Vertical Tie Forces for Columns Supporting Transfer Beams

[JC456]

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.

 

[Matt_Struc]

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)