finite element analysis of truss structures
TRANSCRIPT
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BYDR. MAHDI DAMGHANI
2016-2017
Structural Design and Inspection-Finite Element
Method (Trusses)
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Suggested Readings
Reference 1 Reference 2
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Objective(s)
Familiarisation with Finite Element Analysis and Methods (FEA) of truss elements
Familiarity with the concepts of local and global stiffness matrices, strain matrix, shape functions, force matrix, displacement matrix etc
Ability to assemble global stiffness matrix for a truss shape structure
Familiarisation with Finite Element Modelling (FEM) of truss structures using ABAQUS CAE (Tutorial)
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Introduction
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Introduction
Solar Impulse 2
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Introduction
Refer to chapter 6 of Reference 1Refer to chapter 4 of Reference 2This method is used in most of commercially
available FE based software to solve structural problems
Some typical software in aerospace industry are; Altair HyperWorks (mostly for optimisation purposes) MSC Nastran (mostly for linear analysis) Abaqus (mostly for non-linear analysis) Ansys (mostly for non-linear analysis)
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Note
Consider a truss structure having a number truss or bar members
Each member can be called as a truss/bar element of a uniform cross section bounded by two nodes, i.e. nd=2
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2D/3D truss element
The length of
element
Global coordinate system
Node 1 has only 1 DOF (axial) in
local system
Node 2 has only 1 DOF (axial) in
local system
Therefore this truss element has 2 DOFs in
total
Local coordinate system with origin at node 1
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The Finite Element Analysis (FEA) process
Construction of Shape Functions
Calculation of Strain Matrix
Construction of Element
Stiffness/Mass/Force Matrices in
Local Coordinate System
Forming Global Stiffness/Mass/For
ce Matrices in Global Coordinate
System
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Displacement in FEM
In finite element methods the displacement for an element is written in the form;
eh xxu dN )()(
Approximated displacement within the
elementShape function
Vectors of displacements at the two nodes of the
elementThis function approximates displacements within the element by just having displacements at the two nodes, i.e. de
Question:What should be N(x)???
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Shape function
If we assume the axial displacement in the truss element is linear and approximate it as below we can write;
Two unknowns in the form of
2x1 matrix
Vector of polynomial basis functions
This matrix is 1x2 because we have a 2 DOF element
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Reminder from maths
The multiplication of a 1x2 matrix by 2x1 matrix is a 1x1 matrix or a scalar value
Matrix 21 Matrix 12
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Reminder from maths
Transpose of matrix A is shown as AT
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Shape function
In order to construct the shape function, boundary conditions must be met;
Inverting the matrix
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Note
How did the following come about?
Reason; aswritten -re beCan
0
102
01
eex
x
lulxuuxu
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Shape function for the truss element
We have 2 shape functions because the element has 2 DOFs
N1 is contribution of node 1 in the overall displacement of element and is unit at node 1N2 is contribution of node 2 in the overall displacement of element and is unit at node 2
1)(1
n
ii xN
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Note
Since the shape functions bring about linear change of displacements within the element, these elements are called Linear Element
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Strain calculation
ex xNd ex LNd ex Bd
2
1/1/1uu
ll eex
B is called strain matrix
L is differential operator
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Reminder
A
el
dx
eAlVVolume AdxdV
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Element local stiffness matrixElement stiffness
matrix(see chapter 3 of Ref.
