Reforço Sísmico de Edifícios Antigos de Alvenariarbento/css/Fundec_SEVERES_Part6.1_Ref.pdf · AVALIAÇÃO SÍSMICA E REFORÇO DE EDIFÍCIOS ANTIGOS DE ALVENARIA, 6 e 7 de Junho

AVALIAÇÃO SÍSMICA E REFORÇO DE EDIFÍCIOS ANTIGOS DE ALVENARIA, 6 e 7 de Junho 2013

Reforço Sísmico de Edifícios Antigos de Alvenaria

Rita Bento


• Obtenção de um nível de resistência sísmica adequado sem comprometer a ductilidade global necessária;

• Correção dos erros locais encontrados;

• Melhoria da regularidade estrutural em altura e em planta;

• Aumento local da ductilidade e/ou da capacidade de dissipação de energia;

• Atuação através do reforço direto de certos elementos deficientes ou pela introdução de novos elementos resistentes;

• Minimização dos custos de operação (análise custo-benefício)

A decisão quanto à solução, dimensão e necessidade de intervenção deve basear-se na avaliação estrutural executada, focando-se nos seguintes pontos:

TÉCNICAS DE REFORÇO SÍSMICO DE EDIFÍCIOS


A intervenção com vista ao reforço sísmico pode ser dividida:

1. Técnicas de Intervenção ao nível das fundações

2. Técnicas de Intervenção ao nível local

3. Técnicas de Intervenção ao nível global



Técnicas de Intervenção ao nível das fundações




• Reforço do terreno de fundação, nomeadamente por injeção e jet-grounding

!(Lourenço, P; U. Minho)




• Reforço da fundação, alargamento da base com betão e conectores

19

37

DECivil a) Alargamento da fundação superficial existente

APPLETON, J., Reabilitação de Edifícios Antigos Patologias e tecnologias de intervenção, Edições Orion, 1ª Edição, Setembro de 2003.

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38

DECivil b) Consolidação da fundação (de alvenaria!) existente

APPLETON, J., Reabilitação de Edifícios Antigos Patologias e tecnologias de intervenção, Edições Orion, 1ª Edição, Setembro de 2003.

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2.*.-+.'01#2.#34'2)2.*.-+.'01#2.#34'2)556.*6.*

(Appleton, J; 2003)



Abril de 2011pág. 7

!"#$%&%'#()*+,"+"-'!.'.!#-+#/'%0#-+,"+#&1"/#!%#+"+2#,"%!#Consolidação de Fundações - Execução de Micro-estacas

(Appleton, J; 2011)


• Reforço da fundação a partir de micro-estacas


!"#$%&%'#()*+,"+"-'!.'.!#-+#/'%0#-+,"+#&1"/#!%#+"+2#,"%!#Consolidação de Fundações - Execução de Micro-estacas



Técnicas de Intervenção ao nível local



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(Roque, 2002)


• Injeção de Fendas

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• Confinamento transversal das Paredes

(Cóias, 2007)

Colocação de confinadores

• apertados mecanicamente

• colocados face a face em paredes

Aumento substancial da resistência da alvenaria

Reduzida intrusividade

Reversibilidade

O Efeito do confinamento interessa a totalidade da espessura da parede



(Coias, 2007)

Técnicas de Intervenção ao nível local • Reforço de nembos/colunas: aplicação de folha ou tecido compósito

• Reforço de paredes de alvenaria com tecido de fibras de carbono

(http://evstudio.info/carbon-fiber-reinforcement-of-masonry-wall-for-new-7-eleven/)



Técnicas de Intervenção ao nível Global



(Foto Edifer)


• Reforço de pisos e ligações pisos-paredes – chapas metálicas

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DECivil F) Reforço da ligação dos pisos de madeira com alvenariaexterior com recurso a peças metálicas (cont.):

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(Edifer)

Fixação de perfis de aço em paredes para reforço de frechais e apoio dos barrotes do pavimento




