Visando o estudo de diversos tipos de fundações implantou-se um Campo Experimental de Engenharia Civil na Unesp, campus de Bauru. Neste local foram realizados inúmeros ensaios de investigação geotécnica cujo solo é uma areia fina argilosa de baixa compacidade, com características colapsíveis, representativo de uma grande área do Estado. Neste trabalho apresentam-se os resultados de trinta provas de carga à compressão, executadas neste campo experimental em dez estacas apiloadas, sendo doze provas em estacas instrumentadas com o uso de strain-gages. Em cada estaca executaram-se três provas de carga, sendo a terceira com inundação prévia do solo, para se verificar o efeito da colapsibilidade na capacidade de carga. A instrumentação permitiu determinar a parcela de carga resistida por atrito e pela ponta da estaca. Os resultados são comparados a métodos empíricos normalmente utilizados no Brasil. Os resultados obtidos servem como subsídios para os projetistas desse tipo de fundação de uso muito freqüente no interior do estado de São Paulo. / In order to study different foundation types, the Unesp (São Paulo State University) in Bauru, created an experimental field in Civil Engineering. In this site an extensive soil investigation program were carried out. The topmost soil is a clayey fine sand with collapsible characteristic. The paper presents the results of thirty compression load tests carried out in ten uncased displacement cast in place piles (pounded piles, called apiloadas in Brazil), where twelve load tests were instrumented with electrical strain gages. In each pile three load test were conducted, two in natural condition and the third after soaking the soil, in order to evaluate the influence of the soil collapsibility in the results. The instrumentation permitted the evaluation of the ultimate bearing, the skin friction, the end-bearing stress and the load transfer distribution along the pile length. Comparation are made between results obtained and predicted by empirical methods that used SPT and CPT results. The results obtained provides the basis for a more rational design procedure and has a major interest for those who are dealing with foundation design of this type, frequently used in the interior of São Paulo State which soil is similar from a geotechnical point of view.

O ensaio de simples reconhecimento de solos (SPT) é a ferramenta de investigação de solos mais utilizada no mundo. Devido ao grande número de parâmetros que influenciam os seus resultados, a medida de sua eficiência passa a ser indispensável à transposição de experiências entre as práticas desenvolvidas em diferentes locais. Infelizmente, a medida da eficiência através da instrumentação do impacto do martelo é economicamente inviável para a maioria das empresas de sondagem no Brasil. Este trabalho apresenta uma metodologia para a determinação da eficiência do SPT baseada no princípio de Hamilton e na realização de prova de carga estática sobre o amostrador, que pode ser uma alternativa para sanar esta situação. / The standard penetration test (SPT) is the most used soil investigation tool in the world. Due to the great number of variables that influences its results, the measurement of the efficiency becomes imperative to the transposition of experiences between developed practices in different places. Unfortunately, the measurement of the efficiency through the instrumentation of the hammer impact is economically inpracticable to most of the soil investigation firms in Brazil. This work presents a methodology to determinate the SPT efficiency based on the Hamilton\'s principle and on the execution of static load test over the sampler, what seems to be a good alternative to end this situation.

