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7/23/2019 CAED Lec4 BarElement Sept2014
http://slidepdf.com/reader/full/caed-lec4-barelement-sept2014 1/18
B A R E L E M E N T
COMPUTER AIDED
ENGINEERING
7/23/2019 CAED Lec4 BarElement Sept2014
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MOTIVATION
• Ductile material
• Behave like a “spring” in the elastic region.
• Hook’s Law, s=Ee
L L
EA F
L
L
E A
F
E
e s
Is the stiffness of the material L
EA
2
1
2
1
2
1
2
1
2
1
2
1
11
11
11
11
F
F
U
U
L
EA
F
F
U
U k
F
F
U
U
k k
k k
F U K
7/23/2019 CAED Lec4 BarElement Sept2014
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Applying equilibrium at nodes 1e and 2e of the
‘spring’ element e (using f = k Δ) :
e2
e1
e2
e1
F
F
u
u
k k
k k
ee
ee
}F{}u{]K [ eee
Element e1e 2e
u1e u2
e
F1e
F2e
k e
The stiffness Matrix
e2
e2
e1
e1
e2
e1
F)uu(k
F)uu(k
e
e
expressed in matrix form
Displacement
Matrix
Force
Matrix
Revisit: Single element
7/23/2019 CAED Lec4 BarElement Sept2014
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EXAMPLE 1:
A tapered square beam as shown in the figure
below is cantilevered at one end and is pulledby a force of 100 N at the other end. Calculatethe total elongation of the beam.
Nov-144
100 N
0 . 0 5 m 0.02 m
0.2 m
E = 200000 Pa
Square cross
section
7/23/2019 CAED Lec4 BarElement Sept2014
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EX 1: SOLUTION
• Use 2 uniform cross section elements.
Nov-145
100 N
E1 E2 100 N
Equation for side length,
For average side lengths ofthe elements,
hE1 = 0.0425m& hE2 = 0.0275m
x y 075.0025.0
0.05 m
0.15 m
mmm
mmm
0275.001375.0,15.0
0425.002125.0,05.0
075.0025.0
h y xat
h y xat
x y
7/23/2019 CAED Lec4 BarElement Sept2014
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E1 E2 100 N
100 N
k 1 k
2 Node 1 Node 2 Node 3
R 1
Two Elements Stiffness Matrix
100 N
0 . 0 5 m 0.02 m
0.2 m
E = 200000 Pa
7/23/2019 CAED Lec4 BarElement Sept2014
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K=
The resulted stiffness Matrix for the system is:
7/23/2019 CAED Lec4 BarElement Sept2014
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EX 1: SOLUTION
• Since this is a uniaxial 1-D problem, the elementscan be simplified as 2 springs in series.
Nov-148
100 N
k1 k2
Node 1 Node 2 Node 3
R1
with element stiffness,ki = E * Ai / L
k1 = [(200000*0.04252)/0.1] = 3612.5 N/mk2 = [(200000*0.02752)/0.1] = 1512.5 N/m
7/23/2019 CAED Lec4 BarElement Sept2014
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EX 1: SOLUTION
Nov-149
K= =
Global Stiffness Matrix**:
**next lecture
7/23/2019 CAED Lec4 BarElement Sept2014
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Nov-1410
Ex 1: Solution
Arranging the problem in matrix form (K*x = F) yield;
A known solution, u1 = 0. Thus the problem can be
reduced to (by eliminating first column & first row):
=
=
7/23/2019 CAED Lec4 BarElement Sept2014
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Nov-1411
Using the inverse matrix method, x = K * F ;
-1
Ex 1: Solution
= =
=
-1
0.027681661
0.093797363
7/23/2019 CAED Lec4 BarElement Sept2014
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Three springs system: ‘3 element’
δ
Force
L
A=Cross-
sectional Area
1 2 3 4
F – applied load
u 1 u 2 u 3 u 4
R 1 – unknown
reaction forcek
2 k 3
ele. 1 ele. 2 ele. 3
k 1
7/23/2019 CAED Lec4 BarElement Sept2014
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Use stiffness equations for each element,F = k (u i- ui-1)
to express the forces in terms of nodal
displacements and substitute into the
previous four equations
0)( 1211 uuk R
0)()( 232121 uuk uuk
0)()( 343232 uuk uuk
0)( 343 F uuk
node 1: (->)
node 2: (->)
node 3: (->)
node 4: (->)
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Write these equations in matrix form
to obtain the global stiffness equations
F
R
u
uu
u
k k
k k k k k k k k
k k
00
00
00
00 1
4
3
2
1
33
3322
2211
11
FuK
1- D Three Elements
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Systematic Assembly of the GlobalStiffness Matrix
Assembly of the stiffness matrix, [K] follows apattern based on element-node numberconnectivity shown in the table.
1 2 3
1 k 1 2 k 2 3 k 3 4
P
Element (e) Nodes 1e, 2e
1 1, 2
2 2, 3
3 3, 4
k 1
-k 1
-k 1
k 1+ k 2
-k 2
-k 2
-k 3
k 3-k 3
k 2+ k 3
K
1 2 3 4
2
1
3
4
7/23/2019 CAED Lec4 BarElement Sept2014
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Try a different element systemconfiguration and solve for the SystemStiffness Matrix
k 2
k 14
3
2
1
k 3
1
2
3
P
Systematic Assembly of theGlobal Stiffness Matrix
7/23/2019 CAED Lec4 BarElement Sept2014
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Solution to different configuration andsolve for the Stiffness Matrix
k 2
k 1
43
2
1
k 3
1
2
3
P
Element(e) Nodes 1e, 2e
1 1, 3
2 2, 3
3 3, 4
K
2
1
3
4
k 1
-k 1
-k 1
k 2
-k 2
-k 2
-k 3
k 3-k 3
k 1+k 2+ k 3
1 2 3 4
Systematic Assembly of the GlobalStiffness Matrix
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HAVE A GREAT DAY! !