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Differential quadrature and transformation methods for vibration problems in relation to structural dynamics during earthquakes Abstract: In this page, natural frequencies are obtained for beam-like structures with different boundary conditions using the differential quadrature method and differential transformation methods. The results obtained are compared with those obtained from the finite element method and other numerical methods. Programs in MATLAB are given for solving beam problems by the differential quadrature method. The symbolic programming package MATHEMATICA is ideally suited to solve recursive equations of differential transformation methods.

**Differential
quadrature and transformation methods for vibration problems in relation to
structural dynamics during earthquakes**

**Abstract: **In this
page, natural frequencies are obtained for beam-like** **structures with
different boundary conditions using the differential quadrature method and
differential transformation methods. The results obtained are compared with
those obtained from the finite element method and other numerical methods.
Programs in MATLAB are given for solving beam problems by the differential
quadrature method. The symbolic programming package MATHEMATICA is ideally
suited to solve recursive equations of differential transformation methods.

**Key words: **differential quadrature, harmonic
quadrature, Lagrange** **interpolation, differential transformation,
boundary conditions, natural frequency.

**Introduction **

Numerical solutions to free
vibration analysis of beams and columns are obtained by the method of *differential
quadrature* (DQ) and harmonic differential quadrature (HDQ) for various
support conditions. The obtained results are compared with the existing
solutions available from other numerical methods such as finite element method
(FEM) and analytical results. In addition, this chapter also uses a recently
developed technique, known as the *differential transformation *(DT) to
determine the natural frequency of beams* *and columns. In solving the
problem, governing differential equations are converted to algebraic equations
using DT methods which must be solved together with applied boundary
conditions. The symbolic programming package MATHEMATICA is ideally suited to
solve such recursive equations by considering fairly large numbers of terms.

**DQ method **

These problems of free vibration
of beams and columns either prismatic or non-prismatic, could easily be solved
using the DQ method, which was introduced by Bellman and Casti (1971). With the
application of boundary conditions as per Wilson’s method (Wilson 2002) the DQM
method will also be straightforward and easy for engineers to use. Since the
introduction of this method, applications of the DQ method to various
engineering problems have been investigated and their success has shown the
potential of the method as an attractive numerical analysis tool. The basic
idea of the DQM method is to quickly compute the derivatives of a function at
any grid point within its bounded domain by estimating the weighted sum of the
values of the functions at a small set of points related to the domain. In the
originally derived DQM, Lagrangian interpolation polynomial was used (Bert and
Malik 1996, Bert *et al*. 1993, 1994). A recent approach of the original
differential quadrature approximation, HDQ, was originally proposed by Striz *et
al*. (1995). Unlike the DQ method, HDQM uses harmonic or trigonometric
functions as the test functions. As the name of the test function suggested,
this is called the HDQ method. All the problems in this chapter have
demonstrated that the application of the DQ and HDQ methods will lead to
accurate results with less computational effort and that there is a potential
that the method may become alternative to conventional methods such as finite
difference, finite element and boundary element.

**Lagrangian interpolation **

This interpolation technique is applied if the given points
may or may not be equally spaced (see Fig. 15.1). The polynomial is an
approximation to the function *f* (*x*), which coincides with the
polynomial at (*x _{i}*,

**Differential quadrature
method formulation **

The fourth order governing differential equation for free
vibration of column with varying flexural rigidity ‘*D*’ (*D* = *EI*)
and *w* (= the lateral deflection) may be written as

and the number of sampling points *n* > *m*.

A natural and often convenient choice for sampling point is
that of equally spaced points or CGL mesh distribution as given by Eq. 15.8.
For the sampling points, we adopt well accepted Chebyshev–Gauss–Lobatto mesh
distribution given by Shu (2000) as

‘*L*’ is the length of the
column, the column is divided into ‘*ne*’ (say 40) divisions or *ne*+1
(41) sampling points in the case of DQM and *x _{i}* is the
distance from the bottom end of the column.

**HDQ method **

The harmonic test function *h _{i}*(

Higher order derivatives can be obtained using Eq. 15.9.

