# A Numerical Method Based on Daubechies Wavelet Basis and B-Spline Patches for Elasticity Problems

Authors: Yanan Liu; Keqin Din
Journal: Mathematical Problems in Engineering
 (2016)

---

## Abstract

The Daubechies (DB) wavelets are used for solving 2D plane elasticity problems. In order to improve the accuracy and stability in computation, the DB wavelet scaling functions in0
,
+
∞
) comprising boundary scaling functions are chosen as basis functions for approximation. The B-spline patches used in isogeometry analysis method are constructed to describe the problem domain. Through the isoparametric analysis approach, the function approximation and relevant computation based on DB wavelet functions are implemented on B-spline patches. This work makes an attempt to break the limitation that problems only can be discretized on uniform grids in the traditional wavelet numerical method. Numerical examples of 2D elasticity problems illustrate that this kind of analysis method is effective and stable.


---

## Body

## 1. Introduction

Wavelet is a powerful mathematical tool in solving many problems in science and engineering. In recent years, there has been an increasing interest in wavelet-based methods due to their successes in some applications, such as mathematical analysis and signal processing. The wavelet-based numerical methods have been developed by many researchers. At present, there are mainly three kinds of wavelet-based numerical methods: wavelet finite element method, wavelet collocation method, and wavelet-Galerkin method. The wavelet finite element method [1–4] is based on traditional FEM. In this method, the scaling functions and wavelet functions in wavelet analysis are used as basis functions to construct the so-called shape functions on elements. In wavelet collocation method [5], the scaling functions and wavelet functions are directly used as basis functions to approximate the unknown functions instead of constructing shape functions as done in the finite element method, and the collocation approach is used for discretization. Based on Daubechies wavelet, some numerical examples for 1- and 2-dimensional model problems show that the wavelet collocation methods are stable and effective for PDE.The wavelet-Galerkin method [6–13] is the most popular wavelet-based numerical method. Unlike the wavelet collocation method, the Galerkin approach is used for discretization. Although the computational efficiency of Galerkin method is lower than that of collocation method, the accuracy and stability are improved remarkably. The desirable advantage of wavelet is the multiresolution property. Based on the property, the wavelet-based multiscale analysis is easy to be realized [13–19].Although wavelets have demonstrated potential in numerical simulation, there are still some works to do for engineering application. The traditional wavelets, such as some orthogonality or biorthogonality wavelets, can describe details of problems and perform well in resolving high gradients. However, such wavelets are best suitable for problems that are discretized on uniform grids, a constraint that can be rather restrictive when it comes to modeling problems with complex geometry. By contrast, the finite elements method is very well suited for complex meshes. Some works have been made to use this kind of wavelets to solve problems with general domains [12, 13] and the wavelet-based multiscale analysis method can be used to conduct local analysis [13]. But the computational efficiency of this kind of methods still needs to be improved. The second generation wavelets can be constructed on nonuniform grids for numerical simulation [20, 21]. However, these kinds of wavelets are either complex in construction or too simple to simulate complicated deformation.The isogeometry analysis method [22, 23] developed in recent years presented some new ideas in numerical simulation. In this method, the B-spline functions or nonuniform rational B-spline functions are used to describe the problem geometry and the total solution domain can be divided into many B-spline patches which are similar to the elements in finite element method. Function approximation and relative computation can be implemented on B-spline patches through isoparametric analysis approach. It can be found that the traditional wavelet basis functions are similar to B-spline basis functions in framework that they must be constructed on structure grids. So it is reasonable to introduce the B-spline patches into the problems in which the traditional wavelet basis functions are used. This is an attempt to break the limitation that the traditional wavelet-based numerical methods are only restricted on uniform grids.In this paper, the Daubechies (DB) wavelet which has orthogonality and compact support is chosen for analysis because of its good performance in numerical simulation. In order to improve the accuracy and stability in computation, the DB wavelet scaling functions in0
,
+
∞
) which comprise boundary scaling functions are used as basis functions for approximation. The B-spline patches constructed by the B-spline basis functions are used to describe the problem geometry. The function approximation based on DB wavelet basis functions and relevant computations are implemented on B-spline patches through the isoparametric analysis approach. Numerical examples for 2D elasticity problems are given to illustrate the effectiveness of the present method.


## 2. The Function Approximation by DB Wavelet Scaling Function

### 2.1. The Basic Properties of DB Wavelet

According to the theory of DB wavelet, the so-called scaling functionh
(
x
) and wavelet function g
x of DB wavelet both satisfy two-scaling relation:(1)
h
n
x
=
∑
j
=
0
2
n
-
2
p
j
h
n
2
x
-
j
,
g
n
x
=
∑
j
=
3
-
2
n
1
-
1
i
p
1
-
j
h
n
2
x
-
j
.Here, the index n denotes the ordinal number of DB wavelet series (DB wavelet with ordinal number n is abbreviated as “D
B
n” in the following), and j denotes the place. p
j
(
j
=
0,1
,
…
,
n
-
1
) are called filter coefficients. The supports of scaling function and wavelet function of DB wavelet are, respectively,(2)
supp
⁡
h
n
x
=
0,2
n
-
1
,
(3)
supp
⁡
g
n
x
+
n
-
1
=
0,2
n
-
1
.DB wavelet function g
n
(
x
) has n consecutive moments equal to zero. That is vanishing moment n:(4)
∫
-
∞
+
∞
x
k
g
n
x
=
0
,
k
=
0
,
…
,
n
-
1
.The ordinal number of DB wavelet series is equal to the number of its vanishing moments. Furthermore, the smoothness of DB wavelet scaling functions and wavelet functions will be improved with the increase of number of vanishing moments.From translation and dilation of a basic scaling functionh
(
x
), we have(5)
h
i
,
j
x
=
h
2
-
i
x
-
j
.In the above equation, i and j denote, respectively, the scale and the place in wavelet space. It is obvious that the support of the function h
i
,
j
n
(
x
) is(6)
supp
⁡
h
i
,
j
n
=
2
-
i
j
,
2
-
i
j
+
2
n
-
1
.According to the principle of multiresolution, the scaling functionh
i
,
j can be used to build the wavelet space V
i:(7)
V
i
=
span
⁡
h
i
,
j
,
j
∈
Z
,
⋯
⊂
V
i
⊂
V
i
+
1
⊂
V
i
+
2
⊂
⋯
⋂
i
∈
Z
V
i
=
0
,
⋃
i
∈
Z
V
i
=
L
2
R
.In addition, the scaling functionh
(
x
) can be used to exactly represent polynomial to some degrees. For α
=
0,1
,
…
,
n
-
1, we can write(8)
x
α
α
!
=
∑
k
=
-
∞
+
∞
P
α
k
h
n
x
-
k
.
P
α
(
k
) are defined by(9)
P
α
X
=
∑
n
=
0
α
C
α
-
n
n
!
X
n
,where(10)
C
m
=
∫
-
∞
∞
x
m
m
!
h
n
x
d
x
.


