Fibre optic monitoring of a deep circular excavation

This paper describes part of the monitoring undertaken at Abbey Mills shaft F, one of the main shafts of Thames Water's Lee tunnel project in London, UK. This shaft, with an external diameter of 30 m and 73 m deep, is one of the largest ever constructed in the UK and consequently penetrates layered and challenging ground conditions (Terrace Gravel, London Clay, Lambeth Group, Thanet Sand Formation, Chalk Formation). Three out of the twenty 1-2 m thick and 84 m deep diaphragm wall panels were equipped with fibre optic instrumentation. Bending and circumferential hoop strains were measured using Brillouin optical time-domain reflectometry and analysis technologies. These measurements showed that the overall radial movement of the wall was very small. Prior to excavation during a dewatering trial, the shaft may have experienced three-dimensional deformation due to differential water pressures. During excavation, the measured hoop and bending strains of the wall in the chalk exceeded the predictions. This appears to be related to the verticality tolerances of the diaphragm wall and lower circumferential hoop stiffness of the diaphragm walls at deep depths. The findings from this case study provide valuable information for future deep shafts in London. © ICE Publishing: All rights reserved.

Context matters! Thinking about what you give

Many of us when faced with someone who is in less fortunate circumstances than ourselves think what can I do to help? What can I give? But for those of us who are not millionaires much of what we give is related to what we can afford and what we think might be of use to someone. So we may think of giving someone who is hungry some food, sponsoring a child in school, or buying a copy of The Big Issue. For those travelling to low income communities many of us would like to bring something that may be useful to our host communities. But what do we bring?

This article presents some of the findings from the Trickle Out Project fieldwork looking about how we can make donations that are appropriate to on the ground conditions in less developing countries

Avaliação de hastes sulcadoras na mobilização do solo em semeadura direta do milho

Pós-graduação em Agronomia (Ciência do Solo) - FCAV

Recolhimento mecanizado do café em função do manejo do solo e da declividade do terreno

Coordenação de Aperfeiçoamento de Pessoal de Nível Superior (CAPES)

Tuzla City (BiH): an example of geohazard induced by salt extraction

Salt deposits characterize the subsurface of Tuzla (BiH) and made it famous since the ancient times. Archeological discoveries demonstrate the presence of a Neolithic pile-dwelling settlement related to the existence of saltwater springs that contributed to make the most of the area a swampy ground. Since the Roman times, the town is reported as “the City of Salt deposits and Springs”; "tuz" is the Turkish word for salt, as the Ottomans renamed the settlement in the 15th century following their conquest of the medieval Bosnia (Donia and Fine, 1994). Natural brine springs were located everywhere and salt has been evaporated by means of hot charcoals since pre-Roman times. The ancient use of salt was just a small exploitation compared to the massive salt production carried out during the 20th century by means of classical mine methodologies and especially wild brine pumping. In the past salt extraction was practised tapping natural brine springs, while the modern technique consists in about 100 boreholes with pumps tapped to the natural underground brine runs, at an average depth of 400-500 m. The mining operation changed the hydrogeological conditions enabling the downward flow of fresh water causing additional salt dissolution. This process induced severe ground subsidence during the last 60 years reaching up to 10 meters of sinking in the most affected area. Stress and strain of the overlying rocks induced the formation of numerous fractures over a conspicuous area (3 Km2). Consequently serious damages occurred to buildings and infrastructures such as water supply system, sewage networks and power lines. Downtown urban life was compromised by the destruction of more than 2000 buildings that collapsed or needed to be demolished causing the resettlement of about 15000 inhabitants (Tatić, 1979). Recently salt extraction activities have been strongly reduced, but the underground water system is returning to his natural conditions, threatening the flooding of the most collapsed area. During the last 60 years local government developed a monitoring system of the phenomenon, collecting several data about geodetic measurements, amount of brine pumped, piezometry, lithostratigraphy, extension of the salt body and geotechnical parameters. A database was created within a scientific cooperation between the municipality of Tuzla and the city of Rotterdam (D.O.O. Mining Institute Tuzla, 2000). The scientific investigation presented in this dissertation has been financially supported by a cooperation project between the Municipality of Tuzla, The University of Bologna (CIRSA) and the Province of Ravenna. The University of Tuzla (RGGF) gave an important scientific support in particular about the geological and hydrogeological features. Subsidence damage resulting from evaporite dissolution generates substantial losses throughout the world, but the causes are only well understood in a few areas (Gutierrez et al., 2008). The subject of this study is the collapsing phenomenon occurring in Tuzla area with the aim to identify and quantify the several factors involved in the system and their correlations. Tuzla subsidence phenomenon can be defined as geohazard, which represents the consequence of an adverse combination of geological processes and ground conditions precipitated by human activity with the potential to cause harm (Rosenbaum and Culshaw, 2003). Where an hazard induces a risk to a vulnerable element, a risk management process is required. The single factors involved in the subsidence of Tuzla can be considered as hazards. The final objective of this dissertation represents a preliminary risk assessment procedure and guidelines, developed in order to quantify the buildings vulnerability in relation to the overall geohazard that affect the town. The historical available database, never fully processed, have been analyzed by means of geographic information systems and mathematical interpolators (PART I). Modern geomatic applications have been implemented to deeply investigate the most relevant hazards (PART II). In order to monitor and quantify the actual subsidence rates, geodetic GPS technologies have been implemented and 4 survey campaigns have been carried out once a year. Subsidence related fractures system has been identified by means of field surveys and mathematical interpretations of the sinking surface, called curvature analysis. The comparison of mapped and predicted fractures leaded to a better comprehension of the problem. Results confirmed the reliability of fractures identification using curvature analysis applied to sinking data instead of topographic or seismic data. Urban changes evolution has been reconstructed analyzing topographic maps and satellite imageries, identifying the most damaged areas. This part of the investigation was very important for the quantification of buildings vulnerability.

