![References
[1] G. Del Piero Limit analysis and no-tension materials
Int. J. Plasticity 14, 259-271 (1998)
[2] M. Lucchesi, N. Zani Some explicit solutions to
equilibrium problem for masonry-like bodies Struc.
Eng. Mech. 16, 295-316, (2003)
[3] M. Lucchesi, M. Silhavy, N. Zani A new class of
equilibrated stress fields for no-tension bodies J.
Mech. Mat. Struct. 1, 503-539, (2006)
[4] M. Lucchesi, M. Silhavy, N. Zani Integration of
measures and admissible stress fields for masonry
bodies J. Mech. Mat. Struct. 3, 675-696, (2008)
[5] M. Lucchesi, C. Padovani, M. Silhavy An energetic
view of limit analysis for normal bodies Quart. Appl.
Math 68, 713-746 (2010)
[6] M. Lucchesi, M. Silhavy, N. Zani Integration of
parametric measures and the statics of masonry
panels Ann. Solid Struct Mech. 2, 33-44, (2011)
31](https://image.slidesharecdn.com/sperlonga2011-111209030749-phpapp01/85/Sperlonga-2011-31-320.jpg)
Sperlonga 2011
- 1. Symposium in honour of Gianpietro Del Piero Sperlonga September 30th and October 1st 2011. The static theorem of limit analysis for masonry panels M. Lucchesi, M. Šilhavý, N. Zani
- 2. 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 œ I/ I0 I 0 − Sym X œ ‚ÒI / Ó I0 † X œ ! where I (?) œ " Ðf? f?T Ñ # is the infinitesimal strain and ‚ is symmetric and positive definite, i.e., 2
- 3. E" † ‚ÒE# Ó œ E# † ‚ÒE" Óß E † ‚ÒEÓ ! for each E − Symß E Á ! Proposition For each I − Sym there exists a unique triplet ÐX ß I / ß I 0 Ñ that satisfies the constitutive equation. Moreover, a masonry-like material is hyperelastic. We write AÐI Ñ œ " X ÐI Ñ † I # for the stored energy. 3
- 4. Notations H reference configuration of the body ` H œ W fß such that W f œ g ? displacement field, such that ul W œ ! = À f Ä ‘$ surface traction , À H Ä ‘$ body force X À H Ä Sym stress tensor s S b Ω D 4
- 5. Limit analysis The limit analysis deals with a family of loads _Ð-Ñ that depend linearly on a scalar parameter - − ‘, _ Ð - Ñ œ Ð , - ß =- Ñ œ Ð , ! - , " ß = ! - = " Ñ , ! , =! permanent part of the load , " ß =" variable part of the load - loading multiplier ,! and ," are supposed to be square integrable functions on H, =! and =" are supposed to be square integrable functions on f . 5
- 6. Let Z œ Ö@ − [ "ß# ÐHß ‘$ Ñ À @ œ ! a.e. on W× be the Sobolev space of all ‘$ valued maps such that @ and the distributional derivative f@ of @ are square integrable on H. For each Ð-ß @Ñ − ‘ ‚ Z we define the potential energy of the body MÐ-ß @Ñ œ ( AÐI Ð@Ñ.Z ( @ † , - .Z ( @ † =- .E H H f where ( AÐI Ð@Ñ.Z H is the strain energy and _Ð-Ñß @ œ ( @ † , - .Z ( @ † =- .E H f is the work of the loads. 6
- 7. Moreover, we define the infimum energy M! Ð-Ñ œ inf ÖMÐ-ß @Ñ À @ − Z ×Þ Proposition (i) The functional M! À ‘ Ä ‘ Ö _× is 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. 7
