<p>The purpose of this study was to build a database for point-bearing piles in dense noncohesive soil, predominantly moraine. Further, the database was analysed and areas with difficult geotechnical conditions was identified.</p><p>The database includes for point-bearing piles driven to refusal in moraine. Piles with mainly shaft friction have been excluded. Only concrete piles have been included. Geographically the database covers almost all geotechnical conditions of Sweden. The total amount of piling projects is 110 and the total amount of piles is 600.</p><p>For contractors, foundation work is usually connected with a lot of uncertainty and risk, concerning the estimating of time and cost. During the design stage of foundation construction the database can be a useful tool to estimate suitable loads on the piles.</p><p>The data was analysed further with different statistical method. Possible reasons for low bearing capacity, in some projects, have also been investigated.</p> / <p>Syftet med examensarbetet är att upprätta en databas över spetsburna pålar fastslagna i friktionsjord och morän. Vidare skall databasen analyseras för att hitta styrande parametrar samt även hitta områden med problematisk geoteknik.</p><p>Databasen omfattar spetsburna pålar som stoppslås i friktionsjord. Pålar som i huvudsak är mantelburna har uteslutits. Endast betongpålar har tagits med. Geografiskt omfattar databasen i stort sett hela Sverige. Totalt innehåller databasen 110 projekt med sammanlagt över 600 pålar.</p><p>För entreprenörer i byggbranschen är grundläggningsarbetet ofta förknippat med ekonomiska risker och osäkerhet gällande omfattning och tidsåtgång. Vid dimensionering av grundläggningsarbeten kan databasen vara till stor hjälp för att bestämma lämpliga lastnivåer. Mängden slagningsarbete och risken för bortslagna pålar kan lättare uppskattas.</p><p>Först analyserades olika påltyper utan ytterligare urvalskriterier. Vikten av att filtrera informationen blev då tydlig, eftersom resultatet blev svårtolkat och inga markanta samband kunde urskiljas. Med databasen som grund har materialet vidare analyserats med hjälp av statistiska metoder. Orsaken till låga bärförmågor vid ett urval av projekt har även kartlagts.</p>

The purpose of this study was to build a database for point-bearing piles in dense noncohesive soil, predominantly moraine. Further, the database was analysed and areas with difficult geotechnical conditions was identified. The database includes for point-bearing piles driven to refusal in moraine. Piles with mainly shaft friction have been excluded. Only concrete piles have been included. Geographically the database covers almost all geotechnical conditions of Sweden. The total amount of piling projects is 110 and the total amount of piles is 600. For contractors, foundation work is usually connected with a lot of uncertainty and risk, concerning the estimating of time and cost. During the design stage of foundation construction the database can be a useful tool to estimate suitable loads on the piles. The data was analysed further with different statistical method. Possible reasons for low bearing capacity, in some projects, have also been investigated. / Syftet med examensarbetet är att upprätta en databas över spetsburna pålar fastslagna i friktionsjord och morän. Vidare skall databasen analyseras för att hitta styrande parametrar samt även hitta områden med problematisk geoteknik. Databasen omfattar spetsburna pålar som stoppslås i friktionsjord. Pålar som i huvudsak är mantelburna har uteslutits. Endast betongpålar har tagits med. Geografiskt omfattar databasen i stort sett hela Sverige. Totalt innehåller databasen 110 projekt med sammanlagt över 600 pålar. För entreprenörer i byggbranschen är grundläggningsarbetet ofta förknippat med ekonomiska risker och osäkerhet gällande omfattning och tidsåtgång. Vid dimensionering av grundläggningsarbeten kan databasen vara till stor hjälp för att bestämma lämpliga lastnivåer. Mängden slagningsarbete och risken för bortslagna pålar kan lättare uppskattas. Först analyserades olika påltyper utan ytterligare urvalskriterier. Vikten av att filtrera informationen blev då tydlig, eftersom resultatet blev svårtolkat och inga markanta samband kunde urskiljas. Med databasen som grund har materialet vidare analyserats med hjälp av statistiska metoder. Orsaken till låga bärförmågor vid ett urval av projekt har även kartlagts.