Comparison of three methods for driven pile capacity

A significant cost for foundations is the design and installation of piles when they are required due to poor ground conditions. Not only is it important that piles be designed properly, but also that the installation equipment and total cost be evaluated. To assist in the evaluation of piles a number of methods have been developed. In this research three of these methods were investigated, which were developed by the Federal Highway Administration, the US Corps of Engineers and the American Petroleum Institute (API). The results from these methods were entered into the program GRLWEAPTM to assess the pile drivability and to provide a standard base for comparing the three methods. An additional element of this research was to develop EXCEL spreadsheets to implement these three methods. Currently the Army Corps and API methods do not have publicly available software and must be performed manually, which requires that data is taken off of figures and tables, which can introduce error in the prediction of pile capacities. Following development of the EXCEL spreadsheet, they were validated with both manual calculations and existing data sets to ensure that the data output is correct. To evaluate the three pile capacity methods data was utilized from four project sites from North America. The data included site geotechnical data along with field determined pile capacities. In order to achieve a standard comparison of the data, the pile capacities and geotechnical data from the three methods were entered into GRLWEAPTM. The sites consisted of both cohesive and cohesionless soils; where one site was primarily cohesive, one was primarily cohesionless, and the other two consisted of inter-bedded cohesive and cohesionless soils. Based on this limited set of data the results indicated that the US Corps of Engineers method more closely compared with the field test data, followed by the API method to a lesser degree. The DRIVEN program compared favorably in cohesive soils, but over predicted in cohesionless material.

Túneles en macizos calcáreos karstificados: impacto en las obras subterráneas de los fenómenos kársticos, su evaluación y tratamiento

