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Electrical assemblies contain networks of varying voltages between which short circuits can form either by sparkover through the air (clearance) or across the surfaces of insulators (creepage). AutoCrear offers a robust and efficient software-based analysis of all clearances and creepage distances on CAD data of electrical assemblies. For the first time, developers of electrical assemblies have a robust tool at their disposal to detect all standard violations already in the design phase. A comprehensive and uniform documentation regarding clearance and creepage distances is automatically created. AutoCrear is a standalone solution that combines the complete workflow of a clearance and creepage distance analysis in a single programme. / Elektrische Baugruppen enthalten Netze unterschiedlicher Spannung, zwischen denen sich Kurzschlüsse entweder durch Funkenüberschlag durch die Luft (Luftstrecke) oder über die Oberflächen von Isolatoren (Kriechstrecke) bilden können. AutoCrear bietet eine robuste und effiziente softwarebasierte Analyse aller Luft- und Kriechstrecken auf CAD Daten elektrischer Baugruppen. Entwickler von elektrischen Baugruppen steht damit erstmals ein robustes Werkzeug zur Verfügung, um sämtliche Normverletzung bereits in der Designphase zu erkennen. Es wird automatisch eine umfassende und einheitliche Dokumentation hinsichtlich Luft- und Kriechstrecken erstellt. AutoCrear ist eine Standalone-Lösung, die den kompletten Workflow einer Luft- und Kriechstreckenanalyse in einem einzigen Programm vereint.

The Member States of EU27 need to accelerate the integration of energy efficient technology solutions to reach the 20% energy efficiency target set for 2020. At current pace, projections indicate that only half of expected primary energy reductions will be reached. To meet the energy demands of growing populations and a vibrant economy, while simultaneously reducing primary energy supplies, the European continent faces a new kind of challenge never previously encountered. The identification and application of feasible, competitive, and comprehensive solutions to this problem are of highest priority if the remaining gap is to be closed in time. How is this multi-dimensional and complex dilemma to be dissolved? In this work, expanded use of district heating technology is conceived as a possible solution to substantially reduce future primary energy demands in Europe. By extended recovery and utilisation of vast volumes of currently disregarded excess heat from energy and industry sector fuel transformation processes, district heating systems and combined generation of heat and power can improve the general efficiency of the European energy balance. To investigate the possible range of this solution, this thesis introduces a set of methodologies, theoretical concepts, and model tools, by which a plausible future excess heat utilisation potential, by means of district heat deliveries to residential and service sectors, is estimated. At current conditions and compared to current levels, this potential correspond to a threefold expansion possibility for directly feasible district heating systems in European urban areas and a fourfold increase of European excess heat utilisation.