### 2.2. The DB Wavelet Basis Functions on0
,
+
∞

Forα
=
0,1
,
…
,
n
-
1, the boundary scaling functions are defined by(11)
h
~
α
x
=
∑
k
=
-
2
n
+
2
-
1
P
α
k
h
n
x
-
k
χ
0
,
+
∞
x
.From the boundary scaling functions h
~
α
(
x
), we have the formula for all x in 0
,
+
∞:(12)
x
α
α
!
=
h
~
α
x
+
P
α
0
h
n
x
+
P
α
1
h
n
x
-
1
+
⋯
.The boundary scaling functions h
~
α
(
x
), α
=
0,1
,
…
,
n
-
1, are linearly independent and are orthogonal to the functions h
(
x
-
j
) for j
≥
0 (called the ordinary scaling functions on [
0
,
+
∞
)). Figure 1 shows the boundary scaling functions and one of the ordinary scaling functions of DB6 wavelet.Figure 1
Ordinary and boundary scaling functions.For scalei, the function h
~
α
,
i
(
x
) is defined as(13)
h
~
α
,
i
x
=
h
~
α
2
i
x
.Then we can define(14)
V
i
0
,
+
∞
=
Span
⁡
h
~
α
,
i
·
α
=
0
,
…
,
n
-
1
,
h
i
,
j
·
j
≥
0
.It is obvious that polynomials up to degree n
-
1 are in V
i
0
,
+
∞.


### 2.3. The Function Approximation

The functionf
(
x
) defined in [
0
,
+
∞
) can be approximated in V
i
[
0
,
+
∞
) as(15)
f
i
x
=
∑
α
=
0
n
a
1
,
α
h
~
α
,
i
x
+
∑
j
=
0
+
∞
a
2
,
j
h
i
,
j
x
,
x
∈
0
,
+
∞
,
i
,
j
≥
0
.In the same way, the function f
(
x
) defined in 0,1 can be approximated in a scale as(16)
f
i
x
=
∑
α
=
0
n
a
1
,
α
h
~
α
,
i
x
+
∑
j
=
0
2
i
-
1
a
2
,
j
h
i
,
j
x
,
x
∈
0,1
,
i
,
j
≥
0
.It is obvious that the number of basis functions used for approximation in limited interval is finite. For 2D case, the 2D tensor product basis functions based on 1D basis functions can be used for approximation. For example, the function f
(
x
,
y
) defined in 0,1
×
0,1 can be approximated as(17)
f
x
,
y
≈
f
i
,
k
x
,
y
=
∑
α
1
=
0
n
-
1
∑
α
2
=
0
n
-
1
a
1
,
α
1
,
α
2
ϕ
1
,
i
,
α
1
,
k
,
α
2
n
x
,
y
+
∑
α
=
0
n
∑
l
=
0
2
k
-
1
a
2
,
α
,
l
ϕ
2
,
i
,
α
,
k
,
l
n
x
,
y
+
∑
j
=
0
2
i
-
1
∑
α
=
0
n
-
1
a
3
,
j
,
α
ϕ
3
,
i
,
j
,
k
,
α
n
x
,
y
+
∑
j
=
0
2
i
-
1
∑
l
=
0
2
k
-
1
a
4
,
j
,
l
ϕ
4
,
i
,
j
,
k
,
l
n
x
,
y
,where(18)
ϕ
1
,
i
,
α
1
,
k
,
α
2
n
x
,
y
=
h
~
α
1
,
i
n
x
h
~
α
2
,
k
n
y
,
ϕ
2
,
i
,
α
,
k
,
l
n
x
,
y
=
h
~
α
,
i
n
x
h
k
,
l
n
y
,
ϕ
3
,
i
,
j
,
k
,
α
n
x
,
y
=
h
i
,
j
n
x
h
~
α
,
k
n
y
,
ϕ
4
,
i
,
j
,
k
,
l
n
x
,
y
=
h
i
,
j
n
x
h
k
,
l
n
y
.The 2D domain occupied by an elastic body is usually irregular. Function approximations in nonrectangular regions are relatively difficult. In this case, those basis functions which influence the given region, Ω, are needed:(19)
supp
⁡
ϕ
∩
Ω
≠
0
.


## 2.1. The Basic Properties of DB Wavelet

According to the theory of DB wavelet, the so-called scaling functionh
(
x
) and wavelet function g
x of DB wavelet both satisfy two-scaling relation:(1)
h
n
x
=
∑
j
=
0
2
n
-
2
p
j
h
n
2
x
-
j
,
g
n
x
=
∑
j
=
3
-
2
n
1
-
1
i
p
1
-
j
h
n
2
x
-
j
.Here, the index n denotes the ordinal number of DB wavelet series (DB wavelet with ordinal number n is abbreviated as “D
B
n” in the following), and j denotes the place. p
j
(
j
=
0,1
,
…
,
n
-
1
) are called filter coefficients. The supports of scaling function and wavelet function of DB wavelet are, respectively,(2)
supp
⁡
h
n
x
=
0,2
n
-
1
,
(3)
supp
⁡
g
n
x
+
n
-
1
=
0,2
n
-
1
.DB wavelet function g
n
(
x
) has n consecutive moments equal to zero. That is vanishing moment n:(4)
∫
-
∞
+
∞
x
k
g
n
x
=
0
,
k
=
0
,
…
,
n
-
1
.The ordinal number of DB wavelet series is equal to the number of its vanishing moments. Furthermore, the smoothness of DB wavelet scaling functions and wavelet functions will be improved with the increase of number of vanishing moments.From translation and dilation of a basic scaling functionh
(
x
), we have(5)
h
i
,
j
x
=
h
2
-
i
x
-
j
.In the above equation, i and j denote, respectively, the scale and the place in wavelet space. It is obvious that the support of the function h
i
,
j
n
(
x
) is(6)
supp
⁡
h
i
,
j
n
=
2
-
i
j
,
2
-
i
j
+
2
n
-
1
.According to the principle of multiresolution, the scaling functionh
i
,
j can be used to build the wavelet space V
i:(7)
V
i
=
span
⁡
h
i
,
j
,
j
∈
Z
,
⋯
⊂
V
i
⊂
V
i
+
1
⊂
V
i
+
2
⊂
⋯
⋂
i
∈
Z
V
i
=
0
,
⋃
i
∈
Z
V
i
=
L
2
R
.In addition, the scaling functionh
(
x
) can be used to exactly represent polynomial to some degrees. For α
=
0,1
,
…
,
n
-
1, we can write(8)
x
α
α
!
=
∑
k
=
-
∞
+
∞
P
α
k
h
n
x
-
k
.
P
α
(
k
) are defined by(9)
P
α
X
=
∑
n
=
0
α
C
α
-
n
n
!
X
n
,where(10)
C
m
=
∫
-
∞
∞
x
m
m
!
h
n
x
d
x
.


