values of actions g,k for simple horizontal surfaces adjacent to the track 6.6.5 Multiple-surface structures alongside the track with vertical and horizontal or inclined surfaces e.g. bent noise barriers, platform canopies with obstructions 1 P The characteristic values of the actions, q4k, as given in Figure 6.16 shall be applied normal to the surfaces considered. The actions are to be taken from the graphs in Figure 6.13 adopting a fictitious track distance of a'g...
Collision Force Eurocode
Note For the selection of a traffic type, it may broadly be considered that - Long distance means hundreds of kilometres, - Medium distance means 50 to 100 km, - Local traffic means distances less than 50 km. In reality, mixture of traffic types may occur. Table 4.8 Definition of wheels and axles 4.6.6 Fatigue Load Model 5 based on recorded road traffic 1 Fatigue Load Model 5 consists of the direct application of recorded traffic data, supplemented, if relevant, by appropriate statistical and...
Info Rkp
-1601 per cent of the total weight of the service vehicle, if relevant 5.3.2.3- 2 The horizontal force is considered as acting simultaneously with the corresponding vertical load, and in no case with the concentrated load Qfwk- Note This force is normally sufficient to ensure the horizontal longitudinal stability of footbridges. It does not ensure horizontal transverse stability, which should be ensured by considering other actions or by appropriate design measures. 5.5 Assessment of traffic...
Cen
European Committee for Standardization Comit Europ en de Normalisation Europ isches Komitee f r Normung Central Secretariat rue de Stassart,36 B-1050 Brussels 1995 All rights of reproduction and communication in any form and by any means reserved in all countries to CEN and its members. Background to the Eurocode programme 4 National Application Documents 5 Matters specific to this Prestandard 6 1.2 Normative references 11 1.3 Distinction between Principles and Application Rules 12 2...
Matters specific to this Prestandard
18 The scope of Eurocode 1 is defined in clause 1.1.1 and the scope of this Part of Eurocode 1 is defined in clause 1.1.2. Additional Parts of Eurocode 1 which are planned are indicated in clause 1.1.3. 19 This Prestandard is divided into six sections - three general sections 1 to 3 of common clauses - three sections 4 to 6 dealing with road traffic loads, pedestrian and cycle loads, and railway traffic loads, respectively, and also with other loads specifically for road bridges, footbridges...
Info Gal
Figure 4.1 Example of the Lane Numbering in the most general case. 5 Where the carriageway consists of two separate parts on the same deck, only one numbering is used for the whole carriageway. Hence, even if the carriageway is divided into two separate parts, there is only one Lane Number 1, which can be alternatively on the two parts. 6 Where the carriageway consists of two separate parts on two independent decks, each part is considered as a carriageway. Separate numbering is then used for...
Info Ofa
4.3.4 Set of models of special vehicles Load Model 3 1 When one or more of the standardized models of this set is required by the client to be taken into account, the load values and dimensions should be as described in annex A. Note 1 For otqj and aqj factors all equal to one, the effects of the 600 150 standardized model are covered by the effects of the main loading system and do not need to be considered. Note 2 The client may also specify particular models, especially to cover the effects...
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51 is the half distance between axles closest to the centre of gravity of the four axles m see Figure H.1 52 is the distance between bogie axles m see Figure H.1 . For asymmetric groups of axles see Figure H.2 For asymmetric groups of axles see Figure H.2 cos D C0S z x l P1 cos S2 cos S3 S2 - x J Maximum value of appropriate influence line coincident with centre of gravity of axles Maximum value of appropriate influence line coincident with centre of gravity of axles Figure H.2 S1, S2, S3 and x...
Info Atx
Traffic category and lane requirements shall be agreed with the relevant authority in accordance with Table 4.5 of ENV 1991-3 1995. Some further guidance is given in annex Y. Fatigue models 1 to 4 shall be applied in accordance with 4.6.1 to 4.6.6, unless specified otherwise by the relevant authority. For fatigue verification the required design working life of highway bridges shall be 120 years. Fatigue load model 1 may be used to check whether the maximum stress range exceeds the unlimited...
Env 1991-3 1995 6.4.3.2
cos 27 , and cos 2k I is taken as positive. V2keres0 2keresJ 1 f' f EUDLhag 1.6 where cos a x dji x f ag lt f x EUDLLM71 cos 2.rr 1 is taken as positive and V2kres0 f' and f are as defined in ENV 1991-3 1995, annex E f' is calculated from kres see H.2.2 F is a single force representing the equally spaced group of axles EUDLhag is the equivalent uniformly distributed load representing the heaviest group of axles of a train kN EUDLLM71 is the equivalent uniformly distributed load representing...
Info Top
1.0 2.0 2.8 3.0 4.0 5.0 6.0 Relative Movement mm Figure 6.5.4.1 a Graph of relationship between track resistance and relative movement for Figure 6.5.4.1 b Graph of relationship between track resistance and relative movement for Figure 6.5.4.1 b Graph of relationship between track resistance and relative movement for 6.5.4.3 Longitudinal actions due to temperature variation Add a new item 4 P as follows 4 P Unless otherwise specified by the relevant authority, for single-span bridges not more...