Beam shear vs punching shear in a transfer beam

Hi All,

I have used RAPT to model a 2000d x 3600w transfer beam and found that the deflections are within the code requirements, however, as the loads that the transfer beam are supporting are quite large, there is significant ligatures required near the column supports. Additionally, when checking the punching output in RAPT, the columns are 'OK with ties'. Given that the beam is 3600wide and the columns under are 3000x600 (see below link for an image for clarity), if the flexural shear capacity can be satisfied (by detailing shear ligatures as required), is additional punching shear reinforcement required as well?


Thanks all.