Eigensolution Method for Structures UsingAccelerated Lanczos Algorithm
Eigensolution Method for Structures UsingAccelerated Lanczos Algorithm
2002 한국지진공학회 추계학술발표회 2002 년 9 월 28 일2002 년 9 월 28 일
Byoung-Wan Kim1), Ju-Won Oh2) and In-Won Lee3)
1) Graduate Student, Dept. of Civil and Environmental Eng., KAIST2) Professor, Dept. of Civil and Environmental Eng., Hannam Univ.3) Professor, Dept. of Civil and Environmental Eng., KAIST
Byoung-Wan Kim1), Ju-Won Oh2) and In-Won Lee3)
1) Graduate Student, Dept. of Civil and Environmental Eng., KAIST2) Professor, Dept. of Civil and Environmental Eng., Hannam Univ.3) Professor, Dept. of Civil and Environmental Eng., KAIST
2 2
Introduction Matrix-powered Lanczos method Numerical examples Conclusions
Contents
3 3
Introduction
Background
• Dynamic analysis of structures- Direct integration method- Mode superposition method Eigenvalue analysis
• Eigenvalue analysis- Subspace iteration method- Determinant search method- Lanczos method
• The Lanczos method is very efficient.
• Dynamic analysis of structures- Direct integration method- Mode superposition method Eigenvalue analysis
• Eigenvalue analysis- Subspace iteration method- Determinant search method- Lanczos method
• The Lanczos method is very efficient.
4 4
Literature review
• The Lanczos method was first proposed in 1950.• Erricson and Ruhe (1980): Lanczos algorithm with shifting• Smith et al. (1993): Implicitly restarted Lanczos algorithm
• In the fields of quantum physics, Grosso et al. (1993)modified Lanczos recursion to accelerate convergence
• The Lanczos method was first proposed in 1950.• Erricson and Ruhe (1980): Lanczos algorithm with shifting• Smith et al. (1993): Implicitly restarted Lanczos algorithm
• In the fields of quantum physics, Grosso et al. (1993)modified Lanczos recursion to accelerate convergence
12
11
111
)(
nnnnntnn
nnnnnnn
bab
bab
fffEHf
ffHff
(shift)energy trial
operatorgiven
systems quantumfor functions basis
tscoefficien,
t
ba
E
H
f
5 5
Objective
• Application of Lanczos method using the power techniqueto the eigenproblem of structures in structural dynamics
Matrix-powered Lanczos method
• Application of Lanczos method using the power techniqueto the eigenproblem of structures in structural dynamics
Matrix-powered Lanczos method
6 6
Eigenproblem of structure
niλ iii ,,1 MK
KM
K
M
and oforder
eigenpairth ),(
matrix stiffness symmetric
matrix mass symmetric
n
iλ ii
Matrix-powered Lanczos method
7 7
Modified Gram-Schmidt process of Krylov sequence
i
jjj
iδi
i
jjj
ii
υ
υ
10
11
10
11
))((
)(
xxMKx
xxMKx
shift
matrix dynamic
vectorLanczos
vectortrial
tcoefficien
integer positive
1
0
MKK
MK
x
x
υ
8 8
11~
iiiiii βα xxxx
Modified Lanczos recursion
2/1
1
1
)~~(
~
)(
iTii
i
ii
iTii
iδ
i
β
β
α
xMx
xx
xMx
xMKx
9 9
Reduced tridiagonal standard eigenproblem
iδi
i λ~
)(
1~
T
δT
αβ
βα
βαβ
βα
1
11
221
11
1 )( XMKMXT
nqq ,][ 21 xxxX
10 10
Summary of algorithm and operation countOperation Calculation Number of operations
Factorization
Iteration i = 1 ··· q
Substitution
Multiplication
Multiplication
Reorthogonalization
Multiplication
Division
Repeat
Reduced eigensolution
TLDLK
ii xMKx )( 1
iTii xMx
11~
iiiiii xxxx
})12({ nnmni
nmnm )2/3()2/1( 2
}2)12({ nmmn nmn )12(
1)12( nmn
q
jjtotal jsqqnqqqnmqqqnmN
2
2222 610})2/17()2/3{()2/354()2/1(
n2
i
kkk
Tiii
1
)~(~~ xMxxxx
2/1)~~( iTii xMx
iii /~1 xx
iii ~
))/(1(~ T
n
q
jj qjs
2
2106
n = order of M and K, m = half-bandwidth of M and Kq = the number of calculated Lanczos vectors or order of Tsj = the number of iterations of jth step in QR iteration
n = order of M and K, m = half-bandwidth of M and Kq = the number of calculated Lanczos vectors or order of Tsj = the number of iterations of jth step in QR iteration
11 11
Numerical examples
6
2
2 10||||
||||
i
iiiiε
K
MK
• Simple spring-mass system (Chen 1993)• Plan framed structure (Bathe and Wilson 1972)• Three-dimensional frame structure (Bathe and Wilson 1972)• Three-dimensional building frame (Kim and Lee 1999)
• Simple spring-mass system (Chen 1993)• Plan framed structure (Bathe and Wilson 1972)• Three-dimensional frame structure (Bathe and Wilson 1972)• Three-dimensional building frame (Kim and Lee 1999)
Structures
Physical error norm (Bathe 1996)
12 12
Simple spring-mass system (DOFs: 100)
11
12
1
121
12
K
1
1
1
1
M
• System matrices• System matrices
13 13
Failure in convergence due tonumerical instability of high matrix power
Failure in convergence due tonumerical instability of high matrix power
• Number of operations• Number of operations
No. of eigenpairs = 1 = 2 = 3 = 4
2 4 6 810
38663 78922120458157649214729
29823 58529 85712117587154418
26954 47567 73040103055138122
23653441226939199550
0 2 4 6 8 1 0N o . o f eig en p airs
1 E 4
1 E 5
1 E 6
1 E 7
No.