This degree project compares piling methods with respect to technical and economic aspects, all affecting factors are measured as realistic as possible. The aim was to get a better understanding for piling methods used in Sweden and to work as an information tool for structural engineers. In order to get the technical aspects on piling methods literature study and interviews with structural engineers from Kadesjös Ingenjörsbyrå AB have been conducted. The case study on a residential building in Västerås was also performed. In this case study calculations for a quantity of piling methods have been made and sent for RFQs for various entrepreneurs. Subsequently piling methods have been analyzed and compared with respect to their prices. By calculating the costs of various piling methods it has been analyzed why some piling methods are more expensive than others. In a layer from soil that is free from rocks and other obstacles the concrete pile is the economically effective piling method for a residential building for both five and thirty meters. The magnificent steel pile is only 5% more expensive than the concrete pile. Note that this degree project is not a cheat sheet for the most economical pile.

Orientador: Paulo José Rocha de Albuquerque / Dissertação (mestrado) - Universidade Estadual de Campinas, Faculdade de Engenharia Civil, Arquitetura e Urbanismo / Made available in DSpace on 2018-08-25T01:37:35Z (GMT). No. of bitstreams: 1 MunevarPerez_NurianBibiana_M.pdf: 5528282 bytes, checksum: e5a5f3821f445a373ac23f94b7e64ece (MD5) Previous issue date: 2014 / Resumo: Esta Dissertação teve por objetivo analisar o comportamento de estacas escavadas à trado com três diferentes diâmetros, instrumentadas, submetidas a provas de carga estática. Para isto, foram executadas três estacas com diâmetros de 0.25 m; 0.30 m e 0.40 m, com comprimento de 5.0 m, no Campo Experimental da Faculdade de Engenharia Civil, Arquitetura e Urbanismo ¿ FEC-UNICAMP. A primeira parte da pesquisa consistiu em uma compilação da teoria da transferência de carga e dos métodos teóricos e semi-empíricos para o cálculo da capacidade de carga; em que se utilizou o banco de dados geotécnicos de resultados de ensaios de campo (SPT, CPT, SPT-T) e resultados de laboratórios realizados no local. A segunda parte consistiu no desenvolvimento experimental da pesquisa, em que foram realizadas três provas de carga estáticas do tipo lentas, instrumentadas com extênsometros elétricos no topo e na ponta de maneira a se obter os dados do mecanismo de transferência de carga em profundidade. A partir da realização das provas de carga verificou-se que os ensaios forneceram um valor de carga de ruptura de 180 kN, 210 kN e 240 kN, para as estacas de 0.25m, 0.30m e 0.40m, respectivamente. De acordo aos resultados da instrumentação, as estacas trabalharam preponderantemente por atrito lateral. Observou-se que os métodos semi-empíricos e teóricos, superestimaram a carga de ponta e subestimaram a carga de atrito lateral. Verificou-se que o método Décourt e Quaresma (1996) com a utilização do coeficiente ?=2, foi o que melhor se aproximou e adequou ao local em estudo / Abstract: The objective of this dissertation is analyze the behavior of three bored piles with different diameters, instrumented, subjected to static load tests. For this, it were executed three piles with diameters of 0.25 m; 0.30 m and 0.40 m, with 5.0 m of length at the Experimental Site of School of Civil Enginering, Architecture and Urban Design at University of Campinas ¿ Unicamp. The first part of this research consisted in a compilation of load transfer theory and the study of theoretical and semi-empirical methods for the calculation of load capacity, which used the geotechnical data results of in situ tests (SPT, CPT, SPT-T) and laboratory results performed on site. The second part consisted in the development of experimental research, where three slow static load tests were performed, instrumented in depth with strain gages on top and at the tip in order to obtain information on the load transfer mechanism in depth. After performed the load tests it was found that the tests provide a value of rupture load of 180 kN, 210 kN and 240 kN, for piles of 0.25 m, 0.30 m and 0.40 m, respectively. According to the results of the instrumentation, the pile¿s behavior were predominantly by skin friction. It was observed that the semi-empirical and theorical methods overestimated the load of tip e underestimated the load skin friction. It was found that the Décourt and Quaresma (1996) method using the coefficient ? = 2, which was approached and best suited to the site under consideration / Mestrado / Geotecnia / Mestra em Engenharia Civil