[pt] Detectores de fótons únicos baseados em fotodiodos de avalanche (SPADs) são essenciais em aplicações que requerem alta resolução, como comunicações quânticas e metrologia quântica. O efeito da largura de janela de detecção temporal de fótons é pouco explorado, e não há estudos para a faixa de comprimentos de onda de interesse em telecomunicações em torno de: 1550 nm. Neste trabalho, apresenta-se uma proposta para análise de impacto da largura de janela de detecção de um SPAD de InGaAs/InP, realizando uma análise da estatística entre detecções consecutivas e da probabilidade de detecção de 0 ou 1 evento em função da atenuação óptica. Variou-se o número médio de fótons por janela medido pelo SPAD, e os resultados foram avaliados para os valores de 4 ns, 8 ns, 12 ns, 16 ns e 20 ns de largura de janela de detecção, sendo estimada a Incerteza de Medição Expandida para cada ensaio. Os resultados obtidos indicam uma faixa adequada de potência óptica para calibração de um SPAD com eficiência de detecção de 15 porcento e um tempo morto de 1 microssegundo, no intervalo de 10 nW a 0,15 nW. Nesta faixa de potência, os respectivos produtos associados ao efetivo número médio de fótons por janela de detecção correspondem aos valores de 190 x 10-(4) a 0,32 x 10(-4) (para 4 ns) e 140 x 10(-4) a 2,9 x 10(-4) (para 8 ns). Foram obtidos comportamentos lineares para os ajustes das curvas de calibração para larguras de janela de 4 ns e 8 ns. / [en] Single photon detectors based on avalanche photodiodes (SPADs) are essential in applications that require high resolution, such as quantum communications and quantum metrology. The effect of the width of photon detection gate is little explored, and there are no studies for the wavelength range of interest in telecommunications around 1550 nm. In this work, a proposal is presented for analyzing the impact of the detection gate width of an InGaAs/InP SPAD, performing a statistical analysis of consecutive detections and the probability detection of 0 or 1 events depending on the optical attenuation. The average number of photons per gate measured by the SPAD was varied, and the results were evaluated for the values of 4 ns, 8 ns, 12 ns, 16 ns and 20 ns of detection gate widths, and Expanded Measurement Uncertainty was estimated for each test. The results obtained indicate an adequate optical power range for calibrating a SPAD with a detection efficiency of 15 percent and dead – time of 1 microssecond, in the range of 10 nW to 0,15 nW. In this power range, the respective products, which are associated with an effective average number of photons per gate window, correspond to the values of 190 x 10(-4) to 0,32 x 10(-4) (for 4 ns) e 140 x 10(-4) to 2,9 x 10(-4) (for 8 ns). Linear behaviors were obtained for the adjustment of the calibration curves for gate widths of 4 ns and 8 ns.

The modulation methods Space Vector PWM (SVPWM), Discontinuous PWM (DPWM1, DPWMMAX) and six-step mode are investigated in the overmodulation range of a voltage-fed induction motor drive. This area enables an increase of inverter output voltage so that drive performance can be enhanced. Though, pulse dropping occurs which results in increased iron losses and current waveform quality degradation. Due to differences in harmonic distortion the modulation methods cause various torque oscillations and power losses in induction motors and inverter drives. To quantify these effects in a squirrel cage induction motor drive a simulation model containing a finite element machine model and an analytic inverter model is developed, in order to find the PWM scheme offering maximum torque and minimal power losses. Additionally, the holistic investigation of machine and inverter losses allows for making statements concerning total losses of drive systems and the most suitable overmodulation scheme for the application.

A detailed structural study of Rock Canyon (near Provo, Utah) provides insight into Wasatch Range tectonics and fold-thrust belt kinematics. Excellent exposures along the E-W trending canyon allow the use of digital photography in conjunction with traditional field methods for a thorough analysis of Rock Canyon's structural features. Detailed photomontages and geometric and kinematic analyses of some structural features help to pinpoint deformation mechanisms active during the canyon's tectonic history. Large-scale images and these structural data are synthesized in a balanced cross section, which is used to reconstruct the structural evolution of this portion of the range. Projection of surficial features into the subsurface produces geometrical relationships that correlate well with a fault-bend fold model involving one or more subsurface imbrications. Kinematic data (e.g. slickenlines, fractures, fold axes) indicate that the maximum stress direction during formation of the fault-bend fold trended at approximately 120°. Following initial thrusting, uplift and development of a thrust splay produced by duplexing may have caused a shift in local stresses in the forelimb of the Rock Canyon anticline leading to late-stage normal faulting during Sevier compression. These normal faults may have activated deformed zones previously caused by Sevier folding, and reactivated early-stage decollements found in the folded weak shale units and shaly limestones. Movement on most of these normal faults roughly parallels stress directions found during initial thrusting indicating that these extensional features may be coeval with thrusting. Other zones of extension and brittle failure produced by lower ramp geometry appear to have been activated during Tertiary Basin and Range extension along the Wasatch Fault Zone. Slickenline data on these later normal faults suggest a transport direction of nearly E-W distinguishing it from earlier events.