**Transverse vibration of
pre-tensioned cable **

The transverse vibration of a taut cable or string has an
equation of motion similar to the governing longitudinal vibration of a uniform
rod. Consider a uniform elastic cable, having mass/unit length (*ρ* A), *ρ* being the mass density, to be
stretched under tension *T* between two fixed points as shown in Fig.
15.2. Assuming small deflections and slopes, the equation of motion for
transverse vibration is given by

where c = T/ρA is the
velocity of wave propagation along the cable and y is the transverse deflection
of the string at any distance x. The above equation is also identical to the
wave equation. The transverse deflection may be assumed as

A MATLAB program to find the
natural frequency of transverse vibration of pretensioned string is shown
below.

**Program 15.1: MATLAB program
for finding the natural frequency of lateral vibration of pre-tensioned string **

STRINGVIB

% free vibration of a
pretensioned cable by differential quadrature clc; close all;

ne=20;

n=ne+1;

nn=2*n;

no=4;

m=zeros(n,1);

x=zeros(n,1);

c=zeros(n,n,no);

d=zeros(n+2,n+2);

f=zeros(n+2,n+2);

%give length and mass density and
area of the cable l=1;

dl=l/ne;

rho=7800;

ar=0.005;

ma=rho*ar;

%give tension in the cable
T=4*ma;

format long; for i=1:n

x(i)=.5*(1-cos((i-1)*pi/ne)); end

%c=qquadrature(x,n,no);

c=harquadrature(x,n,no);

d(1:n,1:n)=c(:,:,2)/l^2;

%application of boundary
conditions d(n+1,1)=1.0;

d(n+2,n)=1.0;

d(1,n+1)=1.0;

d(n,n+2)=1.0;

din=inv(d); f(1:n,1:n)=-eye(n,n);
ddf=din*f; [u,eu]=eig(ddf);

for i=1:n ww1(i)=u(i,3); ww2(i)=u(i,4);
ww3(i)=u(i,5);

end

disp(‘ fundamental natural
frequency\n’) wn1=sqrt(T/(eu(3,3)*ma)) disp(‘fundamental mode shape\n’)

ww1'

disp(‘ second natural frequency’)
wn2=sqrt(T/(eu(4,4)*ma)) disp(‘second mode shape’)

ww2'

disp(‘ third natural frequency’)
wn3=sqrt(T/(eu(5,5)*ma)) disp(‘ third mode shape’) ww3'

figure(1);

plot(x,ww1);

xlabel(‘x’);

ylabel(‘w’);

title(‘ fundamental mode shape’);
figure(2);

plot(x,ww2);

xlabel(‘x’);

ylabel(‘w’);

title(‘ fundamental mode shape’);
figure(3);

plot(x,ww3);

xlabel(‘x’);

ylabel(‘w’);

title(‘ fundamental mode shape’);

function[y]=harquadrature(x,n,no)

m=zeros(n,1);

c=zeros(n,n,4); for i=1:n

m(i,1)=1; for k=1:n

if ((k ==i )) jk=i;

else m(i,1)=m(i,1)*sin((x(i)-x(k))*pi/2);

format long end

end end m;

for i=1:n for j=1:n

if(j==i)

jk=i; else

c(i,j,1)=(pi*m(i,1))/(2.0*sin((x(i)-x(j))*pi/2)*m(j,1));
end

end end

for i=1:n c(i,i,1)=0.0;

for j=1:n if ((i==j)) jk=i;

else c(i,i,1)=c(i,i,1)-c(i,j,1);

end

end end o=2;

for i=1:n for j=1:n

if(j==i)

jk=i; else

c(i,j,o)=c(i,j,1)*(2.0*c(i,i,1)-pi/tan(((x(i)-x(j))*pi/2)));
end

end end

for i=1:n c(i,i,2)=0.0;

for j=1:n if ((i==j)) jk=i;

else c(i,i,2)=c(i,i,2)-c(i,j,2);

end

end end

for o=3:no for i=1:n

for j=1:n c(i,j,o)=0.0;

for k=1:n c(i,j,o)=c(i,j,o)+c(i,k,1)*c(k,j,(o-1));

end end

end end y=c;

function[y]=qquadrature(x,n,no)

m=zeros(n,1);

c=zeros(n,n,4); for i=1:n

m(i,1)=1; for k=1:n

if ((k ==i )) jk=i;

else m(i,1)=m(i,1)*(x(i)-x(k));

format long end

end end

for i=1:n for j=1:n

if(j==i)

jk=i; else

c(i,j,1)=m(i,1)/((x(i)-x(j))*m(j,1)); end

end end

for i=1:n c(i,i,1)=0.0;

for j=1:n if ((i==j)) jk=i;

else c(i,i,1)=c(i,i,1)-c(i,j,1);

end

end end

for o=2:no for i=1:n

for j=1:n c(i,j,o)=0.0;

for k=1:n c(i,j,o)=c(i,j,o)+c(i,k,1)*c(k,j,(o-1));

end end end

end c(:,:,1); y=c;