2)
e
eTee l
lll
/1/1
/1/1 BB Ec AdxdV
A is cross sectional area
E is m
odulus of elasticity (m
aterial constant)
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Elements mass matrix
Following similar procedure as stiffness matrix; Students are advised to familiarise themselves with
chapter 3 of ref. 2
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Nodal forces
Surface force (applied at the node
1)
Surface force (applied at the node
2)
Body forces (applied between nodes)
2/2/
2
1
exs
exs
lfFlfF
Note that in FEA, body forces are always transferred to the nodes
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Global stiffness matrix
A structure is comprised of lots of members and each member consists of a set of elements
So far we got stiffness matrix of each element in its local coordinate system
Now the challenge is; To convert stiffness matrix of each element from local
to global coordinate system Assemble global stiffness matrix of each element into
global stiffness of the entire structure
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Global stiffness matrix1, 2 is the node ID in local system
i, j is the node ID in global system
x is the axial direction of element
2
1
uu
ed
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Demonstration
Look at element 4
1 2 3
45
1 2
34
5
6
2
4Node numbering in global system
1
2Node numbering in local system
o90
4,2 ji
8
7
4
3
DDDD
eD
0 0
0 0
2424
2424
ee
ee
lXX
lXX
lYY
lXX
TCosα
Sinα
x
2424
2424
0 00 0
mlml
T
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Global stiffness matrix
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Summary in global system
We know for springs;Using similar concept for truss elements we
have (in global system)
KF
eee DKF Node i Node j
Node i
Node j
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Note
Node i Node j
Node i
Node j
jijjijijiijiijije
i
jijijjijiijijiije
i
DmDmlDmDmll
AEF
DmlDlDmlDll
AEF
22
1222
122
2122
2122
12
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Recover stresses/strain
Therefore in FEA, the entire structure is discretised into elements
Displacements at nodes are calculatedThen strains within elements are obtainedThen stresses within elements are obtained
eBdxxx E
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Tutorial 1a
follow instructions in “T1a.pdf” document to familiarise yourself with Abaqus CAE.
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Tutorial 1b
Consider the plane truss structure. Obtain; Nodal displacements Forces in each member Stresses in each member using FEA and record them for the next lecture session.Assume Poisson’s ratio of 0.3
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Summary
Element stiffness in local system; Element stiffness in global system;
Element strains;
Element stresses; Converting local displacements to global ones;
32
1111
ke
e lAE
2
1/1/1uu
ll eex ex Bd
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Example
Consider a bar of uniform cross-sectional area. The bar is fixed at one end and is subjected to a horizontal load of P at the free end. The dimensions of the bar are shown in the figure, and the bar is made of an isotropic material with Young’s modulus E.
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Solution
We know that the exact solution for this simple example is:
Now let’s see how Finite Element Method (FEM) deals with such problems
Modelling the structure with one element only
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Solution
No transformation of stiffness matrix is required as local (xy) and global coordinate (XY) system are the same
There is no need for assembling stiffness matrix as only one element is used
x
y
X
Y
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Solution
We do not know F1 , however it is not important as this is on the boundary. What we know is:
Therefore;
1 2
Rows and column of nodes with zero displacement are omitted
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Solution
Stress in the bar is then calculated as;
This was a very simple example showing the process now let’s look at a more practical and challenging example
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Example
Consider the plane truss structure. Obtain stresses in each element using FEA.
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Solution
Element numbers in squares
Node numbers in circles
As a good practice, use node numbering strategy such as anti-clockwise direction (in this example) as for large problems this saves both computational and memory storage costs.
X
Y
Element local coordinate system
Structure global coordinate system
In the global system each node has two DOFs (as denoted by Di), whereas in local system each element has only one DOF.
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Solution
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Solution
Please note that;
θ
sin),cos(
cos),cos(
Yxm
Xxl
ij
ij
Represents the orientation of each element in relation to global coordinate system
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Solution
Elements stiffness matrix in global system;
Also note that since we are performing static analysis (not dynamic or vibration analysis) there is no need for mass matrix and therefore we ignore it for this example
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Solution
elK
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Solution
So far we have stiffness matrix of each element in global coordinate system
The questions is how to assemble them to get stiffness matrix of the entire structure!!!
Structure has 3 nodes and each node has 2 DOFs, therefore the stiffness matrix of structure should be a 6x6 matrix
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Solution
This is how structure’s stiffness matrix should look like;
66????????????????????????????????????
D1 D2
Node 1
D3 D4
Node 2D5 D6
Node 3
D1
D2Nod
e 1
D3
D4Nod
e 2
D5
D6Nod
e 3
Remember D2i
Remember D2i-1
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Solution
????????????????????????????????????
D1 D2
Node 1
D3 D4
Node 2D5 D6
Node 3
D1
D2Nod
e 1
D3
D4Nod
e 2
D5
D6Nod
e 3
Node 1 Node 2
Nod
e 1
Nod
e 2
Node 1 Node 3
Nod
e 1
Nod
e 3
Node 2 Node 3
Nod
e 2
Nod
e 3
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Solution
????????????????????????????????????
