Trabalho de Patologia

COLÉGIO METRÓPOLE

Alyne de Almeida Velloso Camilla Tailyne D’Ávila Moreira Eduardo Silva Lacerda Guilherme Alberto de Oliveira Kelly Versiany Maciel Mariana de Oliveira Zoia Paloma Aparecida Gomes

PATOLOGIA DAS ESTRUTURAS

Belo Horizonte 2012

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COLÉGIO METRÓPOLE

Alyne de Almeida Velloso Camilla Tailyne D’Ávila Moreira Eduardo Silva Lacerda Guilherme Alberto Mariana de Oliveira Zoia Paloma Gomes

PATOLOGIA DAS ESTRUTURAS Trabalho apresentado ao Colégio Metrópole, para disciplina de Estrutura de Concreto Armado com o intuito de descrever patologias em estruturas. Orientador: Paulo Henrique

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SUMÁRIO

1. INTRODUÇÃO......................... ............ .......................... .......................... .......................... .......................... .......................... ......................... ............ 4 2. PATOLOGIA .......................... ............. .......................... .......................... .......................... .......................... .......................... .......................... ............... 5 2.1. Deformação estrutural ......................... ............ .......................... ........................... .......................... ......................... ....................... .......... 5 2.1.1. Retração.......................... ............. .......................... .......................... .......................... .......................... .......................... .......................... ............... 5 2.1.2. Fluência ou deformação lenta .......................... ............ .......................... ......................... .......................... ..................... ........ 6 2.1.3. Expansão .......................... ............. .......................... .......................... .......................... .......................... .......................... ......................... ............ 6 2.1.4. Deformação térmica ......................... ............ .......................... ........................... .......................... ......................... ....................... .......... 6 2.1.5. Deformação imediata .......................... ............ ........................... .......................... ......................... .......................... ..................... ....... 7 2.2. Corrosão das armaduras .......................... ............. .......................... .......................... .......................... .......................... .................. ..... 7 2.2.1. Prevenção da corrosão ......................... ............ .......................... .......................... .......................... .......................... .................. ..... 9 2.2.1.1. Proteção física .......................... ............. .......................... .......................... .......................... .......................... .......................... ............... 9 2.2.1.2. Proteção química .......................... ............. .......................... ........................... .......................... ......................... ....................... .......... 9 2.3. Lixiviação de compostos hidratados .......................... ............. .......................... .......................... ......................... ............ 10 2.3.1. Lixiviação e CO2 .......................... ............. .......................... .......................... .......................... .......................... ......................... ............ 10 2.3.2. Eflorescência......................... ............ .......................... ........................... .......................... ......................... ........................... ................... ..... 11 2.3.3. Como combater.......................... ............. .......................... .......................... .......................... .......................... .......................... ............... 12 2.4. Falta de de qualidade qualidade e espessura espessura de cobrimento cobrimento ........................... .............. ......................... .................... ........ 13 2.5. Irregularidade geométrica geométrica dos elementos de concreto armado ....................... ............. .......... 17 2.5.1. Alguns tipos de irregularidades geométricas nas estruturas estruturas de concreto armado 18 2.6. Segregação do concreto .......................... ............. .......................... .......................... .......................... .......................... ................ ... 21 2.7. Fissuração .......................... ............. .......................... .......................... .......................... .......................... .......................... ......................... ............ 23 2.7.1. Fissuras em alvenaria estrutural .......................... ............. .......................... .......................... .......................... ............... 24 2.7.2. Reparação......................... ............ .......................... .......................... .......................... .......................... .......................... ....................... .......... 28 2.7.2.1. A técnica de injeção de fissuras .......................... ............. .......................... .......................... ......................... ............ 28 2.7.2.2. Costura das fissuras (Grampeamento) .......................... ............. .......................... .......................... ............... 28 2.7.2.3. A técnica de selagem de fissuras ......................... ............ .......................... .......................... ....................... .......... 28

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4

1. INTRODUÇÃO

Patologia é uma doença estrutural, ou seja, defeitos apresentados num empreendimento. Segundo Souza e Ripper (1998), “por ainda existirem sérias limitações ao livre desenvolvimento científico e tecnológico, além das ainda inevitáveis falhas involuntárias e casos de imperícia, tem sido constatado que algumas estruturas acabam por ter desempenho insatisfatório, se confrontadas com as finalidades a que se propunham. Este complexo conjunto de fatores gera o que é chamado de patologia ”.

