Drift Check with 10 year interval wind
Drift Check with 10 year interval wind
(OP)
I have read thru the post of 10-year interval wind for checking of drift in this forum. But, I still could not find the section in IBC or ASCE that allows us to use this to check wind drift on steel and concrete building.
Could someone please shed some lights into this matter of where I could find the exact code section?
thanks in advance!!
Could someone please shed some lights into this matter of where I could find the exact code section?
thanks in advance!!






RE: Drift Check with 10 year interval wind
RE: Drift Check with 10 year interval wind
They do not specifically say to use the 10 year value, but that is the one I see used most often.
Note that it is for non-hurricane areas only (V<100)
RE: Drift Check with 10 year interval wind
I am trying to find the similar terms for concrete building.
RE: Drift Check with 10 year interval wind
ASCE 7 also has a conversion table in the commentary to with factors to convert winds to different return periods. For a wind with a 10 year return period the factor is 0.74 (if I remember it right).
Hope that answers your questions.
RE: Drift Check with 10 year interval wind
RE: Drift Check with 10 year interval wind
Don Phillips
http://worthingtonengineering.com
RE: Drift Check with 10 year interval wind
RE: Drift Check with 10 year interval wind
Don Phillips
http://worthingtonengineering.com
RE: Drift Check with 10 year interval wind
RE: Drift Check with 10 year interval wind
In summary, although ASCE does provide conversion table, it does not explicitly direct the engineer to use 10-year wind for servicibilty (drfit)check.
Thank you all for your responses. I will keep researching on this, and will post my findings.
RE: Drift Check with 10 year interval wind
2. Wind drift criteria are generally between H/400 and H/600 (see ASCE Commentary CC.1.1 and AISC Design Guide 3). Again these are recommended limits but not code required.
3. Drift limits are commonly taken under 10 year loadings. As aforementioned these can be calculated using ASCE7 - see a full discussion and example at: thread176-153232: Deflections due to Wind Loads, Reduced Wind?. Again this is not prescribed by the code - it is the choice of the designer.
4. IBC2006 Table 1604.3 Footnote "f" allows the use of 0.7W for member deflection checks.