huangyhg

decking/mezzanine rated capacities
i have been assigned a project to "figure out" the loading of decking in my facility. storage decks above the tool crib, work cells, etc. i've looked through osha and the federal code but could not find anything. does anyone have any helpful suggestions?
all decking needs to be labeled with capacities such as a gross weight and or psi i believe.
thanks,
klein5
if it is:
light storage warehouse space use 125 psf
corridor space use 80 psf
thanks boo1, do you have any references for this?
klein5
what i understand as your task is to rate the load carrying capacity (live load capacity) of various mezzanine floors in your facility. many times this is required of industrial firms due to insurance mandates or building code inspections.
what you must do is hire a structural engineer to do this for you as you cannot simply look up some reference as i'm sure all your mezzanines are different, with different spans, framing
so where is this spec? i understand the need/requirement to hire a structural engineer, but i need documentation. i looked on
it's not a specification, but a building code requirement that various floor areas require a minimum live load capacity. you would need to contact your city building department and ask them which building code you are governed by...there are five possible codes in the u.s., each with various published editions:
uniform building code
boca code
southern standard building code
international building code (combination of the above three)
nfpa 5000 code
most all of these have identical live load requirements for different occupancies - in your case, minimum live load of 125 psf for light storage.
however, your floors, as they currently exist, may not have that level of live load capacity. this is where the structural engineer can determine what you have. whether it is the 125 psf, or something less, you would post the true capacity of the floor, not the code requirement.
as jae stated various loads may act on a structure or elements of a structure at the same time.
because of this, the code specifies various combinations of loads (also known as load cases), that should be evaluated to determine which cases are critical to the structure. the '97 ubc combinations of loads are a significant change from previous editions with an emphasis given to strength design and a move toward asce 7 provisions. load combinations for allowable stress design are specified in '97 ubc 1612.3.1. they are:
d (eqn 12-7)
d + l + (lr or s) (eqn 12-8)
d + (w or e/1.4) (eqn 12-9)
.9d ± e / 1.4 (eqn 12-10)
d + .75 [l + (lr or s) + (w or e/1.4)] (eqn 12-11)
where d = dead, l = live, lr = roof live, s = snow, w = wind, and e = earthquake.
the live loads are assumed for design purpose. concentrate loadings and distribution of the live load must be considered. the many varaibles are why an engineer should analysis the structure.

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