- 8. (ii) The functional M! is upper semicontinuous, M! Ð-Ñ lim supM! Ð-5 Ñ 5Ä_ for every - − ‘ and every sequence -5 Ä -. We interpret the elements of A as loading multipliers for which the loads _Ð-Ñ are safe, i.e. the body does not collapse. 8
- 9. Each finite endpoint -- of the interval A is called a collapse multiplier with the interpretation that for - œ -- or at least for - arbitrarily close to -- outside A the body collapses. We say that a stress field X is admissible if X − P# ÐHß Sym Ñ and that X equilibrates the loads _Ð-Ñ œ Ð, - ß =- Ñ if ( X † I Ð@Ñ.Z œ ( @ † , .Z ( @ † = .E - - H H f for every @ − Z . We say that the loads _Ð-Ñ are compatible if there exists a stress field X that is admissible and equilibrates _Ð-ÑÞ 9
- 10. Proposition (Static theorem of the limit analysis) The loads _Ð-Ñ are compatible if and only if M! Ð - Ñ _ . That is the loads _Ð-Ñ are safe (i.e. - − A) if and only if there exist a stress field X which (i) is square integrable, (ii) takes its values in Sym , (iii) equilibrates the loads _Ð-Ñ. 10
- 11. 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. p o x y λ Ω+ γλ h λ Ω− λq b 11
- 12. 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. 12
- 13. p x O y γλ λ H œ Ð!ß ,Ñ ‚ Ð!ß 2Ñ § ‘# ß W œ Ð!ß FÑ ‚ Ö2×ß f œ ` H ÏW ß , - œ !ß Ú :4, on Ð!ß ,Ñ ‚ Ö!× =- Ð<Ñ œ Û -3ß on Ö!× ‚ Ð!ß 2Ñ Ü ! elsewhere where : !ß - ! and < œ ÐBß CÑ. 13
- 14. p x O y Ωλ + γλ a Ωλ − λ 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 − H À C œ Ê B× - : - 14
- 15. which divides H into the two regions H- , „ H- œ ÖÐBß CÑ − H À C Ê : + B×, - H- œ ÖÐBß CÑ − H À C Ê B×Þ : - The singularity curve # - has to be wholly contained into the region H and this implies ! - -- with :, # -- œ # Þ 2 15
- 16. For the regular part of the stress field X<- (defined outside # - ) we take œœ - :4 Œ 4 if < − H+ X<- Ð<Ñ -3 Œ 3 if < − H- Þ 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 È:- <Œ< k<k Þ < k<k We note that is the unit tangent vector to # - . 16
- 17. The stress field T- œ X<- X=- has to be interpreted as a tensor valued measure. That is, a function defined on the system of all Borel subsets of H which takes its values in Sym and is countably additive, T Œ E3 œ ! T- ÐE3 Ñ _ _ - 3œ" 3œ" 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 X<- and a singular, part concentrated on # - , with density X=- . Both the densities X<- and X=- are regular functions. 17
- 18. We can prove that the stress measure T- weakly equilibrates the loads Ð, - ß =- Ñ, that is ( I Ð@Ñ. T œ ( @ † , .Z ( @ † = .Eß - - H H f for any @ − Z . 18
- 19. Integration of measures By the static theorem of limit analysis, in order to assert that the loads _Ð-Ñ are compatible we need an equilibrated 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 T- to determine a square integrable stress field X - . Crucial to this procedure is the fact that both the loads Ð=- ß , - Ñ and the admissible equilibrating stress measure T- depend on a parameter -. 19
