Richard D
Well-known member
Wanting to use a chainfall and trolley on either a 16' or 30' span. What weight can I support?
You are using an out of date browser. It may not display this or other websites correctly.
You should upgrade or use an alternative browser.
You should upgrade or use an alternative browser.
W10x25.4 Beam Capacity
- Thread starter Richard D
- Start date
BD1
Well-known member
Checkout WALLACE GANTRY, http://www.hoistsdirect.com/shop/2238
They use to have detailed specs on spans and beam size, their site really changed.
http://www.hoistsdirect.com/shop/2237
http://www.wallacecranes.com/prods.htm
They use to have detailed specs on spans and beam size, their site really changed.
http://www.hoistsdirect.com/shop/2237
http://www.wallacecranes.com/prods.htm
MBeaty
Well-known member
Doing a set of quick calculations assuming a maximum allowable bending stress of 12ksi (3x factor of safety based off standard A36 structural steel,) give a load capacity of about 6900 lbs at 16' span and 3700 lbs at a 30' span. That being said, for long spans, especially the 30' I would never trust these numbers. The calculations assume everything is always perfectly upright and in plane. On a long thin beam, often buckling will be the method of failure rather than simple bending to the point of failure.
Also, these calculations are assuming that the the beam flange can handle the load. In practice "W" section beams are not desired for lifting from especially from a trolley or beam clamp. These devices load the beam on the far outside edge of the flange, which can cause the flange to yield far before the beam fails in bending. An "S" section beam with a narrower and thicker flange would be more suitable.
Also, these calculations are assuming that the the beam flange can handle the load. In practice "W" section beams are not desired for lifting from especially from a trolley or beam clamp. These devices load the beam on the far outside edge of the flange, which can cause the flange to yield far before the beam fails in bending. An "S" section beam with a narrower and thicker flange would be more suitable.
BD1
Well-known member
IF you decide to go the 30' span, you could also add a screw jack near the load for a temporary support too from floor to bottom of beam . A pipe column with adjustable screw or jack would help if you are worried about load limit.
I have seen a trolley on a 40 foot beam with steel post hanging from it.
It had a screw jack welded to the bottom.
If there was a concern about the weight they would side it out close to the lift point,screw it down tight and then lift away.
It may have some sort of fabricated top assembly to take up the vertical play.
It had a screw jack welded to the bottom.
If there was a concern about the weight they would side it out close to the lift point,screw it down tight and then lift away.
It may have some sort of fabricated top assembly to take up the vertical play.
Here is a web site for beam strength
http://webstructural.com/steel-beam-how-to.html
http://webstructural.com/steel-beam-how-to.html
Doing a set of quick calculations assuming a maximum allowable bending stress of 12ksi (3x factor of safety based off standard A36 structural steel,) give a load capacity of about 6900 lbs at 16' span and 3700 lbs at a 30' span. That being said, for long spans, especially the 30' I would never trust these numbers. The calculations assume everything is always perfectly upright and in plane. On a long thin beam, often buckling will be the method of failure rather than simple bending to the point of failure.
Also, these calculations are assuming that the the beam flange can handle the load. In practice "W" section beams are not desired for lifting from especially from a trolley or beam clamp. These devices load the beam on the far outside edge of the flange, which can cause the flange to yield far before the beam fails in bending. An "S" section beam with a narrower and thicker flange would be more suitable.
Also, don't they use a safety factor of 5 for overhead apparatus?
It is typical to go for 5x but there are times that you can't make it work at 5x. 3x is bare minimum.
I didn't do the math but almost doubling the span should have taken the max load down by more than roughly half (L is cubed in the deflection calculation)
I didn't do the math but almost doubling the span should have taken the max load down by more than roughly half (L is cubed in the deflection calculation)
Okay this has been bugging me - and engineering over the internet is bad in general but when we are talking suspended loads this is really important.
For the structural steel there is no reason you don't use 5x, sometimes for below the hook it has to be done but if you are giving advice for a sight unseen condition on all the unknowns will cut into the the FoS it is really bad practice.
Deflection is important as is stress with a trolley - if you are deflecting too much your loads will want to run away from (or into) you. They make trolleys for W flange style beams. (S flange is becoming more uncommon by the year).
Yes I am a PE (not structural) and have done a decent amount of overhead lifting work.
I am not going to do the math here but I will tell you the math is bad on the advice above.
For the structural steel there is no reason you don't use 5x, sometimes for below the hook it has to be done but if you are giving advice for a sight unseen condition on all the unknowns will cut into the the FoS it is really bad practice.
Deflection is important as is stress with a trolley - if you are deflecting too much your loads will want to run away from (or into) you. They make trolleys for W flange style beams. (S flange is becoming more uncommon by the year).
Yes I am a PE (not structural) and have done a decent amount of overhead lifting work.
I am not going to do the math here but I will tell you the math is bad on the advice above.
buening
Well-known member
For liability reasons I can't tell you what it'll hold, but would recommend not going with the 30' span with that small of a beam. It will deflect, buckle, and sway sideways and good things won't result. A rough calculation at the 30' span, from just the weight of the beam alone you will have 1.3" of downward deflection at midspan. At 16' you are at 1/10".
Based on my manual, a span of 4.8ft and less then buckling won't control (this assumes the columns are stiff enough to provide bracing). Between 4.8' and 14.9' you have inelastic buckling potential, and greater than 14.9' you have elastic buckling potential.
If you need a span over 10' and/or load over 1T, I would recommend additional temporary supports like mentioned above.
Based on my manual, a span of 4.8ft and less then buckling won't control (this assumes the columns are stiff enough to provide bracing). Between 4.8' and 14.9' you have inelastic buckling potential, and greater than 14.9' you have elastic buckling potential.
If you need a span over 10' and/or load over 1T, I would recommend additional temporary supports like mentioned above.
Thanks guys. This would be used very seldom, and he would be very careful when using it. He has decided to stay with the 16'(that is how long the beam is that he has), and probably put a truss on top or use a removable support under. I always take suggestions as just that; gets you in the ballpark, ultimately it's up to the fabricator to determine if it's feasible.