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Thermally modified timber (TMT) has gained market share in Europe as an environmentally friendly and durable building material. Unfortunately, TMT products are currently prohibited for use in structural applications as there is insufficient data to estimate the loss in strength due to thermal modification. This thesis work explored the fundamentals related to the static 4-point bending (4PB) behaviour of TMT needed to expand its use in the construction sector. The effect of treatment on checks in and around knots, and their combined effect on the 4PB behaviour of TMT, was studied with digital image correlation on 9 Norway spruce boards. For 190 matched board pairs of Norway spruce, one board was modified according to the ThermoWood® Thermo-D process, and the other remained untreated for comparison. One-hundred (100) board pairs were used to assess the effect of treatment on the 4PB properties and behaviour, and on indicating properties (IPs): density, longitudinal resonance and ultrasonic wave speed. The remaining 90 board pairs were weathered for 30 months to evaluate differences in the degree of checking, the IPs and the 4PB properties and behaviour. Fibre angle was measured on all board surfaces using a WoodEye 5 high-resolution laser scanner to study the location of failure in TMT, and to potentially improve bending strength predictions. Thermal modification decreased the bending strength by approximately 40%; however, the presence of knots still determined the type and location of failure. Thermal modification and weathering play a critical role in the formation of severe checks in timber, but their presence had no significant influence on the bending properties. TMT could be graded using acoustic-type grading machines already available at most sawmills, and these principles could be applied to predict the presence of internal checks. Scanning the fibre direction improved strength predictions of TMT and enabled the failure location to be predicted. Grading timb

The effect of thermal modification (TM) on the chemistry, anatomy and mechanical properties of wood is often investigated using small clear samples. Little is known on the effect of growth-related and processing defects, such as knots and checks, on the bending strength and stiffness of thermally modified timber (TMT). Nine boards of Norway spruce with different combinations of knot types were used to study the combined effects of checks and knots on the bending behaviour of TMT. Digital image correlation (DIC) measurements on board surfaces at sites of knots subjected to bending allowed to study strain distribution and localise cracks prior to and after TM, and to monitor development of fracture (around knots) in TMT to failure. DIC confirmed that checking in knots was increased after TM compared to kiln-dried timber, specifically for intergrown knots and intergrown parts of encased knots. Effects appear local and do not affect board bending stiffness at these sites. Bending failure in TMT initiated mainly at knot interfaces or besides knots and fractures often propagated from checks. Scanning electron microscopy analyses of fracture surfaces confirmed this, and fractures were typically initiated around knots and at knot interfaces due to crack propagation along the grain in the longitudinal–radial plane (TL fracture) under mixed mode I and II loading, such that boards failed in simple tension like unmodified timber. Images of fracture surfaces at the ultrastructural level revealed details of the brittle behaviour of TM wood. This was especially apparent from the smooth appearance of transwall failure under mode I loading across the grain., Epub 2020

The effect of thermal modification (TM) on the chemistry, anatomy and mechanical properties of wood is often investigated using small clear samples. Little is known on the effect of growth-related and processing defects, such as knots and checks, on the bending strength and stiffness of thermally modified timber (TMT). Nine boards of Norway spruce with different combinations of knot types were used to study the combined effects of checks and knots on the bending behaviour of TMT. Digital image correlation (DIC) measurements on board surfaces at sites of knots subjected to bending allowed to study strain distribution and localise cracks prior to and after TM, and to monitor development of fracture (around knots) in TMT to failure. DIC confirmed that checking in knots was increased after TM compared to kiln-dried timber, specifically for intergrown knots and intergrown parts of encased knots. Effects appear local and do not affect board bending stiffness at these sites. Bending failure in TMT initiated mainly at knot interfaces or besides knots and fractures often propagated from checks. Scanning electron microscopy analyses of fracture surfaces confirmed this, and fractures were typically initiated around knots and at knot interfaces due to crack propagation along the grain in the longitudinal–radial plane (TL fracture) under mixed mode I and II loading, such that boards failed in simple tension like unmodified timber. Images of fracture surfaces at the ultrastructural level revealed details of the brittle behaviour of TM wood. This was especially apparent from the smooth appearance of transwall failure under mode I loading across the grain., Epub 2020

