huangyhg

wind loads for pipe racks, etc..
how would i go about finding the wind load applied on structures like pipe racks or other structures with bare steel skeleton? how would i apply this load? thanks.
find a job or post a job opening
if you use the asce 7, try the open structures equation and force coefficient tables. check the notes and commentary to see if there's any reason these should not apply to pipe racks.
there is a better document for this type of application. pip stc01015 structural design criteria, process industry practices (pip).
i have used the asce publication "wind loads and anchor bolt design in petrochemical facilities" in the past. i found the approach to be reasonable.
ditto jec67.
there is another asce report "wind load on petrochemical facilities" (i don't have the document handy, can't tell the verision and date).
a very important aspect in wind load calculation for piperack, i think, is that you need to consider the available width of the rack no matter the pipes are full or not on the rack for the current project. as per this report, you need to consider (d+0.1w)l as the loading area, where d is the maximum pipe diameter at one level, w is the piperack width, and l is the calculation length.
i am being told by the engeneer on my job that2- 2" rigid galvanized steel 4' 6" tall and concreted 24" into ground with 1' bases will not hold a 140mph wind load calc. can any one confirm this or recommend a site that will help me?
i have looked at other load calcs and found that it would, but they wont buy into it even after showing him the calcs.
he wants2- 4" rigid posts to mount rack.rack holds 1-20 space panel,lighting contactor,and time clock.
2" seems a small diameter for this large a wind load. this really should be looked at by a structural engineer. i don't see any big deal with using 4" diameter posts, if that makes the client happy.
explain in more detail what is being supported by the 2" post?
the problem with 4" rigid is the wieght.it would take 4 people to lift 2-4" rigid pipes even without the panels.
i dont know if you have ever tried to lift that size post by yourself.i do appreciate your comments it has been determined by engineer that 2.5 will carry 140mph wind load.
besides the cost of overkill,and wieght,the engineer only wanted to be safe ,not worry, and bypass calculating the right posts.
should we all over kill our specs and just keep them happy?
the panel is 30x20",a lighting contactor 10x10",and a standard time clock 6x10".

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