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5

2. PATOLOGIA

O estudo da Patologia das Estruturas classifica os problemas patológicas em simples e complexas. “Os problemas patológicos simples são os que admitem padronização, podendo ser resolvidos sem que o profissional responsável tenha obrigatoriamente conhecimentos altamente especializados. Já os problemas patológicos complexos não convivem com mecanismos de inspeção convencionais e esquemas rotineiros de manutenção, obrigando a uma análise pormenorizada e individualizada do problema, sendo então necessários profundos conhecimentos de Patologia das Estruturas.” (Souza e Ripper, 1998). As principais patologias das estruturas de concreto armado são: deformação estrutural, corrosão das armaduras, lixiviação de compostos hidratados, falta de qualidade e espessura de cobrimento, irregularidade geométrica dos elementos de concreto armado e segregação do concreto.

2.1.

Deformação estrutural

O concreto pode apresentar no carregamento deformações elásticas e inelásticas e deformações de retração por secagem ou por resfriamento. Deformações por retração ou térmica podem causar fissuração, pois essa deformação resulta em padrões de tensão complexo. A deformação depende, essencialmente, da sua estrutura interna. A contração térmica é de grande importância nas estruturas com grande volume de concreto e pode ser controlada por meio do coeficiente de expansão térmica do agregado, consumo e tipo de cimento e da temperatura dos materiais que constituem o traço. 2.1.1. Retração

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6

química que é a contração da agua que não evapora, durante o período de hidratação do cimento. A retração por carbonatação acontece pela reação do hidróxido de cálcio (CH)com o dióxido de carbono (CO2) que produz carbonato de cálcio mais agua, essa reação ocorre com diminuição do volume. A carbonatação pode melhorar alguns aspectos do concreto, mas com cobrimento insuficiente da armadura e fissuração, armadura pode ser despassivada, deixando-a suscetível a corrosão. 2.1.2. Fluência ou deformação lenta lenta Fluência ou deformação lenta é o aumento gradual da deformação ao longo do tempo devido uma tensão constante aplicada. No de grandes estruturas a fluência e a retração acontecem ao mesmo tempo. 2.1.3. Expansão A expansão é o aumento de volume da estrutura, acontece em estruturas submersas e peças tracionadas. Em estruturas submersas inicialmente acontece a retração química, mas o fluxo de água é de fora para dentro, assim as tensões capilares anulam a retração química e água provoca a expansão da peça. 2.1.4. Deformação térmica Estruturas de concreto se expandem com o calor e se retraem com o resfriamento, mas as alterações de temperatura ambiente afetam pouco o concreto que não sofre nenhum dano por isso, a não ser em condições extremas. A combinação do calor liberado na hidratação do cimento e as condições desfavoráveis na sua dissipação, resulta em grande elevação da temperatura do concreto nas suas primeiras idades. A deformação por mudanças de temperatura depende do coeficiente de expansão térmica dos materiais constituintes do concreto e da discrepância entre a queda e a

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7

2.1.5. Deformação imediata A deformação imediata é observada na ocasião de carregamento, em que o esforço é maior do que a estrutura resiste, e é causada pela acomodação dos cristais que formam o material. Na figura abaixo está representada a variação das deformações com o tempo, num corpo de prova exposto ao ar, que demonstra as deformações imediata, lenta e a retração no tempo de carregamento.

Figura 1 – Curva de deformação. (Prof. Msc. Luiz Carlos de Almeida)

2.2.

Corrosão das armaduras

Definição de corrosão é dada como a interação destrutiva de um material com o

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8

experimenta uma forte reação de oxidação com o ar ambiente. A película que se forma sobre a superfície das barras é compacta, uniforme e pouco permeável, podendo servir até de proteção relativa das armaduras contra a corrosão úmida posterior, de natureza preponderantemente eletroquímica. Antes de o aço sofrer trefilação a frio, para melhoria de suas propriedades, esta película, denominada carepa de laminação, deve ser removida por processos físicos, do tipo decalaminação, ou químicos, do tipo decapagem com ácidos. A película inicial é substituída por outra de fosfato de zinco ou de hidróxido de cálcio, que são utilizados como lubrificantes do processo podendo ser, à semelhança da primeira, débeis protetoras do aço contra a corrosão úmida. Por não ser este o fenômeno principal de corrosão nas estruturas convencionais, não será aprofundado no presente trabalho. Segue abaixo um dos exemplos de corrosão do aço em estruturas de concreto. O mesmo foi provocado por presença de agentes agressivos incorporados ao concreto: águas salinas, aditivos à base de cloretos ou cimentos. Aspectos gerais: Manchas superficiais de cor marrom-avermelhadas; marrom -avermelhadas; Apresenta corrosão localizada com formação de "pites"; Prováveis causas: Presença de agentes agressivos incorporados ao concreto: águas salinas, aditivos à base de cloretos ou cimentos; Atmosfera viciada: locais fechados com baixa renovação de ar, existindo a intensificação da concentração de gases. A estrutura, apresentada na figura, mostra a formação localizada de pites de corrosão e lascamento do concreto devido a expansão dos produtos de corrosão.