## 2.2. The DB Wavelet Basis Functions on0
,
+
∞

Forα
=
0,1
,
…
,
n
-
1, the boundary scaling functions are defined by(11)
h
~
α
x
=
∑
k
=
-
2
n
+
2
-
1
P
α
k
h
n
x
-
k
χ
0
,
+
∞
x
.From the boundary scaling functions h
~
α
(
x
), we have the formula for all x in 0
,
+
∞:(12)
x
α
α
!
=
h
~
α
x
+
P
α
0
h
n
x
+
P
α
1
h
n
x
-
1
+
⋯
.The boundary scaling functions h
~
α
(
x
), α
=
0,1
,
…
,
n
-
1, are linearly independent and are orthogonal to the functions h
(
x
-
j
) for j
≥
0 (called the ordinary scaling functions on [
0
,
+
∞
)). Figure 1 shows the boundary scaling functions and one of the ordinary scaling functions of DB6 wavelet.Figure 1
Ordinary and boundary scaling functions.For scalei, the function h
~
α
,
i
(
x
) is defined as(13)
h
~
α
,
i
x
=
h
~
α
2
i
x
.Then we can define(14)
V
i
0
,
+
∞
=
Span
⁡
h
~
α
,
i
·
α
=
0
,
…
,
n
-
1
,
h
i
,
j
·
j
≥
0
.It is obvious that polynomials up to degree n
-
1 are in V
i
0
,
+
∞.


## 2.3. The Function Approximation

The functionf
(
x
) defined in [
0
,
+
∞
) can be approximated in V
i
[
0
,
+
∞
) as(15)
f
i
x
=
∑
α
=
0
n
a
1
,
α
h
~
α
,
i
x
+
∑
j
=
0
+
∞
a
2
,
j
h
i
,
j
x
,
x
∈
0
,
+
∞
,
i
,
j
≥
0
.In the same way, the function f
(
x
) defined in 0,1 can be approximated in a scale as(16)
f
i
x
=
∑
α
=
0
n
a
1
,
α
h
~
α
,
i
x
+
∑
j
=
0
2
i
-
1
a
2
,
j
h
i
,
j
x
,
x
∈
0,1
,
i
,
j
≥
0
.It is obvious that the number of basis functions used for approximation in limited interval is finite. For 2D case, the 2D tensor product basis functions based on 1D basis functions can be used for approximation. For example, the function f
(
x
,
y
) defined in 0,1
×
0,1 can be approximated as(17)
f
x
,
y
≈
f
i
,
k
x
,
y
=
∑
α
1
=
0
n
-
1
∑
α
2
=
0
n
-
1
a
1
,
α
1
,
α
2
ϕ
1
,
i
,
α
1
,
k
,
α
2
n
x
,
y
+
∑
α
=
0
n
∑
l
=
0
2
k
-
1
a
2
,
α
,
l
ϕ
2
,
i
,
α
,
k
,
l
n
x
,
y
+
∑
j
=
0
2
i
-
1
∑
α
=
0
n
-
1
a
3
,
j
,
α
ϕ
3
,
i
,
j
,
k
,
α
n
x
,
y
+
∑
j
=
0
2
i
-
1
∑
l
=
0
2
k
-
1
a
4
,
j
,
l
ϕ
4
,
i
,
j
,
k
,
l
n
x
,
y
,where(18)
ϕ
1
,
i
,
α
1
,
k
,
α
2
n
x
,
y
=
h
~
α
1
,
i
n
x
h
~
α
2
,
k
n
y
,
ϕ
2
,
i
,
α
,
k
,
l
n
x
,
y
=
h
~
α
,
i
n
x
h
k
,
l
n
y
,
ϕ
3
,
i
,
j
,
k
,
α
n
x
,
y
=
h
i
,
j
n
x
h
~
α
,
k
n
y
,
ϕ
4
,
i
,
j
,
k
,
l
n
x
,
y
=
h
i
,
j
n
x
h
k
,
l
n
y
.The 2D domain occupied by an elastic body is usually irregular. Function approximations in nonrectangular regions are relatively difficult. In this case, those basis functions which influence the given region, Ω, are needed:(19)
supp
⁡
ϕ
∩
Ω
≠
0
.


## 3. Numerical Implementation

### 3.1. Format of Approximation

Considering the approximation formula (17), it can be found that the form of approximation by DB wavelet basis functions is the same as that in conventional meshless methods. Scaling functions are similar to shape functions, and a
j are similar to variables related to nodes. However, it should be noted that DB wavelet-based method is different from conventional meshless methods in that there is no need to use information of nodes to construct shape functions. We only need to choose proper scaling functions, wavelet functions, and the number of terms. For practical computations, formula (17) can be rewritten as(20)
f
m
n
x
,
y
=
∑
i
a
i
ϕ
i
x
,
y
,where(21)
ϕ
i
x
,
y
=
h
m
,
j
x
h
m
,
k
y
.It can be found that the two place indexes j
,
k of ϕ
i correspond to a serial number i.