Pile foundations are extensively used to support various structures that are constructed in soft/loose soils, where shallow foundations would be considered ineffective due to low bearing capacities and large settlements. The design of these structures to accommodate lateral applied loads in particular, usually imposed by winds, water and earth pressures, has gained popularity over the past few decades. The behaviour of horizontally loaded piled foundations is a complex soil-structure interaction problem and is usually concerned with the relative stiffness between the pile and the surrounding soil, where the relative stiffness is a function of both the stiffness and properties of the pile and the stiffness of the soil. Many design assumptions and methods used for pile foundations are based on the principles observed from metal piles. This raises the question of the validity and accuracy of assumptions and methods for the use of analysing and designing reinforced concrete piles, that exhibits highly non-linear material behaviour and changing pile properties after cracking. Due to the elastic behaviour of metal sections, these methods typically only focus on the soil component of the soil-structure interaction problem, only allowing changes and non-linear behaviour of the soil surrounding the pile to take place upon load application, mostly disregarding the behaviour and response of the pile itself. The main purpose and objective of the study was to determine whether aluminium sections in a centrifuge could be used to realistically and sufficiently accurately model the monotonic and cyclic response of reinforced concrete piles subjected to lateral loading. This was observed though a number of tests conducted in a geotechnical centrifuge on scaled aluminium and reinforced concrete piles, subjected to both monotonic and cyclic loading. After conducting the tests on both the scaled aluminium and reinforced concrete piles in the centrifuge it was concluded that aluminium sections cannot be used to accurately model and predict the lateral behaviour of reinforced concrete piles. Both the scaled aluminium and reinforced concrete piles proved to model the concept of laterally loaded piles quite well regarding bending at low loads. However, even at low lateral loads, the observed response of the scaled reinforced concrete was significantly different than that observed from the scaled aluminium pile. Furthermore, as the magnitude of the applied load and bending increased, the scaled reinforced concrete pile cracked, resulting in non-linear behaviour of the section under loading, which was not the case for the scaled aluminium pile that remained uncracked. This contributed to the difference in behaviour between the piles studied, therefore, the true material behaviour and failure mechanisms involved with reinforced concrete piles were not replicated by using a scaled aluminium pile section. The non-linear behaviour of the scaled reinforced concrete pile after cracking affected both the behaviour of the pile, as well as the response of the soil surrounding the pile, in contrast with the behaviour observed from the scaled aluminium pile. / Dissertation (MEng)--University of Pretoria, 2020. / The Concrete Institute / Concrete Society of Southern Africa / WindAfrica project / Civil Engineering / MEng (Structural Engineering) / Unrestricted

On January 1st, 2022, requirements for climate declarations were set in Sweden to calculate the climate impact of new buildings. Climate impact is calculated at an early stage using generic data which is the average data of the selected product type. Most building components must be included in climate declarations, however, there are no requirement for foundation components to be included. Foundations can form a large part of a building, meaning that excluding them from climate calculations can result in a large missing figure of the total climate impact. Thus, this thesis has focused on creating generic climate data for concrete piles that can be used for climate declarations of construction projects in Sweden. The reason why concrete piles have been chosen is because they are the most used pile type in Sweden.To produce this generic data, a literature review was first conducted and interviews with experienced people in the industry were performed to complement the study. After that, calculations were made together with a parameter study as well as a case study.Generic data were obtained for both single and jointed concrete piles of the dimensions SP1, SP2 and SP3 with the unit kg CO2e/m. To make the generic data conservative, the climate impact for modules A1-A3 was increased by 25%. Generic data for SP1 is 41.38 kg CO2e/m, SP2 is 51.90 kg CO2e/m and SP3 is 55.78 kg CO2e/m when the distance to construction site is 100 km, also including 5% construction waste. Input data for distance to construction site and amount of construction waste should be adapted for each specific building project.The assumption that there is no difference in climate impact between single and jointed concrete piles per meter was made. On the other hand, the climate impact weighted against the bearing capacity, shows that single concrete piles have a lower climate impact per meter and kN load than jointed concrete piles. In this order, from lowest to highest, the climate impacts of the different pile types are single SP3, SP2 and SP1 followed by jointed SP2, SP3 and SP1. That is, single SP3 has the lowest carbon footprint while jointed SP1 has the highest carbon footprint, in terms of their load bearing capacity.A combined value of climate impact was calculated, taking into consideration the different concrete pile types and their frequency of use, however, this value was considered too misleading and is therefore not recommended to use.

