The development and implementation of a complex numerical model for the determination of the damage to masonry buildings resulting from tunnelling settlements is described in this thesis. The current methods of damage prediction do not, in general, take into account the stiffness and weight of the surface structure. The model addresses this deficiency by explicit inclusion of the structure. Three-dimensional finite elements are used to model the ground with a non-linear, elasto-plastic soil model based on kinematic hardening. Tunnel linings are modelled using a novel overlapping elastic shell element: volume loss being simulated by shrinkage of linings coincidentally with excavation. Structures are modelled as collections of facades comprised of plane stress elements using a non-linear material model for masonry, similar to elastic-no tension. In developing the three-dimensional model, its two-dimensional counterpart is also studied. While the beam and shell elements used for linings (in two- and three-dimensions respectively) have the advantage of no rotational degrees of freedom the need to model boundary conditions at the element stiffness level complicates implementation. Tests using the shell elements show them to be satisfactory for the purpose of modelling tunnel linings. Results from a small number of analyses are given for construction of a straight tunnel beneath simple masonry structures. It is shown that the effect of the building on settlements depends heavily on its location in plan with respect to the tunnel axis. Predictions of crack patterns using the model for these analyses show that facades which the tunnel passes under first are less damaged than those later in the excavation sequence. Both of these conclusions serve to demonstrate that the problem can only be realistically modelled using three-dimensional methods. At present, however, the computer resources required to run the three-dimensional model are considerable.

The reported work constituted the third phase of a programme of research into the performance of concrete pipes during installation by the pipe-jacked tunnelling technique. This third stage was a continuation of the on-site monitoring of full-scale pipe jacks during construction. Four schemes were monitored in different ground conditions: London clay, dense fine sand below the water table, stiff glacial till and soft alluvial clay. Pipe sizes ranged from 1000mm to 1800mm internal diameter and excavation methods included hand tools, slurry machines and an open face tunnel boring machine. The main objective was to collect information on jacking loads and stresses at the pipe-soil interface to provide a better basis for future designs. This was achieved by building twelve stress cells -capable of measuring total normal stresses, shear stresses and pore pressures - into the wall of a standard concrete jacking pipe that could be inserted anywhere in the pipe string. Jacking loads and forward movement of the pipe string were simultaneously recorded and the results were correlated against site activities, including lubrication operations, and tunnel alignment surveys. Another objective was to monitor the ground response by measuring displacements around the tunnel and ground pressures above the perpendicular to the intended line. Ground movements were measured using conventional surveying techniques for surface settlements, and inclinometer access tubes for sub-surface deformation. On one scheme, electro-levels were employed in a near-horizontal tube to measure centre line settlement as the tunnel bore advanced. Push-in spade cells and pneumatic piezometers were installed on two schemes to measure the change in horizontal pressures with the passage of the shield. Because of the myriad data collected, it has only been possible to present a summary of the results obtained. Jacking force records from all the monitored schemes - including the previous fieldwork stage - are presented. The pattern of jacking load build up and the magnitude of frictional resistance can differ significantly according to the type of ground and use of lubricants. Stress measurements at the pipe-soil interface show that the interaction between jacking loads, pipeline misalignment, stoppages, lubrication, excavation technique etc, is highly complex. Ground movement measurements compared to well established empirical predictive methods show that short-term displacements are related to ground losses caused by closure of the overbreak void between shield and pipe.

The construction of underground tunnels in soft ground in urban areas involves the potential for ground movements caused by the tunnelling to affect existing surface structures. Masonry structures are at particular risk of crack damage. Conventional empirical building assessments do not fully capture all aspects of this soil-structure interaction situation. Numerical methods are increasingly used for such problems. It is common practice in empirical and numerical methods to model a building as an elastic beam in 2D. The objective of this thesis is the development of a new approach to the numerical modelling of masonry buildings using surface beams in 3D. In phase one of this project, finite element analyses of elastic and masonry facades are undertaken and the traditional beam method of modelling them is assessed. New equivalent elastic surface beams are developed, the properties of which account for the dimensions and openings in facades which were found to influence the response to settlements. Equivalent masonry beams are also developed which have a constitutive model that accounts for the different response of masonry buildings in hogging and sagging. Timoshenko beams are chosen to model the facades and these beams were implemented into the OXFEM finite element program with full 3D capability along with the new constitutive beam models. Example masonry structures were modelled in 3D using the new surface beams in phase two. Tunnel construction was simulated under the buildings and the response of the beams compared to a full masonry building model. Example analyses included buildings both symmetric and oblique to the tunnel. Results showed that the equivalent elastic beams accurately simulate full masonry building response in sagging regions. Parametric studies confirmed the choice of equivalent beam parameters and the impact of different relative stiffnesses. The equivalent masonry beams displayed the same good agreement in sagging but were less accurate in hogging. In phase three, finite element models are used to compare ground movements and structural response of buildings using the 3D equivalent masonry beam method and observed data from the construction of the London Underground Jubilee Line Extension. The surface beams showed good agreement with the observed building responses in both sagging, where the building response was essentially rigid and in hogging where a more flexible response was observed.

