Estudo do comportamento a tração axial de diferentes tipos de estacas em solo de diabasio da região de Campinas/SP
João Alexandre Paschoalin Filho
TESE
Português
T/UNICAMP P262e
[Behavior of different piles, conducted in diabasic soil, submited to uplift efforts]
Campinas, SP : [s.n.], 2008.
383 p. : il.
Orientador: David de Carvalho
Tese (doutorado) - Universidade Estadual de Campinas, Faculdade de Engenharia Agricola
Resumo: Apresenta-se neste trabalho o estudo do comportamento de diferentes tipos de estacas, implantadas em solo de diabásio, quando submetidas a esforços de tração, através da realização de provas de carga estática do tipo lenta. Foram executadas quatro estacas tipo raiz sendo uma de 23m de...
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Resumo: Apresenta-se neste trabalho o estudo do comportamento de diferentes tipos de estacas, implantadas em solo de diabásio, quando submetidas a esforços de tração, através da realização de provas de carga estática do tipo lenta. Foram executadas quatro estacas tipo raiz sendo uma de 23m de comprimento e 310 mm de diâmetro e três instrumentadas de 12m de comprimento com 410 mm de diâmetro; três estacas metálicas perfil I tipo W250x32,7, sendo uma com 12m e duas com 18m de comprimento; duas estacas tipo trilho TR37 sendo uma com 18m e outra de 20,5m de comprimento. Foram também estudadas as seguintes estacas já anteriormente instaladas no local em estudo: três estacas escavadas (sem lama bentonítica) de 12m de comprimento e 400 mm de diâmetro, três estacas tipo hélice contínua com 12m de comprimento e 400 mm de diâmetro, uma estaca tipo ômega de 12m de comprimento e 370 mm de diâmetro e uma estaca prémoldada de oncreto com 14m de comprimento e 180 mm de diâmetro. O local de execução das estacas foi o Campo Experimental para Estudos em Mecânica dos Solos e Fundações localizado dentro dos limites da Faculdade de Engenharia Agrícola da Unicamp (Universidade Estadual de Campinas), localizada no município de Campinas, interior de São Paulo. O subsolo do local é constituído por solo poroso de diabásio, cuja primeira camada de 6,5m de espessura é constituída de argila silto-arenosa, seguida de uma camada de silte arenoso e nível de água a 17m de profundidade. Foram utilizados os seguintes métodos para a estimativa da capacidade de carga próprios para esforços de tração como: Método do Tronco de Cone, Método do Cilindro de Atrito, Método de Meyerhoff (1973); Método de Kulhawy (1985); Método de Levacher & Sieffert (1984) e Método da Universidade de Grenoble de acordo com Martin (1963). Os valores de capacidade de carga estimados por meio de cada método foram então confrontados com os valores de carga máxima obtidos por meio das provas de carga. As resistências laterais totais de cada estaca foram determinadas por meio dos seguintes métodos semi-empíricos próprios para esforços de compressão: Décourt & Quaresma (1998); Décourt & Quaresma (1978); Aoki & Velloso (1975 - SPT); Aoki & Velloso (1975 - CPT); David Cabral (1986); P.P Velloso (1981); Teixeira (1996); Antunes & Cabral (1996); FUNDESP (1998) e Monteiro (2000). Os valores de resistência lateral obtidos pelos métodos foram comparados aos valores de carga máxima obtidos pelas provas de carga. As capacidades de carga a tração das estacas estudadas foram previstas por meio dos seguintes métodos próprios para extrapolação de curvas carga x recalque: Van der Veen (1953), Décourt (1996), NBR 6122/96 e Davisson (1978). Para os métodos de Van der Veen (1953) e Décourt (1996) foram estimadas cargas máximas a partir de pontos da curva carga x recalque situados até recalques referentes a cargas de 50, 60, 70, 80 e 90% das cargas máximas atingidas pelas provas. Este procedimento teve como objetivo verificar a aplicabilidade destes métodos caso as provas de carga fossem prematuramente interrompidas. Foram também previstos valores de recalques obtidos para cargas referentes a PC/2 por meio dos métodos de Vesic (1969, 1975a) e Poulos & Davis (1980). Foram também determinadas nesta pesquisa correlações matemáticas entre valores de atrito lateral médios para cada estaca estudada (rl), determinados por meio das provas de carga, e dados de resistência lateral obtidos utilizando-se parâmetros provenientes de ensaios de cone (CPT) e SPT-T, como fs (para CPT) e fTmáximo e fTmínimo (para SPT-T).
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Abstract: This research presents the behavior of different kinds of piles conducted in unsaturated diabasic porous soil submitted to uplift forces.
For this research there were built the follow piles: three instrumented root piles with 12m length and 410mm of nominal diameter, one root pile with... Ver mais Abstract: This research presents the behavior of different kinds of piles conducted in unsaturated diabasic porous soil submitted to uplift forces.
