In the accidental action situation, vertical and horizontal tying is required to redistribute loads through the structure via alternative load paths, away from locally damaged areas. This principle is shown in Figure 1. Vertical ties also help to limit the risk of the upper floor being blown upwards in an explosion.
The differences in vertical tying requirements of BS EN 1991-1-7(1) and BS 5950-1(2) has prompted some questions. This AD note reviews those differences and provides recommendations for the design of vertical ties in accordance with BS EN 1991-1-7.
BS EN 1991-1-7, clause A.6 (2) states: “The column should be capable of resisting an accidental design tensile force equal to the largest design vertical permanent and variable load reaction applied to the column from any one storey”.
BS 5950-1, clause 188.8.131.52 (c) states: “All column splices should be capable of resisting a tensile force equal to the largest total factored vertical dead and imposed load applied to the column at a single floor level located between that column splice and the next column splice down”.
The two differences between the requirements are:
The rules for vertical tying presented in EN 1991-1-7 (which are non-material specific) are largely based on requirements from BS 8110-1(3) (clauses 184.108.40.206 and 220.127.116.11), requiring continuous vertical ties from the lowest to the highest floor.
In BS 8110-1, the design load is generally taken as the permanent actions plus 1/3 of the imposed load, from any one storey, all factored by 1.05.
When considering robustness, which is an accidental limit state, it is logical to use the accidental load combination, as given in BS EN 1990(4). This guidance supersedes that provided in SCI publication P391 (section 7.3.2)(5) which proposed that the normal ULS loading should be used.
For Eurocode designs, the guidance in BS EN 1991-1-7 should be followed and the entire column length (and any splice) should be capable of carrying the largest accidental design tension resulting from any one storey.
If loads applied at one storey are very large, possibly because (for example) transfer trusses are supported at that level (see figure 9.2 in P391), the accidental force to be accommodated may dominate the selection of the column (and splice connections) at upper levels. If this is the case, it may be more advantageous to consider the support to the transfer trusses to be a key element, and design against its removal.
Contact: Andrew Way
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