Wind drift is not Code-mandated, and this chart doesn't apply for wind/seismic building drift. It is for deflection of individual members.
Read the Appendix C Commentary in the back of ASCE 7 for wind drift guidance---again, not Code-mandated, but something designers are at risk if they don't consider. ASCE does suggest your D+0.5L+W. There is plenty of discussion here about wind drift. H/400 is the most common value, although I have my doubts how often this is truly reached.
Wind drift is primarily influenced by the connection/jointing of the nonstructural elements such as precast, brick, glass, etc. If the joints can handle rotation without leaking water, a higher drift is justified. This is a very difficult parameter to pin down, however, so the cost savings should be substantial if less than H/400 is sought.
When I do wind drift, as a general rule I use 0.7 (0.42 of ultimate; 10-year MRI) W and design for H/400. I ignore D and any uplift wind since they are vertical forces and therefore don't have a significant influence on lateral drift.