The effect of thermal modification (TM) on the chemistry, anatomy and mechanical properties of wood is often investigated using small clear samples. Little is known on the effect of growth-related and processing defects, such as knots and checks, on the bending strength and stiffness of thermally modified timber (TMT). Nine boards of Norway spruce with different combinations of knot types were used to study the combined effects of checks and knots on the bending behaviour of TMT. Digital image correlation (DIC) measurements on board surfaces at sites of knots subjected to bending allowed to study strain distribution and localise cracks prior to and after TM, and to monitor development of fracture (around knots) in TMT to failure. DIC confirmed that checking in knots was increased after TM compared to kiln-dried timber, specifically for intergrown knots and intergrown parts of encased knots. Effects appear local and do not affect board bending stiffness at these sites. Bending failure in TMT initiated mainly at knot interfaces or besides knots and fractures often propagated from checks. Scanning electron microscopy analyses of fracture surfaces confirmed this, and fractures were typically initiated around knots and at knot interfaces due to crack propagation along the grain in the longitudinal–radial plane (TL fracture) under mixed mode I and II loading, such that boards failed in simple tension like unmodified timber. Images of fracture surfaces at the ultrastructural level revealed details of the brittle behaviour of TM wood. This was especially apparent from the smooth appearance of transwall failure under mode I loading across the grain., Epub 2020

Thermally modified timber (TMT) has gained market share in Europe as an environmentally friendly and durable building material. Unfortunately, TMT products are currently prohibited for use in structural applications as there is insufficient data to estimate the loss in strength due to thermal modification. This thesis work explored the fundamentals related to the static 4-point bending (4PB) behaviour of TMT needed to expand its use in the construction sector. The effect of treatment on checks in and around knots, and their combined effect on the 4PB behaviour of TMT, was studied with digital image correlation on 9 Norway spruce boards. For 190 matched board pairs of Norway spruce, one board was modified according to the ThermoWood® Thermo-D process, and the other remained untreated for comparison. One-hundred (100) board pairs were used to assess the effect of treatment on the 4PB properties and behaviour, and on indicating properties (IPs): density, longitudinal resonance and ultrasonic wave speed. The remaining 90 board pairs were weathered for 30 months to evaluate differences in the degree of checking, the IPs and the 4PB properties and behaviour. Fibre angle was measured on all board surfaces using a WoodEye 5 high-resolution laser scanner to study the location of failure in TMT, and to potentially improve bending strength predictions. Thermal modification decreased the bending strength by approximately 40%; however, the presence of knots still determined the type and location of failure. Thermal modification and weathering play a critical role in the formation of severe checks in timber, but their presence had no significant influence on the bending properties. TMT could be graded using acoustic-type grading machines already available at most sawmills, and these principles could be applied to predict the presence of internal checks. Scanning the fibre direction improved strength predictions of TMT and enabled the failure location to be predicted. Grading timb

The effect of thermal modification (TM) on the chemistry, anatomy and mechanical properties of wood is often investigated using small clear samples. Little is known on the effect of growth-related and processing defects, such as knots and checks, on the bending strength and stiffness of thermally modified timber (TMT). Nine boards of Norway spruce with different combinations of knot types were used to study the combined effects of checks and knots on the bending behaviour of TMT. Digital image correlation (DIC) measurements on board surfaces at sites of knots subjected to bending allowed to study strain distribution and localise cracks prior to and after TM, and to monitor development of fracture (around knots) in TMT to failure. DIC confirmed that checking in knots was increased after TM compared to kiln-dried timber, specifically for intergrown knots and intergrown parts of encased knots. Effects appear local and do not affect board bending stiffness at these sites. Bending failure in TMT initiated mainly at knot interfaces or besides knots and fractures often propagated from checks. Scanning electron microscopy analyses of fracture surfaces confirmed this, and fractures were typically initiated around knots and at knot interfaces due to crack propagation along the grain in the longitudinal–radial plane (TL fracture) under mixed mode I and II loading, such that boards failed in simple tension like unmodified timber. Images of fracture surfaces at the ultrastructural level revealed details of the brittle behaviour of TM wood. This was especially apparent from the smooth appearance of transwall failure under mode I loading across the grain., Epub 2020