Made available in DSpace on 2015-03-26T13:28:21Z (GMT). No. of bitstreams: 1 texto completo.pdf: 1478030 bytes, checksum: 7ae901bf72afabae9de2beeb38c4248b (MD5) Previous issue date: 2005-06-24 / With the propose of determining and evaluating the lateral strength in excavated piles, without the usage of Bentonite mud, submitted to a traction effort. A number of field tests (PMT, DMT, SPT and SPT-T) and laboratory tests (triaxial compression, particle size analysis , consistency limits, density of soil particles), with what was possible to identify the composition of a matured residual soil composed by 64% of clay, 33% of sand and 3% silt. It was performed, in the Experimental Field II , localized at the Universidade Federal de Viçosa campus, axel pull tests in four piles with 6 m of length and 0,25 m in diameter, obtaining values of lateral strength that where used as reference values for the theatrical and semi-empirical methods values. These results where also compared with values of compression tests made with other four piles of the same diameter and length located in the same test field, in another recent research. This made possible identify the existence or not of a gap between the lateral strength of pull effort and the lateral strength of a compression effort. / Com a finalidade de determinar e avaliar a resistência lateral em estacas escavadas com trado sem o uso de lama bentonítica solicitadas à tração, foi executado neste trabalho uma série de ensaios de campo (PMT, DMT, SPT e SPT-T) e laboratório (granulometria conjunta, limites de consistência, massa específica dos sólidos e ensaios triaxiais), através dos quais foi possível identificar a composição de um solo residual maduro variando em torno de 64% de argila, 33% de areia e 3% de silte. Foram realizadas provas de carga estáticas à tração com esforço axial em quatro estacas com comprimento de 6 m e diâmetros de 0,25 m no campo experimental II localizado nas dependências da fábrica de manilhas no campus da Universidade Federal de Viçosa, obtendo valores de resistência lateral os quais serviram de referência quando da avaliação dos valores obtidos através de métodos teóricos e semi-empíricos. Foram comparados também os resultados obtidos nas provas de carga com os já existentes de provas de carga à compressão, de outro trabalho de mestrado que utilizou outras quatro estacas com as mesmas dimensões e no mesmo campo experimental das ensaiadas neste trabalho. Esta comparação possibilitou identificar a existência ou não de uma defasagem da resistência lateral à tração em relação à resistência lateral à compressão.

Orientador: Miriam Gonçalves Miguel / Dissertação (mestrado) - Universidade Estadual de Campinas, Faculdade de Engenharia Civil, Arquitetura e Urbanismo / Made available in DSpace on 2018-08-17T14:10:40Z (GMT). No. of bitstreams: 1 Scallet_MarcellaMaschietto_M.pdf: 1855400 bytes, checksum: 6ec58c53afe478625fb1fa36239f671c (MD5) Previous issue date: 2011 / Resumo: Este trabalho tem como objetivo estudar o comportamento de estacas escavadas de pequeno diâmetro, submetidas a carregamentos axiais de compressão através de provas de carga estática realizadas no Campo Experimental de Mecânica dos Solos e Fundações 2 da Unicamp. O CEMSF2 apresenta um perfil geológico cuja primeira camada é constituída de argila siltosa, coluvionar, laterítica e colapsível. Pretendeu-se avaliar as capacidades de carga e os recalques dessas estacas nas condições: a) sem pré-inundação e sem melhoria de ponta; b) sem pré-inundação e com melhoria de 1 ponta, com o lançamento de um volume de 18 litros de brita 1 no fundo da estaca antes da concretagem; c) com pré-inundação e sem melhoria de ponta e d) com préinundação e com melhoria de ponta. Todas as estacas foram submetidas a dois carregamentos (ensaios e reensaios), sob uma mesma condição acima descrita. Foram instalados tensiômetros convencionais para a leitura das sucções matriciais do solo durante a realização das provas de carga. Através das curvas carga versus recalque foram definidas as capacidades de carga e as resistências ao atrito lateral e de ponta, por meio de métodos de interpretação dessas curvas com o solo sem inundação e préinundado por 48horas, considerando as reduções dos valores da sucção matricial do solo, devido às duas condições de umidade. A capacidade de carga das estacas nos ensaios foi menor do que nos reensaios, para as estacas sem pré-inundação, devido ao aumento da resistência de ponta nos reensaios. Nas provas de carga com