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For IBC 2006 TABLE 1604.3 DEFLECTIO

For IBC 2006 TABLE 1604.3 DEFLECTIO

For IBC 2006 TABLE 1604.3 DEFLECTIO

(OP)
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 ?

RE: For IBC 2006 TABLE 1604.3 DEFLECTIO

Consider the worst case condition

RE: For IBC 2006 TABLE 1604.3 DEFLECTIO

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

RE: For IBC 2006 TABLE 1604.3 DEFLECTIO

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

RE: For IBC 2006 TABLE 1604.3 DEFLECTIO

(OP)
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

RE: For IBC 2006 TABLE 1604.3 DEFLECTIO

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

DaveAtkins

RE: For IBC 2006 TABLE 1604.3 DEFLECTIO

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

RE: For IBC 2006 TABLE 1604.3 DEFLECTIO

(OP)
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

RE: For IBC 2006 TABLE 1604.3 DEFLECTIO

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.

RE: For IBC 2006 TABLE 1604.3 DEFLECTIO

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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