Publicações

This paper presents a new purely viscoplastic soil model based on the subloading surface concept with a mobile centre of homothety, enabling the occurrence of viscoplastic strains inside the yield surface and avoiding the abrupt change in stiffness of the traditional overstress viscoplastic models. This is required for overconsolidated soils. The model is formulated to reproduce the soil rate-dependent behaviour under cyclic loading (changes in loading direction) and incorporates both initial and induced anisotropy, as well as destructuring. The model shows good qualitative response to some imposed three-dimensional stress paths under quasi-inviscid (elastoplastic) behaviour. Some of the main time-dependent aspects of soil behaviour that the model is capable of reproducing were also illustrated. The capability of the model to adequately reproduce the results from an undrained triaxial test performed on stiff overconsolidated clays from the Lisbon region (Formação de Benfica), with an unloading

RESUMONuma construção pré-esforçada a armadura é uma componente da ancoragem dominante na segurança dos elementos suportados. A armadura pode ser de vários tipos. No mercado existem diversas tecnologias e sistemas, pelo que a armadura deve ser seleccionada em conformidade com as cargas e com o disposto pelos documentos regulamentares e normativos. A sua durabilidade reveste-se de importância vital na longevidade da obra, sendo necessária protecção contra a corrosão. O comportamento do aço de pré-esforço relativamente à corrosão depende: da qualidade das caldas de injecção; do grau de preenchimento das bainhas; do recobrimento da armadura e das cabeças. A função das ancoragens e o tempo de vida da estrutura ancorada têm uma implicação directa na tecnologia a implementar. Construída a ancoragem, verifica-se o seu comportamento mecânico com ensaios de carga, para avaliar e verificar se as exigências de projecto são respeitadas.

A avaliação da adequabilidade de uma ancoragem é inferida dos deslocamentos registadosdurante um ensaio de carga incluindo os deslocamentos de fluência que são mobilizados duranteos patamares de carga que são predefinidos para o ensaio. Recentemente, Salgado e Carvalho(2008) e Carvalho (2009) mostram que através da modelação simplificada do ensaio de umancoragem, utilizando o modelo hiperbólico, é possível obter também, destes ensaios,parâmetros representativos do comportamento de tensão - deformação da interface entre o bolbode selagem e o terreno envolvente nomeadamente o módulo máximo de distorção, Gmax e atensão máxima de corte da interface. Neste documento apresenta-se um resumo da metodologiae a sua aplicação a um caso prático

The geotechnical risk of a tunnel is strongly dependent on ground properties and on the construction techniques and rate of advance. In the urban environment, design is often determined by serviceability limit states of adjacent structures and, to a lesser extent, of the tunnel itself. The observational method (OM) is an effective risk management tool in geotechnical engineering and particularly in tunnel construction. It helps with deciding in the presence of uncertainty in ground conditions. A fundamental prerequisite for its application is that only epistemic uncertainties are present, so that uncertainty reduction of the relevant parameters may be achieved by monitoring. Deterministic models are often used, limiting the versatility and significance of the OM. In this paper conceptual considerations about the implications of ground uncertainty with due account of spatial correlation are presented. A combined computational framework for random finite difference models based on MATLAB and FLAC is introduced. A case study of a tunnel in stiff clayey ground is presented to evaluate the relative importance of the magnitude, type of variability, and spatial correlation of both deformability and shear resistance parameters. A simulated application of the OM is presented with a comparative analysis of the decisions in an OM approach.

Soft clayey rocks such as marls and argillites are very common in the Iberian Peninsula. Design provisionsfor engineering works such as slope excavation in these materials must consider their evolvingbehaviour. Evolution can be identified by physical degradation. In fact, volume changes, stiffness loss,and, quite often, loss of mass continuity due to the development of fissures can cause instability phenomenaof finite volumes of rock (Alonso et al., 2010). Abadia marls from Arruda dos Vinhos, in Portugal, are an example of soft rocks exhibiting such type of evolving behaviour. These marls, Upper Jurassic in age, are characterized by relatively high in situ water content and low porosity. Clay minerals present are mainly chlorite, kaolinite and illite, which explain the relatively high plasticity of the material. Excavated slopes in this material exhibit strong degradation of its hydro-mechanical properties, as illustrated in Figure 1.a. Because this degradation is due to the exposition to atmospheric actions, the excavated slopes are often protected with amembrane. This was the procedure adopted in A10

The Barcelona Basic Model, BBM, is one of the most used elasto-plastic models for unsaturated soils. A briefly presentation of the BBM is made and some aspects are discussed. Its mathematical formulation is summarily presented and the influence that some parameters have on the model is evaluated. Some limitations, such as the stress state variables, the hysteretic hydraulic behaviour, the shear strength increase with suction, the soil collapse and the strain-softening are succinctly discussed. At the end, the evolution of shear strength along suction reduction paths, associated to collapse phenomenon, is analyzed. In some suction reduction paths, softening type behaviour is observed.