Construction of tunnels and small- to medium-span bridges is a $12 billion per year industry in the United States, with a significant portion going into buried arch structures. Notwithstanding such expenditure, modern arch design and construction, in many cases, is highly conservative. This is because the closed-form solutions used by most designers today do not correctly account for soil-structure interaction. In fact, soil-structure interaction makes a closed form solution impossible. With the advent of high power computers in recent years, some designers have turned to finite element (FE)modeling as the main vehicle of analysis. Such numerical procedures provide an accurate approximation of physical behavior. Practices using FE analysis for buried arch design almost exclusively use two-dimensional models because they are faster to set up and analyze than three-dimensional models and cost substantially less. However, 2-D models fail to account for the stiffness of the structure and spread of discrete loads in the third-dimension. Both the 1996 and 1998 AASHTO-LRFD Bridge Design Specifications address this problem, providing methods of load reduction. Much of the current reduction, however, is based on research done on concrete bridge decks, and does not account for continuous elastic support or the geometry of the structure. This results in a conservative analysis at low fill covers (<10') and/or increasing spans (>20’). This research provides a method to rectify the discrepancy that arises in discrete loading of 2-D FE models of semi-flexible buried concrete arch bridge, culvert, and tunnel systems due to the plane-strain assumption. Rectification is accomplished by providing a correlation between the deflection of a beam-on-elastic-foundation analysis and a distribution length by which the load in 2-D analysis is reduced. Distribution lengths are derived using bending energy ratios. The correlation considers structural geometry, overburden height, and base soil stiffness. Reduction of the 2-D design load by the proposed distribution length results in shear forces and bending moments nearly equivalent to those obtained from 3-D analysis in the plane of discrete load application transverse to the structure. Less conservative results are also obtained for axial forces. These results are intended for use on structures that are four times the span in length, or longer.

In Sweden, it is Eurocode 2 which forms the basis for performing a design of concrete structures, in which methods can be found treating the subject of restrained concrete members and cracking in the serviceability limit state. In the code, both detailed hand calculations procedures as well as simplified methods are described. Several proposal of how to treat base restrained structures can be found in other codes and reports. Some state that the procedure given in Eurocode 2 is on the unsafe side as the method relies on stabilized cracking, while some say that the method is over conservative as the restraining actions will prevent the cracks from opening. As these methods are analysed closer and further tested, it is obtained that they all yield different results under the same assumptions. Most of them are within a similar span, and the deviation arises as the various methods takes different aspect into consideration. One method yields a result which is considerably higher than all other, denoted the Chalmers method. As this method is taught at the technical institute of Gothenburg (Chalmers), the large deviation have caused some confusion among Swedish engineers. As the methods are compared to numerical analyses, it is found that the detailed calculation procedure stated in Eurocode 2 yields fairly good prediction of crack widths for lower levels of strain, while for high levels of strain it is over conservative. The Chalmers method seems to underestimate the number of cracks which occur, and thus give rise to the deviating results. It is further found that in relation to more detailed hand calculations, the simplified procedure stated in Eurocode 2 may not always be on the safe side. The procedure is only valid within a certain range which may be exceeded depending on the magnitude of the load and choice of various design parameters. The effect creep have on base restrained structures subjected to long term loads such as shrinkage is further discussed and analysed numerically. Various hand calculation methods suggest that creep have a positive influence on base restrained structures in the sense that the crack width become smaller. The numerical results indicates that this is indeed the case, however, uncertainties of these analyses are considered to be large in relation to the short term analyses. / I Sverige är det Eurokod 2 som används som basis för dimensionering av betongkonstruktioner, i vilken metoder som beskriver sprickkontroll i bruksgränsstadiet för betong utsatt för tvångskrafter återfinns. Både detaljerade handberäkningsmetoder och förenklade metoder beskrivs. I olika koder och rapporter återfinns ett flertal förslag till hur detta problem ska hanteras. Vissa påstår att metoderna som anges i Eurokod 2 är på osäkra sidan då dessa förlitar sig på stabiliserad sprickbildning, medan andra menar att Eurokod 2 är för konservativ då inspänningen kommer förhindra att sprickorna öppnar sig. Då metoderna analyseras noggrannare och testas framgår det att alla genererar olika resultat under samma antaganden. De flesta ligger inom samma spann och skillnaderna uppkommer då de olika metoderna beaktar olika aspekter. En metod genererar dock ett resultat som är högre än alla andra, som i denna rapport benämns som Chalmersmetoden. Då denna metod lärs ut på Göteborgs tekniska universitet (Chalmers) så har de utstickande resultatet skapat en viss förvirring bland konstruktörer i Sverige. Då metoderna jämförs med numeriska analyser framgår det att Eurokod 2 förutspår en rimlig sprickvidd för låga töjningsgrader, medan den verkar vara överkonservativ för höga töjningsgrader. Chalmersmetoden verkar underestimera antalet sprickor som uppkommer i konstruktionen, vilket resulterar i de utstickande resultaten. Fortsättningsvis fastslås det att i relation till en mer detaljerad handberäkning så är den förenklade metoden i Eurokod 2 inte alltid på säkra sidan. Metoden är endast giltig inom ett visst spann, vilket kan överskridas beroende på den egentliga töjningens storlek och valet av dimensioneringsparametrar. Krypningens effekt på fastinspända betongkonstruktioner då de utsätts för långtidslaster så som krympning har också diskuterats och analyserats numeriskt. Olika handberäkningsmetoder antyder att krypningen har en positiv effekt på så sätt att sprickvidden minskar. Även de numeriska resultaten indikeratar att så är fallet, dock anses osäkerheten i dessa analyser vara stor i förhållande till analyser av korttidslaster.

