Aim and tasks of the work. The aim of this work is to investigate insufficiently analyzed variants of the electrodynamic super-wide-band slow-wave structures, create their models, improve methods of analysis, analyze properties of the systems and reveal potentiality of the traveling-wave cathode-ray tubes, slow-wave structures. In order to achieve the aim it is necessary: 1. To improve method for evaluation of non-linear distortions in the traveling-wave cathode-ray tubes and reveal possibilities of reduction of non-linear distortions. 2. To create models of the insufficiently analyzed variants of slow-wave structures and reveal properties of the slow-wave structures. 3. To reveal influence of periodical non-homogeneities on properties of slow-wave structures, simulate and reveal influence of transitions to properties of slow-wave structures and traveling-wav cathode-ray tubes. 4. To make investigation of potentiality of slow-wave structures and traveling-wave cathode-ray tubes and select variants of slow-wave structures that can guarantee wide band and high operating speed of the traveling-wave cathode-ray tubes. Scientific novelty and practical value. Models of insufficiently simulated slow-wave structures were created and their properties were analyzed. According to analysis and modeling results, variants of systems were selected that can guarantee the wide pass-band and high operating speed of the traveling-wave cathode-ray tubes. Using finite element method calculation... [to full text]

Aim and tasks of the work. The aim of this work is to investigate insufficiently analyzed variants of the electrodynamic super-wide-band slow-wave structures, create their models, improve methods of analysis, analyze properties of the systems and reveal potentiality of the traveling-wave cathode-ray tubes, slow-wave structures. In order to achieve the aim it is necessary: 1. To improve method for evaluation of non-linear distortions in the traveling-wave cathode-ray tubes and reveal possibilities of reduction of non-linear distortions. 2. To create models of the insufficiently analyzed variants of slow-wave structures and reveal properties of the slow-wave structures. 3. To reveal influence of periodical non-homogeneities on properties of slow-wave structures, simulate and reveal influence of transitions to properties of slow-wave structures and traveling-wav cathode-ray tubes. 4. To make investigation of potentiality of slow-wave structures and traveling-wave cathode-ray tubes and select variants of slow-wave structures that can guarantee wide band and high operating speed of the traveling-wave cathode-ray tubes. Scientific novelty and practical value. Models of insufficiently simulated slow-wave structures were created and their properties were analyzed. According to analysis and modeling results, variants of systems were selected that can guarantee the wide pass-band and high operating speed of the traveling-wave cathode-ray tubes. Using finite element method calculation... [to full text]

Longitudinal joints are one of the critical factors that cause premature pavement failure. Poor-quality joints are characterized by a low density and high permeability; which generates surface distresses such as ravelling or longitudinal cracking. Density has been traditionally considered as the primary performance indicator of joint construction. Density measurements consist of taking cores in the field and determining their density in the laboratory. Although this technique provides the most accurate measure of joint density, it is destructive and time consuming. Nuclear and non-nuclear gauges have been used to evaluate the condition of longitudinal joint non-destructively, but did not show good correlation with core density tests. Consequently, agencies are searching for other non-destructive testing (NDT) options for longitudinal joints evaluation. NDT methods have significantly advanced for the evaluation of pavement structural capacity during the past decade. These methods are based either on deflection or wave velocity measurements. The light weight deflectometer (LWD) is increasingly being used in quality control/quality assurance to provide a rapid determination of the surface modulus. Corresponding backcalculation programs are able to determine the moduli of the different pavement layers; these moduli are input parameters for mechanistic-empirical pavement design. In addition, ultrasonic wave-based methods have been studied for pavement condition evaluation but not developed to the point of practical implementation. The multi-channel analysis of surface waves (MASW) consists of using ultrasonic transducers to measure surface wave velocities in pavements and invert for the moduli of the different layers. In this study, both LWD and MASW were used in the laboratory and in the field to assess the condition of longitudinal joints. LWD tests were performed in the field at different distances from the centreline in order to identify variations of the surface modulus. MASW measurements were conducted across