[pt] Este trabalho consiste na determinação dos valores e da distrbuição dos módulos de elasticidade com a profundidade de maciços de solo estratificados através de retroanálises de provas de carga em estaca instrumentada, com medição de recalques no topo e na base, publicadas na literatura para depósito de solos resuduais, argila rija e areia. Nas retroanálises utilizou-se um programa computacional baseado numa versão simplificada do método dos elementos de contorno, sugerida por Poulos (1968), com adaptações da formulação de Mindlin (1936) para permitir também a consideração de maciços estratificados. Seus resultados foram comparados com aqueles obtidos por vários tipos de ensaios de campo ou de laboratório, com o objetivo de indicar quais destes ensaios são os mais adequados para a determinação dos parâmetros de deformação do solo, visando o cálculo do recalque de estacas. Os valores de módulo de elasticidade computados nas retroanálises compararam-se satisfatoriamente com aqueles determinados com base nos ensaios que, durante a execução, induzem pequenas deformações no solo, ocorrendo, por outro lado, uma significativa subestimativa destes valores quando determinados em ensaios envolvendo grandes deformações. Este comportamento permitiu então concluir que uma escolha adequada do nível de deformações associada ao tipo de ensaio é essencial para a determinação das características de compressibilidade do solo na engenharia de fundações. / [en] This work consists of the determination of values and distribution of the modulus of elasticity with depth in layered soils through backanalysis of instrumented pile load tests, published in literature for residual soils, stiff clay and sand. In the backanalysis was used a simplified version of the boundary element method, originally introduced by Poulos and Davis (1968), with adaptations of Mindlin´s formulation to allow for the consideration of layered soils. The results of the backanalysis were compared with those obtained through many ´in situ´ and laboratory tests, with the aim of indicating which of those tests are more suitable for the determination of the deformation parameters of the soil, to be used in the evaluation of pile settlement. The values of elasticity modulus computed in the backanalysis agreed well with those determined from the tests which transmit small strains to the soil during its execution. On the other hand, these values were subestimated when obtained from tests that involve high strains. This behavior permitted the conclusion that an appropriate choice of the strain level, associated to the type of the test, is essential to the determination of the compressibility characteristics of the soil in foundation engineering problems. / [es] Este trabajo aborda la determinación de los valores de los módulos de elasticidad con profundidad de macizos de suelo estratificados así como su distribución. Dicha determinación se efectua a través de retroanálisis de pruebas de carga en estaca instrumentada, que aparecen publicadas en la literatura para depósito de suelos residuales, arcilla dura y arena. En el retroanálisis se utilizó un programa computacional basado en una versión simplificada del método de los elementos de contorno, sugerida por Polos (1968), con adaptaciones de la formulación de Mindlin (1936) que permiten considerar macizos estratificados. Con el objetivo de indicar cuál de estos ensayos resulta más adecuado para la determinación de los parámetros de deformación del suelo y para el cálculo del recalque de estacas, se compararon sus resultados con los obtenidos por varios tipos de ensayos de campo o de laboratorio. Los valores de módulo de elasticidad computados en el retroanálisis se compararan satisfactoriamente con los determinados con base en los ensayos que, durante la ejecución, inducen pequenas deformaciones en el suelo, teniendo, por otro lado, una significativa subestimación de estos valores cuando son determinados en ensayos con grandes deformaciones. Este comportamiento permitió entonces concluir que una selección adecuada del nível de deformación asociada al tipo de ensayo es esencial para la determinación de las características de compresibilidad del suelo en la ingeniería de fundaciones.

Tidigare forskning har påvisat att ERP-system och komplexa system överlag lider av användbarhetsproblem och låg användarupplevelse. Eftersom ERP-system måste bearbeta och integrera stora mängder av data ställer det ännu högre krav på användbarhet och användarupplevelse när användare vill få åtkomst till denna data via mobila enheter. PACMAD modellen som är en relativt ny användbarhet modell bygger vidare på tidigare etablerade modeller såsom ISO-standarden och Nielsens teorier om användbarhet och kompletterar några av de brister som existerande användbarhetsmodeller har gällande mobila applikationer. Modellen bygger på befintliga teorier i användbarhet men är anpassad speciellt för applikationer som används på mobila enheter. PACMAD-modellen innehåller samtliga attribut för både ISO-standarden och Nielsens modell men introducerar även attributet kognitiv belastning som är av särskild betydelse för mobila applikationer. För att besvara vår frågeställning utfördes workshops och intervjuer hos två leverantörer av ERP-modulen Field Service Management. Utifrån resultatet från dessa utfördes användbarhetstester med slutanvändare från båda leverantörer i form av observation test för att mäta dess effektivitet och verkningsgrad och NASA task load test för att mäta applikationernas kognitiva belastning. Resultatet påvisade att deras befintliga applikation led av stora användbarhetsproblem samt att utformningen av applikationerna beaktade inte faktorer såsom användare, kontext och uppgift. De upptäckter som gjordes i bidrog till framtagning av en ny prototyp med hjälp av etablerade designmönster och PACMAD-modellen som ställdes mot existerande litteratur, testades igen samt jämfördes med deras befintliga applikation. Detta utgjorde studiens huvudsakliga resultat att navigationen bestod av för många steg, att det fanns avsaknad av funktionalitet och hög kognitiv belastning. De nyckelord som var huvudsakliga för slutsatsen var “konsekvens”, “tydlighet” och “struktur” och förklarar designprocessen som utgjorde många upptäckter där företagen inte följde etablerade designmönster eller användbarhet modeller. Dessa nyckelord ägde stor tyngd för att öka användbarhet och användarupplevelse.