OUTPUT

fundamental natural frequency

wn1 = 6.28318530717963

fundamental mode shape ans =

0

0.00733128915883

0.02911774918179

0.06459034487273

0.11203447410058

0.16833305876402

0.22868163719304

0.28673229986014

0.33532231670280

0.36772667715649

0.37911498526798

0.36772667715649

0.33532231670280

0.28673229986015

0.22868163719305

0.16833305876402

0.11203447410058

0.06459034487273

0.02911774918180

0.00733128915883

0

second natural frequency wn2 =

12.56637061435911

second mode shape

ans =

0

0.01384802941406

0.05484814152807

0.12024309852971

0.20220761642762

0.28495445387276

0.34458819094757

0.35438646074539

0.29557188373010

0.16900007820430

-0.00000000000001

-0.16900007820432

-0.29557188373010

-0.35438646074539

-0.34458819094755 -0.28495445387275 -0.20220761642761
-0.12024309852971 -0.05484814152806 -0.01384802941406 0

third natural frequency wn3 =

18.84955592153890 third mode shape

ans =

0

0.02026414001026

0.07989008567297

0.17170783853740

0.27374891998932

0.34314670851919

0.32560576874274

0.18817009067074 -0.03995789607568 -0.25873859745335
-0.34947339621276 -0.25873859745337 -0.03995789607570 0.18817009067073
0.32560576874275 0.34314670851920 0.27374891998931 0.17170783853740
0.07989008567298 0.02026414001026 0

Example 15.1

A string of length 1 m subjected to pre-tension of 156 N is
under transverse vibration. Calculate the first three fundamental natural
frequencies assuming mass density = 7800 kg/m^{3} and area of the cable
= 0.005 m^{2}.

Solution

The *n*th natural frequency is given by

*ω** _{n}* = 2

*ω*_{1} = 6.2831
rad/s; *ω*_{2} = 12.566
rad/s; *ω*_{3} =
18.8493 rad/s

The values obtained by DQ are

*ω*_{1} = 6.2831
rad/s; *ω*_{2} =
12.5633 rad/s; *ω*_{3} =
18.8495 rad/s

which agree with the true values.
The mode shapes corresponding to these three frequencies are shown in Fig. 15.3
for first, second and third modes.

**Lateral vibration of uniform
Euler beams **

The governing differential equation of lateral vibration of
uniform beams is given as

Example 15.2

Find the fundamental three
natural frequencies of a simply supported beam given that *E* = 200 GPa; *I*
= 18.6 × 10^{–6}; *A* = 2.42 × 10^{–4}; *ρ* = 7800 kg/m^{3};

*L *= 20 m.

Solution

The closed form solutions for the problem are given by

**Program 15.2: MATLAB program
for free vibration of an Euler beam **

EULERBEAMVIB

% free vibration of a beam by
differential quadrature for different boundary conditions

clc; close all; ne=20; n=ne+1;
nn=2*n; no=4; m=zeros(n,1); x=zeros(n,1);

c=zeros(n,n,no);

d=zeros(n+4,n+4);

f=zeros(n+4,n+4); iy=18.6e-6;
ar=2.42e-4; ymod=200e9; l=20.0;

dl=l/ne;

mden=7800; format long; for i=1:n

x(i)=.5*(1-cos((i-1)*pi/ne)); end

c=qquadrature(x,n,no);

%c=harquadrature(x,n,no);

d(1:n,1:n)=ymod*iy*c(:,:,4)/l^4;
%application of boundary conditions %pinned - pinned

d(n+1,1)=1.0;

d(n+2:n+2,1:n)=c(1,1:n,2)/l^2;

d(n+3,n)=1.0;

d(n+4:n+4,1:n)=c(n,1:n,2)/l^2;

d(1,n+1)=1.0;

d(n,n+3)=1.0; for i=1:n

d(i,n+2)=d(n+2,i);

d(i,n+4)=d(n+4,i); end

%fixed – fixed

%d(n+1,1)=1.0;