En esta Tesis Doctoral se aborda un tema poco estudiado en el ámbito de los túneles y cuya problemática está basada en los riesgos e incertidumbres que representa el diseño y ejecución de túneles en macizos calizos karstificados. Mediante un estudio profundo del comportamiento de distintos casos reales de túneles en macizos kársticos calizos, aportando la realización de modelos y la experiencia constructiva del autor, se pretende proponer un procedimiento que permita sistematizar las actuaciones, investigación, evaluación y tratamiento en los túneles en karst, como herramienta básica para la toma de decisiones primarias correctas. Además, se proponen herramientas que pueden ayudar a mejorar el diseño y a decidir las medidas más eficientes para afrontar los problemas que genera el karst en los túneles, minimizando los riesgos para todos los actores, su probabilidad e impacto. Se profundiza en tres fases principales (que son referidas en la tesis en cuatro Partes): La INVESTIGACIÓN del macizo rocoso: La investigación engloba todas las actuaciones observacionales encaminadas a obtener el IK (Índice de Karstificación), así como las investigaciones necesarias mediante recopilación de datos superficiales, hidrogeológicos, climáticos, topográficos, así como los datos de investigaciones geofísicas, fotointerpretación, sondeos y ensayos geotécnicos que sean posibles. Mediante la misma, se debe alcanzar un conocimiento suficiente para llevar a cabo la determinación de la Caracterización geomecánica básica del macizo rocoso a distintas profundidades, la determinación del Modelo o modo de karstificación del macizo rocoso respecto al túnel y la Zonificación del índice de karstificación en el ámbito de actuación en el que se implantará el túnel. En esta primera fase es necesaria la correcta Definición geométrica y trazado de la obra subterránea: En función de las necesidades que plantee el proyecto y de los condicionantes externos de la infraestructura, se deben establecer los requisitos mínimos de gálibo necesarios, así como las condiciones de máximas pendientes para el trazado en alzado y los radios mínimos de las curvas en planta, en función del procedimiento constructivo y motivación de construcción del túnel (ferrocarril, carretera o hidráulico, etc...). Estas son decisiones estratégicas o primerias para las que se ha de contar con un criterio y datos adecuados. En esta fase, son importantes las decisiones en cuanto a las monteras o profundidades relativas a la karstificación dominante e investigación de las tensiones naturales del macizo, tectónica, así como las dimensiones del túnel en función de las cavidades previstas, tratamientos, proceso de excavación y explotación. En esta decisión se debe definir, conocida ya de forma parcial la geotecnia básica, el procedimiento de excavación en función de las longitudes del túnel y la clasificación geomecánica del terreno, así como sus monteras mínimas, accesos y condicionantes medioambientales, pero también en función de la hidrogeología. Se establecerá la afección esperable en el túnel, identificando en la sectorización del túnel, la afección esperable de forma general para las secciones pésimas del túnel. Con todos estos datos, en esta primera aproximación, es posible realizar el inventario de casos posibles a lo largo del trazado, para poder, posteriormente, minimizar el número de casos con mayores riesgos (técnicos, temporales o económicos) que requieran de tratamiento. Para la fase de EVALUACIÓN de la matriz de casos posibles en función del trazado inicial escogido (que puede estar ya impuesto por el proyecto, si no se ha podido intervenir en dicha fase), es necesario valorar el comportamiento teórico del túnel en toda su longitud, estudiando las secciones concretas según el tipo y el modo de afección (CASOS) y todo ello en función de los resultados de los estudios realizados en otros túneles. Se debe evaluar el riesgo para cada uno de los casos en función de las longitudes de túnel que se esperan que sean afectadas y el proceso constructivo y de excavación que se vaya a adoptar, a veces varios. Es importante tener en cuenta la existencia o no de agua o relleno arcilloso o incluso heterogéneo en las cavidades, ya que los riesgos se multiplican, así mismo se tendrá en cuenta la estabilidad del frente y del perímetro del túnel. En esta segunda fase se concluirá una nueva matriz con los resultados de los riesgos para cada uno de los casos que se presentarán en el túnel estudiado. El TRATAMIENTO, que se debe proponer al mismo tiempo que una serie de actuaciones para cada uno de los casos (combinación de tipos y modos de afección), debiendo evaluar la eficacia y eficiencia, es decir la relevancia técnica y económica, y como se pueden optimizar los tratamientos. Si la tabla de riesgos que se debe generar de nuevo introduciendo los factores técnicos y económicos no resulta aceptable, será necesaria la reconsideración de los parámetros determinados en fases anteriores. Todo el desarrollo de estas tres etapas se ha recogido en 4 partes, en la primera parte se establece un método de estudio e interpretativo de las investigaciones superficiales y geotécnicas, denominado índice de karstificación. En la segunda parte, se estudia la afección a las obras subterráneas, modelos y tipos de afección, desde un punto de vista teórico. La tercera parte trata de una recopilación de casos reales y las consecuencias extraídas de ellos. Y finalmente, la cuarta parte establece los tratamientos y actuaciones para el diseño y ejecución de túneles en macizos kársticos calizos. Las novedades más importantes que presenta este trabajo son: El estudio de los casos de túneles realizados en karst calizo. Propuesta de los tratamientos más efectivos en casos generales. La evaluación de riesgos en función de las tipologías de túnel y afecciones en casos generales. La propuesta de investigación superficial mediante el índice de karstificación observacional. La evaluación mediante modelos del comportamiento teórico de los túneles en karst para casos muy generales de la influencia de la forma, profundidad y desarrollo de la karstificación. In this doctoral thesis is studied the recommended investigation, evaluation and treatment when a tunnel is planed and constructed in karstic calcareous rock masses. Calcareous rock masses were selected only because the slow disolution produces stable conduct and caves instead the problems of sudden disolutions. Karstification index (IK) that encompasses various aspects of research karstic rock mass is presented. The karst rock masses are all unique and there are no similarities between them in size or density cavities ducts, but both their formation mechanisms, like, geological and hydrogeological geomorphological evidence allow us, through a geomechanical survey and geological-photo interpretation in the surface, establish a karst evaluation index specific for tunnelling, which allows us to set a ranking of the intensity of karstification and the associated stadistic to find caves and its risk in tunnelling. This index is estimated and useful for decision-making and evaluation of measures to be considered in the design of a tunnel and is set in degrees from 0 to 100, with similar to the RMR degrees. The sectorization of the tunnel section and the types of condition proposed in this thesis, are estimated also useful to understand the different effects that interception of ducts and cavities may have in the tunnel during construction and service life. Simplified calculations using two-dimensional models contained in the thesis, have been done to establish the relationship between the position of the cavities relative to the section of the tunnel and its size in relation to the safety factors for each ground conditions, cover and natural stresses. Study of over 100 cases of tunnels that have intercepted cavities or karst conduits have been used in this thesis and the list of risks found in these tunnels have been related as well. The most common and effective treatments are listed and finally associated to the models and type of affection generated to give the proper tool to help in the critical decision when the tunnels intercept cavities. Some existing studies from Marinos have been considered for this document. The structure of the thesis is mainly divided 4 parts included in 3 steps: The investigation, the evaluation and the treatments, which match with the main steps needed for the critical decisions to be made during the design and construction of tunnels in karstic rockmasses, very important to get a successfully project done.

