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
RE: For IBC 2006 TABLE 1604.3 DEFLECTIO
RE: For IBC 2006 TABLE 1604.3 DEFLECTIO
RE: For IBC 2006 TABLE 1604.3 DEFLECTIO
RE: For IBC 2006 TABLE 1604.3 DEFLECTIO
DaveAtkins
RE: For IBC 2006 TABLE 1604.3 DEFLECTIO
RE: For IBC 2006 TABLE 1604.3 DEFLECTIO
That's all, thanks
RE: For IBC 2006 TABLE 1604.3 DEFLECTIO
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
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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