sperlonga 2011
TRANSCRIPT
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Symposium in honour of Gianpietro Del Piero
Sperlonga
September 30th and October 1st 2011.
The static theorem of limit analysis for masonrypanels
M. Lucchesi , M. ilhav N. ZaniŠ ý,
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Constitutive equations
In order to characterize a masonry-like material we assume
that the stress must be negative semidefinite and that the
strain is the sum of two parts: the former depends linearly
on the stress, the letter is orthogonal to the stress and
positive semidefinite,
X − Sym
I I Iœ / 0
I0 − Sym
X Iœ Ò Ó‚ /
I X0 † œ !
where I ? ? ?( ) œ Ðf f Ñ"
#T
is the infinitesimal strain and is symmetric and positive‚
definite, i.e.,
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E E E E" # # "† Ò Ó œ † Ò Óß‚ ‚
E E E E !† Ò Ó ! − ß Á‚ for each Sym
Proposition
For each Sym there exists a unique tripletI −
Ð ß ß ÑX I I/ 0 that satisfies the constitutive equation.
Moreover, a masonry-like material is hyperelastic.
We write
AÐ Ñ œ Ð Ñ †I X I I"#
for the stored energy.
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Notations
H reference configuration of the body
` œ ß œ gH W f W f such that
u? ! displacement field, such that lWœ
= À Äf ‘$ surface traction
body force, À ÄH ‘$
X À ÄH Sym stress tensor
D
Sb
s
Ω
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Limit analysis
The limit analysis deals with a family of loads that_ -Ð Ñ
depend linearly on a scalar parameter ,- ‘−
_ - - -Ð Ñ œ Ð ß Ñ œ Ð ß Ñ, = , , = =- -! " ! "
, =! !, permanent part of the load
variable part of the load, =" "ß
loading multiplier-
, ,! " and are supposed to be square integrable functions on
H, and are supposed to be square integrable functions= =! "
on .f
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Let
Z œ Ö − [ Ð ß Ñ À œ ×@ @ !"ß# $H ‘ W a.e. on
be the Sobolev space of all valued maps such that and‘$ @
the distributional derivative of are square integrablef@ @
on .H
For each we define the Ð ß Ñ − ‚ Z- ‘@ potential energy
of the body
MÐ ß Ñ œ AÐ Ð Ñ.Z † .Z † .E- @ I @ @ , @ =( ( (H H f
- -
where
(H
AÐ Ð Ñ.ZI @
is the strain energy and
Ð Ñß œ † .Z † .E_ - @ @ , @ =( (H f
- -
is the work of the loads.
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Moreover, we define the infimum energy
M Ð Ñ œ ÖMÐ ß Ñ À − Z ×Þ! - -inf @ @
Proposition
(i) The functional is ,M À Ä Ö _×! ‘ ‘ concave
M Ð+ Ð" +Ñ Ñ +M Ð Ñ Ð" +ÑM Ð Ñ! ! !- . - .
for every , and .- . ‘− + − Ò!ß "Ó
Therefore, the set
A - ‘ -À œ Ö − À M Ð Ñ _×!
is an interval.
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(ii) The functional is ,M! upper semicontinuous
M Ð Ñ M Ð Ñ! ! 55Ä_
- -lim sup
for every and every sequence .- ‘ - -− Ä5
We interpret the elements of as loading multipliers forA
which the loads are , i.e. the body does not_ -Ð Ñ safe
collapse.
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Each finite endpoint of the interval is called a- A-
collapse multiplier with the interpretation that for - -œ -
or at least for arbitrarily close to outside the body- - A-
collapses.
We say that a stress field is ifX admissible
X − P Ð ß Ñ# H Sym
and that ifX , =equilibrates the loads _ -Ð Ñ œ Ð ß Ñ- -
( ( (H H f
X I @ @ , @ =† Ð Ñ.Z œ † .Z † .E- -
for every .@ − Z
We say that the loads are if there exists a_ -Ð Ñ compatible
stress field that is admissible and equilibrates X _ -Ð ÑÞ
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Proposition (Static theorem of the limit analysis)
The loads are compatible if and only if_ -Ð Ñ
M Ð Ñ _! - .