the joint to evaluate its effect on wave velocities, frequency content and attenuation parameters. Improved signal processing techniques were used to analyze the data, such as Fourier Transform, windowing, or discrete wavelet transform. Dispersion curves were computed to determine surface wave velocities and identify the nature of the wave modes propagating through the asphalt pavement. Parameters such as peak-to-peak amplitude or the area of the frequency spectrum were used to compute attenuation curves. A self calibrating technique, called Fourier transmission coefficient (FTC), was used to assess the condition of longitudinal joints while eliminating the variability introduced by the source, receivers and coupling system. A critical component of this project consisted of preparing an asphalt slab with a joint in the middle that would be used for testing in the laboratory. The compaction method was calibrated by preparing fourteen asphalt samples. An exponential correlation was determined between the air void content and the compaction effort applied to the mixture. Using this relationship, an asphalt slab was prepared in two stages to create a joint of medium quality. Nuclear density measurements were performed at different locations on the slab and showed a good agreement with the predicted density gradient across the joint. MASW tests were performed on the asphalt slabs using different coupling systems and receivers. The FTC coefficients showed good consistency from one configuration to another. This result indicates that the undesired variability due to the receivers and the coupling system was reduced by the FTC technique. Therefore, the coefficients were representative of the hot mix asphalt (HMA) condition. A comparison of theoretical and experimental dispersion curves indicated that mainly Lamb waves were generated in the asphalt layer. This new result is in contradiction with the common assumption that the response is governed by surface waves. This result is of critical importance for the analysis of the data since MASW tests have been focusing on the analysis of Rayleigh waves. Deflection measurements in the field with the LWD showed that the surface modulus was mostly affected by the base and subgrade moduli, and could not be used to evaluate the condition of the surface course that contains the longitudinal joints. The LWDmod software should be used to differentiate the pavement layers and backcalculate the modulus of the asphalt layer. Testing should be performed using different plate sizes and dropping heights in order to generate different stress levels at the pavement surface and optimize the accuracy of the backcalculation. Finally, master curves were computed using a predictive equation based on mix design specifications. Moduli measured at different frequencies of excitation with the two NDT techniques were shifted to a design frequency of 25 Hz. Design moduli measured in the field and in the laboratory with the seismic method were in good agreement (less than 0.2% difference). Moreover, a relatively good agreement was found between the moduli measured with the LWD and the MASW method after shifting to the design frequency. In conclusion, LWD and MASW measurements were representative of HMA condition. However, the condition assessment of medium to good quality joints requires better control of the critical parameters, such as the measurement depth for the LWD, or the frequency content generated by the ultrasonic source and the coupling between the receivers and the asphalt surface for the MASW method.

Matutis M. The analysis of the project of the main deforestation as the example of Kursenai forestry. Master’s work of forestry studies of forest economics/an adviser doc. A. Rutkauskas; LZUU, - Academy, 2006. – 96 p. 11 picture, 27 tables. Bibliography: 27 titles. SUMMARY In the master’s work there is reached the analysis of the project of the main deforestation as the example of Kursenai forestry. The object of the work: the wood of the forest groups of the state enterprise Kursenai forestry III (protective forests) and IV (economy forests). The objective of the work: to estimate the project of the main deforestation for the state enterprise Kursenai forestry during 1993 – 2005. The methods of the work: a) analysis; b) comparing; c) summation The methodic of the work: analysis of the documents, comparing of the indices and estimation of absolute and comparative volumes. The results of the work: the research was done and presented the main deforestation rates the most different were during 1994-1996, it increased even 25%, and the reason was the massive desiccation of the firs and the main rates of the deforestation were not adjusted. From 1997 the volume of truncated wood followed to the confirmed annual deforestation level, and from 1999 it exceeded in 0.3 thousand ktm. Or 0.5 %. And from 2002 there is strictly followed by the main deforestation rates. The keywords: the rate of the main deforestation; sub-economy, wood capacity, deflection.

No description available.