Thermally modified timber (TMT) has gained market share in Europe as an environmentally friendly and durable building material. Unfortunately, TMT products are currently prohibited for use in structural applications as there is insufficient data to estimate the loss in strength due to thermal modification. This thesis work explored the fundamentals related to the static 4-point bending (4PB) behaviour of TMT needed to expand its use in the construction sector. The effect of treatment on checks in and around knots, and their combined effect on the 4PB behaviour of TMT, was studied with digital image correlation on 9 Norway spruce boards. For 190 matched board pairs of Norway spruce, one board was modified according to the ThermoWood® Thermo-D process, and the other remained untreated for comparison. One-hundred (100) board pairs were used to assess the effect of treatment on the 4PB properties and behaviour, and on indicating properties (IPs): density, longitudinal resonance and ultrasonic wave speed. The remaining 90 board pairs were weathered for 30 months to evaluate differences in the degree of checking, the IPs and the 4PB properties and behaviour. Fibre angle was measured on all board surfaces using a WoodEye 5 high-resolution laser scanner to study the location of failure in TMT, and to potentially improve bending strength predictions. Thermal modification decreased the bending strength by approximately 40%; however, the presence of knots still determined the type and location of failure. Thermal modification and weathering play a critical role in the formation of severe checks in timber, but their presence had no significant influence on the bending properties. TMT could be graded using acoustic-type grading machines already available at most sawmills, and these principles could be applied to predict the presence of internal checks. Scanning the fibre direction improved strength predictions of TMT and enabled the failure location to be predicted. Grading timb

Thermally modified timber (TMT) has gained market share in Europe as an environmentally friendly and durable building material. Unfortunately, TMT products are currently prohibited for use in structural applications as there is insufficient data to estimate the loss in strength due to thermal modification. This thesis work explored the fundamentals related to the static 4-point bending (4PB) behaviour of TMT needed to expand its use in the construction sector. The effect of treatment on checks in and around knots, and their combined effect on the 4PB behaviour of TMT, was studied with digital image correlation on 9 Norway spruce boards. For 190 matched board pairs of Norway spruce, one board was modified according to the ThermoWood® Thermo-D process, and the other remained untreated for comparison. One-hundred (100) board pairs were used to assess the effect of treatment on the 4PB properties and behaviour, and on indicating properties (IPs): density, longitudinal resonance and ultrasonic wave speed. The remaining 90 board pairs were weathered for 30 months to evaluate differences in the degree of checking, the IPs and the 4PB properties and behaviour. Fibre angle was measured on all board surfaces using a WoodEye 5 high-resolution laser scanner to study the location of failure in TMT, and to potentially improve bending strength predictions. Thermal modification decreased the bending strength by approximately 40%; however, the presence of knots still determined the type and location of failure. Thermal modification and weathering play a critical role in the formation of severe checks in timber, but their presence had no significant influence on the bending properties. TMT could be graded using acoustic-type grading machines already available at most sawmills, and these principles could be applied to predict the presence of internal checks. Scanning the fibre direction improved strength predictions of TMT and enabled the failure location to be predicted. Grading timb

The effect of thermal modification (TM) on the chemistry, anatomy and mechanical properties of wood is often investigated using small clear samples. Little is known on the effect of growth-related and processing defects, such as knots and checks, on the bending strength and stiffness of thermally modified timber (TMT). Nine boards of Norway spruce with different combinations of knot types were used to study the combined effects of checks and knots on the bending behaviour of TMT. Digital image correlation (DIC) measurements on board surfaces at sites of knots subjected to bending allowed to study strain distribution and localise cracks prior to and after TM, and to monitor development of fracture (around knots) in TMT to failure. DIC confirmed that checking in knots was increased after TM compared to kiln-dried timber, specifically for intergrown knots and intergrown parts of encased knots. Effects appear local and do not affect board bending stiffness at these sites. Bending failure in TMT initiated mainly at knot interfaces or besides knots and fractures often propagated from checks. Scanning electron microscopy analyses of fracture surfaces confirmed this, and fractures were typically initiated around knots and at knot interfaces due to crack propagation along the grain in the longitudinal–radial plane (TL fracture) under mixed mode I and II loading, such that boards failed in simple tension like unmodified timber. Images of fracture surfaces at the ultrastructural level revealed details of the brittle behaviour of TM wood. This was especially apparent from the smooth appearance of transwall failure under mode I loading across the grain., Epub 2020

