Campo experimental de Cruz Alta (RS): interpretação de provas de carga estáticas em estacas escavadas em solo potencialmente colapsível
Autor(a) principal: | |
---|---|
Data de Publicação: | 2024 |
Tipo de documento: | Dissertação |
Idioma: | por |
Título da fonte: | Manancial - Repositório Digital da UFSM |
Texto Completo: | http://repositorio.ufsm.br/handle/1/31669 |
Resumo: | This research presents the evaluation of a set of 20 static load tests, carried out on piles measuring 3.00m and 6.00m in length, 0.30m in diameter, bored in laterite and possibly collapsible soil, carried out in the Experimental Field, in the city of Cruz Alta, RS. Of the static load tests analyzed, 16 of them belonged to the database and 4 of them were increased during this research, representing results from bored piles with a length of 6.00m in flooded soil conditions. In the analyzes carried out, it is demonstrated that the piles excavated from the experimental field, when evaluated in natural humidity conditions and in the first PCE, function as lateral friction piles, with a low presence of tip resistance. On average, assessment using the stiffness method indicates that 3.00m bored piles can resist up to 100kN by lateral friction and 6.00 m piles can resist up to 200kN by lateral friction. On the other hand, the tip resistance, when it is viable to manifest, occurs with the piles presenting settlements in the order of conventional “rupture”, when executing excavated piles with reinforcement at the crushed stone tip this effect is attenuated. The value of lateral friction developed when the soil is at natural humidity indicates that the load capacity of the piles is above average, possibly due to the laterite character of the clays in the region. However, when the soil is flooded, there is a tendency to reduce the load capacity of the piles in the PCE test (reloads) of an average of 31% for conventional 3.00m tipped piles, 39.5% for those with reinforced tip of 3.00m and 28% for the piles and 6.00m. The separation of lateral friction and tip resistance cannot be carried out in these cases, as the presence of residual loads impacts the observations in the stiffness graph of the bored piles, with the straight line leading to zero stiffness describing the lateral friction at failure plus the effect of residual load trapped at the pile tip. |
id |
UFSM_3b0ea53f6b192112fedd8fe49b831e1f |
---|---|
oai_identifier_str |
oai:repositorio.ufsm.br:1/31669 |
network_acronym_str |
UFSM |
network_name_str |
Manancial - Repositório Digital da UFSM |
repository_id_str |
|
spelling |
Campo experimental de Cruz Alta (RS): interpretação de provas de carga estáticas em estacas escavadas em solo potencialmente colapsívelExperimental field of Cruz Alta (RS): interpretation of static load tests on piles bored in potentially collapsible soilMétodo da rigidezEstacas de puro atritoFundações profundasCargas residuaisSolos colapsíveisStiffness methodPure friction pilesDeep foundationsResidual loadsCollapsible soilCollapsible soilCNPQ::ENGENHARIAS::ENGENHARIA CIVILThis research presents the evaluation of a set of 20 static load tests, carried out on piles measuring 3.00m and 6.00m in length, 0.30m in diameter, bored in laterite and possibly collapsible soil, carried out in the Experimental Field, in the city of Cruz Alta, RS. Of the static load tests analyzed, 16 of them belonged to the database and 4 of them were increased during this research, representing results from bored piles with a length of 6.00m in flooded soil conditions. In the analyzes carried out, it is demonstrated that the piles excavated from the experimental field, when evaluated in natural humidity conditions and in the first PCE, function as lateral friction piles, with a low presence of tip resistance. On average, assessment using the stiffness method indicates that 3.00m bored piles can resist up to 100kN by lateral friction and 6.00 m piles can resist up to 200kN by lateral friction. On the other hand, the tip resistance, when it is viable to manifest, occurs with the piles presenting settlements in the order of conventional “rupture”, when executing excavated piles with reinforcement at the crushed stone tip this effect is attenuated. The value of lateral friction developed when the soil is at natural humidity indicates that the load capacity of the piles is above average, possibly due to the laterite character of the clays in the region. However, when the soil is flooded, there is a tendency to reduce the load capacity of the piles in the PCE test (reloads) of an average of 31% for conventional 3.00m tipped piles, 39.5% for those with reinforced tip of 3.00m and 28% for the piles and 6.00m. The separation of lateral friction and tip resistance cannot be