The design of a shallow foundation with eccentric loading is presented for the ultimate limit state of the bearing resistance, according to the formulation presented in annex D of NP EN 1997-1:2010. Probabilistic and deterministic methods were used. Concerning probabilistic methods, the approximate probabilistic methods, advanced first-order second-moment method (AFOSM) and first-order second moment method (FOSM), were applied. For the deterministic calculation, the partial safety factors method recommended by the Eurocode and applied in most practical cases, was implemented. It was assumed that problem variables, such as loads (permanent and variable vertical loads) and soil parameters, follow normal distribution functions. However, the horizontal variable load and the depth of foundation were described by the Gumbel and the rectangular distribution functions, respectively. The results obtained by approximate probabilistic methods were validated by Monte Carlo simulations. Comparisons were made between the results of the three design methods used.

The movement at the surface or near the surface and the potential damage in built heritage is an essential aspect in the safety of underground works with proximity interferences. The current methodologies for estimating subsidence require, firstly, the calculation of volume lost in the excavation, and secondly, the use of parametric curves, e.g. the Gaussian curve. Often, the selected parameters of these curves are the volume of subsidence and the maximum surface settlement. Numerical geotechnical models are currently used to determine the latter. To keep the models as simple as possible, the layers are represented by homogeneous sub-domains with fixed parameters, usually defined by statistical criteria. Within the classical approach of design, the analysis of a conservative scenario leads to the definition of limits for the response of ground and support, which are then compared to its monitoring counterparts in order to validate the design assumptions. When applying the observational method, on the other hand, two ground model scenarios must be considered to design underground works: in the first one, which is used for preliminary design, the

Um dos aspectos essenciais na segurança de obras subterrâneas com interferências deproximidade

RESUMOA Norma europeia 1537:1999 recomenda que todas as ancoragens de um sistema de suporte ancorado sejam sujeitas as ensaios de recepção simplificado, excepto as ancoragens que tenham já sido sujeitas as ensaios de adequabilidade (ensaios detalhados). Contudo, esta recomendação continua a ser negligenciada por alguns empreiteiros nacionais. O LNEC, na qualidade de perito, foi recentemente solicitado a analisar dois casos de rotura de sistemas ancorados que só se manifestaram após cerca de 5 anos da conclusão das respectivas obras. Uma análise detalhada destes dois casos, incluindo a análise por métodos de Elementos Finitos, mostrou que se todas as ancoragens tivessem sido ensaiadas, e, devidamente inspeccionadas, na altura da entrada em serviço nas obras, teria sido possível detectar atempadamente situações de não conformidade e, assim, evitar o colapso posterior dessas duas estruturas ancoradas. Numa delas deu-se um colapso total e na outra o colapso foi pontual em algumas das ancoragens.

Road construction is one of the longitudinal geological-geotechnical works that may consider thousands of kms,where a diversity of embankment slopes and cut slopes are made to implement the way of the desired road. Due to theheterogeneity and variability of the geological and geotechnical surroundings, local slope instabilities are a commongeotechnical hazard. To minimize the economic impact and the unavoidable delays due to such happenings it is veryimportant to plan ahead an observation system that insures a safe road construction. One of the key instruments to install isthe inclinometer that is used to monitor the evolution of horizontal displacements at specific locations and depths. Thepurpose of this study is to generalize the procedures developed in 1995 by Salgado (1), assuming initial horizontal groundconditions, to estimate the local factor of safety value at the location of specific inclinometer measurements, to a morerealistic and common condition where initial sloping ground conditions prevail. The procedures follow the original work (1)where the boundary conditions between two consecutive inclinometer readings, in depth, are associated to the boundaryconditions of the simple shear test. By comparison with the simple shear test results it is possible to assess a factor of safetyvalue based on the level of the shear strain estimated from the inclinometer readings. To extrapolate to different confiningstresses the procedures were expanded in 1997 by Carvalho (2) and optimized in 1998 by Salgado & Carvalho (3) consideringthe hyperbolic stress-strain model formulation. To extrapolate to initial slope ground conditions, new procedures weredeveloped by Salgado (4, 5) to take into account the initial static bias imposed by the in situ sloping ground.