• Reforço de pisos

(www.tecnaria.com) (Calvi, 2012)

Fibras de Carbono na parte de baixo do piso

Laje de Betão



(A. Costa, 2008)


•  Utilização de Tirantes/Barras Roscadas (‘Tie-Rods’)

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(A. Costa, 2008)


•  Utilização de Tirantes/Barras Roscadas (‘Tie-Rods’)

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(Santos, 2003)

40/48

An alternative solution, very useful in particular situations, will be the insertion of strengthening components (in steel or timber), glued to the extrados of the masonry, which provides stiffness to the vault and in which the barrier effect is much less sensitive (Fig. 31).

Figure 30 Tying of masonry vaults with tie-rods in

steel (21) Figure 31: Strengthening of masonry vault with

timber ribs glued on the extrados (8)

When blocks have become out of position, an adequate solution will be dismantling, followed by rebuilding in the correct position. In very severe situations, when the shape of the element has been heavily changed, it can be more appropriate to demolish the element, followed by its reconstruction using materials similar to the original ones.

In the case of filled vaults, one possible solution will be the reduction of weight or, if appropriate, the adjustment of its distribution.

In the case of floors made with brick vaults supported on steel beams, an adequate measure to restrict their lateral separation will consist in the placing of tie-rods, in steel, welded onto the bottom flange of the beams.

c) Towers and chimneys

The most common solution for the strengthening of this type of element consists ofn tying them with horizontal ties, usually, steel strips or cables (Fig. 32), or by wrapping them with glued composites (CFRP, GRC, etc.).

In the case of prismatic towers an appropriate measure will be the provision of diaphragms (in concrete or steel), at intermediate levels, for the confinement of the walls. Figure 32: Tying of masonry tower with steel

strips (21)



(Ahmad, 2012)


•  Utilização de vigas de B.A. ao nível dos pisos

Wall and Diaphragm Interaction

a- Wood ( flexible) diaphragm without ties

b-Wood diaphragm with ties

c- Rigid diaphragm with tie beams

Simulating an intervention where the roof structure can be temporarily removed, a reinforced concrete

ring beam, 20 cm high and 32 cm wide (as the wall below), was cast at the roof level, on top of the

perimeter façades (Fig. 2, left). The reinforcement consisted in 4!16 longitudinal bars and !8 stirrups

at a spacing of 20 cm, coherently with the prescriptions of the Italian Building Code (NTC08, 2008).

Figure 2. Detail of the reinforcement of the joint at the base of the gable wall (left). Operation of drilling the

timber spreader beam and the concrete ring beam (right)

The original timber roof structure of the unstrengthened building included one 20cm x 32 cm ridge

beam, two segmented 32cm x 12cm spreader beams on top of the longitudinal walls and 8cm x 12 cm

purlins every 50 cm forming the two pitches with 30 mm thick planks.

The strengthening of the roof envisaged the improvement of the connection of the ridge beam with the

gable walls, which consisted of a steel shoe doweled to the concrete ring beam and bolted to the ridge

beam. Timber spreader beams were also doweled to the r.c. ring beam all along the perimeter, by

means of connecting steel bars chemically anchored by epoxy resin. Any discontinuity between the

timber spreader beam and the ring beam was smoothed by the insertion of a plaster layer to create a

continuous contact. The 8 cm x 12 cm joists were reshaped to create a horizontal seat on the ridge

beam and on the longitudinal spreader beams. Steel connecting elements were inserted at the top of

the ridge beam, at the contact between the two opposite purlins. The matchboard was then placed on

top of the timber structure.