China 1:200,000 : Xianju Region, Zhejiang Sheng (Raster Image)

This layer is a georeferenced raster image of the Soviet Army topographic sheet map of the Xianju region, Zhejiang Sheng, China (map quadrangle number: H-51-XXV). It is from a series of Soviet Army topographic maps of China 1:200,000. Published in 1986, this map reflects 1979 ground conditions. The source map was compiled from maps 1:100,000 published in 1979. The image inside the map neatline is georeferenced to the surface of the earth and fit to the Pulkovo 1942 GK Zone 20N projection. Map collar information from the source map have been cropped and are not available as part of the raster image. China 1:200,000 topographic maps were prepared and printed by the Soviet Army General Headquarters, 1976-1991. China 1:200,000 maps are in Russian. Each source map in the series is printed in color. China 1:200,000 maps are typical topographic maps portraying both natural and manmade features. They show and name works of nature, such as mountains, valleys, lakes, rivers, vegetation, etc. They also identify the principal works and structures of humans, such as roads, railroads, paths, walls, boundaries, transmission lines, major buildings, etc. Relief is shown with standard contour intervals of 40 meters and/or spot heights.

China 1:200,000 : Wezhou Region, Zhejiang Sheng (Raster Image)

This layer is a georeferenced raster image of the Soviet Army topographic sheet map of the Wenzhou region, Zhejiang Sheng, China (map quadrangle number: H-51-XXXI). It is from a series of Soviet Army topographic maps of China 1:200,000. Published in 1986, this map reflects 1979 ground conditions. The source map was compiled from maps 1:100,000 published in 1979. The image inside the map neatline is georeferenced to the surface of the earth and fit to the Pulkovo 1942 GK Zone 20N projection. Map collar information from the source map have been cropped and are not available as part of the raster image. China 1:200,000 topographic maps were prepared and printed by the Soviet Army General Headquarters, 1976-1991. China 1:200,000 maps are in Russian. Each source map in the series is printed in color. China 1:200,000 maps are typical topographic maps portraying both natural and manmade features. They show and name works of nature, such as mountains, valleys, lakes, rivers, vegetation, etc. They also identify the principal works and structures of humans, such as roads, railroads, paths, walls, boundaries, transmission lines, major buildings, etc. Relief is shown with standard contour intervals of 40 meters and/or spot heights.