- 20. p x o y γ μ+ε γμ γ μ−ε μ The idea is to take the average of the stress measure over any set Ð. %ß . %Ñ, where % ! is sufficiently small. Averaging gives the measure Tœ ( " .% - T . -Þ #% .% 20
- 21. It may happen that this measure, in contrast to T. , is 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 _Ð.Ñ are compatible. In fact if Ð. %ß . %Ñ § Ð!ß -- Ñ then the measure Tœ ( " .% - T .- #% .% is absolutely continuous with respect to the area (Lebesgue) measure with density X . X is a bounded admissible stress field on H that equilibrates the loads _Ð.Ñ. We have X œ X< X = Þ 21
- 22. The densities X< and X= can be explicitly calculated. In fact, we have X< Ð < Ñ œ ( " .% - X Ð<Ñ. - œ #% .% < Ú :4 Œ 4 if < − H- ÏE Û .3 Œ 3 + Ü Ð#%Ñ" Ð!Ð<Ñ3 Œ 3 " Ð<Ñ4 Œ 4 Ñ if < − H- ÏE if < − E where E œ ÖÐBß CÑ − H À . % :B# ÎC # . %× is the shaded area in the figure, and " # % % !Ð<Ñ œ Ð: B ÎC Ð. %Ñ# Ñß # " Ð<Ñ œ :Ð. % :# B% ÎC % ÑÞ 22
- 23. Moreover, Ú : # B# X= Ð<Ñ œ Û <Œ< if < − E Ü! %C% otherwise It is easily to verify that the stress field X œ X< X = is admissible, i.e. X a square integrable function which takes its values in Sym , and that it equilibrates the loads _Ð.Ñ, X 8 œ =. on f , div X œ ! in H. 23
- 24. Panels with opening a p c x o F1 y γ2 h2 Ω1 γ1 Ω3 e Ω2 B γ3 h1 d C A q b2 b1 b2 24
- 25. p a c h2 e h1 qc b2 b1 b2 h2 e B h1 A C b2 b1 b2 25
- 26. p qc a h2 h1 b2 b1 b2 a h2 B Ι h1 C A b2 b1 b2 26
- 27. Panel under gravity x O λ y b γ The panel is subjected to a side loads and its own gravity on ˜!× ‚ Ð!ß LÑ, =- Ð < Ñ œ œ -3 ! elsewhere. 27
- 28. The singularity curve is # - œ šÐBß CÑ − H À C œ -,B# Î-›, - œ "Î# È$Î'Þ and -- œ -,F # ÎLÞ Ú ,C 4 Œ 4 in H- ß X<- Ð<Ñ œ Û Ü -3 Œ 3 ,B3 4 - 4 Œ 4 , # B# - in H ß with 3 4 œ 3 Œ 4 4 Œ 3Þ 28
- 29. X=- œ 5 - >- Œ >- ß with È$ - 5 Ð< Ñ œ ,BÈB# %C # ' and ÈB# %C # ÐBß #CÑ >- Ð< Ñ œ the unit tangent vector to # - . 29
- 30. By integration we obtain Ú ,C 4 Œ 4 - X Ð<Ñ œ Û .3 Œ 3 ,B3 4 , # B# Î-4 Œ 4 in H ÏE ß Ü W Ð< Ñ in H- ÏEß in Eß where E œ Ö< œ ÐBß CÑ À ,-B# ÎC − Ð. &ß . &Ñ× and W Ð<Ñ œ Ð#&Ñ š’ Ð . % Ñ # “3 Œ 3 , # B% " " "#C# # ’ ,BÐ. &Ñ“3 4 , # B$ $C È$ ’Š ‹, B ,CÐ. %Ñ“4 Œ 4 ›Þ & CÐ. &Ñ # # 68 # ' ,-B# 30
- 31. References [1] G. Del Piero Limit analysis and no-tension materials Int. J. Plasticity 14, 259-271 (1998) [2] M. Lucchesi, N. Zani Some explicit solutions to equilibrium problem for masonry-like bodies Struc. Eng. Mech. 16, 295-316, (2003) [3] M. Lucchesi, M. Silhavy, N. Zani A new class of equilibrated stress fields for no-tension bodies J. Mech. Mat. Struct. 1, 503-539, (2006) [4] M. Lucchesi, M. Silhavy, N. Zani Integration of measures and admissible stress fields for masonry bodies J. Mech. Mat. Struct. 3, 675-696, (2008) [5] M. Lucchesi, C. Padovani, M. Silhavy An energetic view of limit analysis for normal bodies Quart. Appl. Math 68, 713-746 (2010) [6] M. Lucchesi, M. Silhavy, N. Zani Integration of parametric measures and the statics of masonry panels Ann. Solid Struct Mech. 2, 33-44, (2011) 31