Figure 1
– TMRJ: (a) roof building image by Augusto Malta (1906); (b) current facade; (c) longitudinal section by Francisco Oliveira Passos, 1904 [4848 F. O. Passos, Projeto Áquila - Theatro Municipal do Rio de Janeiro. Rio de Janeiro, 1904.]. Sources: (a; b; c) collection of Centro de Documentação do TMRJ (CEDOC).
Figure 2
– Details of the entrance: (a) cross-section; (b) plan of the noble area, including the domes and vault.
Figure 3
– Construction of the subway in the 1970s: (a) overview of the trench next to TMRJ; (b) plan view and section of wooden piles in the foundations; (c) displacements measured in the subway construction trench at Largo da Carioca. Source: a) Photo – Paulo Moreira, 21/05/1975,
https://acervo.oglobo.globo.com, access 07/12/2022 [
5252 P. Moreira, Photo TMRJ. 1975. https://acervo.oglobo.globo.com (accessed Dec. 7, 2022).
https://acervo.oglobo.globo.com...
]; b, c) adapted from report [
77 J. F. T. Jucá, “Influência de escavações nos recalques em edificações vizinhas,” M.S. thesis, Fed. Univ. Rio de Janeiro, Rio de Janeiro, 1981.], [
5353 Sondotécnica, Exame das Fundações do Theatro Municipal do Rio de Janeiro, Relatório EG-620/69. Rio de Janeiro, 1969.].
Figure 4
– Photos of the damage in the vault in the 1970s, by Schiros [5555 L. M. Schiros, “Recuperação estrutural das cúpulas do foyer do Theatro Municipal do Rio de Janeiro,” in Colóq. Patol. Concr. Recuper. Estrut., 1978, pp. 188–204.]: (a) cracks; (b) moisture in the masonry.
Figure 5
– Photos of the strengthening of the extrados of vault in the 1970s, by Schiros [5555 L. M. Schiros, “Recuperação estrutural das cúpulas do foyer do Theatro Municipal do Rio de Janeiro,” in Colóq. Patol. Concr. Recuper. Estrut., 1978, pp. 188–204.]: (a) reinforced concrete collar beam (right-side of the photo), with steel mesh in shotcrete layer and injection tubes for epoxy; (b) the creation of arches, using shotcrete; (c) resin injection plastic tubes for cracks filling and fixing of metal anchors; (d) detail of metal anchors for shotcrete overlay.
Figure 2
– Details of the entrance: (a) cross-section; (b) plan of the noble area, including the domes and vault.
Figure 3
– Construction of the subway in the 1970s: (a) overview of the trench next to TMRJ; (b) plan view and section of wooden piles in the foundations; (c) displacements measured in the subway construction trench at Largo da Carioca. Source: a) Photo – Paulo Moreira, 21/05/1975,
https://acervo.oglobo.globo.com, access 07/12/2022 [
5252 P. Moreira, Photo TMRJ. 1975. https://acervo.oglobo.globo.com (accessed Dec. 7, 2022).
https://acervo.oglobo.globo.com...
]; b, c) adapted from report [
77 J. F. T. Jucá, “Influência de escavações nos recalques em edificações vizinhas,” M.S. thesis, Fed. Univ. Rio de Janeiro, Rio de Janeiro, 1981.], [
5353 Sondotécnica, Exame das Fundações do Theatro Municipal do Rio de Janeiro, Relatório EG-620/69. Rio de Janeiro, 1969.].
Figure 4
– Photos of the damage in the vault in the 1970s, by Schiros [5555 L. M. Schiros, “Recuperação estrutural das cúpulas do foyer do Theatro Municipal do Rio de Janeiro,” in Colóq. Patol. Concr. Recuper. Estrut., 1978, pp. 188–204.]: (a) cracks; (b) moisture in the masonry.
Figure 5
– Photos of the strengthening of the extrados of vault in the 1970s, by Schiros [5555 L. M. Schiros, “Recuperação estrutural das cúpulas do foyer do Theatro Municipal do Rio de Janeiro,” in Colóq. Patol. Concr. Recuper. Estrut., 1978, pp. 188–204.]: (a) reinforced concrete collar beam (right-side of the photo), with steel mesh in shotcrete layer and injection tubes for epoxy; (b) the creation of arches, using shotcrete; (c) resin injection plastic tubes for cracks filling and fixing of metal anchors; (d) detail of metal anchors for shotcrete overlay.
Figure 5
– Photos of the strengthening of the extrados of vault in the 1970s, by Schiros [5555 L. M. Schiros, “Recuperação estrutural das cúpulas do foyer do Theatro Municipal do Rio de Janeiro,” in Colóq. Patol. Concr. Recuper. Estrut., 1978, pp. 188–204.]: (a) reinforced concrete collar beam (right-side of the photo), with steel mesh in shotcrete layer and injection tubes for epoxy; (b) the creation of arches, using shotcrete; (c) resin injection plastic tubes for cracks filling and fixing of metal anchors; (d) detail of metal anchors for shotcrete overlay.