### 3.2. B-Spline Basis Functions for Describing Geometry

B-spline functions are defined recursively starting with piecewise constants(
p
=
0
):(22)
N
i
,
0
ξ
=
1
i
f
ξ
i
≤
ξ
<
ξ
i
+
1
0
o
t
h
e
r
w
i
s
e
.For p
=
1,2
,
3
,
…, they are defined by(23)
N
i
,
p
ξ
=
ξ
-
ξ
i
ξ
i
+
p
-
ξ
i
N
i
,
p
-
1
ξ
+
ξ
i
+
p
+
1
-
ξ
ξ
i
+
p
+
1
-
ξ
i
+
1
N
i
+
1
,
p
-
1
ξ
.Important properties of B-spline basis functions are as follows:(1)
They constitute a partition of unity; that is,∀
ξ,(24)
∑
i
=
1
n
N
i
,
p
ξ
=
1
.
(2)
The support of eachN
i
,
p is compact and contained in the interval ξ
i
,
ξ
i
+
p
+
1.
(3)
Each basis function is nonnegative; that is,N
i
,
p
ξ
≥
0
,
∀
ξ.B-spline curves inR
d are constructed by taking a linear combination of B-spline basis functions. The coefficients of the basis functions are referred to as control points. These are somewhat analogous to nodal coordinates in finite element analysis. Piecewise linear interpolation of the control points gives the so-called control polygon. In general, control points are not interpolated by B-spline curves. Given n basis functions, N
i
,
p
i
=
1,2
,
3
,
…
,
n, and corresponding control points, B
i
∈
R
d
i
=
1,2
,
3
,
…
,
n, a piecewise-polynomial B-spline curve is given by (25)
C
ξ
=
∑
i
=
1
n
N
i
,
p
ξ
B
i
.In 2D space, the physical coordinate of the curve can be expressed as (26)
x
ξ
=
∑
i
=
1
n
N
i
,
p
ξ
x
i
,
y
ξ
=
∑
i
=
1
n
N
i
,
p
ξ
y
i
,where (
x
i
,
y
i
) is the coordinate of control points B
i.Given a control netB
i
,
j
∈
R
d, i
=
1,2
,
3
,
…
,
n, j
=
1,2
,
3
,
…
,
m, a tensor product B-spline surface is defined by(27)
S
ξ
,
η
=
∑
i
=
1
n
∑
j
=
1
m
N
i
,
p
ξ
M
j
,
q
η
B
i
,
j
,where N
i
,
p
M
j
,
q is 2D B-spline basis function.


### 3.3. The Isoparametric Analysis Approach Based on B-Spline Patches and DB Wavelet Basis Functions

The DB wavelets scaling functions are good basis functions for approximation. However, the method of approximation introduced in Section2 is only suited for problems that are discretized on uniform grids. The isogeometry analysis method introduced the B-spline functions to describe problem geometry. The domain can be subdivided into B-Spline patches which are similar to elements in finite element method. The important character of B-spline patches is that they must not be regular in physical space. So they can describe complex geometry more flexibly than uniform grids. Considering the similarity between wavelet basis functions and B-spline functions in framework, this paper introduces the B-spline patches to problems using wavelet numerical method. Through isoparametric analysis approach, the function approximation and relative computations based on wavelet basis functions can be implemented on B-spline patches.It should be noted that in the classic isogeometry analysis method [1, 7] the NURBS (nonuniform rational B-splines) are employed because they can be used to exactly construct many geometric shapes, such as circles and ellipses. In this paper, only ordinary B-splines are used because they can also describe the complex geometry with enough accuracy.For 1D case, the approximation in parametric space by wavelet basis functions is as follows:(28)
f
ξ
=
∑
α
=
0
n
a
1
,
α
h
~
α
ξ
+
∑
j
=
0
m
-
1
a
2
,
j
h
ξ
-
j
,
ξ
∈
0
,
m
.The relationship of physical coordinate and parametric index can be expressed by B-spline basis functions:(29)
x
ξ
=
∑
i
=
1
m
N
i
,
p
ξ
x
i
,where x
i is the coordinate parameter related to N
i
,
p.For 2D case, the approximation can be expressed as(30)
f
ξ
,
η
=
∑
α
1
=
0
n
-
1
∑
α
2
=
0
n
-
1
a
1
,
α
1
,
α
2
ϕ
1
,
α
1
,
α
2
n
ξ
,
η
+
∑
α
=
0
n
-
1
∑
l
=
0
m
2
-
1
a
2
,
α
,
l
ϕ
2
,
α
,
l
n
ξ
,
η
+
∑
j
=
0
m
1
-
1
∑
α
=
0
n
-
1
a
3
,
j
,
α
ϕ
3
,
j
,
α
n
ξ
,
η
+
∑
j
=
0
m
1
-
1
∑
l
=
0
m
2
-
1
a
4
,
j
,
l
ϕ
4
,
j
,
l
n
ξ
,
η
ξ
∈
0
,
m
1
,
η
∈
0
,
m
2
,
(31)
ϕ
1
,
α
1
,
α
2
n
ξ
,
η
=
h
~
α
1
n
ξ
h
~
α
2
n
η
,
(32)
ϕ
2
,
α
,
l
n
ξ
,
η
=
h
~
α
n
ξ
h
n
η
-
l
,
(33)
ϕ
3
,
j
,
α
n
ξ
,
η
=
h
n
ξ
-
j
h
~
α
n
η
,
(34)
ϕ
4
,
j
,
l
n
ξ
,
η
=
h
n
ξ
-
j
h
n
η
-
l
.The relationship of physical space and parametric space can be expressed by 2D tensor product B-spline basis functions:(35)
x
ξ
,
η
=
∑
i
=
1
m
1
∑
j
=
1
m
2
N
i
,
p
ξ
M
j
,
q
η
x
i
j
,
y
ξ
,
η
=
∑
i
=
1
m
1
∑
j
=
1
m
2
N
i
,
p
ξ
M
j
,
q
η
y
i
j
,where x
i
j and y
i
j are, respectively, the coordinate components related to the 2D B-spline basis functions N
i
,
p
M
j
,
q. The relevant first-order derivative can be expressed as(36)
d
f
d
x
d
f
d
y
=
d
x
d
ξ
d
x
d
η
d
y
d
ξ
d
y
d
η
-
1
d
f
d
ξ
d
f
d
η
.Based on the above approximation method, the relative numerical computation can be implemented on “elements” which are taken to be the parameter spans, namely,i
,
i
+
1
×
j
,
j
+
1. Figure 2 illustrates a standard biunit parent element and its image in physical space.Figure 2
Element as parameter span for isoparametric analysis.