To stiffen and strengthen the roof diaphragm (which originally was made only by a single layer of

boards nailed to the joists), it was decided to adopt an intervention that was compatible with the

original timber structure, by adding multilayer spruce plywood panels, which are lighter and easier to

apply to an inclined plane in comparison to a reinforced concrete slab, although providing a significant

stiffness increase. The intervention consisted in adding 3 layers of plywood, each 21 mm thick, glued

with polyurethane glue and connected to the purlins by means of chemically anchored, 10 mm

diameter threaded steel bars. After having drilled and cleaned the hole, a two-component epoxy

mixture was inserted in the hole and then the bar was inserted and rotated to distribute the resin. Bars

were placed at a constant spacing of 30 cm and penetrated into the purlins to connect the upper plank

layers with the roof structure (Fig.3).

Figure 3. Scheme of the intervention on the roof diaphragm, consisting in the application of multilayer panels

and chemically anchored steel connectors.

To improve the diaphragm behaviour of the roof, continuous steel plates (80 mm wide and 5 mm

thick) were connected all along the perimeter to the roof, to favour the development of a strut and tie

mechanism. The roof was then completed by adding plain roofing tiles nailed to the multilayer spruce

(Magenes et al, 2012)



(Mahdizadeh et al, 2012)


•  Colocação de Paredes Resistentes de B.A. neglected in calculating of these shear walls.

F igure 6: typical retrofitting by shear wall !

Periphe ral shotc rete: This method was achieved by experience of other countries and different experimental tests in masonry buildings. In this method, the peripheral of one story masonry building is shotcreted completely. Bars dimension, arrangements and thickness of shotcrete are determined based on lateral earthquake force. Weight of slab and masonry walls are considered in calculation of base shear, and shear capacity of masonry walls are neglected in calculation of the shotcrete.

F igure 7: typical retrofitting by peripheral shotcrete

Shear Box: Peripheral shotcrete leads to extent change in veneer of building. This leads to considerable increase in total cost of retrofitting. The main advantage of shear wall method on the peripheral shotcrete is concentration of this method on minimum area. However, this concentration needs special foundation and piling. Experiences of this project in Iran show that more than 30% of total cost of project is dedicated to the foundation in this pattern. The shear box method tries to solve the above problems. In this method, masonry walls of four classrooms in four corners of school buildings are completely shotcreted. Bars dimension, arrangements and thickness of shotcrete are determined based on lateral earthquake force. So, total cost of foundation and changing in architecture

are reduced considerably. L ight weight slabs: Strength is not serious problem in these slabs; however, providing stability is the main index for retrofitting of this type of building. 8. PR O V IDIN G ST ABIL I T Y O F AL L M ASO NRY W AL LS Providing stability of structural elements is based on two concepts: First of all, providing general integrity of the building. Secondly, prediction of damage location in earthquakes, and providing the stability of the cracked walls. Consideration of these two concepts is important to propose retrofitting patterns. In some cases providing of sufficient strength leads to providing of these two concepts. In contrast, in other cases it may not happen. As a result, beside of operations to provide strength in building, additional operations should be done to provide stability of elements.



(Edifício em Welllington, Dunning Thornton Consultants )


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•  Colocação de Treliças Metálicas

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•  Reforço de Paredes de Alvenaria – Reboco Armado


!"#$%&%'#()*+,"+"-'!.'.!#-+#/'%0#-+,"+#&1"/#!%#+"+2#,"%!#Reforço de paredes de alvenaria com recurso a lâminas armadas de

argamassa ou microbetão – Edifícios pombalinos em Lisboa


!"#$%&%'#()*+,"+"-'!.'.!#-+#/'%0#-+,"+#&1"/#!%#+"+2#,"%!#Reforço de paredes de alvenaria com recurso a lâminas armadas de

argamassa ou microbetão – Edifícios pombalinos em Lisboa



(Shrestha et al. 2012)