The estimation of liquefaction resistance is the first step in assessing the liquefaction hazard. The next importantstep is the assessment of possible consequences of liquefaction. The Siting case of downtown Lisbonmetro blue line is presented to outstand some of the important differences, related with liquefaction assessment,between the recommendations proposed by the Eurocode 8

This paper describes the development of aautomatic measurement system used to perform groundanchor proof testing. Among other objectives the newsystem aims at providing fully automatic data collection,data processing and display. A brief overview of anchortesting, measurable quantities and aspects that governedsystem design are discussed. The main system componentsare fully described. System validation through measuringchains calibration and field testing results are presented.

The influence of ground water level on shallow foundation design is presented for the ultimate limit state of the bearing resistance, according to the formulation presented in annex D of EN 1997:2004. Probabilistic and deterministic methods were used and compared. Concerning probabilistic methods, the advanced first-order second-moment method (AFOSM) was applied and the results were validated by Monte Carlo simulations. For the deterministic calculation, the partial factors method recommended by the Eurocode and applied in most practical cases, was implemented. For the assumptions herein made the width B determined by the probabilistic method is always smaller than the one obtained deterministically.

The main purpose of the thesis is to show that it is viable the use of a correct effective stress framework to model the behaviour of unsaturated soils, with the development of an adequate effective stress model being an essential factor. One of the main advantages of this methodology is the separation between the solid skeleton mechanical constitutive models, which can be those developed for saturated soils, and the effect of the partial saturation on the behaviour of the soil, being only influenced by the effective stress model. The effective stress framework consists on the solid skeleton mechanical, the soil-water retention and the effective stress models. An isotropic effective stress model is proposed based on the main characteristics of the effective stress evolution in cubic spheres arrangements, incorporating hysteretic behaviour between drying and wetting paths and the dependency of specific volume and temperature, and being a function of the degree of saturation. A soil-water retention model is also proposed incorporating the hysteretic behaviour existent in drying and wetting paths, its dependency of specific volume and the incorporation of unsaturated states with zero suction. A rate-dependent (viscoplastic) and a rate-independent (elastoplastic) mechanical constitutive models, formulated with the subloading concept and the same hardening laws, was presented. The mechanical models can reproduce the cyclic, anisotropic and structured behaviour. Additionally, it is presented their expansion to nonisothermal conditions and the convergence of the response of the viscoplastic model to the elastoplastic model, when dealing with rate-independent soil behaviour (the elastoplastic model being more efficient). A generalised mixed stress-strain control for both viscoplastic and elastoplastic models in non-isothermal conditions is given. The effective stress framework constituted by the proposed mathematical models can reproduce with success diverse and complex unsaturated laboratory tests, reproducing the main aspects of the unsaturated soils behaviour. It is concluded that with an adequate effective stress model, it is not necessary to modify the mechanical constitutive models, previously formulated for saturated soils, introducing dependence of several model parameters on suction, degree of saturation or other similar variables. Also, it is shown that with an adequate evolutionary algorithm, the number of parameters is no longer a relevant issue restraining the use of these complex constitutive models. A newversion of the Differential Evolution method is developed to calibrate constitutive models for the laboratory tests.