carried out in these cases, as the presence of residual loads impacts the observations in the stiffness graph of the bored piles, with the straight line leading to zero stiffness describing the lateral friction at failure plus the effect of residual load trapped at the pile tip.Esta pesquisa apresenta a avaliação de um conjunto de 20 ensaios de provas de carga estáticas, realizadas em estacas de 3,00m e 6,00m de comprimento com 0,30 m de diâmetro, escavadas em solo laterítico e possivelmente colapsível, executadas no Campo Experimental, na cidade de Cruz Alta/RS. Das provas de carga estáticas analisadas, 16 delas pertenciam ao banco de dados local e quatro delas foram realizadas no decorrer desta pesquisa, representando resultados de estacas escavadas com o comprimento de 6,00m, em condição de solo inundado. Nas análises realizadas, demonstra-se que as estacas escavadas do campo experimental, quando avaliadas na condição de umidade natural e em primeira PCE, funcionam como estacas de atrito lateral, com baixa presença de resistência de ponta. Em média, a avaliação pelo método da rigidez indica que as estacas escavadas de 3,00m podem resistir a até 100kN por atrito lateral e as de 6,00m até 200kN por atrito lateral. Já a resistênciade ponta, quando há viabilidade de manifestação, pode ocorrer com as estacas apresentando recalques na ordem da “ruptura” convencional, ao se executar estacas escavadas com reforço na ponta de brita esse efeito é atenuado. O valor de atrito lateral desenvolvido quando o solo se encontra em umidade natural indica que a capacidade da carga das estacas é acima da média, possivelmente devido ao caráter laterítico das argilas da região. Contudo, quando o solo é inundado ocorre a tendência de redução de capacidade de carga das estacas no ensaio de PCE (recarregamentos) de até 33% para as estacas escavadas de 3,00m de ponta convencional, 43% para as de ponta reforçada de 3,00m e 31% para as estacas e 6,00m. A separação do atrito lateral e da resistência de ponta não pode ser realizada nos casos em que se inundou o solo, pois a presença de cargas residuais impacta as observações no gráfico da rigidez, sendo que nestes casos a reta que conduz a rigidez nula descreve o atrito lateral na ruptura, acrescido do efeito da carga residual, aprisionada na ponta da estaca.Universidade Federal de Santa MariaBrasilEngenharia CivilUFSMPrograma de Pós-Graduação em Engenharia CivilCentro de TecnologiaBaroni, Magnoshttp://lattes.cnpq.br/4977419778481897Noreña, Pablo Cesar TrejoJesus, Tiago Souza deFaro, Vitor PereiraHillesheim, Luís Henrique2024-03-11T21:01:16Z2024-03-11T21:01:16Z2024-01-29info:eu-repo/semantics/publishedVersioninfo:eu-repo/semantics/masterThesisapplication/pdfhttp://repositorio.ufsm.br/handle/1/31669porAttribution-NonCommercial-NoDerivatives 4.0 Internationalhttp://creativecommons.org/licenses/by-nc-nd/4.0/info:eu-repo/semantics/openAccessreponame:Manancial - Repositório Digital da UFSMinstname:Universidade Federal de Santa Maria (UFSM)instacron:UFSM2024-03-11T21:01:16Zoai:repositorio.ufsm.br:1/31669Biblioteca Digital de Teses e Dissertaçõeshttps://repositorio.ufsm.br/ONGhttps://repositorio.ufsm.br/oai/requestatendimento.sib@ufsm.br||tedebc@gmail.comopendoar:2024-03-11T21:01:16Manancial - Repositório Digital da UFSM - Universidade Federal de Santa Maria (UFSM)false |
dc.title.none.fl_str_mv |
Campo experimental de Cruz Alta (RS): interpretação de provas de carga estáticas em estacas escavadas em solo potencialmente colapsível Experimental field of Cruz Alta (RS): interpretation of static load tests on piles bored in potentially collapsible soil |
title |
Campo experimental de Cruz Alta (RS): interpretação de provas de carga estáticas em estacas escavadas em solo potencialmente colapsível |
spellingShingle |
Campo experimental de Cruz Alta (RS): interpretação de provas de carga estáticas em estacas escavadas em solo potencialmente colapsível Hillesheim, Luís Henrique Método da rigidez Estacas de puro atrito Fundações profundas Cargas residuais Solos colapsíveis Stiffness method Pure friction piles Deep foundations Residual loads Collapsible soil Collapsible soil CNPQ::ENGENHARIAS::ENGENHARIA CIVIL |
title_short |
Campo experimental de Cruz Alta (RS): interpretação de provas de carga estáticas em estacas escavadas em solo potencialmente colapsível |
title_full |
Campo experimental de Cruz Alta (RS): interpretação de provas de carga estáticas em estacas escavadas em solo potencialmente colapsível |
title_fullStr |
Campo experimental de Cruz Alta (RS): interpretação de provas de carga estáticas em estacas escavadas em solo potencialmente colapsível |
title_full_unstemmed |
Campo experimental de Cruz Alta (RS): interpretação de provas de carga estáticas em estacas escavadas em solo potencialmente colapsível |