The subject of this thesis is the verification of a three-dimensional numerical modelling approach for the prediction of settlement damage to masonry buildings due to tunnelling in soft ground. The modelling approach was developed by previous researchers at Oxford, and was applied to three sites, representative of a range of practical configurations. The first involved the excavation of a shaft close to the corner of an eighteenth century church in London. The second involved tunnelling with very low cover beneath the foundations of a terrace of cottages at Ramsgate, Kent. The third was the relatively well-known case of tunnelling beneath the Mansion House, London, for construction of the extension to the Docklands Light Railway in the late 1980’s. The overall conclusion of the project is that the modelling procedures are suitable for application to the detailed assessment of the response of buildings to tunnelling. Particular features of the procedures are that the building is modelled together with the ground and a representation of the tunnel excavation, and in three dimensions. It has been confirmed that all these features are necessary to model the building response, which may include a combination of shear deformation, arching and bending behaviour. Further lessons have been learned concerning the importance of the self-weight of the building in determining overall settlements, how to model openings such as doors and windows in façades, and whether it is necessary to model the building foundation. It has not proved possible, through lack of time, to model the advance of tunnels beneath buildings within this thesis. This, however, is observed to be an important effect in the field, particularly in causing damage to internal walls. It is recommended that further research be carried out in this area. This project made use of large-scale non-linear finite element analysis. The demand on computing resources was high, stimulating many enhancements to the software, the most important of which was parallelisation of the analysis program for use on the Oxford Supercomputer. To obtain optimum results, larger model sizes are required. The computing resources to enable this should become more commonly available within the next few years, enabling the modelling techniques to be used routinely.

This dissertation describes a study of the interaction between closely spaced tunnels during shield tunnel construction, concentrating on the study of the short-term incremental behaviour of the liner. Carefully controlled physical model tests were carried out and the test results were complemented by a limited amount of numerical analysis. In the physical model tests described in this dissertation, two groups of tests were carried out at a laboratory scale; one set of tests studied closely spaced parallel tunnels and the other set investigated perpendicular tunnels. An important feature of the study was that a novel model tunnelling machine was designed and developed as part of the research. Thin steel tubes were used to model the tunnel linings. The experimental technique adopted in the preparation of clay samples (which is a well-established procedure) was found to produce high quality samples. Good repeatability was achieved in preparing the kaolin samples. The tunnelling machine allowed tunnel liners to be installed using similar procedures to those adopted in the construction of full scale shield tunnels using an earth pressure balance approach. The instrumentation system used in this experimental programme are shown to produce reliable data. During the model tests measurements were made of liner strains, pore water pressures and total stresses acting on the liner. Errors in the data logging system were shown to be very small (of the order of less than 2% of peak values). The mechanisms governing the structural interaction between closely spaced tunnels are highly complex. The tunnel installation was shown to modify the stresses acting on the liner of the adjacent tunnel. These stress increments led, in turn, to line deformations and induced bending moments. The nature of the interaction mechanisms depends on the geometric configuration of the tunnels, the liner properties, and overconsolidation ratio. For the parallel tunnels, the pillar width ratio (W/D) is an important parameter governing the magnitude of the interaction effects. the interaction effects increase as the pillar width ratio is reduced. Increasing the liner flexibility was found to reduce the induced bending moments but to increase the induced displacements. The interaction effects were larger in overconsolidated clay than normally consolidated clay. The worst case for interaction effects occurs when the pillar width is small, the liner is flexible and the value of OCR is large. Three-dimensional considerations suggest that interaction between parallel tunnels may be more severe than those measured in the corresponding perpendicular tunnel tests. However, the different nature of the mechanisms in the two cases appear to be more significant than this geometric effect.

Thesis (M.S.)--University of North Carolina at Wilmington, 2004. / Includes bibliographical references (leaves : 67-72).