### 3.4. The Method of Discretization

The equations for the 2D elasticity problem are expressed as follows:(37)
σ
i
j
,
j
+
b
i
=
0
i
n
Ω
σ
i
j
n
j
=
t
-
i
o
n
Γ
t
u
i
=
u
-
i
o
n
Γ
u
i
,
j
∈
1,2
,where σ
i
j is the stress tensor, b
i is the body force, t
-
i and u
-
i are, respectively, the prescribed tension and displacement, and n
j is the unit outward normal to boundary. In general, collocation methods and Galerkin methods are dominant in discretization. In this paper, the Galerkin approach is adopted. Consider the virtual displacement principle(38)
∫
Ω
σ
i
j
,
j
+
b
i
δ
u
i
d
Ω
+
∫
Γ
t
σ
i
j
n
j
-
t
-
i
δ
u
i
d
Γ
=
0
.
δ
u
i is the variation of real displacement. From formula (38), the weak form can be written as(39)
∫
Ω
δ
e
i
j
σ
i
j
d
Ω
=
-
∫
Γ
t
δ
u
i
t
-
i
d
Γ
+
∫
Ω
δ
u
i
b
i
d
Ω
,where δ
u
i vanishes and u
i
=
u
-
i on Γ
u.In 2D problems, formula (30) can be used for the approximation of the two displacement field functions: u and v. For simplification, the approximation formula can be written as(40)
u
ξ
,
η
=
∑
i
a
u
i
ϕ
u
i
ξ
,
η
,
v
ξ
,
η
=
∑
j
a
v
j
ϕ
v
j
ξ
,
η
,where a
u
i and a
v
j are unknown variables. Then we can obtain the discrete equations by introducing the approximation formula (40) into formula (39). Eventually, a group of linear algebraic equations can be obtained:(41)
K
a
=
f
,where(42)
a
=
a
u
1
,
a
u
2
,
…
,
a
v
1
,
a
v
2
,
…
T
,
K
=
∫
Ω
B
T
D
B
d
Ω
,
f
T
=
∫
Ω
φ
T
b
d
Ω
+
∫
Γ
t
φ
T
t
-
d
Γ
.
D is the 2D elasticity matrix:(43)
D
=
E
0
1
-
ν
0
2
1
ν
0
ν
1
0
0
0
1
-
ν
2
.Plane stress is as follows:(44)
E
0
=
E
,
ν
0
=
ν
.Plane strain is as follows:(45)
E
0
=
E
1
-
ν
2
,
ν
0
=
ν
1
-
ν
,
(46)
B
=
L
φ
,
(47)
L
=
∂
∂
x
0
0
∂
∂
y
∂
∂
y
∂
∂
x
,
(48)
φ
=
ϕ
u
1
0
ϕ
u
2
0
⋯
⋯
0
ϕ
v
1
0
ϕ
v
2
⋯
⋯
.Here, K and f are stiffness matrix and load vector, respectively. In addition, the derivative in formula (47) should be evaluated using formula (36). All relevant computation should be performed on parametric space.


## 3.1. Format of Approximation

Considering the approximation formula (17), it can be found that the form of approximation by DB wavelet basis functions is the same as that in conventional meshless methods. Scaling functions are similar to shape functions, and a
j are similar to variables related to nodes. However, it should be noted that DB wavelet-based method is different from conventional meshless methods in that there is no need to use information of nodes to construct shape functions. We only need to choose proper scaling functions, wavelet functions, and the number of terms. For practical computations, formula (17) can be rewritten as(20)
f
m
n
x
,
y
=
∑
i
a
i
ϕ
i
x
,
y
,where(21)
ϕ
i
x
,
y
=
h
m
,
j
x
h
m
,
k
y
.It can be found that the two place indexes j
,
k of ϕ
i correspond to a serial number i.


## 3.2. B-Spline Basis Functions for Describing Geometry

B-spline functions are defined recursively starting with piecewise constants(
p
=
0
):(22)
N
i
,
0
ξ
=
1
i
f
ξ
i
≤
ξ
<
ξ
i
+
1
0
o
t
h
e
r
w
i
s
e
.For p
=
1,2
,
3
,
…, they are defined by(23)
N
i
,
p
ξ
=
ξ
-
ξ
i
ξ
i
+
p
-
ξ
i
N
i
,
p
-
1
ξ
+
ξ
i
+
p
+
1
-
ξ
ξ
i
+
p
+
1
-
ξ
i
+
1
N
i
+
1
,
p
-
1
ξ
.Important properties of B-spline basis functions are as follows:(1)
They constitute a partition of unity; that is,∀
ξ,(24)
∑
i
=
1
n
N
i
,
p
ξ
=
1
.
(2)
The support of eachN
i
,
p is compact and contained in the interval ξ
i
,
ξ
i
+
p
+
1.
(3)
Each basis function is nonnegative; that is,N
i
,
p
ξ
≥
0
,
∀
ξ.B-spline curves inR
d are constructed by taking a linear combination of B-spline basis functions. The coefficients of the basis functions are referred to as control points. These are somewhat analogous to nodal coordinates in finite element analysis. Piecewise linear interpolation of the control points gives the so-called control polygon. In general, control points are not interpolated by B-spline curves. Given n basis functions, N
i
,
p
i
=
1,2
,
3
,
…
,
n, and corresponding control points, B
i
∈
R
d
i
=
1,2
,
3
,
…
,
n, a piecewise-polynomial B-spline curve is given by (25)
C
ξ
=
∑
i
=
1
n
N
i
,
p
ξ
B
i
.In 2D space, the physical coordinate of the curve can be expressed as (26)
x
ξ
=
∑
i
=
1
n
N
i
,
p
ξ
x
i
,
y
ξ
=
∑
i
=
1
n
N
i
,
p
ξ
y
i
,where (
x
i
,
y
i
) is the coordinate of control points B
i.Given a control netB
i
,
j
∈
R
d, i
=
1,2
,
3
,
…
,
n, j
=
1,2
,
3
,
…
,
m, a tensor product B-spline surface is defined by(27)
S
ξ
,
η
=
∑
i
=
1
n
∑
j
=
1
m
N
i
,
p
ξ
M
j
,
q
η
B
i
,
j
,where N
i
,
p
M
j
,
q is 2D B-spline basis function.