•  Reforço de Paredes – PP Bands - Polipropileno

3.2 Polypropylene Meshing Polypropylene meshing uses common polypropylene packaging straps (pp-bands) to form a mesh which is used to encase masonry walls, preventing both collapse and the escape of debris during earthquakes. PP-bands are used for packaging all over the world and are therefore cheap and readily available while the retrofitting technique itself is simple enough to be suitable for local builders. PP-meshing has been applied in Nepal, Pakistan and more recently in China. This method is most readily applicable in terms of low-cost upgrading of traditional structures to limit damage caused by normal earthquakes and give occupants a good chance of escape in a once-in-a-lifetime large earthquake. Non-engineered masonry is widespread throughout the developing world and replacement of all such dwellings is both unfeasible and undesirable, given that they are often the embodiment of local culture and tradition. It is therefore often more feasible to consider low-cost retrofitting of such buildings. Experiments and advanced numerical simulations have shown that PP-band mesh can dramatically increase the seismic capacity of adobe/masonry houses [P. Mayorka and K

Meguro, 2008]. This is mainly achieved by increasing the structural ductility and energy dissipation capacities. Under moderate ground motions, PP-band meshes provide enough seismic resistance to guaranty limited and controlled cracking of the retrofitted structures. Under extremely strong ground motions, they are expected to prevent or delay the collapse, thus, increasing the rates of survival. Experimental verification (full scale) was done in the laboratory of Tokyo University [Nesheli K et al,

2006] and also in Kathmandu, (small scale 1:6) demonstrating reliable performance improvement in the integrity of the structure and preventing material loss. This method is good for one storey buildings and can be used for a maximum of two storeys. To protect the Polypropylene from ultra violate rays, mud plaster is used on the outside, providing adequate cover to ensure the durability of the material.

Fig 3.5 Implementation of PP band method of retrofitting in Kathmandu Valley (left) and anchorage throughout

the wall (right)

A pilot scheme implementing the PP-Band technology in Nepal was conducted in a rural village just outside Bhaktapur, in Nepal, by National Society for Earthquake Technology-Nepal (NSET) in collaboration with Mondialogo Engineering Award Team. The project is titled ‘Improving the Structural Strength under Seismic Loading of Non- Engineered Buildings in the Himalayan Region’ and outlines training courses for rural masons and public demonstrations for community members in the seismically active Himalayan region, to promote seismic resistant building and retrofitting techniques, focusing on polypropylene meshing. The main objective of the project is to disseminate and transfer the PP-band retrofitting technique to the communities who cannot afford other expensive retrofitting technology. The masons were trained through hands on implementation, found to be technically feasible and easily implemented.




•  Inclusão de tecido compósito plástico/fibras de vidro - RÖFIX Sisma Calce

(Urban and Stempniewski, 2013 )

