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Vertical Tie Forces for Columns Supporting Transfer Beams

Vertical Tie Forces for Columns Supporting Transfer Beams

Vertical Tie Forces for Columns Supporting Transfer Beams

(OP)
When checking for vertical tie requirements under BS 8110-1, it states that the tie force in columns "should be capable of resisting a tensile force equal to the maximum design ultimate dead and imposed load received by the column or wall from any one storey.
Would this mean that where there is a column supporting a transfer beam it would need to resist the equivalent of the load from the transfer beam (which of course could include a large number of storeys above)? This would not seem logical and assume what is likely needed is the worst case load from any 1 storey where the loads on the transfer beam from above are not included in that storey load.
Any clarification would be appreciated.

RE: Vertical Tie Forces for Columns Supporting Transfer Beams

Dear JC456,
I can only relate to this through what ACI and AS3600 impose on designing vertical ties to withstand forces from offseted bars in columns( 1 in 6 inclination in bars)

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