%d(n+2:n+2,1:n)=c(1,1:n,1)/l;

%d(n+3,n)=1.0

%d(n+4:n+4,1:n)=c(n,1:n,1)/l;

%d(1,n+1)=1.0;

%d(n,n+3)=1.0;

%for i=1:n

%d(i,n+2)=d(n+2,i);

%d(i,n+4)=d(n+4,i);

%end

%fixed - free

%d(n+1,1)=1;

%d(n+2:n+2,1:n)=c(1,1:n,1)/l;

%d(n+3:n+3,1:n)=c(n,1:n,2)/l^2;

%d(n+4:n+4,1:n)=c(n,1:n,3)/l^3;

%for i=1:n

%d(i,n+1)=d(n+1,i);

%d(i,n+2)=d(n+2,i);

%d(i,n+3)=d(n+3,i);

%d(i,n+4)=d(n+4,i);

%end

din=inv(d);

f(1:n,1:n)=eye(n,n);

ddf=din*f;

[u,eu]=eig(ddf); for i=1:n

ww1(i)=u(i,5);

ww2(i)=u(i,6);

ww3(i)=u(i,7); end

sprintf(‘ fundamental natural
frequencies\n’) wn1=sqrt(1/(mden*ar*eu(5,5))) wn2=sqrt(1/(mden*ar*eu(6,6)))
wn3=sqrt(1/(mden*ar*eu(7,7)))

sprintf(‘ fundamental mode
shape\n’) ww1'

figure(1);

plot(x,ww1);

xlabel(‘x’);

ylabel(‘w’);

title(‘ fundamental mode shape’);
figure(2);

plot(x,ww2);

xlabel(‘x’);

ylabel(‘w’);

title(‘ second mode shape’);
figure(3);

plot(x,ww3);

xlabel(‘x’);

ylabel(‘w’);

title(‘ third mode shape’);

OUTPUT

ans =

fundamental
natural frequencies

wn1 = 34.63827370993050

wn2 = 1.385530948382473e+002

wn3 = 3.117444633857984e+002

**To find
natural frequency and mode shape given variation of D = EI for Euler beam with
axial load**

In this problem, (D = EI) and P are known and w and ω are
unknown values that can be found by solving as an eigenvalue problem as
explained below. Assuming c(:,:,m) is the mth derivative , i.e. C m , the governing equation may be
written as

*Boundary conditions*

Since it is a fourth order differential equation, four
boundary conditions should be given. The boundary conditions will be applied as
follows.

**Clamped–pinned**

*w *= 0 at* x *= 0;* G*[*n
*+ 1, 1] = 1.0

*w*′* *= 0 at* x *= 0;* G*[*n *+ 2, 1:*
n*] =* c*(1, 1:* n*, 1)/*L*

*w *= 0 at* x *=* L*;* G*[*n
*+ 3,* n*] = 1

*w*″* *= 0 at* x *=* L*;* G*[*n *+ 4,
1:* n*] =* c*(*n*, 1:* n*, 2)/*L*^{2 } ----15.35

**Clamped–clamped**

*w *= 0 at*
x *= 0;* G*[*n *+ 1, 1] = 1.0

*w*′* *= 0 at* x *= 0;* G*[*n *+ 2, 1:*
n*] =* c*(1, 1:* n*, 1)/*L w *= 0 at* x *=* L*;*
G*[*n *+ 3,* n*] = 1

*w*′* *= 0 at*
x *=* L*;* G*[*n *+ 4, 1:* n*] =* c*(*n*, 1:*
n*, 2)/*L --- 15.36*

**Pinned–pinned**

*w *= 0 at*
x *= 0;* G*[*n *+ 1, 1] = 1.0

*w*″* *= 0 at* x *= 0;* G*[*n *+ 2, 1:*
n*] =* c*(1, 1:* n*, 2/*L*^{2})* w *= 0 at* x *=*
L*;* G*[*n *+ 3,* n*] = 1

*w*″* *= 0 at*
x *=* L*;* G*[*n *+ 4, 1:* n*] =* c*(*n*, 1:*
n*, 2)/*L*^{2 } *---
15.37*