For this research there were built the follow piles: three instrumented root piles with 12m length and 410mm of nominal diameter, one root pile with nominal diameter of 310mm and 23m length, two metallic piles type W250x32.7 with 18 meters length, one metallic pile with 12m length and type W250x32.7, two trail piles TR37 type, one of them with 18 meters length and the other with 20.5 meters length. There were also considered in this research the follow piles already conducted at the studied area: three bored piles with 12 meters length and diameter of 400mm, three Continuous Flight Auger piles with 12 meters length and diameter of 400mm, one Omega pile with 12m length and diameter of 370mm and one Concrete Precast pile with 14 meter length and diameter of 180mm. The piles were built at the site for Experimental Studies in Soil Mechanics and Foundations. This experimental area is situated at the State University of Campinas, in the interior region of the state of São Paulo, Brazil. The local subsoil is basically composed by a superficial layer of approximately 6,5m thick composed of high porosity silt-sand clay followed by clayey-sandy silt. The water table is not checked until a depth of 17 meters. The carrying capacity of the studied piles was also provided by means of theoretical methods appropriate for uplift forces. The methods considered were: Method of the Trunk of Cone, Method of Cylinder of Friction, Meyerhoff (1973), Kulhawy (1985), Levacher & Sieffert (1984) and University of Grenoble in according to Martin (1963). The values estimated using the methods under consideration were compared to those obtained by means of the load tests. Methods for "load x settlement" curves extrapolation such as: Van der Veen (1953), Décourt (1998) and NBR 6.122 (1996) and Davisson (1973) were also used to provide the carrying capacity of the studied piles. There were also provided by Van der Veen (1953) and Décourt the ultimate loads for each using 50, 60, 70, 80 e 90% of the ultimate load obtained by means of the load tests. Semi-empirical methods, appropriate for compression forces, were also used considering only the portion of lateral resistance. The methods studied were the following: Décourt & Quaresma (1998); Décourt & Quaresma (1978); Aoki & Veloso (1975 - SPT); Aoki & Veloso (1975 - CPT); David Cabral (1986); P.P Velloso (1981); Teixeira (1996); Antunes & Cabral (1996); FUNDESP (1998) e Monteiro (2000). The obtained values of lateral resistance were compared to the maximum load obtained by means of the load tests. The settlements of the studied piles were also determinate by Vesic (1969, 1975a) and Poulos & Davis (1980). Mathematical correlations between lateral friction values, obtained by means of the load tests, and lateral resistance values obtained by means of field tests like SPT-T and CPT were also provided in this research. Ver menos
For this research there were built the follow piles: three instrumented root piles with 12m length and 410mm of nominal diameter, one root pile with... Ver mais Abstract: This research presents the behavior of different kinds of piles conducted in unsaturated diabasic porous soil submitted to uplift forces.
For this research there were built the follow piles: three instrumented root piles with 12m length and 410mm of nominal diameter, one root pile with nominal diameter of 310mm and 23m length, two metallic piles type W250x32.7 with 18 meters length, one metallic pile with 12m length and type W250x32.7, two trail piles TR37 type, one of them with 18 meters length and the other with 20.5 meters length. There were also considered in this research the follow piles already conducted at the studied area: three bored piles with 12 meters length and diameter of 400mm, three Continuous Flight Auger piles with 12 meters length and diameter of 400mm, one Omega pile with 12m length and diameter of 370mm and one Concrete Precast pile with 14 meter length and diameter of 180mm. The piles were built at the site for Experimental Studies in Soil Mechanics and Foundations. This experimental area is situated at the State University of Campinas, in the interior region of the state of São Paulo, Brazil. The local subsoil is basically composed by a superficial layer of approximately 6,5m thick composed of high porosity silt-sand clay followed by clayey-sandy silt. The water table is not checked until a depth of 17 meters. The carrying capacity of the studied piles was also provided by means of theoretical methods appropriate for uplift forces. The methods considered were: Method of the Trunk of Cone, Method of Cylinder of Friction, Meyerhoff (1973), Kulhawy (1985), Levacher & Sieffert (1984) and University of Grenoble in according to Martin (1963). The values estimated using the methods under consideration were compared to those obtained by means of the load tests. Methods for "load x settlement" curves extrapolation such as: Van der Veen (1953), Décourt (1998) and NBR 6.122 (1996) and Davisson (1973) were also used to provide the carrying capacity of the studied piles. There were also provided by Van der Veen (1953) and Décourt the ultimate loads for each using 50, 60, 70, 80 e 90% of the ultimate load obtained by means of the load tests. Semi-empirical methods, appropriate for compression forces, were also used considering only the portion of lateral resistance. The methods studied were the following: Décourt & Quaresma (1998); Décourt & Quaresma (1978); Aoki & Veloso (1975 - SPT); Aoki & Veloso (1975 - CPT); David Cabral (1986); P.P Velloso (1981); Teixeira (1996); Antunes & Cabral (1996); FUNDESP (1998) e Monteiro (2000). The obtained values of lateral resistance were compared to the maximum load obtained by means of the load tests. The settlements of the studied piles were also determinate by Vesic (1969, 1975a) and Poulos & Davis (1980). Mathematical correlations between lateral friction values, obtained by means of the load tests, and lateral resistance values obtained by means of field tests like SPT-T and CPT were also provided in this research. Ver menos
Carvalho, David de, 1955-
Orientador
Ferreira, Claudio Vidrih
Avaliador
Albuquerque, Paulo José Rocha de, 1964-
Avaliador
Menezes, Stelio Maria
Avaliador
Orlando, Celso
Avaliador
Estudo do comportamento a tração axial de diferentes tipos de estacas em solo de diabasio da região de Campinas/SP
João Alexandre Paschoalin Filho
Estudo do comportamento a tração axial de diferentes tipos de estacas em solo de diabasio da região de Campinas/SP
João Alexandre Paschoalin Filho
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