title_sort |
Campo experimental de Cruz Alta (RS): interpretação de provas de carga estáticas em estacas escavadas em solo potencialmente colapsível |
author |
Hillesheim, Luís Henrique |
author_facet |
Hillesheim, Luís Henrique |
author_role |
author |
dc.contributor.none.fl_str_mv |
Baroni, Magnos http://lattes.cnpq.br/4977419778481897 Noreña, Pablo Cesar Trejo Jesus, Tiago Souza de Faro, Vitor Pereira |
dc.contributor.author.fl_str_mv |
Hillesheim, Luís Henrique |
dc.subject.por.fl_str_mv |
Método da rigidez Estacas de puro atrito Fundações profundas Cargas residuais Solos colapsíveis Stiffness method Pure friction piles Deep foundations Residual loads Collapsible soil Collapsible soil CNPQ::ENGENHARIAS::ENGENHARIA CIVIL |
topic |
Método da rigidez Estacas de puro atrito Fundações profundas Cargas residuais Solos colapsíveis Stiffness method Pure friction piles Deep foundations Residual loads Collapsible soil Collapsible soil CNPQ::ENGENHARIAS::ENGENHARIA CIVIL |
description |
This research presents the evaluation of a set of 20 static load tests, carried out on piles measuring 3.00m and 6.00m in length, 0.30m in diameter, bored in laterite and possibly collapsible soil, carried out in the Experimental Field, in the city of Cruz Alta, RS. Of the static load tests analyzed, 16 of them belonged to the database and 4 of them were increased during this research, representing results from bored piles with a length of 6.00m in flooded soil conditions. In the analyzes carried out, it is demonstrated that the piles excavated from the experimental field, when evaluated in natural humidity conditions and in the first PCE, function as lateral friction piles, with a low presence of tip resistance. On average, assessment using the stiffness method indicates that 3.00m bored piles can resist up to 100kN by lateral friction and 6.00 m piles can resist up to 200kN by lateral friction. On the other hand, the tip resistance, when it is viable to manifest, occurs with the piles presenting settlements in the order of conventional “rupture”, when executing excavated piles with reinforcement at the crushed stone tip this effect is attenuated. The value of lateral friction developed when the soil is at natural humidity indicates that the load capacity of the piles is above average, possibly due to the laterite character of the clays in the region. However, when the soil is flooded, there is a tendency to reduce the load capacity of the piles in the PCE test (reloads) of an average of 31% for conventional 3.00m tipped piles, 39.5% for those with reinforced tip of 3.00m and 28% for the piles and 6.00m. The separation of lateral friction and tip resistance cannot be carried out in these cases, as the presence of residual loads impacts the observations in the stiffness graph of the bored piles, with the straight line leading to zero stiffness describing the lateral friction at failure plus the effect of residual load trapped at the pile tip. |
publishDate |
2024 |
dc.date.none.fl_str_mv |
2024-03-11T21:01:16Z 2024-03-11T21:01:16Z 2024-01-29 |
dc.type.status.fl_str_mv |
info:eu-repo/semantics/publishedVersion |
dc.type.driver.fl_str_mv |
info:eu-repo/semantics/masterThesis |
format |
masterThesis |
status_str |
publishedVersion |
dc.identifier.uri.fl_str_mv |
http://repositorio.ufsm.br/handle/1/31669 |
url |
http://repositorio.ufsm.br/handle/1/31669 |
dc.language.iso.fl_str_mv |
por |
language |
por |
dc.rights.driver.fl_str_mv |
Attribution-NonCommercial-NoDerivatives 4.0 International http://creativecommons.org/licenses/by-nc-nd/4.0/ info:eu-repo/semantics/openAccess |
rights_invalid_str_mv |
Attribution-NonCommercial-NoDerivatives 4.0 International http://creativecommons.org/licenses/by-nc-nd/4.0/ |
eu_rights_str_mv |
openAccess |
dc.format.none.fl_str_mv |
application/pdf |
dc.publisher.none.fl_str_mv |
Universidade Federal de Santa Maria Brasil Engenharia Civil UFSM Programa de Pós-Graduação em Engenharia Civil Centro de Tecnologia |
publisher.none.fl_str_mv |
Universidade Federal de Santa Maria Brasil Engenharia Civil UFSM Programa de Pós-Graduação em Engenharia Civil Centro de Tecnologia |
dc.source.none.fl_str_mv |
reponame:Manancial - Repositório Digital da UFSM instname:Universidade Federal de Santa Maria (UFSM) instacron:UFSM |
instname_str |
Universidade Federal de Santa Maria (UFSM) |
instacron_str |
UFSM |
institution |
UFSM |
reponame_str |
Manancial - Repositório Digital da UFSM |
collection |
Manancial - Repositório Digital da UFSM |
repository.name.fl_str_mv |
Manancial - Repositório Digital da UFSM - Universidade Federal de Santa Maria (UFSM) |
repository.mail.fl_str_mv |
atendimento.sib@ufsm.br||tedebc@gmail.com |
_version_ |
1805922121064382464 |