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What is the formula for bending moment of a beam subjected to UDL and a point load? 
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#1
Aug1711, 03:31 PM

P: 34

1. The problem statement, all variables and given/known data
1.What is the formula to calculate the bending moment of a beam subjected to UDL? 2.What is the formula to calculate the bending moment of a beam subjected to point load? 2. Relevant equations Bending moment (UDL) = WL^2/8 (Kgmm or Kgm) Bending moment (point load) = Force x Distance ( This is actually for a horizontal beam with load acting is a point load) (Kgmm or Kgm) What is the formula for bending moment of a vertical beam subjected to a point load and a UDL on the top of it (load applied axially)? 3. The attempt at a solution I come through several formulas, like (W * X)(X/2) when a UDL is acting over the cantilever beam. I am bit confused how do they arrive with these formulas and where should I use what? 1. The problem statement, all variables and given/known data 2. Relevant equations 3. The attempt at a solution 


#2
Aug1711, 04:46 PM

HW Helper
P: 6,202

so BM = Force*distance = (WL)(L/2) 


#3
Aug1711, 08:35 PM

Emeritus
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Thanks
PF Gold
P: 6,731

You also need to know something about how the ends of the beam are supported. Are they fixed, free, or simply supported?



#4
Aug1711, 08:44 PM

P: 366

What is the formula for bending moment of a beam subjected to UDL and a point load?
For a horizontal simply supported beam of length L subject to udl w, the maximum bending moment is at the centre and equal to
wL^2/8 distributed along the span parabolically. For a horizontal simply supported beam of length L, and subject to a point load P at midspan, the maximum bending moment is PL/4. If the point load is applied at aL (0<a<L) from one end, the maximum bending moment is Pa(1a)/L just under the load. The bending moment at any other point on the span can be found by simple statics. "What is the formula for bending moment of a vertical beam subjected to a point load and a UDL on the top of it (load applied axially)?" That would be a centrally loaded column, if I understand correctly. 


#5
Aug1811, 07:09 AM

P: 34

SteamKing: The ends are fixed, there is no movement in any direction.



#6
Aug1811, 07:19 AM

P: 34

Thanks everyone for your effects in helping me.



#7
Aug1811, 09:00 AM

P: 366

rock.freak667 will have to interpret the application of his formula.
wL^2/8 is the maximum BM at the centre of a udl of w kg/m for a simply supported beam. In fact, all these questions about formulas can be resolved by standard tables available in books or the web, such as: http://structsource.com/analysis/types/beam.htm You will find the required formulas for the fixed supports subject to udl in your case at the above link. Bending moments at different lengths along the span has to be obtained by superimposing the simply supported moment (parabolic) with the end moments by statics. For the vertical "beam", are both loads (point and udl) applied vertically and axially? A centrally loaded column not subject to lateral loads does not incur first order bending moments. Second and higher order bending moments could be caused by lateral buckling or deflections (Pdelta effects). 


#8
Aug1811, 09:36 AM

P: 34

mathmate:In the above link you gave if I use the formula for the FIXEDFIXED BEAM WITH UNIFORM LOAD (my case), my BM at the center would be for x=L/2 is WL^2/24. Hoping this would help, let me check and get back to you. Thanks mathmate.
And my column is only loaded vertically downward over the top. Sorry I might have confused in the above posts. 


#9
Aug1811, 10:16 AM

P: 366

Maximum positive bending moment at the centre of wL^2/24 is correct for a fixedfixed beam.
If you are doing the design of a beam, do not forget that the negative support moments of wL^2/12 are higher than that at the centre. Draw the bending moment diagram would make it clear. 


#10
Aug1811, 10:23 AM

P: 34




#11
Aug1811, 10:52 AM

P: 366

As per my previous response:
"A centrally loaded column not subject to lateral loads does not incur first order bending moments. Second and higher order bending moments could be caused by lateral buckling or deflections (Pdelta effects)." Is the column monolithic with other structures? If so, there would have to be bending moments at the junctions and would not be considered as purely centrally loaded. This bending moment (at the junction of beam/column) has to be calculated with an indeterminate structural analysis taking into account of the loads on the beam, size (stiffness) of the beams and columns, and load on the column, the possible deflections due to lateral (wind, earthquake, etc.) or asymmetrical loading, etc. 


#12
Aug1911, 12:42 PM

P: 34

Thanks. I got it.



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