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9

Figura 2 – Corrosão das armaduras. (José R. S. Pacha)

2.2.1. Prevenção da corrosão corrosão 2.2.1.1.

Proteção física

Um bom cobrimento das armaduras, com um concreto de alta compacidade, sem "ninhos", com teor de argamassa adequado e homogêneo, garante, por impermeabilidade, a proteção do aço ao ataque de agentes agressivos externos. Esses agentes podem estar contidos na atmosfera, em águas residuais, águas do mar, águas industriais, dejetos orgânicos etc. Não deve, tampouco, conter agentes ou elementos agressivos internos, eventualmente utilizados no seu preparo por absoluto desconhecimento dos responsáveis, sob pena de perder, ou nem mesmo alcançar, essa capacidade física de proteção contra a ação do meio ambiente.

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10

alcalino. O hidróxido de cálcio tem um pH da ordem de 12,6 (à temperatura ambiente) que proporciona uma passivação do aço.

2.3.

Lixiviação de compostos hidratados

Quando exposto a intempéries ou infiltrações, o concreto pode desenvolver um tipo de patologia conhecida como lixiviação. A Lixiviação é a extração, transporte ou dissolução dos compostos hidratados do cimento pela ação da água. Um dos perigos para o concreto é a água pura ( da condensação condensação de neblina ou vapor, e água de chuva ), pois essa contem pouco ou nenhum íon de cál cio. Quando em contato com a pasta de cimento essa água dilui o hidróxido de cálcio existente no concreto. A lixiviação dos compostos hidratados do concreto não obstante diminuir a resistência do concreto torna-se um inconveniente, pois pode ajudar no processo de corrosão da estrutura e da própria armadura quando em contato com CO2, e também por questões estéticas, o produto da lixiviação gera um fenômeno conhecido como eflorescência. 2.3.1. Lixiviação e CO2 O cimento Portland é um material muito importante na confecção do concreto,

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11

Com o processo de lixiviação, os poros do concreto tornam-se "maiores", facilitando assim a penetração de ar nos poros do concreto. Quando o ar penetra por esses poros, ocorre contato do CO2 do ar com Ca(OH)2 e Mg(OH)2(cal hidratada/hidróxidos de cálcio e de magnésio). Em meio úmido, ocorrem reações químicas que darão origem a carbonato de cálcio - CaCO3 e a carbonato de magnésio - MgCO3. A transformação Figura 3- Efeito de carbonatação. (Fernando P. M. Rodrigues) dos hidróxidos em carbonatos recebe o nome de carbonatação. A carbonatação redunda em acentuada queda no pH do concreto, com consequente redução na proteção das armaduras. 2.3.2. Eflorescência Como já dito a lixiviação é o transporte de componentes da pasta de concreto e o cimento Portland em sua hidratação forma, também, cristais de Ca(OH)2 e Mg(OH)2 (cal hidratada/hidróxidos de cálcio e de magnésio). A eflorescência que pode manifestar-se no concreto dá-se quando o concreto está exposto a infiltrações ou intempéries. Contudo, nesse caso a passagem de água não é continua. Nesse caso a água que infiltra no concreto dissolve os cristais de Ca(OH)2 e Mg(OH)2 juntamente com outros sais existentes na estrutura e transportaos para sua superfície, como a passagem de água não é continua ocorre a evaporação da água deixando sobre a superfície do concreto os cristais de Ca(OH)2

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12

Figura 4 - Efeito lixiviação. (Fernando P. M. Rodrigues)

Figura 5 - Eflorescência no encontro de vigas. (Fernando P. M. Rodrigues)

2.3.3. Como combater A lixiviação pode ser combatida ou minimizada se tomarmos as seguintes precauções: Boa dosagem do concreto. Levando em consideração o fator água cimento,