Thermally modified timber (TMT) has gained market share in Europe as an environmentally friendly and durable building material. Unfortunately, TMT products are currently prohibited for use in structural applications as there is insufficient data to estimate the loss in strength due to thermal modification. This thesis work explored the fundamentals related to the static 4-point bending (4PB) behaviour of TMT needed to expand its use in the construction sector. The effect of treatment on checks in and around knots, and their combined effect on the 4PB behaviour of TMT, was studied with digital image correlation on 9 Norway spruce boards. For 190 matched board pairs of Norway spruce, one board was modified according to the ThermoWood® Thermo-D process, and the other remained untreated for comparison. One-hundred (100) board pairs were used to assess the effect of treatment on the 4PB properties and behaviour, and on indicating properties (IPs): density, longitudinal resonance and ultrasonic wave speed. The remaining 90 board pairs were weathered for 30 months to evaluate differences in the degree of checking, the IPs and the 4PB properties and behaviour. Fibre angle was measured on all board surfaces using a WoodEye 5 high-resolution laser scanner to study the location of failure in TMT, and to potentially improve bending strength predictions. Thermal modification decreased the bending strength by approximately 40%; however, the presence of knots still determined the type and location of failure. Thermal modification and weathering play a critical role in the formation of severe checks in timber, but their presence had no significant influence on the bending properties. TMT could be graded using acoustic-type grading machines already available at most sawmills, and these principles could be applied to predict the presence of internal checks. Scanning the fibre direction improved strength predictions of TMT and enabled the failure location to be predicted. Grading timb

The performance of multi-layered wood flooring produced with sliced and sawn top-layers was evaluated in this study. Slicing checks side orientation was evaluated by pressing the veneers with checks side oriented upwards and/or downwards the flooring surface. The performance of produced flooring boards were evaluated using a climate chamber test with regard to the dimensional stability (SS-EN:1910) and appearance. Delamination resistance was tested according to the ANSI delamination testing procedures. Results of the climate chamber test revealed immerging of a high amount of slicing checks to the surface of parquet boards after the first dry cycle. Checks tend to be larger around knots. Checking was qualitatively assessed as being more severe on the boards with checks side up. Dimensional stability was assessed to be slightly better for the sliced top-layers compared to the sawn ones. Parquet elements produced with veneers checks side facing downwards had poor delamination resistance. The best results regarding delamination resistance was achieved when using sliced lamellas with the checks side facing up, Prowood+

The performance of multi-layered wood flooring produced with sliced and sawn top-layers was evaluated in this study. Slicing checks side orientation was evaluated by pressing the veneers with checks side oriented upwards and/or downwards the flooring surface. The performance of produced flooring boards were evaluated using a climate chamber test with regard to the dimensional stability (SS-EN:1910) and appearance. Delamination resistance was tested according to the ANSI delamination testing procedures. Results of the climate chamber test revealed immerging of a high amount of slicing checks to the surface of parquet boards after the first dry cycle. Checks tend to be larger around knots. Checking was qualitatively assessed as being more severe on the boards with checks side up. Dimensional stability was assessed to be slightly better for the sliced top-layers compared to the sawn ones. Parquet elements produced with veneers checks side facing downwards had poor delamination resistance. The best results regarding delamination resistance was achieved when using sliced lamellas with the checks side facing up, Prowood+

