Book•
Foundation analysis and design
01 Jan 1968-
TL;DR: In this paper, Fondation de soutenagement et al. presented a reference record for Dimensionnement Reference Record created on 2004-09-07, modified on 2016-08-08.
Abstract: Keywords: Fondation ; Mur de soutenement ; Pieux ; Capacite portante ; Ancrage ; Dimensionnement Reference Record created on 2004-09-07, modified on 2016-08-08
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22 Aug 2021
TL;DR: In this article, a software for prédimensionamento of sapatas isoladas empregando a linguagem de programação VBA has been developed and implemented.
Abstract: A fundação é a parte da estrutura de uma edificação responsável por transferir as cargas para o solo. Dentre os elementos de fundação, as sapatas consistem em um tipo de fundação superficial, construída em concreto armado e que podem ser produzidas para apoiar somente um pilar (sapatas isoladas) ou mais de um pilar simultaneamente (sapatas corridas ou combinadas). O dimensionamento de uma sapata deve ser realizado de modo que a armadura possa combater as tensões de tração as quais a sapata será submetida. Para tanto, diversos métodos de dimensionamento podem ser utilizados e que devem atender às recomendações das normas da Associação Brasileira de Normas Técnicas NBR 6118 e NBR 6122. Neste trabalho foi realizado o desenvolvimento de um software para pré-dimensionamento de sapatas isoladas empregando a linguagem de programação VBA. O software foi organizado em uma sequência de telas (janelas) que permitem ao usuário inserir informações necessárias para a realização dos cálculos, verificar o atendimento de critérios e obter os resultados do dimensionamento da sapata. No software foram implementados três métodos para a realização do dimensionamento de sapatas isoladas: método das bielas e tirantes e outros dois métodos baseados em critérios do CEB-70 e da ACI-318. Além disso, o software desenvolvido foi aplicado em um estudo de caso com o objetivo de evidenciar a aplicabilidade do programa e comparar os resultados entre os métodos de dimensionamento apresentados. O resultado do estudo de caso evidencia a aplicabilidade e eficiência do software empregando os três métodos. Ainda foi possível verificar que o método da ACI-318 resultou em uma menor quantidade de aço para o caso estudado, enquanto que o método da CEB-70 resultou em uma maior quantidade de aço.
TL;DR: Predictive modeling of settlement parameters in clayey soils has been carried out in selected areas in Port Harcourt city, Nigeria as mentioned in this paper, where laboratory results of 50 oedometer tests on soil samples within six study areas were analysed for void ratios, e, coefficient of volume compressibility, m v, and compression modulus, E c, for varying pressures.
Abstract: Predictive modelling of settlement parameters in clayey soils has been carried out in selected areas in Port Harcourt city, Nigeria. Laboratory results of 50 oedometer tests on soil samples within six study areas were analysed for void ratios, e, coefficient of volume compressibility, m v , and compression modulus, E c , for varying pressures. Results of e, and m v generally showed a decreasing trend with increase in pressure, while E c increased with pressure. Predictive models relating void ratio and pressure, coefficient of volume compressibility and pressure, and that of compression modulus and pressure were subsequently generated. The models can be used for quick determination of settlement input parameters needed in deformation analysis of foundation placed on clayey soils.
01 Jan 2019
Dissertation•
24 Aug 2012
TL;DR: In this paper, the authors focus on developing model parameters from analysis of static axial compression and tension load test data from a project site along the Missouri River floodplain in northwest Missouri.
Abstract: With the increasing use of augered cast-in-place piles in new construction, it is important that proper design parameters be incorporated when evaluating pile capacity and performance using reliability-based design methods. This paper focuses on developing “t-z� model parameters from analysis of static axial compression and tension load test data from a project site along the Missouri River floodplain in northwest Missouri. Data was collected from a total of twelve axial load tests (six compression and six tension) and includes dial gauge readings from the pile heads as well as vibrating wire strain gauge data from multiple locations throughout several of the test piles. The “t-z� method has been used extensively as a soil-structure interaction model to evaluate the settlement of deep foundations. The soil-structure interaction modeled in this analysis was based on hyperbolic load displacement behavior using effective (drained) stresses. The development of the “t-z� model parameters has been accomplished using finite difference methods to analyze the non-linear soil-structure interaction along the sides of the piles. During the analysis, the mean shear modulus of soil-structure interface subgrade reaction, K[sub]init, and the mean ultimate shear strength of the soil-structure interface, [symbol for tau][sub]u, were back-calculated from each set of load test data and were based on the assumption of a single-layer, homogenous soil profile. These “t-z� model parameters were then compared to standard field investigation data, including standard penetration tests (SPT) and cone penetrometer test (CPT) soundings, and effective overburden stress to develop correlations suitable for service limit state design of augered cast-in-place piles. While there was some indication of a linear relationship between K[sub]init and the field investigation data, there was not a sufficient quantity of data in the analysis to properly identify any statistical trends. The relationship between [symbol for tau][sub]u and the field investigation data was much more variable and did not provide any distinct correlation. The plot of the data relating the model parameters to the effective overburden stress exhibited some grouping but the sample size and distribution was not sufficient to identify any statistical trends.
Cites background or methods from "Foundation analysis and design"
...Tip Soil Elastic Modulus The tip soil elastic modulus, Es, was estimated using correlations with SPT Nvalues for gravelly sands as found in Bowles (1997). The correlations provided for gravelly sands include:...
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...Correlations published by Bowles (1997) recommend wet unit weights in the range of 90 to 115 pounds per cubic foot (pcf) for loose sands, 110 to 130 pcf for medium dense sands, and 110 to 140 pcf for dense sands....
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...Load Transfer Model As described by Bowles (1997), the force balance of the pile-soil interface can be represented by the following equilibrium equation:...
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...Tip Soil Elastic Modulus The tip soil elastic modulus, Es, was estimated using correlations with SPT N- values for gravelly sands as found in Bowles (1997)....
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...Load Transfer Model As described by Bowles (1997), the force balance of the pile-soil interface can be represented by the following equilibrium equation: 0)()( zKuzq (2-1) Where q(z) is the shear force per unit length along the pile and u(z) is the pile deformation at that location....
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