Over the past 50 years, several advancements have been made in the research area of the mechanics of unsaturated soils. These advancements can be categorized into two groups; (i) development (or improvement) of testing techniques (or apparatus) to determine the mechanical properties of unsaturated soils and (ii) development of (numerical, empirical or semi-empirical) models to estimate the variation of mechanical properties of unsaturated soils with respect to suction based on the experimental results. Implementation of the mechanics of unsaturated soils in conventional geotechnical engineering practice, however, has been rather limited. The key reasons for the limited practical applications may be attributed to the lack of simple and reliable methods for (i) measuring soil suction in the field quickly and reliably and (ii) estimating the variation of mechanical properties of unsaturated soils with respect to suction. The main objective of this thesis research is to develop simple and reliable techniques, models or approaches that can be used in geotechnical engineering practice to estimate sol suction and the mechanical properties of unsaturated soils. This research can be categorized into three parts. In the First Part, simple techniques are proposed to estimate the suction values of as-compacted unsaturated fine-grained soils using a pocket penetrometer and a conventional tensiometer. The suction values less than 300 kPa can be estimated using a strong relationship between the compressive strength measured using a pocket penetrometer and matric suction value. The high suction values in the range of 1,200 kPa to 60,000 kPa can be estimated using the unique relationship between the initial tangent of conventional tensiometer response versus time behavior and suction value. In the Second Part, approaches or semi-empirical models are proposed to estimate the variation of mechanical properties of unsaturated soils with respect to suction, which include: - Bearing capacity of unsaturated fine-grained soils - Variation of bearing capacity of unsaturated fine-grained soils with respect to matric suction - Variation of initial tangent elastic modulus of unsaturated soils below shallow foundations with respect to matric suction - Variation of maximum shear modulus with respect to matric suction for unsaturated non-plastic sandy soils (i.e. plasticity index, Ip = 0 %) In the Third Part, approaches (or methodologies) are suggested to simulate the vertically applied stress versus surface settlement behavior of shallow foundations in unsaturated coarse-grained soils assuming elastic-perfectly plastic behavior. These methodologies are extended to simulate the stress versus settlement behavior of both model footings and in-situ plates in unsaturated coarse-grained soils. The results show that there is a reasonably good comparison between the measured values (i.e. soil suction, bearing capacity, elastic and shear modulus) and those estimated using the techniques or models proposed in this thesis research. The models (or methodologies) proposed in this thesis research are promising and encouraging for modeling studies and practicing engineers to estimate the variation of mechanical behavior of unsaturated soils with respect to matric suction.

Nowadays, many different efficient solutions are being studied to solve engineering problems. Inside this group of solutions we can find the Soil Steel Composite Bridges (SSCB) as an alternative to traditional bridges. SSCB are being used more often every day and they are showing themselves as competitive structures in terms of feasibility and constructability. This project was started to achieve two different goals. The first one was to create a general database of SSCB including few selected tests all around the world and the second one was to compare and discuss full scale tests using the Pettersson-Sundquist design method. To create the database and the following comparisons, twenty-five different full scale tests were used. From this tests all the necessary information was extracted and used to create the database. After creating the database, the project continued with the discussion and comparison of the full scale tests. Specifically those discussions and comparisons were related to the resistance of the soil (the soil modulus) used in the construction of the SSCB. All the values of the different soil modulus of each full scale test used in the comparisons were calculated using the Swedish Design Manual (SDM). Two different types of soil modulus were calculated in this project using SDM, ones are the soil modulus back calculated using the values reported from the live load tests performed on the culverts and the others are theoretical soil modulus calculated using the detailed information of the soil. The report continues with the explanation of the different conclusions ended up with during this project. It can be highlighted within this group of conclusions, the one related to the importance of reporting all the necessary information from the full scale tests including the soil parameters, the measures of the culvert, the cross sectional parameters and the vehicle dimensions among others. Another important conclusions are the effect of using the slabs over the top of the culvert and how it would effect to the sectional forces over the culvert and also the limitations using method B of the SDM regarding the type of soil used as backfilling Finally, the project finishes explaining some proposals for future research about other fields of the study of SSCB.

