huangyhg

floor/wall loading
i am a technical trainer in a telecommunications company. i am trying to write some equipment installation guidelines and need to know some general floor and wall loading criteria for commercial buildings. what is the general rule of thumb (if there is one) for floor loading (pounds per square inch) and wall loading (horizontal pull against the wall vs. vertical [or downward load] pressures)? for wall loading criteria, i am seeking general criteria for both internal and external walls.
i know that bellcore specifies some loading criteria such as floor loading, but i don't recall those specs and don't have access to their nebs documentation.
thanks. i appreciate any help you can provide.
you have asked a very broad question that i'll try to answer broadly!
there are some floor loading tabulations, based on use, available in most building codes (ubc, asce-7, sbc); however, if you are putting specific heavy or vibrating equipment on these floors, you must typically consider this in the design.
wall loads are not so simple. wall loads depend greatly on the wind loading, type of wall, additional loads, etc. these would be much more site-specific than floor loadings. another consideration for wall mounted equipment is that the bracket configuration usually produces moment (torque) on the wall that must be considered in the design. this becomes particularly significant for eccentric loads on masonry walls.
i need to find some good data regarding ubc, bicsi, and nebs standards in regard to seismic rating. i'm just looking for a good general overview online. anybody know of any?
it depends on the kind of construction.
in spain, with concrete floors (joists plus parts that partly void it) dead loads range from 500 to 700 kgf/m2.
for live load it is usual to take 200 to 400 kgf/m2, the low for housing or small office and the higher figure for more public, important or adaptable buildings.
linear weight of wall (which is typically masonry here) is from 700 to 1000 kgf/m. of course this is far less if curtainwall.
wind pressures on the general frame, building or structure can be taken 100 kg/m2 up to building heights of 90 m. local pressures or suctions on envolvent elements near corners or ridges can go to near aerodynamical wing sustentation values, 3 to 4 times that.
for bridges or their orientation panels it is quite typical to use about 150 kgf/m2 or so.
all the values above are service level or non-factored.
of course the relevant codes are more precise.

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