That is the loads are safe (i.e. ) if and only if_ - - AÐ Ñ −
there exist a stress field whichX
(i) is square integrable,
(ii) takes its values in Sym ,
(iii) equilibrates the loads ._ -Ð Ñ
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Rectangular panels
In the study of the static of masonry panels we verify that
the problem of finding negative semidefinite stress fields
that equilibrate the loads is considerably simplified if
instead of stress fields represented by square integrable
functions we allow the presence of curves of concentrated
stress.
xy
op
h
λq
γΩ
Ω
λ
λ
λ
+
−
γλ
b
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Example
In the following example, firstly, we will obtain a stress
field which is a measure, whose divergence is a measure,
that equilibrate the loads in a weak sense. Then we will see
a procedure that, starting from this singular stress field,
allow us to determine a stress field which is admissible and
equilibrates the loads in the classical sense.
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x
y
O
γ
λ
λ
p
H ‘œ Ð!ß ,Ñ ‚ Ð!ß 2Ñ § ß#
W œ Ð!ßFÑ ‚ Ö2×ß
f H Wœ ` Ï ß
, !- œ ß
= <43
!
-Ð Ñ œ: Ð!ß ,Ñ ‚ Ö!×
ß Ö!× ‚ Ð!ß 2Ñ
ÚÛÜ
, on on elsewhere
-
where and .: !ß ! œ ÐBß CÑ- <
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x
y
O
γ
λ
λ
p
Ωλ+
Ωλ−
a
The singularity curve can be obtained by imposing the#-
equilibrium of the shaded rectangular region with the
respect to the rotation about its left lower corner. We
obtain
#- œ ÖÐBß CÑ − À C œ B×:
H-
Ê
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which divides into the two regions ,H H„-
H H-+
- œ ÖÐBß CÑ − À C B×:Ê ,
H H-
- œ ÖÐBß CÑ − À C B×Þ:Ê
The singularity curve has to be wholly contained into#-
the region and this impliesH
! - --
with
--
#
#œ Þ
:,
2
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For the regular part of the stress field (defined outsideX<-
#-) we take
X <4 4 <
3 3 <<
--
-Ð Ñ œ : Œ −
Œ − Þœ if
if H
- H+
The stress field defined on can be obtained by imposing#-
the equilibrium of the shaded rectangular region with the
respect to the translation. We obtain
X << <
<=-Ð Ñ œ : Þ
ŒÈ k k-
We note that is the unit tangent vector to .<
<k k #-
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The stress field
T- - -œ X X< =
has to be interpreted as a . That is,tensor valued measure
a function defined on the system of all Borel subsets of H
which takes its values in Sym and is countably additive,
T T- -Œ !3œ"
_
3 33œ"
_
E œ ÐE Ñ
for each sequence of pairwise disjoint (borelian) sets.
T- is the sum of an absolutely continuous part (with
respect to the area measure) with density and aX<-
singular, part concentrated on , with density . Both#- -X=
the densities and are regular functions.X X< =- -
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We can prove that the stress measure weaklyT-
equilibrates the loads , that isÐ ß Ñ, =- -
( ( (H H f
I @ @ , @ =Ð Ñ. œ † .Z † .EßT - -
for any .@ − Z
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Integration of measures
By the static theorem of limit analysis, in order to assert
that the loads are we need an equilibrated_ -Ð Ñ compatible
stress field that is a square integrable function and then
equilibrated stress measures are not enough.
Now we describe a procedure that in certain cases allows
us to use the stress measure to determine a squareT-
integrable stress field . Crucial to this procedure is theX -
fact that both the loads and the admissibleÐ ß , Ñ=- -
equilibrating stress measure depend on a parameter .T- -
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x
y
o
μ
γμγμ+ε
γμ−ε
p
The idea is to take the average of the stress measure over
any set , where is sufficiently small.Ð ß Ñ !. % . % %
Averaging gives the measure
T Tœ . Þ"
#%( . %
. %
- -
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It may happen that this measure, in contrast to , isT.
absolutely continuous with respect to the area measure with
a square integrable density.
For the previous example we obtain the following result.
If , then the loads are compatible. In fact! Ð Ñ- - _ .-
if then the measureÐ ß Ñ § Ð!ß Ñ. % . % --
T Tœ ."