Although it is well established that spacing of piles within a pile group influences the lateral load resistance of that group, additional research is needed to better understand trends for large pile groups (greater than three rows) and for groups in sand. A 15-pile group in a 3x5 configuration situated in sand was laterally loaded and data were collected to derive p-multipliers. A single pile separate from the 15-pile group was loaded for comparison. Results were compared to those of a similar test in clays. The load resisted by the single pile was greater than the average load resisted by each pile in the pile group. While the loads resisted by the first row of piles (i.e. the only row deflected away from all other rows of piles) were approximately equal to that resisted by the single pile, following rows resisted increasingly less load up through the fourth row. The fifth row consistently resisted more than the fourth row. The pile group in sand resisted much higher loads than did the pile group in clay. Maximum bending moments appeared largest in first row piles. For all deflection levels, first row moments seemed slightly smaller than those measured in the single pile. Maximum bending moments for the second through fifth rows appeared consistently lower than those of the first row at the same deflection. First row moments achieved in the group in sand appeared larger than those achieved in the group in clay at the same deflections, while bending moments normalized by associated loads appeared nearly equal regardless of soil type. Group effects became more influential at higher deflections, manifest by lower stiffness per pile. The single pile test was modeled using LPILE Plus, version 4.0. Soil parameters in LPILE were adjusted until a good match between measured and computed responses was obtained. This refined soil profile was then used to model the 15-pile group in GROUP, version 4.0. User-defined p-multipliers were selected to match GROUP calculated results with actual measured results. For the first loading cycle, p-multipliers were found to be 1.0, 0.5, 0.35, 0.3, and 0.4 for the first through fifth rows, respectively. For the tenth loading, p-multipliers were found to be 1.0, 0.6, 0.4, 0.37, and 0.4 for the first through fifth rows, respectively. Design curves suggested by Rollins et al. (2005) appear appropriate for Rows 1 and 2 while curves specified by AASHTO (2000) appear appropriate for subsequent rows.

The Hampton Roads Bridge-Tunnel is one of the oldest prestressed concrete structures in the United States. The 3.5 mile long twin structure includes the world's first underwater tunnel between two man-made islands. Throughout its 60 years in service, the harsh environment along the Virginia coast has taken its toll on the main load carrying girders. Concrete spalling has exposed prestressing strands within the girders allowing corrosion to spread. Some of the more damaged girders have prestressing strands that have completely severed due to the extensive corrosion. The deterioration has caused select girders to fail the necessary load ratings. The structure acts as an evacuation route for the coast and is a main link for the local Norfolk Naval Base and surrounding industry. Because of these constraints, load posting is not a viable option. Live load testing of five spans was performed to investigate the behavior of the damaged spans. Innovative techniques were used during the load test including a wireless system to measure strains. Two different deflection systems were implemented on the spans, which were located about one mile offshore. The deflection data was later compared head to head. From the load test results, live load distribution factors were developed for both damaged and undamaged girders. The data was also used by the local Department of Transportation to validate computer models in an effort to help pass the load rating. Overall, this research was at the forefront of the residual strength of prestressed concrete girders and the testing of in-service bridges. / Master of Science / According to Federal law, each bridge across the United States must be inspected by a licensed engineer on a biennial cycle – meaning every two years. Roughly every ten years, or when major work is performed such as a bridge widening, a load rating must be performed. During a load rating, licensed structural engineers analyze every structural component of a bridge under various loads. These loads include general traffic loads, heavy design loads, as well as special permit truck loads. For each of these loadings, it is proven whether each structural component has enough strength to withstand the load entering the member. Inspection reports are incorporated into the load rating analysis to account for any deterioration in the members which will lower its strength. Recently, a load rating was performed on the Hampton Roads Bridge-Tunnel. The Bridge-Tunnel is a 3.5 mile long twin structure located in Southeastern Virginia. Throughout its 60 years in service, the harsh coastal environment has caused extensive deterioration to some of its main load carrying girders. The deterioration has caused the Bridge-Tunnel to fail its load ratings meaning load posting may have to be imposed. This means signs, and possibly security guards, would have to be implemented before the approach ramps preventing trucks over a certain weight limit from entering. The structure acts as an evacuation route for the coast and is a main link for the local Norfolk Naval Base and surrounding industry. Because of these constraints, load posting is not a viable option. The Bridge-Tunnel is one of the oldest structures of its type so the effects of the deterioration are not well understood causing conservative assumptions to be used within the load rating. This research describes load testing that was performed on the structure to understand the performance and deterioration effects of the bridge. The results and recommendations from this research were used by the load rating engineers to justify assumptions made and help pass the load rating.

