For IBC 2006 TABLE 1604.3 DEFLECTIO

[Yazan Atoum]

For IBC 2006 TABLE 1604.3 DEFLECTION LIMITS, It states the limits for (S or W), in this case do I have to consider the effect of the wind load solely on the structure or I can calculate the deflection based on the criteria: D + 0.5L + 0.7W in Design Guide 3 ?

 

[Ron]

Consider the worst case condition

 

[Yazan Atoum]

I know I can do that, but I want a codified answer, I don't want an overdesgined approach.

 

[Ron]

That's not an overdesign approach. It is required by code.

 

[Yazan Atoum]

Can you please guide me to the refernce, I always design for the limit D+0.5L+0.7W but It's written in IBC table 1604.3 S or W or 0.7 W of components and cladding

 

[DaveAtkins]

IBC allows you to check deflection for 70% of the ASD design wind load.

DaveAtkins

 

[sandman21]

For wind loads that are components and cladding, not MFWRS. Are you asking about components or wind drift requirements?

 

[Yazan Atoum]

I am asking for wind drift, when I check for the limits in IBC Table 1604, do I calculate the drift based on D+0.5L+0.7W or W solely.
That's all, thanks

 

[calvinandhobbes10]

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.

 

[JAE]

Try the AISC Engineering Journal, First Quarter 1993.

They have a nifty table outlining all sorts of drifts based on exterior cladding and supporting frame.

This is not code required in the U.S. for wind.


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