um tecido plástico de fibra de vidro com quatro direções da fibra





•  Inclusão de material compósito plástico/fibras de vidro - RÖFIX Sisma Calce




•  Inclusão de material compósito plástico/fibras de vidro - RÖFIX Sisma Calce




Referências • LOURENÇO, P. Reabilitação de edifícios de alvenaria e adobe. Apresentação de apoio a aulas de Reabilitação de Estruturas de Alvenaria. Universidade do Minho. • Ahmad Hamid, 2012, Design and Retrofit of unreinforced Masonry Structures, FUNDEC course on Lisbon, February 6, 2012. • Amadio C., Gattesco N., Dudine A., Franceschinis R., Rinaldin G., 2012, Structural performance of spandrels in stone masonry buildings, Proc. of the 15th World conference on Earthquake Engineering, pp 5077, Lisbon, Portugal. • Appleton J, 2009, Técnicas de reabilitação de estruturas de alvenaria, Seminar “ Patologia, Inspecção e Reabilitação de Edificios tradicionais” (in Portuguese). • Appleton, J., Reabilitação de Edifícios Antigos Patologias e tecnologias de intervenção, Edições Orion, 1ªEdição, Setembro de 2003 [in Portuguese]. • Arifuzzaman S. and Saatcioglu M., 2012, Seismic Retrofit of Load Bearing Masonry Walls by FRP sheets and Anchors, Proc. of the 15th World conference on Earthquake Engineering, pp 4501, Lisbon, Portugal. • Calvi, G.M. 2012, Alternative Choices and Criteria for Seismic Strengthening, Keynote Lecturer, Proc. of the 15th World conference on Earthquake Engineering, Lisbon, Portugal. • Cóias e Silva V (2007) Reabilitação Estrutural de Edifícios Antigos—Alvenaria, Madeira—Técnicas pouco intrusivas. Ed. Argumentum & Gecorpa, Lisbon, Portugal (in Portuguese). • Costa A., 2008, Notes from the post-graduation course on rehabilitation of constructions – Stone Masonry structures. • Cruz H., FUNDEC course on Rehabilitation techniques of constructions, wood structures, IST - 23 Jan to 3 February 2012. • Ingham, J., 2012, FUNDEC one day lecture on the “Seismic assessment and improvement of unreinforced masonry buildings”, IST. • Kabir M. Z., Kalali A., Shahmoradi R., 2012, Cyclic Behavior of Perforated Masonry Walls Strengthened with Fiber Reinforced Polymers, Proc. of the 15th World conference on Earthquake Engineering, pp 3734, Lisbon, Portugal. • Lourenço, P. “Reabilitação de edifícios de alvenaria e adobe”. Lectures on the rehabilitation of masonry structures, University of Minho. • Ma R., Jiang L., He M., Fang C., Liang F., 2012, Experimental investigations on masonry structures using external prestressing techniques for improving seismic performance, Engineering Structures 42 (2012) 297–307. • Magenes G., Penna A., Rota M., Galasco A. , Senaldi I., 2012, Shaking table test of a full scale stone masonry building with stiffened floor and roof diaphragms, Proc. of the 15th World conference on Earthquake Engineering, pp 5320, Lisbon, Portugal. • Mahdizadeh A., Borzouie J., Raessi M., 2012, New Approach to seismic Rehabilitation of Masonry School Buildings, Proc. of the 15th World conference on Earthquake Engineering, pp 2851, Lisbon, Portugal. • Mayorka P. and Meguro K, 2008, "A step towards the formulation of a simple method to design PP-Band mesh retrofitting for Adobe/Masonry houses", 14th World Conference on Earthquake Engineering, Beijing, October 2008. • Meireles, HA, 2012, Seismic vulnerability of Pombalino buildings, PhD Thesis, IST, Portugal (in English). • Parisi M.A., Chesi C.,Tardini C. , 2012, The Role of Timber Roof Structures in the Seismic Response of Traditional Buildings, Proc. of the 15th World conference on Earthquake Engineering, pp 2394, Lisbon, Portugal. • Robinson L, Bowman I, 2000, Guidelines for Earthquake Strengthening, New Zealand, Historic Places Trust, Wellington, NZ. • Roque, J. A., 2002, “Reabilitação Estrutural de Paredes Antigas de Alvenaria”. Master Thesis University of Minho, Setembro 2002. (www.civil.uminho.pt/masonry) (in Portuguese). • Santos S.P. (reporter), 2010, Guide for the Structural Rehabilitation of Heritage Buildings, CIB Publication 335, June 2010. • Santos, S.P., 2003, “Structural Rehabilitation of Historic Buildings”, 40th Meeting of Commission CIB W023, Padova, Italy, (in CD-ROM). • Shrestha H., Pradhan S., Guragain R., 2012, Experiences on Retrofitting of Low Strength Masonry Buildings by Different Retrofitting Techniques in Nepal, Proc. of the 15th World conference on Earthquake Engineering, pp 2012, Lisbon, Portugal. • Urban M., Stempniewski, L., 2013, Evolution of a strengthening system for masonry buildings • - from prototype to practical implementation “RÖFIX Sisma Calce”, SE-50EEE, Skópia, Macedónia.

Documents

Reforço Sísmico de Edifícios Antigos de Alvenariarbento/css/Fundec_SEVERES_Part6.1_Ref.pdf · AVALIAÇÃO SÍSMICA E REFORÇO DE EDIFÍCIOS ANTIGOS DE ALVENARIA, 6 e 7 de Junho