D1 D2
Node 1
D3 D4
Node 2D5 D6
Node 3
D1
D2Nod
e 1
D3
D4Nod
e 2
D5
D6Nod
e 3
Node 1 Node 2
Nod
e 1
Nod
e 2
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Solution
????????????????????????????00????07
D1 D2
Node 1
D3 D4
Node 2D5 D6
Node 3
D1
D2Nod
e 1
D3
D4Nod
e 2
D5
D6Nod
e 3
Node 1 Node 2
Nod
e 1
Nod
e 2
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Solution
??????
??????
????00
????0
7
????00
????07
D1 D2
Node 1
D3 D4
Node 2D5 D6
Node 3
D1
D2Nod
e 1
D3
D4Nod
e 2
D5
D6Nod
e 3
Node 1 Node 2
Nod
e 1
Nod
e 2
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Solution
??????
??????
????00
????0
7
??0000
??0
707
D1 D2
Node 1
D3 D4
Node 2D5 D6
Node 3
D1
D2Nod
e 1
D3
D4Nod
e 2
D5
D6
Node 1 Node 2
Nod
e 1
Nod
e 2
Nod
e 3
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Solution
??????
??????
??0000
??070
7
??0000
??0
707
D1 D2
Node 1
D3 D4
Node 2D5 D6
Node 3
D1
D2Nod
e 1
D3
D4Nod
e 2
D5
D6
Node 1 Node 2
Nod
e 1
Nod
e 2
Nod
e 3
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Solution
??????
??????
??0000
??070
7
??0000
??0
707
D1 D2
Node 1
D3 D4
Node 2D5 D6
Node 3
D1
D2Nod
e 1
D3
D4Nod
e 2
D5
D6
Node 1 Node 2
Nod
e 1
Nod
e 2
Node 1 Node 3
Nod
e 1
Nod
e 3
Nod
e 3
We already have this populated!!!Add them up
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Solution
??????
??????
??0000
??070
7
??0070
??0
707
D1 D2
Node 1
D3 D4
Node 2D5 D6
Node 3
D1
D2Nod
e 1
D3
D4Nod
e 2
D5
D6
Node 1 Node 2
Nod
e 1
Nod
e 2
Node 1 Node 3
Nod
e 1
Nod
e 3
Nod
e 3
7000
0007
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Solution
????
70
????00
??0000
??070
7
??0070
??0
707
D1 D2
Node 1
D3 D4
Node 2D5 D6
Node 3
D1
D2Nod
e 1
D3
D4Nod
e 2
D5
Node 1 Node 2
Nod
e 1
Nod
e 2
Node 1 Node 3
Nod
e 1
Nod
e 3
Nod
e 3
D6
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Solution
????
70
????00
??0000
??070
7
700070
000
707
D1 D2
Node 1
D3 D4
Node 2D5 D6
Node 3
D1
D2Nod
e 1
D3
D4Nod
e 2
D5
Node 1 Node 2
Nod
e 1
Nod
e 2
Node 1 Node 3
Nod
e 1
Nod
e 3
Nod
e 3
D6
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Solution
70??
70
00??00
??0000
??070
7
700070
000
707
D1 D2
Node 1
D3 D4
Node 2D5 D6
Node 3
D1
D2Nod
e 1
D3
D4Nod
e 2
D5
Node 1 Node 2
Nod
e 1
Nod
e 2
Node 1 Node 3
Nod
e 1
Nod
e 3
Nod
e 3
D6
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Solution
70??
70
00??00
??0000
??070
7
700070
000
707
D1 D2
Node 1
D3 D4
Node 2D5 D6
Node 3
D1
D2Nod
e 1
D3
D4Nod
e 2
D5Node 2 Node 3
Nod
e 2
Nod
e 3
Nod
e 3
D6
We already have this populated!!!Add them up
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Solution
70??
70
00??00
??
22/7
22/7
00
??
22/7
22/77
07
700070
000
707
D1 D2
Node 1D3 D4
Node 2D5 D6
Node 3
D1
D2Nod
e 1
Nod
e 2
Node 2 Node 3
Nod
e 2
Nod
e 3
Nod
e 3
22/70
22/70
22/70
22/77D3
D4
D5
D6
![Page 59: Finite Element Analysis of Truss Structures](https://reader034.vdocuments.mx/reader034/viewer/2022042511/58aa72c41a28abbc1e8b531d/html5/thumbnails/59.jpg)
59
Solution
70
22/7
22/7
70
00
22/7
22/7
00
??
22/7
22/7
00
??