**Clamped–free**

*w *= 0 at*
x *= 0;* G*[*n *+ 1, 1] = 1.0

*w*′* *= 0 at* x *= 0;* G*[*n *+ 2, 1:*
n*] =* c*(1, 1:* n*, 1)/*L w*″* *= 0 at* x *=* L*;* G*[*n *+ 3,*
n*] =* c*(*n*, 1:* n*, 2)/*L*^{2}

^{dD}* w *′′* *+* Dw *′′′* *=* *−* Pw *′* *at* x *=* L *;* G *[*n *+* *4,1:* n*]* *d*x*

= *α*_{nn}*c*(*n*,
1: *n*, 2)/*L*^{2} + *D _{nn}c*(

–*Pc*
(*n*, 1: *n*, 1)/*L --- 15.38*

1Wilson’s method (Wilson, 2002) of applying
boundary conditions

In general, the boundary conditions are given by

[*G*]_{1}{*w*}
= [*E*]_{1}{*w*}
* --- 15.39*

Combining governing equations and boundary conditions, we get

The above equation has both
equilibrium and equation of geometry. Solving Eq. 15.41 is an eigenvalue
problem; one will be able to obtain the natural frequency.

**Program 15.3: MATLAB program
for solving free vibration problem of non-prismatic beam with or without axial
load **

EULERVIB

% free vibration of non-prismatic
Euler beams with or without axial load %using differential quadrature method

clc;

ne=50;

n=ne+1;

nn=2*n;

no=4;

m=zeros(n,1);

x=zeros(n,1);

xi=zeros(n,1);

c=zeros(n,n,no);

d=zeros(n+4,n+4);

e=zeros(n+4,n+4);

z=zeros(n+4,1);

f=zeros(n+4,1);

alp=zeros(n,n);

bet=zeros(n,n);

zz=zeros(n,1);

ki=zeros(n,n);

eta=zeros(n,n);

const=1.0;

l=12;

ymod=200e09;

rho=7800; format long; for i=1:n

xi(i)=.5*(1-cos((i-1)*pi/ne));

%mi(i)=0.000038*(1-xi(i)^2/2);

ar(i)=1/rho;

mi(i)=0.000038;

ki(i,i)=ymod*mi(i);

end

c=qquadrature(xi,n,no);

%c=harquadrature(xi,n,no)

for i=1:n

alp(i,i)=0;

bet(i,i)=0;

for j=1:n

alp(i,i)=alp(i,i)+c(i,j,1)*ki(j,j)/l;

bet(i,i)=bet(i,i)+c(i,j,2)*ki(j,j)/l^2;

end

end

d=zeros(n+4,n+4);

% free vibration of the beam

% axial load on the beam t=+ if it is compressive t=- if it is
tensile

% weight of the beam / unit length

t=520895.0;

d(1:n,1:n)=2.0*alp*c(:,:,3)/l^3+bet*c(:,:,2)/l^2+ki*c(:,:,4)/l^4+eta+t*c(:,:,2)/

l^2;

% boundary conditions

% clamped - free

% d(n+1,1)=1.0;

%
d(n+2:n+2,1:n)=alp(n,n)*c(n,1:n,2)/l^2+ki(n,n)*c(n,1:n,3)/l^3+t*c(n,1:n,1)/

l;

% d(n+3:n+3,1:n)=c(1,1:n,1)/l;

% d(n+4:n+4,1:n)=ki(n,n)*c(n,1:n,2)/l^2;

% d(1,n+1)=1.0;

% for i=1:n

% d(i,n+2)=d(n+2,i);

% d(i,n+3)=d(n+3,i);

% d(i,n+4)=d(n+4,i); % end

% pinned - pinned d(n+1,1)=1.0;

d(n+2:n+2,1:n)=ki(n,n)*c(n,1:n,2)/l^2;

d(n+3:n+3,1:n)=ki(1,1)*c(1,1:n,2)/l^2;

d(n+4,n)=1.0;

d(n,n+4)=1.0;

d(1,n+1)=1.0;

d(n+4,n)=1.0;

for i=1:n d(i,n+2)=d(n+2,i);

d(i,n+3)=d(n+3,i); end

e=zeros(n+4,n+4); for i=1:n

e(i,i)=rho*ar(i); end

din=inv(d);

z=din*e;

[ev,euv]=eig(z); for i=1:n

zz(i)=ev(i,5); end

omega=sqrt(1/euv(5,5)); sprintf(‘
natural frequency\n’) omega

figure(1);

plot(xi,zz) xlabel(‘ x/L ’)
ylabel(‘ z’)

title (‘ fundamental mode shape ’)

Example 15.3

Find the buckling load of a
pinned–pinned column given *E* = 200 GPa; *I *= 0.000 038 m^{4};
mass density = 7800 kg/m^{3},* A *= 1/7800; span = 12 m. Find* *the
natural frequency if the axial load is tension of magnitude 300 000 N.

