Reinforced Concrete Design to Eurocode 2 (EC2) by J.H. Bungey, Ray Hulse, W.H. Mosley

By J.H. Bungey, Ray Hulse, W.H. Mosley

This article is built from the tested and recognized textbook bolstered Concrete layout. It adopts an identical structure of presentation to hide the layout and detailing of strengthened and prestressed concrete participants and constructions to the recent Eurocode for the layout of concrete buildings (Eurocode 2: layout of Concrete buildings, half 1).

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By J.H. Bungey, Ray Hulse, W.H. Mosley

This article is built from the tested and recognized textbook bolstered Concrete layout. It adopts an identical structure of presentation to hide the layout and detailing of strengthened and prestressed concrete participants and constructions to the recent Eurocode for the layout of concrete buildings (Eurocode 2: layout of Concrete buildings, half 1).

Show description

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Extra resources for Reinforced Concrete Design to Eurocode 2 (EC2)

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Sway structures are those where the secondary moments due to displacements are greater than 10 per cent of the normal design moment. In situ reinforced concrete structures behave as rigid frames, and ANALYSIS OF THE STRUCTURE 43 should be analysed as such. They can be analysed as a complete space frame or be divided into a series of plane frames. Bridge-deck types of structures can be analysed as an equivalent grillage, while some form of finite-element analysis can be utilised in solving complicated shear-wall buildings.

Variable loads, on the other hand, are transient and not constant in magnitude, as for example those due to wind or to human occupants. Recommendations for the loadings on buildings are given in the British Standards, numbers BS6399: Part 1. Design loads for Buildings, and CP3: Chapter V: Part 2. Wind loads. Bridge loadings are specified in BS5400: Part 2. Specification for Loads. A table of values for some useful permanent loads and variable loads is given in the Appendix. 1 Permtlnent Loads Permanent loads include the weight of the structure itself, and all architectural components such as exterior cladding, partitions and ceilings.

2 shows the patterns of vertical loading on a multi-span continuous beam to cause (i) maximum design sagging moments in alternate spans and maximum possible hogging moments in adjacent spans, (ii) maximum design hogging moments at support A, and (iii) the design hogging moment at support A as specified by the EC2 code for simplicity. Thus there is a similar loading pattern for the design hogging moment at each internal support of a continuous beam. 2 Multi-span beam loading patterns. Note that when there is a cantilever span the minimum beneficia/load on the span adjacent to the cantilever should be 1.

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