The best results in a sprint running are based upon covering the distance in the shortest possible time, and therefore performance has to be maximized. To achieve the best performance, the sprinter has to develop the greatest forward acceleration, reach his/her maximal speed, and keep it over the run. The greatest anteroposterior acceleration is generated in the first stance of a sprint due to the greatest propulsive force production. Thus, the first step was selected to study induced accelerations by the main muscles of the lower limb. Since a wider step width was founded out to help with force generation during long foot-ground contacts, an elite sprinter with a wide step width was selected. Ankle plantarflexors were the main contributors to body propulsion and support, while knee extensors decelerated forward propulsion but induced medial accelerations. Hip extensors and hip adductors did not offer a remarkable contribution to body COM acceleration in any direction.

Bridge edge beam system is an increasing concern in Sweden. Because it is the mostvisible part of the structure which is subjected to harsh weather. The edge beamcontributes to the stiffness of overhang slab and helps to distribute the concentratedload. The design of edge beam is not only affected by the structural members, but it isalso affected by non-structural members.The aim of the thesis is to investigate the influence of edge beam on the structuralbehavior of reinforced concrete overhang slab. A three-dimensional (3D) non-linearfinite element model is developed by using the commercial software ABAQUS version6.1.14. The load displacement curves and failure modes were observed. The bendingmoment and shear capacity of the cantilever slab is studied.The validated model from non-linear analysis of reinforced concrete slab gives morestiffer result and leads to the high value of load capacity when comparing with theexperimental test. The presence of the edge beam in the overhang slab of length 2.4 mslightly increases the load capacity and shows ductile behavior due to the self-weightof the edge beam. The non-linear FE-analysis of overhang slab of length 10 m leads tomuch higher load capacity and gives stiffer response as compare to the overhang slabof 2.4 m. The presence of the edge beam in the overhang slab of length 10 m giveshigher load capacity and shows stiffer response when comparing with the overhangslab of length 10 m. This might be due to the self-weight of the edge beam and theoverhang slab is restrained at the right side of the slab.