Deflection Limits
Deflection Limits
(OP)
I have a question, and I hope that some of you out there may be able to give me some guidence. I am relatively new to structural design, I have only been doing it for 3 1/2 years. Everyone I talk to seems to give me different answers on the servicability limits on vertical beam deflections. I am wondering if there is a published resource that I can use consistanty,
ASCE 7-95 lists the basic servicability check for beams used to support a floor at L/360 for live load. It also uses 1.5-inches as a maximum for dead + 1/2 live.
Ignoring vibrations as a servicability check, a 35-foot long beam would have a maximum live load deflection, using this criteria, of 1.17 inches. The maximum dead + half live load is 1.5 inches.
If then we take T. Galambos's paper from 1986 (published in ASCE Journal of Structural Engineering) the probability of seeing the actual deflection is 80-99 %. This would seemingly strengthen my confidence that my servicability calculation is a real number and the beam would actually deflect that much.
Many experienced designers and project managers in my office seem to cap the deflection for live loads at 3/4" for an interior span and 0.3-inches for spandral spans carrying brittle cladding (the latter is taken from ACI-530).
In the commentary of ASCE-7 it states that deflections of greater than 3/8-inch would damage interior partitions, regardless of the span of the beam.
In reality, what should I be concerned with? Should my deflections be capped at 3/8? 3/4? 1-1/8? or should I follow L/360 without concern?
I have a similar problem with roofs, if anyone has additional insight.
Thanks
-Doug
ASCE 7-95 lists the basic servicability check for beams used to support a floor at L/360 for live load. It also uses 1.5-inches as a maximum for dead + 1/2 live.
Ignoring vibrations as a servicability check, a 35-foot long beam would have a maximum live load deflection, using this criteria, of 1.17 inches. The maximum dead + half live load is 1.5 inches.
If then we take T. Galambos's paper from 1986 (published in ASCE Journal of Structural Engineering) the probability of seeing the actual deflection is 80-99 %. This would seemingly strengthen my confidence that my servicability calculation is a real number and the beam would actually deflect that much.
Many experienced designers and project managers in my office seem to cap the deflection for live loads at 3/4" for an interior span and 0.3-inches for spandral spans carrying brittle cladding (the latter is taken from ACI-530).
In the commentary of ASCE-7 it states that deflections of greater than 3/8-inch would damage interior partitions, regardless of the span of the beam.
In reality, what should I be concerned with? Should my deflections be capped at 3/8? 3/4? 1-1/8? or should I follow L/360 without concern?
I have a similar problem with roofs, if anyone has additional insight.
Thanks
-Doug
Talk To Other Members
RE: Deflection Limits
For limits I generally use span/360 for brittle finishes like masonry and span/180 for flexible finishes. I believe these are the limits in BS5950, the British Steel Code, though I don't have it to hand. I believe engineering judgement is very important with selecting deflection limits and you should always ensure you select the appropriate one from codes.
Carl Bauer
www.bauerconsultbotswana.com
RE: Deflection Limits
AISC Steel Design Guide 3: Serviceability Design Considerations for Low-Rise Buildings.
and
Eurocode 3: chapter 4. Mine is ENV 1993-1-1, which is quite old. Would appreciate if someone can point me where/how to get a newer.
RE: Deflection Limits
RE: Deflection Limits
Thanks for the responses.
RE: Deflection Limits
RE: Deflection Limits