Solution

By trial and error giving various
axial loads the natural frequency is calculated for each axial load and the
load at which natural frequency becomes imaginary is the buckling load. For the
problem, buckling load is 520 895 N which agrees with (*π* ^{2} *E I*/*L*^{2})
= 520 895 N.

When the axial load = 0 the natural frequency corresponds to
the Euler beam simply supported conditions without axial load and is given by *ω** _{n}* = 188.9
rad/s. When the axial load is negative, i.e. tension say P = –300 000 N, the
natural frequency is 237.19 which corresponds to the true value

Example 15.4

A cantilever beam shown in Fig.
15.4 is analysed for free vibration. The data *E *= 200 GPa; mass density
= 7800 kg/m^{3}* L *= 4.572 m. The width of the* *flange =
0.203 m and thickness of flange and web are 0.0178 and 0.0114 m respectively.

Solution

The natural frequency is obtained
as 195.628 rad/s which agrees with 191 rad/s obtained by Wekezer (1987).

**Vibration of Timoshenko beam by DQ method**

The governing differential equations for free vibration of
Timoshenko beam (including shear deformation and rotary inertia) have been
given in Eq. 13.112 as

where [*I*] is the unit matrix and *I* is the moment
of inertia. Equation 15.45 is written as

*λ*[ *B*
]{*q*} = [ *D* ]{*q*} --- 15.46

where [*B*] is of size *nn*
= 2 × *n* where *n* is the number of
discrete points. Applying boundary conditions (clamped clamped conditions)

B[*nn*
+ 1, 1] = 1.0

B[*nn*
+ 2, *n*] = 0

B[*nn*
+ 3, *n* + 1] = 1.0

B[*nn*
+ 4, 2*n*] = 1.0

Using Wilson’s method

B[1, nn +
1] = 1.0

B[n,nn +
2] = 1.0

B[n + 1,
nn + 3] = 1.0

B[2*n*,
*nn* + 4] = 1.0

Now [*B*] and [*D*]
matrices of size *nt* + 4 because of the application of boundary
conditions. Solving as an eigenvalue problem *λ* and hence *ω* can be
determined.

Example 15.5

Find the natural frequency of a clamped clamped beam for the
following conditions: *L* = 10 m, *E* = 200 GPa, *ρ* = 7800 kg/m^{3}, assume
unit width (*k* = 0.83).

**Program 15.4: MATLAB program
for free vibration analysis of Timoshenko beam **

TIMOSHENKOVIB

% free vibration analysis of
timoshenko beam clc; close all;

ne=20;

no=2;

n=ne+1;

nn=2*n;

nt=nn+4;

m=zeros(n,1);

x=zeros(n,1);

c=zeros(n,n,no);

d=zeros(nt,nt);

e=zeros(nt,nt);

l=10;

e=2e11;

g=.8e11;

ar=2;

ir=0.667;

ak=0.83;

rho=7800;

*15.5 *Mode shape for (a) lateral
deflection; and (b)* **φ*.

for i=1:n x(i)=0.5*(1-cos((i-1)*pi/ne));

end c=qquadrature(x,n,no);

d(1:n,1:n)=ak*g*ar*c(:,:,2)/l^2;
d(1:n,n+1:nn)=-ak*g*ar*c(:,:,1)/l; d(n+1:nn,1:n)=-ak*g*ar*c(:,:,1)/l;
d(n+1:nn,n+1:nn)=ak*g*ar*eye(n,n)-e*ir*c(:,:,2)/l^2; % %boundary conditions for
fixed end d(nn+1,1)=1.0;

d(nn+2,n)=1.0;

d(nn+3,n+1)=1.0;

d(nn+4,nn)=1.0;

d(1,nn+1)=1.0;

d(n,nn+2)=1.0;

d(n+1,nn+3)=1.0;

d(nn,nn+4)=1.0;