#%( . %
. %
- -
is absolutely continuous with respect to the area
(Lebesgue) measure with density .X
X is a bounded admissible stress field on thatH
equilibrates the loads . We have_ .Ð Ñ
X X Xœ Þ< =
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The densities and can be explicitly calculated. InX X< =
fact, we have
X < X <<
<Ð Ñ œ Ð Ñ. œ
"
#%( . %
. %
- -
ÚÛÜ
: Œ − ÏE
Œ − ÏE
Ð# Œ Œ Ñ − E
4 4 <
3 3 <
3 3 4 4 <
if if if
H
. H
"
+-
-
% !Ñ Ð Ð Ñ Ð Ñ" < <
where
E œ ÖÐBß CÑ − À :B ÎC ×H . % . %# #
is the shaded area in the figure, and
!Ð Ñ œ Ð: B ÎC Ð"
#< # % % . % Ñ Ñß#
" . %Ð Ñ œ :Ð : B ÎC ÑÞ< # % %
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Moreover,
X <=
# #
Ð Ñ œ : B
!
ÚÛÜ %C
Œ − E%
< < <if
otherwise
It is easily to verify that the stress field
X X Xœ < =
is admissible, i.e. a square integrable function whichX
takes its values in Sym , and that it equilibrates the loads
_ .Ð Ñ,
X8 = X !œ œ. on , div in .f H
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Panels with opening
p
h1
h2
b2 b1 b2q
x
y
o
Ω 1
2Ω
Ω 3
1γ
γ2
γ3
a
c
F1
e
d
A
B
C
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a
c
e
b2 b2b1
h1
h2
p
qc
b2
h1
h2
b1 b2
e
A
B
C
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a
pq
b1
h1
b2
h2
b2
c
a
b2
h2
h1
b1b2
Ι
A
B
C
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Panel under gravity
b
x
y
O
γ
λ
The panel is subjected to a side loads and its own gravity
= <3
!-Ð Ñ œ
!× ‚ Ð!ßLÑ on ,elsewhere.œ ˜-
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The singularity curve is
# H -- œ ÐBß CÑ − À C œ -,B Î - œ "Î# $Î'Þš › È# ,
and
--#œ -,F ÎLÞ
X <4 4
3 3 3 4 4 4<
# #
-
-
-Ð Ñ œ
,C Œ ß
Œ ,B Œ ß, B
ÚÛÜ
in
in
H
- H-
with 3 4 3 4 4 3 œ Œ Œ Þ
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X > >=- - - -œ Œ ß5
with
5-Ð Ñ œ ,B B %C$
'<
È È # #
and
> <-Ð Ñ œÐBß #CÑ
B %CÈ # #
the unit tangent vector to .#-
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By integration we obtain
X <4 4
3 3 3 4 4 4W <
Ð Ñ œ ,C Œ ÏE ß
Œ ,B , B Î Œ ÏEßÐ Ñ Eß
ÚÛÜ
in in in
H
. - H
# #
-
-
where
E œ Ö œ ÐBß CÑ À ,-B ÎC − Ð ß Ñ×< # . & . &
and
W < 3 3Ð Ñ œ Ð# Ñ Ð Ñ Œ , B "
"#C #& . %" #
# %
#š’ “
’ “ ,BÐ Ñ , B
$C
# $
. & 3 4
’Š ‹ “ ›È$ & CÐ Ñ
# ' ,-B 68 , B ,CÐ Ñ Œ Þ
. &. %
## # 4 4
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References
[1] G. Del Piero Limit analysis and no-tension materials Int. J. Plasticity , 259-271 (1998)14[2] M. Lucchesi, N. Zani Some explicit solutions to equilibrium problem for masonry-like bodies Struc. Eng. Mech. , 295-316, (2003)16[3] M. Lucchesi, M. Silhavy, N. Zani A new class of equilibrated stress fields for no-tension bodies J. Mech. Mat. Struct. , 503-539, (2006)1[4] M. Lucchesi, M. Silhavy, N. Zani Integration of measures and admissible stress fields for masonry bodies J. Mech. Mat. Struct. , 675-696, (2008)3[5] M. Lucchesi, C. Padovani, M. Silhavy An energetic view of limit analysis for normal bodies Quart. Appl. Math , 713-746 (2010)68[6] M. Lucchesi, M. Silhavy, N. Zani Integration of parametric measures and the statics of masonry panels Ann. Solid Struct Mech. , 33-44, (2011)2