wind deflection

[fvs]

The Canadian code limits total drift under wind loads to 1/500 of storey height. Does anyone know of any other limit imposed on the deflection of buildings?
Is there any such restriction imposed on deflection due to seismic loads?

 

[BantrelStructural]

Seismic deflection limits are to be found in the NBCC Part 4, in the section on seismic loads. Deflection limits according to clause 4.1.9.2.3) are 0.01hs (h/100) for post-disaster structures and 0.02hs (h/50) for all other structures.

The other limit would be situation specific limitations (for example inter-building spacing that may require more restrictive limits to avoid inter-structure collisions, or communications dish alignment limitations).

 

[abdelmageed]

dear,,
,,As far as lateral deflection is concerned the BRITISH STANDARD CODE BS8110 PART2 (reinforced concrete code) STATES(Unless partitions, cladding and finishes, etc. have been specifically detailed to allow for anticipated deflections, relative lateral deflection in any one storey under the characteristic (unfactored) wind load should not exceed (H/500), where H is the storey height.)But in steel structures BS5950-part1-2000 states that in multistorey buildings drift to be limited to (H/300), where H is the storey height.But bear in mind the issue above is inter-related to P-DELTA issue, as whether to have it sway or non-sway structures.The eurocode is having moreorless the same approach.But as per my experience we had approached to different projects differently depending on finishings sensitivity to movement, we used (total height/750) as per UBC and (total height /1000) for another project.So, down the road ur own judgement after assessing other disciplines requirements u can specify drift sensitivity level.
thanks and regards