I-Beam Deflection Calculation Problem
I-Beam Deflection Calculation Problem
(OP)
I work at a community college and doing some bending beam experiments for student labs. When doing simply supported beam deflection calculations and measurements, I am seeing some inconsistent data that I cannot explain.
If I test a basic cross sectional shape (square, rectangle, tube), I get very good results with theory. When I try to do an I-Beam however, the data is way off from theory...on the order of 50% more measured deflection that what have been predicted. Even if the area moment of Inertia between basic shape and I-beam are about the same.
I know the general theory says that stiffness should be proportional to 1/(EI). So why should I see a difference? My gut feel says that there is something different on how the load is transferred between the web and the flange that is not present in the basic shape. In other words, the strain may not be constant laterally across the cross section as basic theory would imply.
My background is Mechanical and my basic structural books do not address anything like this. I am hoping this is something addressed and understood by structural engineers. If you could help with some insight, it would be much appreciated. It always a little frustrating when you cannot explain unknown results to students.
If I test a basic cross sectional shape (square, rectangle, tube), I get very good results with theory. When I try to do an I-Beam however, the data is way off from theory...on the order of 50% more measured deflection that what have been predicted. Even if the area moment of Inertia between basic shape and I-beam are about the same.
I know the general theory says that stiffness should be proportional to 1/(EI). So why should I see a difference? My gut feel says that there is something different on how the load is transferred between the web and the flange that is not present in the basic shape. In other words, the strain may not be constant laterally across the cross section as basic theory would imply.
My background is Mechanical and my basic structural books do not address anything like this. I am hoping this is something addressed and understood by structural engineers. If you could help with some insight, it would be much appreciated. It always a little frustrating when you cannot explain unknown results to students.






RE: I-Beam Deflection Calculation Problem
RE: I-Beam Deflection Calculation Problem
RE: I-Beam Deflection Calculation Problem
So what deflection did you measure? also you mention the moment area method so what figure of deflection have you calculated for that? and can you upload your working out.
Finally what size "I" beam is it as you have not stated it.
desertfox
RE: I-Beam Deflection Calculation Problem
However, since I like to jump to conclusions your deflection calculation is not technically correct, you need to add in shear deflection into your calculation. Typically this is ignored because the results are so small but maybe this is causing you some problems?
I have only run this calc a few times in school so I am not sure what the major influences are in the part of the calculation.
RE: I-Beam Deflection Calculation Problem
After all, shear deformation usually just isn't on people's radar. I don't even know the formula for shear deformation of a beam with a point load. Anyone have tht handy?
I ran through some virtual work equations (remember those?!) to come up with the following. Though, I don't have 100% confidence in them. I just don't do this type of calc very often:
Delta = P*L / (4*A*G)
where w = distributed load, L = length of beam, A = shear area (approximately equal to the area of the web), G = shear modulus.
RE: I-Beam Deflection Calculation Problem
By the way, sometimes even issues like lateral buckling, torsional buckling and web buckling may effect although they don't happen or seen by eyes. Although the sapn of 3 feet is short but everything here is based on proportions. Tell us if you have provided lateral support for the top flange which is in compression.
RE: I-Beam Deflection Calculation Problem
BA
RE: I-Beam Deflection Calculation Problem
RE: I-Beam Deflection Calculation Problem
delta = (P)(L)(alpha)/(4)(A)(Es)
alpha is a form factor for which he provides an equation
This is in section 2.6-3 of my Blodgett book
RE: I-Beam Deflection Calculation Problem
(fs*V/(GA))*(partialV/partialP)dx, where fs is the form factor, V is the shear force function, G is the shear modulus, A is the area, and (partialV/partialP) is the partial derivative of the shear function with respect to the concentrated load P.
You can quickly see that V=0.5P, therefore, (partialV/partialP)=0.5.
This gives the shear deflection as the integral of (fs*0.5P/GA)*0.5dx from L to o.
Integrating gives (fs)PL/(4GA), as noted above, where fx=alpha=form factor
The form factor is A/I^2*(integral of ((Q^2)/(b^2))dA)
Shear deflections are usually insignificant, as noted above, but if you have a short span beam (3'), for a W8, you could get significant shear deformation.
RE: I-Beam Deflection Calculation Problem
As to particulars to my setup, this is something we ran weeks ago and I do not have the exact setup numbers or calculations and have broken down the setup. I would like to investigate this further though for my own learning. I will see if I can re-setup the experiment and report back with exact numbers.
Thanks for your help so far.
Jeff
RE: I-Beam Deflection Calculation Problem
RE: I-Beam Deflection Calculation Problem
From Roarks stress and strain it says vertical deflection due to shear is is negligible under the conditions stated at the beginning of chapter 7 page 89 5th edition, in those conditions a metal beam of compact section should have a span to depth ratio of not less than 8, it also says that ratio increases to 15:1 for beams with relatively thin webs.
So when you dig up your beam have a look at the span to depth ratio it might give a clue.
I have also posted a site that gives info about shear deflections.
h
Another article I posted here says unless the beam is very short or heavily loaded it is shear deflection is normally about 1% of the total deflection.(page 17)
ht
desertfox
RE: I-Beam Deflection Calculation Problem
pix of the X-sections would be nice.
the cynic in me wonders if this could be a student post ??
RE: I-Beam Deflection Calculation Problem
Its not a student post
desertfox
RE: I-Beam Deflection Calculation Problem
RE: I-Beam Deflection Calculation Problem
RE: I-Beam Deflection Calculation Problem
Results are always out quite a bit from theory, but in this case I dont think it would be because of shear deflection. I recall shear deflection is only significant in low span to depth ratios. I recall we always had to comment on our assumptions and reasons for variations. I believe Hokie66 is on the right track with his comment above.
RE: I-Beam Deflection Calculation Problem
When in college I was given an air table and fancy metering to measure g. My finding was about 1.8go where go is what Newton found out with no air table or a casio.
Now this makes me think hokie66 may be right.
And why did deflections by theory and practice match exactly when they built The Clinton Library?
respects
ijr
RE: I-Beam Deflection Calculation Problem
http:/
this must download, that at desertfox's post didn't (I think)
You have also a nice shear deformation section in Timoshenko and Gere's (I have a 2nd edition in spanish)
Mecánica de Materiales
Grupo Editiorial Iberoamericana where it is at section 7.12
Also, to not suffer that much and for general use, not a simple beam case, use some finite element program with elements where shear deformation can be taken unto account. This way you will get a finer appraisal (as much as your model and the inner modeilzation allows, sometimes are not coincident). In RISA 3D you have at global parameters a box to check if you want shear deformations to be included. That I remember I always left it checked, so, less surprises.
RE: I-Beam Deflection Calculation Problem
-- MechEng2005
RE: I-Beam Deflection Calculation Problem
Check out the Timber Designers manual by Baird and Ozelton. It has a good section on shear deflection.
I doubt that shear deflection would be the problem. Maybe a non-linear analysis of the beam need be considered - especially if it became plastic.