## 3.3. The Isoparametric Analysis Approach Based on B-Spline Patches and DB Wavelet Basis Functions

The DB wavelets scaling functions are good basis functions for approximation. However, the method of approximation introduced in Section2 is only suited for problems that are discretized on uniform grids. The isogeometry analysis method introduced the B-spline functions to describe problem geometry. The domain can be subdivided into B-Spline patches which are similar to elements in finite element method. The important character of B-spline patches is that they must not be regular in physical space. So they can describe complex geometry more flexibly than uniform grids. Considering the similarity between wavelet basis functions and B-spline functions in framework, this paper introduces the B-spline patches to problems using wavelet numerical method. Through isoparametric analysis approach, the function approximation and relative computations based on wavelet basis functions can be implemented on B-spline patches.It should be noted that in the classic isogeometry analysis method [1, 7] the NURBS (nonuniform rational B-splines) are employed because they can be used to exactly construct many geometric shapes, such as circles and ellipses. In this paper, only ordinary B-splines are used because they can also describe the complex geometry with enough accuracy.For 1D case, the approximation in parametric space by wavelet basis functions is as follows:(28)
f
ξ
=
∑
α
=
0
n
a
1
,
α
h
~
α
ξ
+
∑
j
=
0
m
-
1
a
2
,
j
h
ξ
-
j
,
ξ
∈
0
,
m
.The relationship of physical coordinate and parametric index can be expressed by B-spline basis functions:(29)
x
ξ
=
∑
i
=
1
m
N
i
,
p
ξ
x
i
,where x
i is the coordinate parameter related to N
i
,
p.For 2D case, the approximation can be expressed as(30)
f
ξ
,
η
=
∑
α
1
=
0
n
-
1
∑
α
2
=
0
n
-
1
a
1
,
α
1
,
α
2
ϕ
1
,
α
1
,
α
2
n
ξ
,
η
+
∑
α
=
0
n
-
1
∑
l
=
0
m
2
-
1
a
2
,
α
,
l
ϕ
2
,
α
,
l
n
ξ
,
η
+
∑
j
=
0
m
1
-
1
∑
α
=
0
n
-
1
a
3
,
j
,
α
ϕ
3
,
j
,
α
n
ξ
,
η
+
∑
j
=
0
m
1
-
1
∑
l
=
0
m
2
-
1
a
4
,
j
,
l
ϕ
4
,
j
,
l
n
ξ
,
η
ξ
∈
0
,
m
1
,
η
∈
0
,
m
2
,
(31)
ϕ
1
,
α
1
,
α
2
n
ξ
,
η
=
h
~
α
1
n
ξ
h
~
α
2
n
η
,
(32)
ϕ
2
,
α
,
l
n
ξ
,
η
=
h
~
α
n
ξ
h
n
η
-
l
,
(33)
ϕ
3
,
j
,
α
n
ξ
,
η
=
h
n
ξ
-
j
h
~
α
n
η
,
(34)
ϕ
4
,
j
,
l
n
ξ
,
η
=
h
n
ξ
-
j
h
n
η
-
l
.The relationship of physical space and parametric space can be expressed by 2D tensor product B-spline basis functions:(35)
x
ξ
,
η
=
∑
i
=
1
m
1
∑
j
=
1
m
2
N
i
,
p
ξ
M
j
,
q
η
x
i
j
,
y
ξ
,
η
=
∑
i
=
1
m
1
∑
j
=
1
m
2
N
i
,
p
ξ
M
j
,
q
η
y
i
j
,where x
i
j and y
i
j are, respectively, the coordinate components related to the 2D B-spline basis functions N
i
,
p
M
j
,
q. The relevant first-order derivative can be expressed as(36)
d
f
d
x
d
f
d
y
=
d
x
d
ξ
d
x
d
η
d
y
d
ξ
d
y
d
η
-
1
d
f
d
ξ
d
f
d
η
.Based on the above approximation method, the relative numerical computation can be implemented on “elements” which are taken to be the parameter spans, namely,i
,
i
+
1
×
j
,
j
+
1. Figure 2 illustrates a standard biunit parent element and its image in physical space.Figure 2
Element as parameter span for isoparametric analysis.


## 3.4. The Method of Discretization

The equations for the 2D elasticity problem are expressed as follows:(37)
σ
i
j
,
j
+
b
i
=
0
i
n
Ω
σ
i
j
n
j
=
t
-
i
o
n
Γ
t
u
i
=
u
-
i
o
n
Γ
u
i
,
j
∈
1,2
,where σ
i
j is the stress tensor, b
i is the body force, t
-
i and u
-
i are, respectively, the prescribed tension and displacement, and n
j is the unit outward normal to boundary. In general, collocation methods and Galerkin methods are dominant in discretization. In this paper, the Galerkin approach is adopted. Consider the virtual displacement principle(38)
∫
Ω
σ
i
j
,
j
+
b
i
δ
u
i
d
Ω
+
∫
Γ
t
σ
i
j
n
j
-
t
-
i
δ
u
i
d
Γ
=
0
.
δ
u
i is the variation of real displacement. From formula (38), the weak form can be written as(39)
∫
Ω
δ
e
i
j
σ
i
j
d
Ω
=
-
∫
Γ
t
δ
u
i
t
-
i
d
Γ
+
∫
Ω
δ
u
i
b
i
d
Ω
,where δ
u
i vanishes and u
i
=
u
-
i on Γ
u.In 2D problems, formula (30) can be used for the approximation of the two displacement field functions: u and v. For simplification, the approximation formula can be written as(40)
u
ξ
,
η
=
∑
i
a
u
i
ϕ
u
i
ξ
,
η
,
v
ξ
,
η
=
∑
j
a
v
j
ϕ
v
j
ξ
,
η
,where a
u
i and a
v
j are unknown variables. Then we can obtain the discrete equations by introducing the approximation formula (40) into formula (39). Eventually, a group of linear algebraic equations can be obtained:(41)
K
a
=
f
,where(42)
a
=
a
u
1
,
a
u
2
,
…
,
a
v
1
,
a
v
2
,
…
T
,
K
=
∫
Ω
B
T
D
B
d
Ω
,
f
T
=
∫
Ω
φ
T
b
d
Ω
+
∫
Γ
t
φ
T
t
-
d
Γ
.
D is the 2D elasticity matrix:(43)
D
=
E
0
1
-
ν
0
2
1
ν
0
ν
1
0
0
0
1
-
ν
2
.Plane stress is as follows:(44)
E
0
=
E
,
ν
0
=
ν
.Plane strain is as follows:(45)
E
0
=
E
1
-
ν
2
,
ν
0
=
ν
1
-
ν
,
(46)
B
=
L
φ
,
(47)
L
=
∂
∂
x
0
0
∂
∂
y
∂
∂
y
∂
∂
x
,
(48)
φ
=
ϕ
u
1
0
ϕ
u
2
0
⋯
⋯
0
ϕ
v
1
0
ϕ
v
2
⋯
⋯
.Here, K and f are stiffness matrix and load vector, respectively. In addition, the derivative in formula (47) should be evaluated using formula (36). All relevant computation should be performed on parametric space.


## 4. Numerical Examples

In this part, numerical examples for some 2D plain elasticity problems are presented using the analysis method introduced above. The results are compared with those calculated by finite element method or analytical results to show the validity of the proposed method. For simplification, the units are omitted in this paper. In addition, the DB6 wavelet is used in all examples because it performs better in accuracy and efficiency than other DB wavelets.