22/7
22/77
07
700070
000
707
D1 D2
Node 1D3 D4
Node 2D5 D6
Node 3
D1
D2Nod
e 1
Nod
e 2
Node 2 Node 3
Nod
e 2
Nod
e 3
Nod
e 3
D3
D4
D5
D6
![Page 60: Finite Element Analysis of Truss Structures](https://reader034.vdocuments.mx/reader034/viewer/2022042511/58aa72c41a28abbc1e8b531d/html5/thumbnails/60.jpg)
60
Solution
70
22/7
22/7
70
00
22/7
22/7
00
22/7
22/7
22/7
22/7
00
22/7
22/7
22/7
22/77
07
700070
000
707
D1 D2
Node 1D3 D4
Node 2D5 D6
Node 3
D1
D2Nod
e 1
Nod
e 2
Node 2 Node 3
Nod
e 2
Nod
e 3
Nod
e 3
D3
D4
D5
D6
![Page 61: Finite Element Analysis of Truss Structures](https://reader034.vdocuments.mx/reader034/viewer/2022042511/58aa72c41a28abbc1e8b531d/html5/thumbnails/61.jpg)
61
Solution
22/77
22/7
22/7
22/7
70
22/7
22/7
22/7
22/7
00
22/7
22/7
22/7
22/7
00
22/7
22/7
22/7
22/77
07
700070
000
707
D1 D2
Node 1D3 D4
Node 2D5 D6
Node 3
D1
D2Nod
e 1
Nod
e 2
Node 2 Node 3
Nod
e 2
Nod
e 3
Nod
e 3
D3
D4
D5
D6
![Page 62: Finite Element Analysis of Truss Structures](https://reader034.vdocuments.mx/reader034/viewer/2022042511/58aa72c41a28abbc1e8b531d/html5/thumbnails/62.jpg)
62
Solution
Finally the structure’s stiffness matrix is;
1910
22/77
22/7
22/7
22/7
70
22/7
22/7
22/7
22/7
00
22/7
22/7
22/7
22/7
00
22/7
22/7
22/7
22/77
07
700070
000
707
NmK
![Page 63: Finite Element Analysis of Truss Structures](https://reader034.vdocuments.mx/reader034/viewer/2022042511/58aa72c41a28abbc1e8b531d/html5/thumbnails/63.jpg)
63
Solution
Condensed global matrix
![Page 64: Finite Element Analysis of Truss Structures](https://reader034.vdocuments.mx/reader034/viewer/2022042511/58aa72c41a28abbc1e8b531d/html5/thumbnails/64.jpg)
64
Solution
6
4
3
DDD
![Page 65: Finite Element Analysis of Truss Structures](https://reader034.vdocuments.mx/reader034/viewer/2022042511/58aa72c41a28abbc1e8b531d/html5/thumbnails/65.jpg)
65
Solution
![Page 66: Finite Element Analysis of Truss Structures](https://reader034.vdocuments.mx/reader034/viewer/2022042511/58aa72c41a28abbc1e8b531d/html5/thumbnails/66.jpg)
66
Note
Students are advised to study about second , third and … order elements
What is their difference with first order elements?
How many shape functions do they have?How does using higher order elements affect
the solution time of analysis?
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67
Tutorial 2a
Use the FEA to find the magnitude and direction of the deflection of the joint C in the truss. All members have a cross-sectional area of 500mm2 and a Young’s modulus of 200,000 N/mm2.
![Page 68: Finite Element Analysis of Truss Structures](https://reader034.vdocuments.mx/reader034/viewer/2022042511/58aa72c41a28abbc1e8b531d/html5/thumbnails/68.jpg)
68
Tutorial 2b
The truss shown in the figure is supported by a hinge at A and a cable at D which is inclined at an angle of 45◦ to the horizontal members. Calculate the tension, T, in the cable and hence the forces in all the members.
![Page 69: Finite Element Analysis of Truss Structures](https://reader034.vdocuments.mx/reader034/viewer/2022042511/58aa72c41a28abbc1e8b531d/html5/thumbnails/69.jpg)
69
Tutorial 2c
The pin-jointed truss shown in the figure is attached to a vertical wall at the points A, B, C and D; the members BE, BF, EF and AF are in the same horizontal plane. The truss supports vertically downward loads of 9 and 6kN at E and F, respectively, and a horizontal load of 3kN at E in the direction EF. Obtain forces in the truss members using Abaqus.