The performance of multi-layered wood flooring produced with sliced and sawn top-layers was evaluated in this study. Slicing checks side orientation was evaluated by pressing the veneers with checks side oriented upwards and/or downwards the flooring surface. The performance of produced flooring boards were evaluated using a climate chamber test with regard to the dimensional stability (SS-EN:1910) and appearance. Delamination resistance was tested according to the ANSI delamination testing procedures. Results of the climate chamber test revealed immerging of a high amount of slicing checks to the surface of parquet boards after the first dry cycle. Checks tend to be larger around knots. Checking was qualitatively assessed as being more severe on the boards with checks side up. Dimensional stability was assessed to be slightly better for the sliced top-layers compared to the sawn ones. Parquet elements produced with veneers checks side facing downwards had poor delamination resistance. The best results regarding delamination resistance was achieved when using sliced lamellas with the checks side facing up, Prowood+

Objective: Elderly people often use several medicines, which increases risks for side effects and adverse effects. Moreover, most reported adverse events in healthcare are associated with medication. The aim was to describe nursing staffs’ perceptions about and the factors related to the actualization of safety checks, monitoring and documentation in the medication process in long-term elderly care. Methods: This was a cross-sectional quantitative, questionnaire-based study. The response rate, among all nurses working in long-term elderly care wards in a Finnish healthcare district, was 39.4% (n = 492). Results: The results indicate that some safety checks and monitoring guidelines are often violated during the medication administration process, but most nurses self-reportedly maintained good practice in medication documentation. Conclusions: The results suggest needs to review training in pharmacology, infection control, and medication calculations during pre-qualification and continuing education, and to ensure nurses’ awareness of attitudes and ethical considerations for medication safety.

We investigate whether the February 2012 amendments to the Check Law in Turkey that replaced imprisonment with administrative fines for issuing bad checks were a driver of the surge in bad checks since late 2011. As the change in the law was foreseen, we argue that check issuance behavior was altered before the new law became official. To capture this, we use the cumulative volume of internet search queries related to the upcoming legal change. We find that, unlike the case during the global financial crisis of 2008-09, the surge in bad checks occurring in 2011-12 cannot be accounted for by the state of the economic environment unless the effects of the February 2012 law change are also controlled for. We also provide evidence that economic agents adjust fairly rapidly to the legal change, which reverses the surge in bad checks within a year. Overall, our findings suggest that sanctions need not be harsh to deter non-violent offenses provided that appropriate institutional structures are in place. (C) 2017 Elsevier B.V. All rights reserved.

We investigate whether the February 2012 amendments to the Check Law in Turkey that replaced imprisonment with administrative fines for issuing bad checks were a driver of the surge in bad checks since late 2011. As the change in the law was foreseen, we argue that check issuance behavior was altered before the new law became official. To capture this, we use the cumulative volume of internet search queries related to the upcoming legal change. We find that, unlike the case during the global financial crisis of 2008-09, the surge in bad checks occurring in 2011-12 cannot be accounted for by the state of the economic environment unless the effects of the February 2012 law change are also controlled for. We also provide evidence that economic agents adjust fairly rapidly to the legal change, which reverses the surge in bad checks within a year. Overall, our findings suggest that sanctions need not be harsh to deter non-violent offenses provided that appropriate institutional structures are in place. (C) 2017 Elsevier B.V. All rights reserved.

The performance of multi-layered wood flooring produced with sliced and sawn top-layers was evaluated in this study. Slicing checks side orientation was evaluated by pressing the veneers with checks side oriented upwards and/or downwards the flooring surface. The performance of produced flooring boards were evaluated using a climate chamber test with regard to the dimensional stability (SS-EN:1910) and appearance. Delamination resistance was tested according to the ANSI delamination testing procedures. Results of the climate chamber test revealed immerging of a high amount of slicing checks to the surface of parquet boards after the first dry cycle. Checks tend to be larger around knots. Checking was qualitatively assessed as being more severe on the boards with checks side up. Dimensional stability was assessed to be slightly better for the sliced top-layers compared to the sawn ones. Parquet elements produced with veneers checks side facing downwards had poor delamination resistance. The best results regarding delamination resistance was achieved when using sliced lamellas with the checks side facing up, Prowood+

