unbraced length of beam for uplif

huangyhg

unbraced length of beam for uplift
i have a condition where i have a roof that consists of perimeter steel beams with timber trusses bearing on these beams.  for gravity loads, a w16x26 works for strength and deflection.  when this beam goes into uplift, the bottom flange is completely unbraced for the entire length of the member.  i original was going to provide a 2x kicker at midspan that attached to the truss and to blocking bolted into the web of the beam.  i decided not to do this because i didn't want to count on the timber to brace the steel beam and have to worry about having the truss designed to take this additional point load on the bottom chord.  the beam is approximate 28'-0" long.  according to the design beam moment chart on page 5-99 or lrfd 3rd edition, a w12x53 is fine for this unbraced length.  so my question is, do i bump the size of the beam up so the unbraced length is within the recommendations of the beam design tables.  second question, in the beam design tables, i am assuming that when the line for a particular beam ends, that would be the maximum length for this member to be unbraced.  sorry for the long post!  
out of curiousity, what is the magnitude of uplift you're dealing with?
blake,
i have not calculated this yet b/c we are in preliminary stages of design.  i do know the beam will go into uplift.  estimate at approximate 700 lbs ea truss and trusses are spaced at 2 feet oc
a span to depth ratio of 30 is where the line ends in  charts.  also the charts assume a cb of 1.0, which is fine and i stick with almost always, however you can increase capacity dependent upon loading condition by applying an appropriate cb factor.  
if you have selected a large beam based on gravity loading, then you check uplift....which will hopefully be a much smaller moment, yet you have a larger lb, you're not going to find the exact info you want in the chart, you'll need to use the specifications, which is simpler than it appears since most of the info is already provided for you (i.e. lp, lr, bf, etc)
blake-
he did say he doesn't want to brace the bottom flange for negative bending, therefore his cb will be =1 since the maximum moment is occuring away from a brace point.
defrazie-
i do agree that you should just use the spec for your allowable.  it is not a hard calc.  if your size isn't quite working, bump up the weight on the w16, dropping to a w12 will cause the weight to go up a lot more.
yes, you need to design for uplift.  if you go to a shallower beam, recheck deflection.
daveatkins
structuraleit, for defrazie's case with somewhere around 12-13 point loads, he could use cb = 1.14 via table 5-1.  i don't disagree with 1.0, but "in a pinch", that 14% could come in handy.
ok,
so i ran the numbers for a 28'-0" full unbraced w16x26 for for 700 lbs of uplift at each truss (350 p/f).  a w16x40 can handle this load fully unbraced and the deflection is fine.
i guess i just wanted to know is this looked down upon since the beam design tables stop at a certain unbraced length (for w16x40 say 19'-0").  
blake, not to sound like an idiot but on you comment about the span to depth ratio of 30.  lets look at a w14x22.  the chart stops at 12'-6".  where do you get a ratio of 30 for this case??
agree with daveatkins. you definately need to check uplift.
this is a reasonably common occurance in light framed buildings with wood or cold-formed steel trusses bearing on w shaped beams.
i basically run two load cases for beams like this. case 1 with maximum downwards loads and a fully braced compression flange, and case 2 with net uplift forces and an unbraced bottom (compression) flange. take the best section that fits both criteria.
i know i have to check uplift on the beam, that isn't what i am unclear about.  what im unclear about is it better to beef the beam up in size or brace the bottom flange of the beam with the truss bottom chord?  
i mean with a kicker to the bottom chord.  then the truss manuf would need these loads and have to design his truss for these additional loads.