### 4.1. Solid Circular Cylinder Subjected to Internal Pressure Loading

Solid circular cylinder subjected to constant internal pressure loading is considered in this example. Plane strain conditions are assumed to hold in the axial direction. The problem specification is shown in Figure3. The exact solution for the case with constant pressure is as follows:(49)
u
r
=
1
E
P
R
i
2
R
o
2
-
R
i
2
1
-
v
r
+
R
o
2
1
+
v
r
,
σ
r
=
P
R
i
2
R
o
2
-
R
i
2
1
-
R
o
2
r
2
,
σ
θ
=
P
R
i
2
R
o
2
-
R
i
2
1
+
R
o
2
r
2
.Figure 3
Quarter of a thick cylinder under constant internal pressure.The three meshes used in the analysis are shown in Figure4. They are constructed by the cubic B-spline functions. The displacement and stress results are presented in Table 1. The pressure is set to p
=
1 and material constants are given by E
=
1 and v
=
0.3. It can be found that the numerical results are close to the analytical results even with the first (coarsest) mesh. It is also obvious that the computational accuracy is improved with finer meshes.Table 1
The comparison of numerical and analytical results.
Scale
u
r
σ
θ
Outer
Internal
Outer
Internal
Mesh 1
1.325
1.961
0.6687
1.7091
Mesh 2
1.330
1.964
0.6672
1.6761
Mesh 3
1.331
1.965
0.6684
1.6733
Analytical
1.3333
1.9667
0.6667
1.6667Figure 4
Cylinder under internal pressure. Meshes for computation.


### 4.2. Infinite Plate with a Circle Hole

An infinite plate with a central circular hole as shown in Figure5 is considered. The plate is subjected to uniform unit traction along the x-axis at infinity. Symmetry of the problem is exploited to model only a quadrant of the analysis domain. The radius of the hole is set to be 0.25 and the length and width of the plate are set to be 1. The exact solutions for this problem are(50)
σ
x
=
1
-
a
2
r
2
3
2
cos
⁡
2
θ
+
cos
⁡
4
θ
+
3
a
4
2
r
4
cos
⁡
4
θ
,
σ
x
y
=
-
a
2
r
2
1
2
sin
⁡
2
θ
+
sin
⁡
4
θ
+
3
a
4
2
r
4
sin
⁡
4
θ
,
σ
y
=
-
a
2
r
2
1
2
cos
⁡
2
θ
-
cos
⁡
4
θ
-
3
a
4
2
r
4
cos
⁡
4
θ
.The exact solutions are used to compute the tractions on the traction boundaries (right and top boundaries) and symmetry boundary conditions are applied on the bottom and left edges while the inner edges are traction-free. The three meshes used in this analysis are shown in Figure 6. They are also constructed by the cubic B-spline functions.Figure 5
Quarter of a panel with a circle hole at its center.Figure 6
Panel with circle hole. Meshes for computation.Figure7 shows the stress value (
σ
x
) along the left edge obtained using different meshes. It can be found that the numerical results agree well with the analytical results even using the coarsest mesh. Table 2 shows the comparison of convergent results of stress (
σ
x
) computed by present method and analytical results at different points in the stress concentration zone. The error at every point is very small. Table 3 displays the comparison of the stress concentration factor computed using different meshes.Table 2
The comparison of convergent results of stress(
σ
x
) in stress concentration zone.
Coordinate (x, y)
σ
x
Wavelet method (convergent results)
Analytical solution
(0.0, 0.25)
3.0107
3.0
(0.0, 0.277)
2.4115
2.4025
(0.0488, 0.2452)
2.7391
2.7389
(0.0579, 0.2725)
2.2156
2.2169Table 3
The comparison of the stress concentration factors computed in different scales.
Scale
Stress concentration factor
Mesh 1
3.0794
Mesh 2
3.0251
Mesh 3
3.0168
Convergence
3.0107Figure 7
Stress(
σ
x
) along y-axis.The plot for strain energy error is shown in Figure8. The x-axis represents the number of degrees of freedom. The convergence of this method is evident. The above numerical results demonstrate that the present method is stable and effective for problems with general domains.Figure 8
Plot of error in strain energy with respect to the number of degrees of freedom.


### 4.3. Plate with a Square Hole

Figure9 depicts quarter of a panel with a square hole of a
=
0.25 at its center. The uniform tension p
=
1 in the horizontal direction is applied on the left and right edges of the panel.Figure 9
Quarter of a panel with a square hole at its center.Three meshes used in this analysis are shown in Figure10. The stress results (
σ
x
) along y
=
0.25 are shown in Figure 11. Table 4 displays the stress values (
σ
x
) at singular point, where the results of FEM are computed using more than 22000 elements of plain eight nodes. It can be found that the present method can catch the singular character with relatively less elements. The plot for strain energy error is shown in Figure 12. The x-axis represents the number of degrees of freedom. The strain energy obtained by FEM is used for computing error. It can be observed that the present method exhibits good convergence rates and for a given number of degrees of freedom, the errors are much smaller compared with the traditional wavelet-Galerkin methods. These numerical results demonstrate that the present method can also effectively deal with problems with singularity.Table 4
The comparison of stress values(
σ
x
) at singular point.
Scale
Stress(
σ
x
)
Mesh 1
4.1106
Mesh 2
5.6188
Mesh 3
8.4542
FE method
12.386Figure 10
Panel with square hole. Meshes for computation.Figure 11
Stress(
σ
x
) along y
=
0.25.Figure 12
Plot of error in strain energy for problem of a plate with a square hole.


### 4.4. Semi-Infinite Plate under a Normal Concentration Force

A semi-infinite plate under a normal concentration forceP at its boundary is considered. The computation model of this problem is shown in Figure 13
. The radius of the semicircle in the model is r
=
1. The exact solutions for this problem are(51)
σ
x
=
-
2
P
π
x
2
y
x
2
+
y
2
2
,
σ
y
=
-
2
P
π
y
3
x
2
+
y
2
2
,
σ
x
y
=
-
2
P
π
x
y
2
x
2
+
y
2
2
.The exact solutions are used to compute the tractions on the traction boundaries (semicircle boundaries) while the other edges are traction-free.Figure 13
The computation model for semi-infinite plate under a normal concentration force.Two meshes used in this analysis are shown in Figure14. The stress results (
σ
y
) along x
=
0 are shown in Figure 15. It can be found that the accuracy of stress results with two kinds of meshes is good. Furthermore, the stress results obtained using mesh 2 are close to analytical results even near the singular point. The results in this example further prove that the present method can effectively analyze the problems with singularity.Figure 14
The meshes used for computation.Figure 15
Stress(
σ
y
) along x
=
0.