The performance of multi-layered wood flooring produced with sliced and sawn top-layers was evaluated in this study. Slicing checks side orientation was evaluated by pressing the veneers with checks side oriented upwards and/or downwards the flooring surface. The performance of produced flooring boards were evaluated using a climate chamber test with regard to the dimensional stability (SS-EN:1910) and appearance. Delamination resistance was tested according to the ANSI delamination testing procedures. Results of the climate chamber test revealed immerging of a high amount of slicing checks to the surface of parquet boards after the first dry cycle. Checks tend to be larger around knots. Checking was qualitatively assessed as being more severe on the boards with checks side up. Dimensional stability was assessed to be slightly better for the sliced top-layers compared to the sawn ones. Parquet elements produced with veneers checks side facing downwards had poor delamination resistance. The best results regarding delamination resistance was achieved when using sliced lamellas with the checks side facing up, Prowood+

As modern society goes through more and more changes with the help of technology, common practices that have been in place for several decades can suddenly shift to a new methodology. This is true when it comes to how the modern citizen handles money transfers: it is now predominantly done electronically. Over the past two decades, individuals have decreased their use of paper bank checks. This norm has been around for almost as long as banks have existed in America. Although this shift to electronic payments has been beneficial in aiding humans and making life easier, there is a sense of formality and emotion lost when payments are done only electronically. CheQR addresses this issue by having the flexibility to both pay electronically and with a paper check with improved security.

Validation of the age determination procedure using otoliths of European anchovy in the Bay of Biscay was achieved by monitoring very strong year-classes in successive spring catches and surveys, as well as the seasonal occurrence of edge types. Historical corroboration of the ageing method was obtained by cross-correlation between successive age groups by year-classes in catches and surveys (1987–2013). Summary annual growth in length is also presented. Yearly annuli consist of a hyaline zone (either single or composite) and a wide opaque zone, disrupted occasionally by some typical checks (mainly at age-0 and age-1 at peak spawning time). Age determination, given a date of capture, requires knowledge of the typical annual growth pattern of otoliths, their seasonal edge formation by ages and the most typical checks. Most opaque growth occurs in summer and is minimal (translucent) in winter. Opaque zone formation begins earlier in younger fish (in spring), and this helps distinguish age-1 from age-2+.

Validation of the age determination procedure using otoliths of European anchovy in the Bay of Biscay was achieved by monitoring very strong year-classes in successive spring catches and surveys, as well as the seasonal occurrence of edge types. Historical corroboration of the ageing method was obtained by cross-correlation between successive age groups by year-classes in catches and surveys (1987–2013). Summary annual growth in length is also presented. Yearly annuli consist of a hyaline zone (either single or composite) and a wide opaque zone, disrupted occasionally by some typical checks (mainly at age-0 and age-1 at peak spawning time). Age determination, given a date of capture, requires knowledge of the typical annual growth pattern of otoliths, their seasonal edge formation by ages and the most typical checks. Most opaque growth occurs in summer and is minimal (translucent) in winter. Opaque zone formation begins earlier in younger fish (in spring), and this helps distinguish age-1 from age-2+.

Validation of the age determination procedure using otoliths of European anchovy in the Bay of Biscay was achieved by monitoring very strong year-classes in successive spring catches and surveys, as well as the seasonal occurrence of edge types. Historical corroboration of the ageing method was obtained by cross-correlation between successive age groups by year-classes in catches and surveys (1987–2013). Summary annual growth in length is also presented. Yearly annuli consist of a hyaline zone (either single or composite) and a wide opaque zone, disrupted occasionally by some typical checks (mainly at age-0 and age-1 at peak spawning time). Age determination, given a date of capture, requires knowledge of the typical annual growth pattern of otoliths, their seasonal edge formation by ages and the most typical checks. Most opaque growth occurs in summer and is minimal (translucent) in winter. Opaque zone formation begins earlier in younger fish (in spring), and this helps distinguish age-1 from age-2+.

