To investigate the validity of the simple bending equation for slender members.
THEORY
Stress-strain relationship;
[pic]Ɛx= σx/E from ɛx=y/R
Ɛx=[pic]/E=y/R or [pic][pic]x/y=E/R {6.7}
Thus bending stress is also distributed in a linear manner over the cross-section, being zero where y=0, that is at the neutral plane and being maximum tension and compression at the two outer surface where y (I) maximum.
EQUILIBRIUM FORCES
Consider an element, dA, at a distance y from some arbitrary location of the neutral surface.
The force on the element in the x-direction is
(fx = σx dA
Therefore the total longitudinal force on the cross-section is
F(x) =∫σx dA
Where A is the total area of the section
i) Since there is no external axial force in pure bending, the internal force resultant must be zero; therefore
F(x) =∫σx dA=0
Using equation {6.7} above to substitute for [pic]x
F(x) =∫σx dA=0
Since E/R is not zero, the integral must be zero, as this is the first moment of area about the neutral axis. (The first moment of area of a section about its centroid is zero).
The moment of the axial force about the neutral surface is yd f(x).
Therefore the total internal resisting moment is
∫Adfx=∫AyσxdA
This must balance the external applied moment M, so that for equilibrium
∫AyσxdA=M {6.8}
Now ∫AydA is the second moment of area of the cross-section about the neutral axis and will be denoted by I. Thus
M=EI/R or I/R=M/EI {6.9}
USING EQUATION {6.7}
M/I=σx/y and hence σx= My /I which relates the stress to the moment and the geometry of the beam.
Combining equation {6.7} and {6.9} gives the fundamentals relationship between bending stress, moment and geometry.
M/I=σ/y=E/R=Eɛ/y
Figure 1[pic]
M=Bending moment
I=Second moment of the cross-sectional area with respect to the N.A I=bd3/12
[pic]=Stress
Y=Distance from the neutral axis
E=Young modulus
R=Radius of curvature of neutral axis
σ=stress
ɛ=Strain
EQUIPMENT
▪ Steel and aluminum Slender strip
▪ Electrical strain gauges
▪ Digital strain recorder
▪ Dial gauges
PROCEDURE
CASE 1
□ The strip was simply supported on the two reaction beam supports
□ Strain gauge points were marked on each of the beams
□ A number of points on the beam were marked for application of loads and for dial gauges
□ The gauges were initialized to zeros
□ Strain gauges were connected to the bridge recorder and brought to null point under no loads
□ Loads were gradually applied and slowly increased, recording the dial gauge reading at each stage
□ The strain readings were also recorded at each stage
□ The recordings were tabulated.
CASE 2
□ the beam was fixed to a clamp to form a cantilever
□ The strain gauge points were marked on each of the beams
□ Number of points on the beam were marked as reasonably close as possible, some earmarked for application of loads
□ The strain gauge points and the gauges were initialized to zero
□ Strain gauge were connected to the bridge recorder and brought to null point under load
□ Loads were gradually applied and slowly increased recording the dial gauge readings at each stage
□ The strain readings were also noted at each stage
□ The recorded readings were tabulated and the curvatures of the beam were evaluated by finite differences of recorded deflections.
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