Este trabalho apresenta a análise de provas de carga dinâmica realizadas em estaca metálicas tipo trilho (TR - 68) cravadas no Campo Experimental de Fundações da USP/São Carlos. As estacas possuem segmentos de 12 e de 3 m, soldados segundo a NBR 8800/86, totalizando um comprimento máximo 27 m. Os objetivos desta análise são: 1) realizar um estudo abrangente da capacidade de carga do tipo trilho, 2) verificar a utilização de trilho usado como elemento estrutural de fundação, 3) comprovar o uso do repique como método de controle do estaqueamento, 4) demostrar a importância da energia crescente na prova de carga dinâmica. As medidas de repique foram realizadas com o uso de papel e lápis em vinte estacas, para níveis crescentes de energia. A energia foi aplicada pelo martelo de gravidade caindo de uma altura de 0,20 - 0,40 - 0,60 - 0,80 - 1,00 - 1,20 e 1,50 m. A capacidade de carga das estacas, determinada pela extrapolação da curva carga mobilizada - deslocamento, foi comparada com os valores obtidos pelos métodos de previsão da prática brasileira, bem como com os resultados de dois ensaios com PDA (Pile Driving Analyzer) e também com uma prova de carga estática, realizados em estacas representativas. / This paper presents an analysis of dynamic load tests performed on steel crane rails piles (TR-68) at the Experimental Foundation Field of USP/São Carlos. The piles have segments of 12 and 3 m, welded according to NBR 8800/86, comprising a maximum driving length of 27 m. The objectives of this analysis are: 1) to carry out a wide study of steel track pile bearing capacity, 2) verify the utilization of the steel crane rails piles with structural element of foundation, 3) to prove the use of the rebound with the control method of driving piles. 4) to demonstrate the importance of increasing energy in the dynamic load test. The rebound measurements were performed with paper and pencil in twenty piles and were analyzed by applying increasing energy level. The energy was applied by the gravity hammer falling of a drop heights of 0.2 - 0.4 - 0.6 - 0.8 - 1.0 - 1.2 and 1.5 m. The pile bearing capacity, determined by the extrapolations of the mobilized resistance - displacement curves was compared to the Brazilian experience methods, as well as to two load tests employing the Pile Driving Analyzer (PDA) and to one static load test carried out on representative piles.

Nesta tese foram avaliados o comportamento de tubulões a céu aberto, instrumentados, em solo não-saturado e colapsível. Para o desenvolvimento destes estudos foram executados seis tubulões instrumentados, com o objetivo de se obter a capacidade de carga e recalques, avaliar as curvas de transferência de carga, bem como a separação das parcelas de resistência da base e atrito lateral. Provas de carga na umidade natural e com inundação do solo através de cava de superfície foram realizadas para a quantificação da influência da variação da umidade na capacidade de carga e na colapsibilidade do solo. Os carregamentos aplicados nos tubulões foram do tipo lento (SML). Ensaios de campo e laboratório foram realizados para a obtenção dos parâmetros de resistência do solo e acompanhamento da variação do teor de umidade in situ com vistas ao estudo da capacidade de carga com a utilização dos conceitos dos solos não-saturados. Simulações numéricas foram realizadas com a utilização do modelo proposto por MACHADO (1998) para prever o comportamento dos tubulões executados em solo não-saturado no Campo Experimental de Fundações da USP/São Carlos. / The performance of instrumented pier in unsaturated and collapsible soil was evaluated. In order to study it, six instrumented caissons were performed to obtain the bearing capacity, settlements, the load transfer curves, and the separation of the base resistance and skin friction. Static load test were carried out with natural and saturated soil conditions to quantify the influence of moisture on the behaviour of pier. Field and laboratory tests were performed to obtain the soil resistance parameters and moisture content variation \"in situ\" in order to study the bearing capacity using unsaturated soil concepts. Numerical simulations were carried out through the model proposed by MACHADO (1998) to predict the behaviour of pier built unsaturated soil at the experimental field of foundations of USP/São Carlos.