This research has investigated the behaviour of joints and cracks under single and multiple cycles of load. This provides an increased understanding of concrete slab on grade performance, enabling more effective design and monitoring procedures. Examination of the geometry of cracks and joints within concrete slabs on grade has demonstrated that the commonly assumed parallel formation is erroneous. Measurements using embedded strain gauges, coring and surface profile levelling have uncovered that a high percentage of joints will contain larger crack widths at the surface than at the base, caused by differential shrinkage. The opening itself is relatively linear; however, the top 50mm of the slab is prone to a higher gradient of movement due to the increased drying effect towards the surface. A series of deflection tests using a Falling Weight Deflectometer and Prima dynamic plate enabled slab response under load to be evaluated. Four sites were examined in total and correlations found between: load transfer, load step, edge cantilever and crack geometry. This produced valuable information regarding the influence of load transfer and crack width on the overall slab behaviour. Foundation voiding and crack face free slip was also shown to influence deflection magnitude. A small-scale test facility was developed for the assessment of deterioration in various 'V' shaped and parallel crack widths under high cycle loading. The data demonstrated that joint/crack failure contains four distinct phases of deterioration, each of which is controlled by a different mechanism. 'V' shaped cracks produced a much greater load transfer than that of a parallel crack with the incorporation of A142 mesh and steel fibres reducing differential displacement. Load magnitude and aggregate size were also shown to have significant effects. The value of reinforcement was found to assist with serviceability requirements, keeping displacement within acceptable levels and preventing the onset of serious degradation A finite element model was developed to enable the load transfer mechanism results from the laboratory test to be used in the assessment of full slab response. Simulations of field testing produced a series of lower bounds in respect to deflections and the associated response calculations. Theoretical behaviour of a typical slab was assessed with subbase support, joint stiffness, slab thickness and the incorporation of a subbase, found to be highly influential in reducing slab deflections. The three main sections of work comprising site data collection, laboratory testing and Finite Element modelling have been used together to provide a much greater understanding of the influence of cracks and joints. This has included the deterioration of cracks over time and an examination of how this and other site-based factors affect overall slab behaviour.

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Made available in DSpace on 2014-06-11T19:28:58Z (GMT). No. of bitstreams: 0 Previous issue date: 2007-06-28Bitstream added on 2014-06-13T18:58:14Z : No. of bitstreams: 1 zamboni_sroc_me_sjc.pdf: 452937 bytes, checksum: aa577fb7b57c4fd9cdf2545d1a48a89a (MD5) / Coordenação de Aperfeiçoamento de Pessoal de Nível Superior (CAPES) / Fundação de Amparo à Pesquisa do Estado de São Paulo (FAPESP) / A proposta deste trabalho foi avaliar a deformação cuspídea após aplicação de uma carga oclusal em dentes com restaurações diretas e indiretas tipo inlays em 60 pré-molares hígidos divididos em seis grupos: Grupo 1-dentes hígidos; Grupo 2-dentes preparados; Grupo 3-dentes restaurados com resina composta direta filtek. Z350 (3M ESPE); Grupo 4-dentes restaurados com resina composta indireta Sinfony (3M ESPE); Grupo 5- dentes restaurados com inlays de cerâmica injetada IPS Empress 2 (Ivoclar) e Grupo 6-dentes restaurados com inlays produzidos pelo sistema CAD/CAM (CEREC 2). Todas as restaurações indiretas foram cimentadas com cimento resinoso adesivo RelyX ARC(3M ESPE). Os pre-molares receberam medidores de tensão (strain-gauge 060BG.Excel Sensores Brasil) colados nas superfícies vestibular e lingual que possibilitou a mensuração da deflexão das cúspides força aplicada de 100N na face oclusal dos dentes. Foram feitas medições em 'müstrain antes e apos a ciclagem mecânica com freqüência de 1Hz. Foram realizados testes ANOVA para medidas repetidas e Tukey para analisar