Civil Engineering Reference
In-Depth Information
This proves (3.45) with C(h) = ch , and it follows from the preceding investiga-
tions that the P 1 element locks.
On the other hand, it is clear that the construction (3.53) of pairs (θ, w) with
B(θ, w)
0 can be approximated by piecewise polynomials of degree 2, and then
the locking is avoided.
=
We consider now the remedies for the low degree elements discussed in
Remark 3.12 and start with a mixed method with a penalty term. The weak solution
(θ, w) of the variational problem with the internal stored energy (3.51) and a load
(f, w) :
= 0 fwdx is given by
) + t 2 (w θ,v ψ) = (f, v)
for ψ, v H 0 .
( 3 . 56 )
= t 2 (w θ) L 2 leads to the saddle
The introduction of the shear term γ :
point formulation
) + (v ψ, γ ) = (f,v)
ψ,v H 0 ,
( 3 . 57 )
(w θ,η) t 2 (γ, η) =
0
η L 2 .
{ (ψ, v) (H 0 ) 2
; v ψ =
The ellipticity on the kernel
0
}
is obtained by applying
Friedrichs' inequality
1
2 | ψ |
1
2 | ψ |
1
2 | ψ |
c
2 ψ
1
2 | ψ |
c
ψ
2 v
2
0
2
1
2
1
2
1
2
0
2
1
2
=
+
+
=
+
0 .( 3 . 58 )
Given η L 2 , we define ρ(x) :
= x(b x) , and an appropriate pair (ψ, v) for
verifying the inf-sup condition is given by
0 η(ξ)dξ
0 ρ(ξ)dξ
A :
=
,
( 3 . 59 )
x
η(ξ)dξ A x
0
v(x) :
=
ρ(ξ)dξ ,
ψ(x) :
=− Aρ(x).
0
By Theorem III.4.11 the saddle point problem is stable.
We consider the discretization of (3.57). The finite element spaces for θ and
w are the same as above. Specifically, let θ h ,w h M
1
0 , 0 , i.e., they are piecewise
linear functions on a partition of the interval [0 ,b ]. Now the shear terms are chosen
as piecewise constant functions, i.e., γ h M
0 , and the finite element equations
are
h ) + (v ψ, γ h ) = (f,v)
1
ψ,v M
0 , 0 ,
( 3 . 60 )
(w θ h ,η) t 2 h ,η) =
0 .
η M
0
The inf-sup condition can obviously be established in the same way as for (3.57),
and the ellipticity can be verified also with minor changes since w is piecewise
constant. The mixed method is stable. Thus locking is now eliminated.
 
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