Deflection limits for large-span PEMB frame

[SE2321]

So I am designing a 61m (~200ft) clear span frame for a PEMB structure with a 0.5mm roof corrugated sheet. Per the MBMA/IBC/ASCE codes, vertical deflection limits are Span/180 for live loads and span/120 for dead and live loads. This comes out to be 508mm (20in) for the latter. These deflection limits seem too high to follow. I understand that the span is large, but the almost 2ft deflection limit still does not make sense. Moreover, as per my understanding, there should not be any significant dead load deflection of rafters, which must be ensured by the cambering of rafters, but my company does not do cambering due to the additional cost and resources involved. So, what are my options here plus should I continue following code deflection limits without hesitation?? Thanks.