o efeito do tratamento antes e apos a ciclagem mecânica. O teste de Dunnett foi usado para comparar cada tratamento com o controle. Os resultados antes da ciclagem foram em 'mü'strain: Grupo 1- 577,02'mais ou menos'2,70; Grupo 2- 583,37'mais ou menos'2,76; Grupo 3- 579,16'mais ou menos'3,92; Grupo 4- 578,12'mais ou menos'1,38; Grupo 5- 578,68'mais ou menos'1,57 e Grupo 6- 577,53'mais ou menos'1,93 e apos Grupo 1- 577,02'mais ou meno2,70; Grupo 2- 584,38'mais ou menos'0,827; Grupo 3- 579,24'mais ou menos'0,976 Grupo 4- 578,24'mais ou menos'1,05; Grupo 5- 578,74'mais ou menos'0,788 e Grupo 6- 580,54'mais ou menos'0,99. Após analise dos dados concluiu-se que os dentes que receberam preparo cavitário tiveram aumentada significantemente a deflexão de cúspide;... / The aim of this study was to evaluate the cuspal deflection after application of a oclusal load in teeth with direct and indirect inlays restorations in sixty intact premolars divided in six groups: Group 1 - intacts teeth; Group 2 - prepared teeth; Group 3 - teeth restored with direct composed resin filtek. Z350 (3M ESPE); Group 4 - teeth restored with composed resin indirect Sinfony (3M ESPE); Group 5 - teeth restored with inlays of injected ceramics IPS Empress 2 (Ivoclar) and Group 6 - teeth restored with inlays produced by system CAD CAM (CEREC 2). All the indirect restorations had been cemented with resinous cement adhesive RelyX ARC (3M ESPE). Premolars received measurers from tension (`strain-gauge' Modelo 060BG - Excel Sensory - Brazil) glue in the buccal and lingual surfaces that the measurement of the cuspal deflection made possible caused by a force applied of 100N in the oclusal face of teeth. Measurements in 'müstrain had been made before and after the mechanical loading procedures frequently of 1Hz. Analysis of Variance (ANOVA) for repeated measures and test of Tukey was carried before and after the mechanical loading procedures. Dunnett test was used to compare each treatment with the control Group. The results before the mechanical loading procedures in 'mü'strain had been: Group1- 577,02'mais ou menos'2,70; Group2 - 583,37'mais ou menos'2,76; Group3 - 579,16'mais ou menos'3,92; Group4 - 578,12'mais ou menos'1,38; Group5 - 578,68'mais ou menos'1,57 and Group6 - 577,53'mais ou menos'1,93 and the results had after been: Group1- 577,02'mais ou menos'2,70; Group2- 584,38'mais ou menos'0,827; Group3 - 579,24 'mais ou menos'0,976; Group4 - 578,24'mais ou menos'1,05; Group 5- 578,74'mais ou menos'0,788 and Group6 - 580,54'mais ou menos'0,99. After analysis of the data concluded that the teeth that had received preparation cavitario MOD had increased the cuspal deflection...(Complete abstract, click electronic access below)

[pt] No presente trabalho é feito um apanhado de teorias de estruturas unidimensionais que não se utilizam da teoria tridimensional como ponto de partida. São discutidos alguns modelos sob a mesma ótica, ressaltando-se seus pontos comuns e suas diferenças. Posteriormente é desenvolvido um modelo exato para estruturas unidimensionais. São discutidos em profundidade medidas de deformação e esforços internos. É tomado um modelo constitutivo elasto-plástico. A modelagem utilizada não faz restrições quanto ao tamanho das deformações e considera a extensibilidade da estrutura. Através de técnicas numéricas simples, conhecidas como métodos do Tiro, são resolvidos alguns problemas de estruturas unidimensionais modelados pela teoria desenvolvida neste trabalho. Dentro destes casos estuda-se o problema da instabilidade, o efeito do cisalhamento para vigas e o comportamento não linear de materiais (plasticidade). Os resultados são apresentados graficamente. Por fim são indicados novos caminhos que dão continuidade a este trabalho. / [en] A survey of rod’s models which are not based in the three-dimensional theory is presented. One of the models is picked out and discussed in details (kinematics, efforts and balance laws). An elasto-plastic constitutive model is considered. This model takes into account large deformations and the extensibility of the tods. A series of numerical simulations of rod’s problems which utilize the shooting methods are considered. These applications study the non linear behavior of rods, in cases which shear. Geometric instability and plasticity are treated. At the end, suggestions for the continuity of this work are presented.