of
oper
atio
ns
= 1 = 2 = 3 = 4
14 14
Plane framed structure (DOFs: 330)
• Geometry and properties• Geometry and properties
A = 0.2787 m2
I = 8.63110-3 m4
E = 2.068107 Pa = 5.154102 kg/m3
A = 0.2787 m2
I = 8.63110-3 m4
E = 2.068107 Pa = 5.154102 kg/m3
6 1 .0 m
30.5
m
15 15
• Number of operations• Number of operations
No. of eigenpairs = 1 = 2 = 3 = 4
612182430
10908273 20855865 27029145 31581179102944376
742905013578945186762092251653365994807
707245211688377165085072016479754112986
66335361123762516047093
0 6 1 2 1 8 2 4 3 0N o . o f eig en p airs
1 E 6
1 E 7
1 E 8
1 E 9
No.
of
oper
atio
ns
= 1 = 2 = 3 = 4
Failure in convergence due tonumerical instability of high matrix power
Failure in convergence due tonumerical instability of high matrix power
16 16
Three-dimensional frame structure (DOFs: 468)
• Geometry and properties• Geometry and properties
E = 2.068107 Pa = 5.154102 kg/m3
E = 2.068107 Pa = 5.154102 kg/m3
: A = 0.2787 m2, I = 8.63110-3 m4: A = 0.2787 m2, I = 8.63110-3 m4
: A = 0.3716 m2, I = 10.78910-3 m4: A = 0.3716 m2, I = 10.78910-3 m4
: A = 0.1858 m2, I = 6.47310-3 m4: A = 0.1858 m2, I = 6.47310-3 m4
: A = 0.2787 m2, I = 8.63110-3 m4: A = 0.2787 m2, I = 8.63110-3 m4
Column in front buildingColumn in front building
Column in rear buildingColumn in rear building
All beams into x-directionAll beams into x-direction
All beams into y-directionAll beams into y-direction
4 5 .7 5 m
22.8
75 m
24.4
m
x y
zy
z
x R e a r
F ro n t
E le v a tio n P la n
17 17
• Number of operations• Number of operations
No. of eigenpairs = 1 = 2 = 3 = 4
1020304050
71602154 181780512 307269560 6841622221024104917
50687925124269611215884077453454527656188310
48705515116680070192064376378770940553972908
46214349108715163182518601356596304504420108
0 10 20 30 40 50N o . o f eig en p airs
1E 7
1E 8
1E 9
1E 1 0
No.
of
oper
atio
ns
= 1 = 2 = 3 = 4
18 18
• Geometry and properties• Geometry and properties
Three-dimensional building frame (DOFs: 1008)
A = 0.01 m2
I = 8.310-6 m4
E = 2.11011 Pa = 7850 kg/m3
A = 0.01 m2
I = 8.310-6 m4
E = 2.11011 Pa = 7850 kg/m3
36 m
2 1 m
9 m6 m
19 19
• Number of operations• Number of operations
No. of eigenpairs = 1 = 2 = 3 = 4
20 40 60 80100
3950790201196316954304557829533987467933536190824
278717178 801878160199310812825091254743625240574
0 2 0 4 0 6 0 8 0 1 0 0N o . o f eig en p airs
1 E 8
1 E 9
1 E 1 0
1 E 1 1
No.
of
oper
atio
ns
= 1 = 2
Failure in convergence due tonumerical instability of high matrix power
Failure in convergence due tonumerical instability of high matrix power
20 20
Conclusions
• Matrix-powered Lanczos method has not only the better convergence but also the less operation count than the conventional Lanczos method.
• The suitable power of the dynamic matrix that gives numerically stable solution in the matrix-powered Lanczos method is the second power.
• Matrix-powered Lanczos method has not only the better convergence but also the less operation count than the conventional Lanczos method.
• The suitable power of the dynamic matrix that gives numerically stable solution in the matrix-powered Lanczos method is the second power.