Validation of the age determination procedure using otoliths of European anchovy in the Bay of Biscay was achieved by monitoring very strong year-classes in successive spring catches and surveys, as well as the seasonal occurrence of edge types. Historical corroboration of the ageing method was obtained by cross-correlation between successive age groups by year-classes in catches and surveys (1987–2013). Summary annual growth in length is also presented. Yearly annuli consist of a hyaline zone (either single or composite) and a wide opaque zone, disrupted occasionally by some typical checks (mainly at age-0 and age-1 at peak spawning time). Age determination, given a date of capture, requires knowledge of the typical annual growth pattern of otoliths, their seasonal edge formation by ages and the most typical checks. Most opaque growth occurs in summer and is minimal (translucent) in winter. Opaque zone formation begins earlier in younger fish (in spring), and this helps distinguish age-1 from age-2+.

Validation of the age determination procedure using otoliths of European anchovy in the Bay of Biscay was achieved by monitoring very strong year-classes in successive spring catches and surveys, as well as the seasonal occurrence of edge types. Historical corroboration of the ageing method was obtained by cross-correlation between successive age groups by year-classes in catches and surveys (1987–2013). Summary annual growth in length is also presented. Yearly annuli consist of a hyaline zone (either single or composite) and a wide opaque zone, disrupted occasionally by some typical checks (mainly at age-0 and age-1 at peak spawning time). Age determination, given a date of capture, requires knowledge of the typical annual growth pattern of otoliths, their seasonal edge formation by ages and the most typical checks. Most opaque growth occurs in summer and is minimal (translucent) in winter. Opaque zone formation begins earlier in younger fish (in spring), and this helps distinguish age-1 from age-2þ.

Comprehension of the annual pattern of annulus formation throughout the anchovy life span was first achieved from the observations of the strong 1982 year class which showed a neat annual progression of modal lengths passing through the fishery until the exceptional age of 5. Validation of the proposed method was subsequently obtained through monitoring of the progression of the strong 1987, 1989 and 1991 year-classes, both by spring annual surveys and by continuous sampling of the commercial catches, coupled to the monitoring of the seasonal marginal edge formation of the otoliths. Since then Age validation has been confirmed by the correlation between the pulses of recruitments (at age 1), as reflected in their relative occurrence in the population in Spring, and the abundance of those recruitments according to surveys. Typically, annual growth of anchovy otoliths of the one and two years old diminish to about 2/3-1/2 and 1/3 of that occurring in their previous ages respectively. Growth of older ages (three and four) are rather similar as, or slightly lesser than, at age 2. Maximum growth (white band formation) occurs in summer and growth detentions (with translucent annulus formation) in winter time. However the opaque edge formation begins sooner at the age of 1 (around February-March) than at older ages (May or June). During the first winter several translucent rings are occasionally formed resulting in a composite annulus formation. In addition during June/July, at peak spawning, a check is formed in many of the one year old anchovies. However, not all year classes, neither all anchovies lay down the same amount of checks and many of them may not show any. As such age determination requires the knowledge of the typical annual growth pattern of otoliths, of their seasonal edge formation by ages and of the most typical checks.

Testing is the activity where you verify and validate the requirements of the IT system, and execute it with the purpose of finding bugs. Testing can be done both manually and automatically, by programming a system to executes these tests.In this thesis I describe how I design and develop an IT artifact that automatically can execute tests of another system., Validerat; 20140624 (global_studentproject_submitter)