préinundação, em geral, não houve aumento de resistência de ponta dos ensaios para os reensa ios. A resistência ao atrito lateral foi maior que a resistência de ponta em todas as provas de carga. O lançamento de brita 1 não trouxe melhorias na capacidade de carga. Reduções consideráveis na capacidade de carga foram observadas em função da pré-inundação do solo, sendo essas reduções mais expressivas para as estacas com melhoria de ponta / Abstract: This paper aims to study the behavior of bored piles of small diameters, subjected to axial compression loads by static load tests carried out at the Field of Experimental Soil Mechanics and Foundation 2 at Unicamp. The CEMSF2 has a geological profile whose first layer is composed of silty clay, with coluvionar, lateritic, and collapsible features.This study intended to evaluate the load capacities and the settlements of these foundations in such conditions: a) without any pre- wetting nor improvement in the tip; b) without any pre-wetting but with a tip improvement, placing a volume of 18 liters of stones 1 in the base of the pile before concreting c) with pre- wetting but without tip improvement and d) with pre-wetting and tip improvement. All these piles were subjected to two loading (tests and retests), under the same test condition described above. Conventional tensiometers were installed to read the matric suctions of the soil during the performance of the load tests. Throughout the load versus settlement curves the load capacities and the strength to lateral friction and tip were defined using methods of interpretation of these curves with the soil without any pre-wetting and 48-hour-pre wetting, considering the reductions of the values of the soil matric suction due to two moisture conditions. The load capacity of piles in the tests was smaller than the one in the retests for the piles without any pre-flooding, due to the increase of the tip strength in the retests. In the load tests with pre-flooding, in general, there was not any increase of strength in the tip of the tests for the retests. The strength to the lateral friction was greater than the tip strength in all loading tests. The placing stones 1did not result any improvement to the bearing capacity. Considerable reductions in bearing capacity were observed because of the pre-wetting soil, such reductions are more significant for the piles with improved tip / Mestrado / Geotecnia / Mestre em Engenharia Civil

Orientador: Paulo José Rocha de Albuquerque / Dissertação (mestrado) - Universidade Estadual de Campinas, Faculdade de Engenharia Civil, Arquitetura e Urbanismo / Made available in DSpace on 2018-08-21T07:16:20Z (GMT). No. of bitstreams: 1 Laister_Eliezer_M.pdf: 9273595 bytes, checksum: 143d883d817e6a2b13b7baf7e0af8df9 (MD5) Previous issue date: 2012 / Resumo: Para a confecção de argamassa para o preenchimento da estaca raiz, a norma vigente, NBR 6122/2010 recomenda uma resistência mínima de 20 MPa, consumo mínimo de cimento de 600 kg/m³, e relação A/C entre 0,5 a 0,6, porém a determinação de consumo mínimo de cimento é um tema polêmico quanto à garantia de durabilidade, no entanto, nessas condições, com um consumo de cimento nesse patamar, ter-se-á resistência à compressão axial acima dos 20 MPa exigidos por norma sem grande tecnologia para a confecção de argamassas. A presente pesquisa estudou a influência do consumo de cimento e da relação A/C por meio de ensaios de absorção capilar, avaliando seu desempenho para condições de consumo de cimento menor do que 600 kg/m³. Identificou-se que além do consumo de cimento e relação A/C, a distribuição granulométrica tem influência na absorção capilar, e que é possível obter argamassas com baixa absorção e consumos menores que 600 kg/m³, através do controle da distribuição granulométrica global e utilização de aditivos para o controle da relação A/C. A presente pesquisa também recomenda a utilização do mini slump em campo para o controle da exsudação das argamassas / Abstract: The standard in force (NBR 6122/2010) for preparation of mortar to fill root piles recommends minimum resistance of 20MPa, minimum consumption of cement of 600 kg/m³, and W/C ratio between 0.5 and 0.6. However, determining the minimum consumption of cement to ensure durability is a controversial topic. Under these conditions, with a consumption of cement at this level, we will get resistance to axial compression above 20MPa as required by a standard without top technology to produce mortars. The present research reviewed the influence of consumption of cement and the W/C ratio by means of capillary absorption tests, and assessed their performance under conditions of consumption of amounts of cement smaller than 600 kg/m³. It was observed that, besides consumption of cement and the W/C ratio, the granulometric distribution also impacts capillary absorption and it is possible to get mortars with low absorption and consumptions below 600 kg/m³ through control of the global granulometric distribution and use of additives to control the W/C ratio. The present research also recommends the use of mini slumps on the field to control mortar exudation / Mestrado / Geotecnia / Mestre em Engenharia Civil