Figure 6
– Intrados of the domes and vault [6060 D. C. B. Cintra, E. S. Sánchez Fo., and D. M. Roehl, "Caracterização das cascas em alvenaria do Theatro Municipal do Rio de Janeiro," Rev Port Eng Estrut., no. 10, pp. 39–50, 2019.]: (a) point cloud; (b) orthophoto of the vault; (c) orthophoto of the dome of Av. Treze de Maio; (d) orthophoto of the dome of Av. Rio Branco. Images: Adolfo B. Ibáñez.
Figure 7
– Infrared image: (a) dome of Av. Rio Branco; (b) vault with indication of metal cramp in blue, treated cracks at the vertex in red and at the lateral in yellow; (c) moisture indication on the vault and walls. Images: (a, b) Eduardo Azambuja; (c) Flávia Lamim.
Figure 8
– Damage map in the intrados of the domes and vault, with indications of the cracking pattern and loss of material that were treated in the 1970s, and the current moisture, all revealed by the thermography.
Figure 9
– Plan with location of the tests.
Figure 10
- Average velocity of longitudinal (Vp) and surface (Vr) waves and standard deviation (%).
Figure 11
– Cross-section of Av. Rio Branco dome: (a) construction detail; (b) radargram [6666 D. C. B. Cintra, P. M. B. Manhães, F. M. C. P. Fernandes, D. M. Roehl, J. T. Araruna Jr, and E. S. Sánchez Fo, "Evaluation of the GPR (1.2 GHz) technique in the characterization of masonry shells of the Theatro Municipal do Rio de Janeiro," Ibracon Struct Mater J, vol. 13, pp. 274–297, 2020.].
Figure 12
– Double flat jack: (a) equipment calibration [6767 E. R. Sanches, Avaliação Não Destrutiva Com Técnica de Macacos Planos e a Fazenda do Pinhal. São Carlos: Univ. Fed. São Carlos, 2017.]; (b) test arrangement; stress x strain diagram to brick masonry (c) Test I; (d) Test II, interrupted early.
Figure 13
- Elastic properties of brick masonry by different methods (fc means compressive strength; τo means shear strength and E means elasticity modulus).
Figure 14
- Elastic properties of stone masonry by qualitative methods (fc means compressive strength; To means shear strength and E means elasticity modulus).
Figure 15
– Configuration of the setups: (a) global; (b) vault; (c) dome (measurements in centimeters).
Figure 16
– Global and local modes.
Figure 17
– Scheme of the numerical analysis performed.
Figure 18
– Identification of the different materials of the model: (a) front view; (b) sectioned back view.
Figure 19
– Linear static analysis: (a) vertical displacements (mm); (b) vertical stress (MPa).
Figure 20
– Comparison between the experimental and numerical modes before and after the calibration.
Figure 21
- Non-linear behavior of materials [8282 DIANA FEA BV, User’s Manual Release 10.2. 2017.].
Figure 22
– Vertical displacements (mm) of numerical model elements (%): (a) instant load; (b) with two construction phases.
Figure 23
– Geometric parameters of the foundation, in meters.
Figure 24
– Vertical displacements (mm) of the foundation in the last gravitational loading step.
Figure 25
– Configuration of cracks in the intrados of domes and vaul for the cases of non-uniform soil stiffness.
Figure 26
– (a) Position of the displacement control points; (b) vertical displacement (mm) in P9 for Case 3.
Figure 27
– Displacement (mm) for Case 3: (a) vertical; (b) horizontal.
Figure 28
– Gravitational load capacity curve in the original building (before strengthening): (a) vault; (b) dome.
Figure 29
– Collapse mechanism due to gravitational loads in the original model.
Figure 30
– Gravitational load capacity of vault in the original and strengthening condition.
Figure 20
– Comparison between the experimental and numerical modes before and after the calibration.
Figure 21
- Non-linear behavior of materials [8282 DIANA FEA BV, User’s Manual Release 10.2. 2017.].
Figure 22
– Vertical displacements (mm) of numerical model elements (%): (a) instant load; (b) with two construction phases.
Figure 23
– Geometric parameters of the foundation, in meters.
Figure 24
– Vertical displacements (mm) of the foundation in the last gravitational loading step.
Figure 25
– Configuration of cracks in the intrados of domes and vaul for the cases of non-uniform soil stiffness.
Figure 26
– (a) Position of the displacement control points; (b) vertical displacement (mm) in P9 for Case 3.
Figure 27
– Displacement (mm) for Case 3: (a) vertical; (b) horizontal.
Figure 28
– Gravitational load capacity curve in the original building (before strengthening): (a) vault; (b) dome.
Figure 29
– Collapse mechanism due to gravitational loads in the original model.
Figure 30
– Gravitational load capacity of vault in the original and strengthening condition.
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