A state-of-the-art revision of immersed tunnels is done. The selected case-study for this thesis, an immersed tunnel for crossing Tagus River between Algés and Trafaria, is presented. Next, cases of earthquake-induced liquefaction and its associated mechanism are discussed. The most relevant constitutive models for the numerical simulation of the response of soils under cyclic loading are described, including the Manzari-Dafalias model. Subsequently, Tagus River sand is physically characterized and six monotonic drained triaxial tests are analysed, with the goal of characterizing the stress-strain behaviour of the sand and obtain its parameters. Five cyclic undrained torsional tests are also analysed with the goal of characterizing cyclic behaviour of the sand. Then, the calibration framework for the Manzari-Dafalias model is presented, combining results of laboratory tests with numerical sensitivity studies. A parameter sensitivity analysis is carried out to understand the relevance of some chosen model parameters, by using an OpenSees constitutive driver, both through numerical simulation of monotonic drained triaxial tests and of cyclic undrained torsional tests. Some model parameters are calibrated directly from triaxial testing. The remaining parameters are calibrated through numerical simulation and curve fitting of the model to the laboratory results. A new constitutive driver is implemented in MATLAB to clarify some of the Manzari-Dafalias model issues, namely in the liquefaction phase. Finally, multiple liquefaction mitigation measures, and their application in immersed tunnels, are described. Laboratory testing of a mitigation measure, specifically injection of a duromeric expansive polyurethane resin, commercially available, is accomplished. The physical characteristics of both the resin and of the sand-resin mixture are presented. A series of tests, namely high frequency ultrasonic pulse tests, uniaxial compression and tensile tests, and triaxial compression tests, are performed. The modulus of elasticity, the Poisson

Os objectivos deste projecto inserem-se no âmbito dos trabalhos desenvolvidos no Núcleo deFundações, Taludes e Obras de Suporte, do Departamento de Geotecnia do LaboratórioNacional de Engenharia Civil (LNEC/DG/NFTOS), e pretende realizar-se um estudo docomportamento das obras ancoradas, respondendo a solicitações do mercado exterior e poroutro lado analisar um tipo de obras que são uma prática constante e cujo comportamento amédio e longo prazo não se encontra devidamente analisado na literatura da especialidade.Esta dissertação objectiva ser um contributo para o dimensionamento, construção e ensaios deancoragens pré-esforçadas em terreno, isto é, pretende-se com este trabalho elaborar umdocumento de apoio bibliográfico para a indústria nacional associada à construção deancoragens. Pretende ainda permitir compatibilizar e estabelecer procedimentos de projecto econstrutivos em conformidade com as normas e com a finalidade de garantir a qualidadedesejável na construção de ancoragens, para garantir a vida útil prevista das obras deEngenharia. De acordo com o mencionado desenvolvem-se e apresentam-se matériasconsideradas importantes para atingir essas finalidades.Analisa-se a bibliografia relativa à documentação normativa e regulamentar, considerada maisrelevante, com um levantamento generalizado desses elementos, onde é avaliada a relevânciarelativa de cada um dos aspectos tratados, comparando-se e confrontando-se os diferentesdocumentos em assuntos comuns. Abordam-se questões associadas ao dimensionamento ecom os factores de segurança de ancoragens. Para tal considera-se a bibliografia relevante eem vigor.Havendo a preocupação em garantir a durabilidade das obras e sendo a integridade física dasancoragens uma preocupação na garantia da sua vida útil aborda-se a problemática dacorrosão, dos diversos tipos de corrosão e das classes de protecção das ancoragens contra acorrosão. Indicam-se ainda métodos expeditos para avaliar a carga corrosiva do meio e seuefeito na selecção do tipo de protecção a considerar para as ancoragens.Para optimizar os trabalhos associados às ancoragens, desenvolvidos no LNEC, e odesenvolvimento de novas metodologias relacionadas com obras de suporte com ancoragensdefinitivas pretende-se preencher algumas lacunas, nomeadamente no que se refere àviabilização da homologação de tecnologias de ancoragens com a participação do LNEC.Estando disponíveis no mercado diversos sistemas de ancoragens e havendo a possibilidadede recorrer a diversas tecnologias apresenta-se algumas referências nessa área e aborda-sediversos aspectos construtivos e tecnológicos. Sendo corrente o compromisso entre aqualidade final da obra, a mão-de-obra e outros factores construtivos, analisa-se a temática daqualidade das ancoragens e das estruturas ancoradas. Apresenta-se uma referência aos diferentes tipos de ensaios de carga, a realizar nasancoragens, bem como o número e tipo de controlo que a bibliografia recomenda para a suarealização. Indicam-se os critérios de análise e respectivas metodologias.Sendo o factor de fluência, ks, um parâmetro condicionante do comportamento dos solos, amédio e longo prazo, pretende-se calcular o seu valor a partir dos ensaios de carga realizadosnas ancoragens. Face aos problemas associados ao cálculo de ks a partir dos ensaios de carga,desenvolveu-se um modelo capaz de simular todos os aspectos de carga e descarga,integrados no ensaio, incluindo os patamares de fluência, e realizam-se análises com afinalidade de esclarecer esses problemas, propondo-se procedimentos para optimizar asestimativas correspondentes.Consideram-se os ensaios de carga primordiais para a caracterização mecânica das ancoragense para avaliar o comportamento da estrutura de suporte ancorada. Apresenta-se um sistema deensaios automático (SEA) para o controlo dos ensaios de carga de ancoragens in situ, que sedesenvolveu no âmbito deste trabalho. Relativamente a aplicações futuras desse sistema,SEA, apresenta-se a metodologia utilizada pelo LNEC no controlo das blocagens e no cálculoda tracção residual ou efectiva de blocagem.