The behavior of wood shear walls has been the focus of researchers and engineers for many years due to their availability in the North American construction landscape. A review of the established literature showed that most of the research have focused on the shear wall behavior as a whole with no investigation specifically targeting the individual components of its deflection. Also, little to no attention has been given to the investigation of the cumulative effects especially when the out-of-plane diaphragm stiffness is considered. The current study aims at investigating the effects of construction details variation on the behavior of the shear walls and evaluating whether the current deflection equation, as per wood design standard (CSA 2014) can adequately predict the overall wall stiffness. A total of 27 full-scale single-storey walls, with different construction details and aspect ratios, were tested under either static or monotonic (as both are the same) loading. The parameters that were varied in the testing were the stud size and spacing, nail diameter and spacing, sheathing panel type and thickness and hold-down anchoring system/type. For the two-storey walls, two different loading cases were considered, namely where the load was applied at the top or bottom storey only. The results showed that the strength and stiffness correlated almost directly to the inverse of the wall aspect ratio. There was no clear trend when considering the effect of the walls’ aspect ratios on ductility. Unexpectedly, walls with aspect ratios not permitted according to the wood design standard (4:1 and 6:1) followed similar strength and stiffness trends and had sufficient ductility ratios as those with smaller aspect ratios. This observation explains in part some of the discrepancies found between engineering calculations and behavior of actual building with light frame wood shear walls. Significant discrepancies were found when comparing the various deflection constituent with those estimated using the design expression. Adding more end studs and changing the size of the studs had no significant effect on the overall wall capacity and little effect on its stiffness. Reducing the stud spacing had, as expected, no effect on the wall capacity; however, the results showed that the bending stiffness was affected by the overall number of studs in the wall and not solely by the end studs. Shear walls sheathed with plywood panels exhibits slightly higher peak load and initial stiffness than those with OSB, which was mainly attributed to the greater panel thickness, and possibly density, of the plywood. Both sheathing types provided similar levels of ductility, as expected. Thicker sheathing increased the capacity and stiffness of the wall with no significant change observed in ductility ratio. The wall strength was significantly affected by the nail diameter and nail spacing, but no difference was observed when the nail edge/end distance was increased. The results also showed that discrete hold-down system behaved in a non-linear manner with a significantly greater initial stiffness than that assumed in design. The study also showed that having continuous hold-down connections has a positive effect on the capacity, stiffness and ductility of the wall when compared with discrete hold-downs. Having no hold-down adversely affects the wall capacity and stiffness, but did not affect the ductility of the wall. For the two-storey walls, the deflection estimated based on the cumulative effect assumption showed slight differences when compared with that observed in the experimental study. It was observed that the majority of the cumulative effect stems from the rigid body rotation due to deformation in the hold-down devices. A Computer shear wall model (through SAP2000) was developed using linear “frame” and “membrane” elements for the framing and sheathing members, respectively, whereas the sheathing to framing nails and hold-down were modeled using nonlinear springs. It was found that the model was capable of predicting the peak load, ultimate deflection and yield loads with reasonable accuracy, but overestimated the initial stiffness and ductility of the walls. In general, when the force-displacement curves were compared it was evident that the model was capable of predicting the wall behaviour with reasonable accuracy. When investigating the cumulative effects using the model, the results clearly showed that the assumption of cumulative effects due to rigid body rotation is valid for stacked shearwalls with no consideration for the floor diaphragm. The effect of the diaphragm on the behavior of the shear walls, in particular its out-of-plane rigidity was simulated by modeling the floors as beam. The out of plane stiffness of the shear walls was investigated for idealized (infinitely stiff or flexible) as well as “realistic”. The results showed reductions in the shearwall deflection in the magnitude of approximately 80% considering the out of plane rigidity of the diaphragm. It was also concluded that considering conservative estimates of out of plane stiffness might lead to a very significant reduction in deflection and that assuming the floor diaphragm to be infinitely rigid out of plan seems reasonable. For diaphragms supported on multiple panels further reduction in the deflection was observed. More work, particularly at the experimental level, is needed to verify the finding obtained in the numerical investigation related to the effect of out of plane diaphragm stiffness.