## 4.1. Solid Circular Cylinder Subjected to Internal Pressure Loading

Solid circular cylinder subjected to constant internal pressure loading is considered in this example. Plane strain conditions are assumed to hold in the axial direction. The problem specification is shown in Figure3. The exact solution for the case with constant pressure is as follows:(49)
u
r
=
1
E
P
R
i
2
R
o
2
-
R
i
2
1
-
v
r
+
R
o
2
1
+
v
r
,
σ
r
=
P
R
i
2
R
o
2
-
R
i
2
1
-
R
o
2
r
2
,
σ
θ
=
P
R
i
2
R
o
2
-
R
i
2
1
+
R
o
2
r
2
.Figure 3
Quarter of a thick cylinder under constant internal pressure.The three meshes used in the analysis are shown in Figure4. They are constructed by the cubic B-spline functions. The displacement and stress results are presented in Table 1. The pressure is set to p
=
1 and material constants are given by E
=
1 and v
=
0.3. It can be found that the numerical results are close to the analytical results even with the first (coarsest) mesh. It is also obvious that the computational accuracy is improved with finer meshes.Table 1
The comparison of numerical and analytical results.
Scale
u
r
σ
θ
Outer
Internal
Outer
Internal
Mesh 1
1.325
1.961
0.6687
1.7091
Mesh 2
1.330
1.964
0.6672
1.6761
Mesh 3
1.331
1.965
0.6684
1.6733
Analytical
1.3333
1.9667
0.6667
1.6667Figure 4
Cylinder under internal pressure. Meshes for computation.


## 4.2. Infinite Plate with a Circle Hole

An infinite plate with a central circular hole as shown in Figure5 is considered. The plate is subjected to uniform unit traction along the x-axis at infinity. Symmetry of the problem is exploited to model only a quadrant of the analysis domain. The radius of the hole is set to be 0.25 and the length and width of the plate are set to be 1. The exact solutions for this problem are(50)
σ
x
=
1
-
a
2
r
2
3
2
cos
⁡
2
θ
+
cos
⁡
4
θ
+
3
a
4
2
r
4
cos
⁡
4
θ
,
σ
x
y
=
-
a
2
r
2
1
2
sin
⁡
2
θ
+
sin
⁡
4
θ
+
3
a
4
2
r
4
sin
⁡
4
θ
,
σ
y
=
-
a
2
r
2
1
2
cos
⁡
2
θ
-
cos
⁡
4
θ
-
3
a
4
2
r
4
cos
⁡
4
θ
.The exact solutions are used to compute the tractions on the traction boundaries (right and top boundaries) and symmetry boundary conditions are applied on the bottom and left edges while the inner edges are traction-free. The three meshes used in this analysis are shown in Figure 6. They are also constructed by the cubic B-spline functions.Figure 5
Quarter of a panel with a circle hole at its center.Figure 6
Panel with circle hole. Meshes for computation.Figure7 shows the stress value (
σ
x
) along the left edge obtained using different meshes. It can be found that the numerical results agree well with the analytical results even using the coarsest mesh. Table 2 shows the comparison of convergent results of stress (
σ
x
) computed by present method and analytical results at different points in the stress concentration zone. The error at every point is very small. Table 3 displays the comparison of the stress concentration factor computed using different meshes.Table 2
The comparison of convergent results of stress(
σ
x
) in stress concentration zone.
Coordinate (x, y)
σ
x
Wavelet method (convergent results)
Analytical solution
(0.0, 0.25)
3.0107
3.0
(0.0, 0.277)
2.4115
2.4025
(0.0488, 0.2452)
2.7391
2.7389
(0.0579, 0.2725)
2.2156
2.2169Table 3
The comparison of the stress concentration factors computed in different scales.
Scale
Stress concentration factor
Mesh 1
3.0794
Mesh 2
3.0251
Mesh 3
3.0168
Convergence
3.0107Figure 7
Stress(
σ
x
) along y-axis.The plot for strain energy error is shown in Figure8. The x-axis represents the number of degrees of freedom. The convergence of this method is evident. The above numerical results demonstrate that the present method is stable and effective for problems with general domains.Figure 8
Plot of error in strain energy with respect to the number of degrees of freedom.


## 4.3. Plate with a Square Hole

Figure9 depicts quarter of a panel with a square hole of a
=
0.25 at its center. The uniform tension p
=
1 in the horizontal direction is applied on the left and right edges of the panel.Figure 9
Quarter of a panel with a square hole at its center.Three meshes used in this analysis are shown in Figure10. The stress results (
σ
x
) along y
=
0.25 are shown in Figure 11. Table 4 displays the stress values (
σ
x
) at singular point, where the results of FEM are computed using more than 22000 elements of plain eight nodes. It can be found that the present method can catch the singular character with relatively less elements. The plot for strain energy error is shown in Figure 12. The x-axis represents the number of degrees of freedom. The strain energy obtained by FEM is used for computing error. It can be observed that the present method exhibits good convergence rates and for a given number of degrees of freedom, the errors are much smaller compared with the traditional wavelet-Galerkin methods. These numerical results demonstrate that the present method can also effectively deal with problems with singularity.Table 4
The comparison of stress values(
σ
x
) at singular point.
Scale
Stress(
σ
x
)
Mesh 1
4.1106
Mesh 2
5.6188
Mesh 3
8.4542
FE method
12.386Figure 10
Panel with square hole. Meshes for computation.Figure 11
Stress(
σ
x
) along y
=
0.25.Figure 12
Plot of error in strain energy for problem of a plate with a square hole.


## 4.4. Semi-Infinite Plate under a Normal Concentration Force

A semi-infinite plate under a normal concentration forceP at its boundary is considered. The computation model of this problem is shown in Figure 13
. The radius of the semicircle in the model is r
=
1. The exact solutions for this problem are(51)
σ
x
=
-
2
P
π
x
2
y
x
2
+
y
2
2
,
σ
y
=
-
2
P
π
y
3
x
2
+
y
2
2
,
σ
x
y
=
-
2
P
π
x
y
2
x
2
+
y
2
2
.The exact solutions are used to compute the tractions on the traction boundaries (semicircle boundaries) while the other edges are traction-free.Figure 13
The computation model for semi-infinite plate under a normal concentration force.Two meshes used in this analysis are shown in Figure14. The stress results (
σ
y
) along x
=
0 are shown in Figure 15. It can be found that the accuracy of stress results with two kinds of meshes is good. Furthermore, the stress results obtained using mesh 2 are close to analytical results even near the singular point. The results in this example further prove that the present method can effectively analyze the problems with singularity.Figure 14
The meshes used for computation.Figure 15
Stress(
σ
y
) along x
=
0.


## 5. Conclusion

In this paper, the DB wavelet scaling functions in[
0
,
+
∞
) which comprise edge scaling functions are chosen as basis functions for approximation. The B-spline patches are constructed to describe the problem domain. Through the isoparametric analysis approach, the function approximation and relevant computation based on DB wavelet basis functions are implemented on B-spline patches. Compared with the traditional wavelet numerical methods which rely on uniform grids, this present method is flexible and easy to work with for numerical analysis. Numerical examples of 2D elasticity problems illustrate that this kind of analysis method is effective and stable. Furthermore, this method gives a thought to perform the traditional wavelet-based numerical analysis on nonuniform grids.



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