%boundary conditions for ssd end

%d(nn+1,1)=1.0;

%d(nn+2,n)=1.0;

%d(nn+3:nn+3,n+1:nn)=c(1:1,1:n,1)/l;

%d(nn+4:nn+4,n+1:nn)=c(n:n,1:n,1)/l;

%d(1,nn+1)=1.0;

%d(n,nn+2)=1.0;

%for i=1:n

%d(n+i,nn+3)=d(nn+3,n+i);

%d(n+i,nn+4)=d(nn+4,n+i);

%end

e(1:n,1:n)=-rho*ar*eye(n,n);
e(n+1:nn,n+1:nn)=rho*ir*eye(n,n); e(nn+1:nt,1:nt)=0;

ddi=inv(d);

f=ddi*e;

[evv,ev]=eig(f);

disp(‘ natural frequency’);
wn1=sqrt(1/ev(5,5)) figure(1);

for i=1:n z(i)=evv(i,5);

end plot(x,z) xlabel(‘ x ‘)
ylabel(‘ z’)

title (‘ mode shape of
deflection’) figure(2);

for i=1:n z(i)=evv(n+i,5);

end plot(x,z) xlabel(‘x’)

ylabel(‘ phi’)

title(‘ mode shape of phi’)

**OUTPUT**

natural frequency wn1 =

5.292070310268033e+002

**DT method**

The concept of the DT method was first introduced some 30
years ago by Pukhov (Chai and Wang 2006) Since then, DT has been used with
success in structural mechanics. The concept of the DT method is readily
available in Russian literature. For a function *w*(*x*), DT exists
as

Equation 15.49 is obviously a Taylor series expansion of the
function *w*(*x*) about *x* = 0. The differential technique
essentially converts a differential equation into an algebraic equation,
similar to integral transform methods such as Laplace and Fourier transform.
The final resulting algebraic equations are solved together with boundary
conditions. The transformation can be given by a simple formula as

**Transverse vibration of pre-tensioned cable**

The governing equation for the transverse vibration of a
pre-tensioned cable

nonlinear equation in terms of ‘*a*’ and linear in terms
of ‘*c*’. Equation 15.59 may be written as *A* * *c* = 0, and
since *c* ≠ 0, *A*
must be zero where *A* is the coefficient of *c* in *f* (*c*,
*a*). It should be noted that a fairly a large number of terms are needed
for convergence of the natural frequency coefficient. Figure 15.6 shows the
convergence of *a* for different numbers of terms in the summation of Eq.
15.59 and *a* is obtained as 9.8696. Hence natural frequency is obtained
as

**Program 15.5: MATHEMATICA
program for finding the natural frequency of vibration of a pre-tensioned cable
**

**Free vibration analysis of Euler beam**

The governing equation is given by Eq. 15.24 as

*Boundary conditions*

**Case 1 Simply supported at both ends**

*y*(0) = 0;*
y*″(0) = 0;* y*(1) = 0;* y*″* *(1) = 0*
*The DT equivalents are

*Y*[0] = 0;*
Y*[1] =* c*;* Y*[2] = 0;* Y*[3] =* d*

And

since *c* and *d* are not zero, for a non-trivial
solution to exist the determinant of the matrix must be zero, i.e.

*aa *×* dd *–* cc *×* bb *= 0
--- 15.68

where *aa*, *bb*, are
the coefficients of *c* and *d* in the equation *S* = 0 and *cc*,
*dd* are the coefficients of *c* and *d* in the equation *T*
= 0. The root of Eq. 15.68 is the solution for the problem.

For a beam with simply supported ends *a* = 97.4091 leads
to natural frequency *asy*′(1) = 0.

** ****Program
15.6: MATHEMATICA program for finding the natural frequency of vibration of an
Euler beam **

** ****Natural
frequency of Euler beam subjected to axial load **

The governing differential equation for an Euler beam
subjected to axial load is given by

where *EI* is flexural
rigidity, *P* is axial compressive load, *ρ* is mass density/ unit volume, *L* is span of the beam
and *y* = lateral deflection.