N/A

N/A

The growing concerns about the climate change and the negative environmental impacts of heating andcooling systems operated by fossil fuels, have led the technical and the scientific communities to find out more environmentally and sustainable energy alternatives, such is the case of shallow geothermal sources. Shallow geothermal systems use the ground as a heat reservoir, transferring thermal energy from the ground to a building, or vice-versa, with the help of a heat pump, to provide warmth in winter and cooling in summer. A proper evaluation of the thermal properties of the soil is essential in their design process and for a sustainable system. Thermal conductivity is the most important parameter for this evaluation. Thermal conductivity can be estimated or measured by several methods, namely by means of empirical correlations, and experimentally, either in situ, by means of the well-known Thermal Response Tests (TRT), or in the laboratory, under steady state or transient conditions. This work presents a series of thermal conductivity measurements on dry sand samples obtained by means of a high accuracy system with reference TPSYS02 Hukseflux equipped with Non-Steady-State Probes (NSSP) (TP02 or TP08). The system was acquired in the aim of an FCT research project. The work includes the completion of a guide to procedures to the use of the thermal measurement system. Details of its calibration as well as results from tests in soil samples are also presented.

This document describes the work developed in the short term scientific mission, STSM, of the COST TU1202, entitled Implementation of subloading constitutive models in material point methods, hosted by Dr. Phil Vardon, in the Technical University of Delft, TU Delft. A dynamic version of the material point method, MPM, in two-dimension was programmed, with the computer language Fortran. An elastoplastic subloading soil model with anisotropy, cyclic behaviour and structure was implemented in the program. The constitutive model was integrated using an explicit algorithm.

N/A

N/A

Este relatório tem como objectivo a apresentação e análise dos resultados obtidos nas campanhas de observação e nas visitas de inspecção realizadas até ao mês de Janeiro de 2007, inclusive. Considera-se, assim, que com a apresentação deste relatório ficam concluídos os planos de trabalhos relativos aos períodos de observação de 2005 e 2006.

N/A

N/A

N/A

Esta publicação objectiva ser um contributo para o dimensionamento de ancoragenspré-esforçadas em terreno. Pretende, também, permitir compatibilizar e estabelecerprocedimentos de verificação do dimensionamento de projecto de sistemas ancorados, emconformidade com as normas e com a finalidade de garantir a vida útil prevista das obras desistemas ancorados.Analisa-se a bibliografia relativa à documentação normativa e regulamentar, mais relevante.Avalia-se a importância relativa de cada um dos aspectos tratados, considerando-se abibliografia relevante em vigor, comparando-se os diferentes documentos e abordandoaspectos associados ao dimensionamento e aos coeficientes de segurança de ancoragens.O conceito associado ao sistema constituído por uma estrutura ancorada visa gerar umamassa de solo internamente estável para um nível de carga de serviço adequado. Odimensionamento das obras de suporte realiza-se, na maioria dos casos, pela análise decondições correspondentes a estados limites últimos, aplicando um determinado valor para ocoeficiente de segurança, isto é, para situações correspondentes a equilíbrio limite. No casode obras de suporte ancoradas, há que considerar também os riscos associados às ancoragenspropriamente ditas.Desta forma, na maioria dos casos, impõem-se limites de deslocamentos, do terreno e daestrutura, face às limitações de esforços a que se podem submeter os suportes e as ancoragensnas diversas fases da vida da obra.Por outro lado, no dimensionamento da ancoragem como elemento estrutural, devemconsiderar-se as diversas exigências de cada uma das partes que a constitui, quer ao nível dedesempenho, quer ao nível das acções consideradas.

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A