Orientador: Paulo Jose Rocha de Albuquerque / Tese (doutorado) - Universidade Estadual de Campinas, Faculdade de Engenharia Civil, Arquitetura e Urbanismo / Made available in DSpace on 2018-08-27T16:49:40Z (GMT). No. of bitstreams: 1 Garcia_JeanRodrigo_D.pdf: 14218038 bytes, checksum: cdf7e3c252a38593da86399a1b22a73a (MD5) Previous issue date: 2015 / Resumo: Nesta pesquisa, analisou-se o comportamento de quatro radiers estaqueados, executados a partir de conjuntos de blocos compostos por estacas mecanicamente escavadas a trado, com 5 m de comprimento e 0,25 m de diâmetro (D), executados em solo de diabásio da região de Campinas/SP. Para tanto, foram executados blocos de fundação tipo radier estaqueado, compostos de uma, duas, três e quatro estacas, espaçadas de 5D. Esses blocos de fundação foram ensaiados a partir de provas de carga do tipo estática e lenta (SML), seguindo as prescrições da NBR12131/2006. As estacas foram instrumentadas em profundidade com strain-gages posicionados no topo e na ponta, com a finalidade de avaliar o mecanismo de distribuição de carga em profundidade, assim como avaliar as parcelas de contribuição de cada elemento (estaca e radier) na capacidade do radier estaqueado. Para melhor entender o comportamento desse tipo de fundação utilizou-se de análises tridimensionais (3D) por elementos finitos, por meio do software LCPC-Cesar. O modelo constitutivo utilizado foi de Mohr-Coulomb, que leva em consideração o comportamento elastoplástico do solo. Os resultados experimentais apontaram uma contribuição média devido ao contato radier-solo de 21% e 79% devido às estacas (lateral + ponta), em relação à capacidade total delas. Os resultados numéricos, justificados pela dificuldade em representar o efeito de escorregamento do contato entre o elemento de fundação e o solo, demonstraram maior participação pelo contato (36%) e menor parcela devido às estacas (64%). As análises numéricas de grupos de estacas, comparadas aos radiers estaqueados, demonstraram que a maior participação da resistência de ponta é gerada em função da existência do efeito de contato / Abstract: This research analyzed the behavior of four piled rafts executed from sets of blocks composed by mechanically augered piles. The piles, with 5m long, 0.25m diameter (D) were executed in diabase soil from the region of Campinas/SP. With this purpose, foundation blocks comprising one, two, three and four piles with spacing of 5D were executed in contact with the soil. These foundation blocks underwent slow maintained load tests (SML) per prescriptions of NBR12131/2006. The piles were instrumented at depth with strain-gages placed at the top and at the tip in order to assess the mechanism of load distribution in depth, and also to asses the percentage of contribution of each element (pile and radier) on the capacity of the piled rafts. To get a better understanding of this type of foundation, three-dimensional (3D) finite element analyses were made by means of the LCPC-Cesar software program. The constitutive model used was the Mohr-Coulomb, which takes the elastoplastic behavior of the soil in consideration. The experimental results indicated a mean contribution via contact of 21% and 79% due to the piles (lateral + tip) in comparison to their total capacity. The numerical results, justified by the difficulty to represent the effect of 'breaking' the contact between the foundation element and the soil, demonstrated greater participation of the contact (36%) and a smaller percentage due to the piles (64%). In comparison with the foundation blocks with contact, the numerical analyses from which the contact was eliminated demonstrated that the greater participation of tip resistance is generated as a function of the existence of the contact effect / Doutorado / Estruturas e Geotécnica / Doutor em Engenharia Civil