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13

c) 1 parte de ácido fosfórico mais uma parte de ácido acético diluídos em 19 partes de água. E devem seguir os seguintes procedimento e cuidados: Saturar a superfície de concreto com água pura, para evitar a absorção da solução ácida; Aplicar a solução ácida em pequena áreas, não maiores que 0,5 m2; Aguardar 5 minutos e remover a eflorescência com uma escova dura; Lavar a superfície tratada com água pura, imediatamente após a remoção da eflorescência. Quanto à perda dos compostos hidratados do concreto não há como recuperá-los, entretanto pode ser desenvolvido um tratamento de trincas e fissuras sobre a peça de concreto, e conforme o caso pode se fazer uso de pinturas impermeabilizantes ou revestimentos.

2.4.

Falta de qualidade e espessura de cobrimento

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14

de fator água/cimento e resistência a compressão, de acordo com a sua classe de agressividade, descritos na Tabela 1 abaixo. É vedado o uso de aditivos que na sua composição possuam cloreto, em estruturas de concreto armado ou protendido. pr otendido.

Tabela 1 (a) – Classes de agressividade ambiental. (NBR 6118:2007)

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Tabela 3 – Correspondência entre classe de agressividade ambiental e cobrimento nominal para Δc = 10 mm. (NBR 6118:2007)

Os cobrimentos nominais e mínimos estão referidos à superfície da armadura externa, em geral à face externa do estribo ( figura 1). O cobrimento nominal de uma determinada barra deve ser: 

nom c nom

≥ φ barra;



nom c nom

≥ φ feixe = φn = φ √n ;



nom c nom

≥ 0,5 φ bainha.

Onde se tem: nom – cobrimento nominal c nom φ – Diâmetro das barras da armadura

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grout, de forma a que o cobrimento cobrimento das armaduras seja seja adequado e acabamento de pedreiro com desempenadeira de madeira.

2.5.

Irregularidade geométrica dos elementos de concreto armado

As irregularidades geométricas dos elementos de concreto armado estão diretamente relacionadas às alterações em relação ao que está especificado no projeto estrutural e das formas que o compõe, na geometria dos elementos utilizados para a execução da atividade e podem interferir em seu nível de planeza, no esquadro das estruturas e na dimensão das peças utilizadas nas estruturas de

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estruturas e a quem necessita delas, como por exemplo, pessoas que usufruem dessas estruturas de concreto armado sejam lá para qual finalidade atenda as suas necessidades. 2.5.1. Alguns tipos de irregularidades geométricas nas estruturas de concreto armado Desaprumo de pilar: ocorre quando um pilar vertical sai do seu eixo de alinhamento e tende a seguir para um outro lado distinto ao de sua origem e de projeto, indo pra a esquerda ou para a direita, influenciando assim na sua resistência diretamente.

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Figura 11 - Irregularidade na viga em relação esquadro. (Rodrigo Rocha Carvalho http://agenciainterativa.com.br/clientes/rodrigocarvalho/ver_noticias.asp?id=52)

Agregados maus selecionados e altamente reativos: Agregados maus selecionados e altamente reativos podem ocorrer falhas nas estruturas de

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Ferragens: Nas ferragens pode ocorrer uma série de erros em sua execução que podem ocasionar irregularidades geométricas e com isso patologias mais graves. Um dos problemas principais são a má seleção de seus componentes e espaçadores para garantir um cobrimento melhor da ferragem sem deixar vulnerável a estrutura de concreto armado.

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modo que sua distribuição deixa de ser uniforme, além da formação de ninhos de concretagem e de cavidades no concreto. As diferenças de tamanho e massa específica entre as partículas são as causas primárias da segregação. A pasta de água e cimento é mais leve e mais fina que a areia, que por sua vez tem grãos menores e mais leves que o agregado graúdo. Como efeito, quando o concreto é vibrado em excesso ou a dosagem é inadequada,

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principais causas da maioria dos casos de fissuras em alvenarias estruturais ou de vedação.

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esforços através de coxins ou outros elementos, pode ocorrer a formação de fissuras a partir do ponto de transmissão da carga. Recalques diferenciados, provenientes de falhas de projeto, falta de homogeneidade do solo ao longo da construção, compactação compactação diferenciadas e influência de fundações vizinhas, podem provocar fissuras inclinadas em direção ao ponto onde ocorreu o maior recalque.

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