CHAP 4 FINITE ELEMENT ANALYSIS OF BEAMS AND FRAMES - University of Florida
CHAP 4 FINITE ELEMENT ANALYSIS OF BEAMS AND FRAMES
1
INTRODUCTION
? We learned Direct Stiffness Method in Chapter 2
? Limited to simple elements such as 1D bars
? we will learn Energy Method to build beam finite element
? Structure is in equilibrium when the potential energy is minimum
? Potential energy: Sum of strain energy and potential of
applied loads ? Interpolation scheme:
3UV
Potential of applied loads
v(x)
??N(x)?? {q}
Strain energy
Beam Interpolation Nodal deflection function DOF
2
BEAM THEORY
? Euler-Bernoulli Beam Theory
? can carry the transverse load ? slope can change along the span (x-axis) ? Cross-section is symmetric w.r.t. xy-plane ? The y-axis passes through the centroid ? Loads are applied in xy-plane (plane of loading)
y Neutral axis
L
xz F
y Plane of loading
A F
3
BEAM THEORY cont.
? Euler-Bernoulli Beam Theory cont.
? Plane sections normal to the beam axis remain plane and normal to the axis after deformation (no shear stress)
? Transverse deflection (deflection curve) is function of x only: v(x) ? Displacement in x-dir is function of x and y: u(x, y)
u(x, y)
u0 (x)
y dv dx
y
Neutral axis
H xx
w u wx
du0 dx
y
d 2v dx2
y(dv/dx)
T dv dx
x
y
T = dv/dx
L
F
v(x)
4
BEAM THEORY cont.
? Euler-Bernoulli Beam Theory cont. ? Strain along the beam axis: H0 du0 / dx
H xx
w u wx
du0 dx
y
d 2v dx2
? Strain Hxx varies linearly w.r.t. y; Strain Hyy = 0
? Curvature: d 2v / dx2
? Can assume plane stress in z-dir
basically uniaxial status
V xx
EH xx
EH 0
Ey
d 2v dx2
? Axial force resultant and bending moment
? ? ? P
V xxdA
A
EH0 dA
A
E
d 2v dx2
A
ydA
M
? yV xxdA
A
? ? EH0 ydA A
E
d 2v dx2
A
y 2dA
Moment of inertia I(x)
P EAH0
M
EI
d 2v dx2
EA: axial rigidity EI: flexural rigidity
5
BEAM THEORY cont.
? Beam constitutive relation
? We assume P = 0 (We will consider non-zero P in the frame element) ? Moment-curvature relation:
M
EI
d 2v dx 2
Moment and curvature is linearly dependent
? Sign convention
+M +P
y
+Vy +M
x
+P
+Vy
? Positive directions for applied loads y p(x)
x
C1
C2
C3
F1
F2
F3
6
GOVERNING EQUATIONS
? Beam equilibrium equations
? fy
0 p(x)dx
? ?Vy
?
dVy dx
dx
? ??
Vy
0
dVy p(x) dx
M
? ??
M
dM dx
dx
? ??
pdx dx 2
Vydx
0
Vy
dM dx
? ?
Combining three equations together: Fourth-order differential equation
EI
d 4v dx 4
p(x)
M Vy
p
Vy
dVy dx dx
M dM dx dx
dx
7
STRESS AND STRAIN
? Bending stress V xx
Ey
d 2v dx2
V xx (x, y)
M
EI
d 2v dx 2
M (x)y I
Bending stress
? This is only non-zero stress component for Euler-Bernoulli beam
? Transverse shear strain
J xy
wu wy
wv wx
wv wv 0 wx wx
u(x, y)
u0 (x)
y dv dx
? Euler beam predicts zero shear strain (approximation)
? Traditional beam theory says the transverse shear stress is W xy
VQ Ib
? However, this shear stress is in general small compared to
the bending stress
8
POTENTIAL ENERGY
? Potential energy 3 U V
? Strain energy
? Strain energy density
U0
1 2
V
xxH
xx
1 2
E(H
xx
)2
1 2
E
? ? ?
y
d 2v dx2
?2 ? ?
1 2
Ey
2
? ? ?
d 2v dx2
? 2 ? ?
? Strain energy per unit length
UL (x) U L ( x)
?U0(x, y, z) dA
A
1 2
EI
? ? ?
d 2v dx2
? 2 ? ?
?A
1 2
Ey
2
? ? ?
d 2v dx2
?2 ? ?
dA
? 1
2
E
? ? ?
d 2v dx2
? 2 ? ?
A
y 2dA
Moment of
inertia
? Strain energy
?L
U 0 U L (x) dx
?1
2
L 0
EI
? ??
d 2v dx2
? 2 ??
dx
9
POTENTIAL ENERGY cont.
? Potential energy of applied loads
V
? ? ? L
p(x)v(x) dx
0
NF
Fiv(xi )
i1
NC i1
Ci
dv(xi ) dx
? Potential energy
? ? ? ? 3 U V
1 2
L 0
EI
? ? ?
d 2v dx2
?2 ? ?
dx
L
p(x)v(x) dx
0
NF
Fiv(xi )
i1
NC i1
Ci
dv(xi ) dx
? Potential energy is a function of v(x) and slope ? The beam is in equilibrium when 3 has its minimum value
3
w3 0 wv
v*
v
10
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