Beam Trolley

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What is the maximum safe load I can hoist from a beam trolley on a 10" I-beam?

It is a 10" x 4" !/4" straight flange I-beam 30' span
this beam in in my garage. It is a 10" x 4" it is 1/4" thick with straight flanges (not tapered). It is supported on 6"x6"x1/4" uprights 30' apart. There are no loads on the beam righ now and I want to put a 1 ton beam trolley and a 1 ton chain fall on it to lift items out of a truck.
This beam in in my garage. It is a 10" x 4" it is 1/4" thick with straight flanges (not tapered), it is a used beam with no markings. It is supported on 6"x6"x1/4" uprights 30' apart. There are no loads on the beam righ now and I want to put a 1 ton beam trolley and a 1 ton chain fall on it to lift items out of a truck.

I am hoping that this is just a question of general interest because if this is for a real structure consult a licensed professional engineer. I am a student and my answers are not acceptable to use on a real structure even if they are correct.

You really are not giving much information about the problem things you need to know: steel type/grade, support conditions, type of loading.

Using 350W CSA G40.21 Stl. for the bm.
Assuming W10 series, width of 4.02" and height of 10.24"
If laterally supported:
Mr=.9ZxFy for class 1 & 2 sections
W10x19: class 1 section - 111.2KNm
Vr=341KN

Solving under two beam load cases:
S.S w/ UDL
M=wl^2/8
w=8M/L^2
L=9144mm
Point load mid-span: M=Pl/4

w=10.63KN/m for lat. unsupported (UDL unfactored)
w/ FS=1.5 - Allowable load = 726.7lbs/ft (UDL Factored)

P=48.64KN = 4958kg = 10930.5lbs (PL unfactored)
w/ FS=1.5 - Allowable load = 7287lbs (point load midspan)

Lat. Unsupported (checking for lat. torsional buckling):
Mu=18.4KNm*0.9
Mr=16.6KNm

For lat. unsupported
w=1.59KN/m for lat. unsupported (UDL unfactored)
w/ FS=1.5 - Allowable load = 108.7lbs/ft (UDL Factored)

P=7.26KN = 740.2kg = 1631.9lbs
w/ FS=1.5 - Allowable load = 1087.9lbs (point load midspan)

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To be honest with you it worries me that you are using this information on a real structure because you might kill you self or others. 1 short tons is a big load, and it would become quite dangerous if it were to become unstable.

Things that are not accounted for: web bucking, and web crippling, unsymmetrical load, dynamic loading, welds/bolts, connection plate, different steel grade, the fact that you measurements might be off, American building code (I am using a Canadian building code which uses limit states design as opposed to working stress), and others not mentioned. Thing is you probably do need a web stiffener at the point of the load application but I'm am not prepared to design it for you. The beam web has a certain bearing resistance and if that's is exceeded it will fail. You also need to check you beam support connection, and check the column. Depending on the type of connection you might have moment in you column, while it prob is a shear connection there is no way to know without seeing it. It may be a large column with a big cross-section, there are just to many factors to say its okay. You would also need to check the base plate, and the concrete floor to make sure it doesn't punch through. As if the beam is unsupported it can not take a load >1087lbs I really don't recommend putting a 2000lbs load on the beam. You could add lateral supports at the midspan to reduce you unsupported lenght, but it your Mu would need to be recalculated and checked. Plus now the lateral supports need to be checked as well.

My recommendation is that you pay a licenced structural engineer to come down take a look, he will do some measurements, run the numbers and let you know what you need to do if anything. What it might cost you 300 bucks but you might not kill yourself. Remember I am just a student, for me its an interesting question, but by no means should my work be used. If you do just put the load on and see what happens you are asking for trouble and the risk is all on you, because I am saying the beam has a good chance of failing with that load due due lateral torsional buckling, but hey I might be wrong maybe it will fail because of overall buckling first or something else. Well that my advice, I wouldn't load the beam myself without more calculations being done on it.

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