15.19.1Pin roller support

The boundary conditions are

*y*(0) =* y*″(0) =* y*(1) =* y*″(1) = 0 --- - - 15.80

This can be interpreted in terms of DT as

*Y*[0] = 0;* Y*[2] = 0;* Y*[1]
=* c*;* Y*[3] =* d --- ---- *15.81a

where *aa*, *bb* are
the coefficients of *c* and *d* in Eq. 15.81b and *cc* and *dd*
are the coefficients of *c* and *d* in Eq. 15.81c. For a numerical
solution to exist, the determinant || *A*
|| has to be zero and hence *a* can be
found once *β* is
given. One has to include more terms, say, than 35 in Eq. 15.79 for accuracy.

Example 15.6

Find the buckling load of a
pinned–pinned column given *E* = 200 GPa; *I* = 0.000 038 m^{4};
mass density = 7800 kg/m^{3}, *A* = 1/7800; span = 12 m. Find the
natural frequency if the axial load is tension of magnitude 300 000 N.

Solution

By trial and error giving various
axial loads the natural frequency is calculated for each axial load and the
load at which natural frequency becomes imaginary is the buckling load. For the
problem, the buckling load is (*β* = 9.862) *P* = 520 895 N, which agrees with (*π*^{2} *EI*/*L*^{2})
= 520 895 N.

When the axial load = 0 the
natural frequency corresponds to the Euler beam simply supported conditions
without axial load and *a* is given by *a* =

97.4091 for which *ω** _{n}* = 188.9 rad/s.

When the axial load is negative, i.e. tension, say *P* =
– 300 000 N (*β* = –
5.864), the value of *a* = 153.5 obtained from DT from which natural
frequency is 237.19 which corresponds to the true value

Similarly, other boundary conditions could be tackled.

**Program 15.7: MATHEMATICA
program for finding the natural frequency of an Euler beam subjected to axial
load **

**Natural frequency of a Timoshenko beam**

The governing differential equation for free vibration of
Timoshenko beams (including shear deformation and rotary inertia into account)
is given in Eq. 15.42a and 15.42b. Combining these two equations and
identifying *y* = *w* = lateral deflection of the beam, the governing
differential equation is given by

For clamped beam the following
boundary conditions are to be applied: *y* = 0 and *φ* = 0 both at *x* = 0 and *x*
= 1. In the absence of incorporating the correct boundary conditions, assuming
the shear deformation at the ends of the beam are negligible, we can apply the
boundary conditions as

*y *= 0 and*
y*′* *= 0, both
at* x *= 0 and* x *= 1.

Example 15.7

Find the natural frequency of a clamped-clamped beam for the
following conditions. *L* = 10 m, *E* = 200 GPa, *ρ* = 7800 kg/m^{3}. Assume
unit width (*k* = 0.83).

**Program 15.8: MATHEMATICA
program for finding the natural frequency of a Timoshenko beam **

**Summary**

The DQ and HDQ methods are
applied to solve for natural frequency of strings and, beams with or without
axial load. For finding the natural frequencies, unlike Rayleigh–Ritz methods,
DQ and HDQ methods do not need the construction of an *admissible function*
that satisfies the boundary conditions *a priori*. Accurate results are
obtained for the problems even with a small number of discrete points used to
discretize the domain. This approach is convenient for solving problems
governed by higher order differential equations, and matrix operations could be
performed using MATLAB with ease. It is also easy to write algebraic equations
in the place of differential equations and to apply boundary conditions. It is
also explained in this chapter how the Lagrange multiplier method is used to
convert rectangular matrix to square matrix by incorporating boundary
conditions using Wilson’s method. Results with high accuracy are obtained in
all study cases and DQM and HDQ methods are computationally efficient. DQM and
HDQ methods are straightforward so the same procedures can be easily employed
for handling problems with the other boundary conditions.

In this chapter, the DT method is also highlighted and its
usefulness demonstrated by solving stability analysis of fully supported
prismatic and non-prismatic piles. It is also shown in this chapter how DT can
be used to convert differential equation to a set of algebraic equations of
recursive nature. It is also shown that, together with boundary conditions,
these equations are solved for natural frequency of various types of problems.
A fairly large number of terms, say 35 to 40, are required for convergence. DT
is efficient and easy to implement, particularly in symbolic program packages
such as MATHEMATICA. Mode shape also could be obtained using Eq. 15.48. It is
expected that DQ, HDQ and DT will be more promising for further development
into efficient and flexible numerical techniques for solving practical
engineering problems in future.

Tags : Civil - Structural dynamics of earthquake engineering

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