The design of a real-time nowcasting system for localised weather

National meteorological offices are largely concerned with synoptic-scale forecasting where weather predictions are produced for a whole country for 24 hours ahead. In practice, many local organisations (such as emergency services, construction industries, forestry, farming, and sports) require only local short-term, bespoke, weather predictions and warnings. This thesis shows that the less-demanding requirements do not require exceptional computing power and can be met by a modern, desk-top system which monitors site-specific ground conditions (such as temperature, pressure, wind speed and direction, etc) augmented with above ground information from satellite images to produce `nowcasts'. The emphasis in this thesis has been towards the design of such a real-time system for nowcasting. Local site-specific conditions are monitored using a custom-built, stand alone, Motorola 6809 based sub-system. Above ground information is received from the METEOSAT 4 geo-stationary satellite using a sub-system based on a commercially available equipment. The information is ephemeral and must be captured in real-time. The real-time nowcasting system for localised weather handles the data as a transparent task using the limited capabilities of the PC system. Ground data produces a time series of measurements at a specific location which represents the past-to-present atmospheric conditions of the particular site from which much information can be extracted. The novel approach adopted in this thesis is one of constructing stochastic models based on the AutoRegressive Integrated Moving Average (ARIMA) technique. The satellite images contain features (such as cloud formations) which evolve dynamically and may be subject to movement, growth, distortion, bifurcation, superposition, or elimination between images. The process of extracting a weather feature, following its motion and predicting its future evolution involves algorithms for normalisation, partitioning, filtering, image enhancement, and correlation of multi-dimensional signals in different domains. To limit the processing requirements, the analysis in this thesis concentrates on an `area of interest'. By this rationale, only a small fraction of the total image needs to be processed, leading to a major saving in time. The thesis also proposes an extention to an existing manual cloud classification technique for its implementation in automatically classifying a cloud feature over the `area of interest' for nowcasting using the multi-dimensional signals.

"It's just not cricket". Or is it?

Considers the Wolverhampton County Court decision in Bartlett v English Cricket Board Association of Cricket Officials on whether cricket umpires at an amateur match were liable for injuries to a player based on their inspection of the condition of the cricket ground after heavy rain and their decision to allow play to proceed. Comments on the approach to the umpires' standard of care.

Projeto e construção de um permeâmetro de parede flexível e carga constante

Dissertação (mestrado)—Universidade de Brasília, Faculdade de Tecnologia, Departamento de Engenharia Civil e Ambiental, 2016.

Towards reliable perception for unmanned ground vehicles in challenging conditions

This work aims to promote reliability and integrity in autonomous perceptual systems, with a focus on outdoor unmanned ground vehicle (UGV) autonomy. For this purpose, a comprehensive UGV system, comprising many different exteroceptive and proprioceptive sensors has been built. The first contribution of this work is a large, accurately calibrated and synchronised, multi-modal data-set, gathered in controlled environmental conditions, including the presence of dust, smoke and rain. The data have then been used to analyse the effects of such challenging conditions on perception and to identify common perceptual failures. The second contribution is a presentation of methods for mitigating these failures to promote perceptual integrity in adverse environmental conditions.

Ground-state energy shifts of H-like Ti under dense and hot plasma conditions

In this study, by adopting the ion sphere model, the self-consistent. field method is used with the Poisson-Boltzmann equation and the Dirac equation to calculate the ground-state energies of H-like Ti at a plasma electron density from 10(22) cm(-3) to 10(24) cm(-3) and the electron temperature from 100 eV to 3600 eV. The ground-state energy shifts of H-like Ti show different trends with the electron density and the electron temperature. It is shown that the energy shifts increase with the increase in the electron density and decrease with the increase in the electron temperature. The energy shifts are sensitive to the electron density, but only sensitive to the low electron temperature. In addition, an accurately fitting formula is obtained to fast estimate the ground-state energies of H-like Ti. Such fitted formula can also be used to estimate the critical electron density of pressure ionization for the ground state of H-like Ti.