Story drift!

[engr567]

I am designing steel moment frames for a steel building - one story. What is the story drift limitation per AISC for steel buildings? I heard it is H/400, however, I could not find this requirement in AISC. I would appreciate help.

 

[Lion06]

It depends on the cladding. For brick, H/400 is reasonable if you use the 50 year wind.
Check out AISC Design Guide #3 - Serviceability Design Considerations for Steel Buildings

 

[engr567]

StructuralEIT,

Per AISC, 13ed, section L4 (pp. 16.1-144), it reads as .................... shall not exceed the limiting values of such drifts that may be specified by the applicable BLDG code. Do you know if IBC has this limitation specified? If yes, which section?

 

[JoshPlumSE]

IMHO Drift design is not particular well codified unless you're talking about seismic.

One reference that I have gives the following design recommendations based on what type of exterior cladding or interior partions you have:

Exterior cladding:
Brick veneer or unreinforced concrete = L/400 to L/600

Tilt-up concr = L/200

Plaster / Stucco = L/400

Architectural Precast concrete, stone clad = L/400


Interior Partitions:
Drywall / plaster = L/400

Unreinforced masonry = L/667

Reinforced Masonry = L/400

Tile, Hollow clay brick = L/2000

Brick = L/1250

Also, your elevator may require drift control as well. To me this would be based on input from the mechanical guys. But, the design guide recommends L/400.

 

[engr567]

Thanks JoshPlum.

 

[SteveGregory]

Josh,
I would be interested in looking at your reference book.

 

[WillisV]

Wind drift limits are not codified - they are up to the judgment of the engineer. The limits presented in Design Guide 3 as recommended above are fairly typical.

 

[ishvaaag]

A nice reference is

Serviceability Limit States Under Wind Load
Lawrence G. Griffis
National Steel Construction Conference 1994 Proceedings
AISC