Marijampolės rajonas kartu su Marijampolės miestu užima 156771 ha žemės plotą. Marijampolės rajone šlapių žemių fondas yra 102346 ha. Darbo tikslas: išnagrinėti esamą melioracijos statinių būklę Marijampolės rajone ir numatyti priemones tolimesnės eksploatacijos užtikrinimui. Iki 1996 metų sausio 1 d. nusausinta 82456,6 ha žemės, iš jų drenažu – 74514,6 ha, iš jų intensyviai – 65038 ha. Pagal atliktos 2006 metų inventorizacijos duomenų analizę melioruotos žemės plotas, įskaitant plotą sausinamą drenažu, padidėjo nuo 1996 metų daugiau nei 2 kartus. Blogos būklės statinių padaugėjo 10,75 karto. Po atliktos inventorizacijos nuspręsta nurašyti 434,74 ha melioruotos žemės ploto, 2,4 karto daugiau nei 1996 m. Didžiausi pažeidimai melioruotame plote: užmirkęs drenuotas plotas, žemės ūkio naudmenos neveikiančio drenažo plote ir drenuotas plotas užstatytas statiniais, kur yra nutiesti keliai ar kitos komunikacijos. Išanalizavus 2006 m. inventorizacijos duomenis paaiškėjo, kad pralaidų būklė Marijampolės rajone yra gera: 70,38% jų yra techniškai tvarkingos. 26% pralaidų yra pažeistos vietinių įgriuvų, įgriuvę antgaliai, apirę betoniniai elementai. Pagrindiniai žodžiai: melioruota žemė, melioracijos statiniai, drenažas, grioviai, pralaidos, techninė būklė. / Marijampole district, including the city takes 156771 hectares area. Wet territory corpus is 102346 hectares in Marijampole district. Main job goal is to inspect existing melioration building‘s condition in Marijampole district and foresee armamentarium for further operating conditions. At period in 1996-01-01 there were drained 82456,6 hectares of land, 74514,6 hectares of them by drainage (65038 hectares intensively). According inventorisation data analysis accomplished in 2006 improved land‘s area, including drained area become bigger twice from 1996. Quantity of buildings in bad shape became bigger almost 11 times. 434,74 hectares were discarded as unusable. Most common drainage system break is influated by new buildings, roads and communication systems. After inventorisation were done become clear that 70,38% trenches system is working properly and 26 % needs to be renovated.

In the final paper of master studies there is analyzed exploitation efficiency of drainage systems. The methods of mathematic statistics were used in the research – filing of the data, clustering, and methods of the graphical expression of the research data. By the research of the efficiency of the maintenance of the drainage in Kaunas district it was determined how the efficiency of the maintenance of the drainage is changing when planting various agricultural plants in the drained land. The structure of the crop according to the specific constitution is fluctuating each year. It is stated that fastest pay off of the invested finances into the maintenance of the drainage in the repaired area, when growing sugar beets or potatoes. The profit got from these plants covers maintenance expenses within one year. Quite good results are got when growing flax. Reconstruction works of the drainage system in Kaunas district were started in 1964. The biggest part of reconstruction was done in 1996 4311ha. Reconstruction works were fast performed until 1999 afterwards because of the lack of the finances these works get slower.

L'objectif de la thèse, réalisée dans le cadre du programme IMPACT14-18 (2015-2018), est de cartographier et de mesurer les impacts environnementaux de la Première Guerre Mondiale en Champagne-Ardenne. Le projet propose une nouvelle approche de la Grande Guerre par une analyse spatiale des réseaux de défense sur 115 km de front (13 000 km de tranchées et de boyaux) réalisée sous SIG à partir des plans directeurs au 1/20 000 de 1918 des Groupes de Canevas de Tirs des Armées. Le traitement de la banque de données spatiales permet non seulement de déterminer le potentiel de « polémo-paysages » de la Grande Guerre mais aussi de comprendre les facteurs militaires et géographiques (géomorphologie, géologie, hydrographie) structurant les réseaux. Les morphologies associées (tranchées, boyaux, entonnoirs de mines, trous d’obus), intégralement nivelées en grande culture mais recoupées par l’approche archéologique, sont étudiées de manière sectorielle, sous forêt à l’aide du Lidar aéroporté pour déterminer leur taux de conservation, sous la commande des pratiques sylvicoles. L’application opérationnelle des résultats s’intègre dans l’évaluation environnementale et les problématiques territoriales post-conflit de la Grande Guerre (aléa « cavités », bombturbation, contamination des sols et des nappes souterraines) mais révèle également un potentiel de valorisation patrimoniale. / The purpose of the thesis, carried out under the IMPACT14-18 program (2015-2018), is to map and measure the environmental impact of the First World War in Champagne-Ardenne. The project offers a new approach of the Great War by a spatial analysis of the defense networks on the 115 km of front (13 000 km of trenches and communication trenches) achieved under GIS from the 1/20 000 of 1918 trenches maps of the “Groupes de Canevas de Tirs des Armées”. The treatment of spatial database not only helps us to determine the potential of "Polemo Landscapes" of the Great War but also to understand the military and geographical factors (geomorphology, geology, hydrography) structuring the networks. Associated morphologies (trenches, communications trenches, mine craters, shells craters), fully leveled in the field but highlighted by the archaeological approach, are studied sectorally under the forest thanks to the airborne Lidar, in order to define their conservation rates, according to the silvicultural practices. The operational application of the results fits the environmental assessment and the post-conflict territorial issues of the Great War ("cavities" hazard, bombturbation, soil and groundwater contamination) but also reveals a potential for heritage enhancement.

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