[EN] This Final Project covers the geotechnical and structural checks of the Preliminary Design Competition for Gateway on the Segura River in Blanca (Murcia). The calculation model used is born of the union of the centers of gravity of each of the sections of the beam edge and variable width using linear elements (bars) that, taken together, describe a lowered arch that leads a significant transfer of forces in connection with the substructures. At the junction of the metal floor beams with the beams of reinforced concrete sections whose mechanical properties are introduced to the model by interpolating linearly between them. The meeting of the longitudinal beams to the walls of the stapes, is solved by a constant section which adopts the maximum depth of the beam. To dispel the important loads transmitted, is chosen to model a substructure formed of four walls and a single footing foundation, which interacts with the ground providing elasticity to a very robust set. This deformability is represented in the model by springs stiffness ballast module of the terrain located in the foundation level corresponding to the tributary area of the regions that has been divided the foundation footing in. All this leads to the development of an initial set-in model to a final isostatic structure that is closer to the actual behavior, reaching a reasonable dimensions. From the structural model, the substructures are subjected to geotechnical testing to verify his stability against sinking, sliding and overturning, and the seats produced. After completing the geotechnical testing, the rebars calculus is carried out from a sectional calculation defined in sections every 2.5 meters (superstructure) and the corresponding reference sections (substructures). This armor calculation is compared to the minimum amounts indicated in the Spanish Structural Concrete (EHE-08). Important tractions are transmitted to the foundation acting as a rigid foundation to which is required a model of st, [CA] Aquest Treball Fi de Grau abasta les comprovacions geotècniques i estructurals del Projecte Bàsic per al Concurs de Passarel · la sobre el Riu Segura a Blanca (Múrcia). El model de càlcul utilitzat neix de la unió dels centres de gravetat de cadascuna de les seccions de la biga de cantell i ample variable mitjançant elements lineals (barres) que, en conjunt, descriuen la forma d'un arc molt rebaixat que comporta a una important transmissió d'esforços en la connexió amb les subestructures. En la unió de les bigues metàl · liques de pis amb les bigues de formigó armat, s'obtenen seccions les propietats mecàniques s'introdueixen en el model interpolant entre elles de forma lineal. La trobada de les bigues longitudinals amb els murs de l'estrep, es resol mitjançant una secció constant que adopta el màxim cant de la biga. Per dissipar els importants càrregues transmeses, s'opta per modelitzar una subestructura constituïda a base de quatre murs solidaris a una sabata prismàtica, la qual, interactua amb el terreny aportant elasticitat a un conjunt molt robust. Aquesta deformabilitat, es representa en el model mitjançant molles de rigidesa el mòdul de balast del terreny situat a cota de fonamentació corresponent a l'àrea tributària de les regions en què s'ha dividit la sabata. Tot això comporta a l'evolució d'un model inicial biempotrado a un definitiva estructura isostàtica que s'acosta més al comportament real, aconseguint unes dimensions coherents. A partir del model estructural les subestructures se sotmeten a comprovació geotècnica per verificar la seva estabilitat davant enfonsament, lliscament i bolcada, així com els assentaments que es produeixen. Un cop realitzades les comprovacions geotècniques, es procedeix al armat, a partir d'un càlcul seccional en les seccions definides cada 2.5 metres (superestructura) i en les seccions de referència corresponents (subestructures). Aquesta armadura de càlcul és comparada amb les quanties mínimes indicades en la Instrucci, [ES] El presente Trabajo Fin de Grado abarca las comprobaciones geotécnicas y estructurales del Proyecto Básico para el Concurso de Pasarela sobre el Río Segura en Blanca (Murcia). El modelo de cálculo utilizado nace de la unión de los centros de gravedad de cada una de las secciones de la viga de canto y ancho variable mediante elementos lineales (barras) que, en su conjunto, describen la forma de un arco muy rebajado que conlleva a una importante transmisión de esfuerzos en la conexión con las subestructuras. En la unión de las vigas metálicas de piso con las vigas de hormigón armado, se obtienen secciones cuyas propiedades mecánicas se introducen en el modelo interpolando entre ellas de forma lineal. El encuentro de las vigas longitudinales con los muros del estribo, se resuelve mediante una sección constante que adopta el máximo canto de la viga. Para disipar las importantes cargas transmitidas, se opta por modelizar una subestructura constituida a base de cuatro muros solidarios a una zapata prismática, la cual, interactúa con el terreno aportando elasticidad a un conjunto muy robusto. Dicha deformabilidad, se representa en el modelo mediante muelles de rigidez el módulo de balasto del terreno situado a cota de cimentación correspondiente al área tributaria de las regiones en las que se ha dividido la zapata. Todo ello conlleva a la evolución de un modelo inicial biempotrado a un definitiva estructura isostática que se acerca más al comportamiento real, alcanzando unas dimensiones coherentes. A partir del modelo estructural, las subestructuras se someten a comprobación geotécnica para verificar su estabilidad frente a hundimiento, deslizamiento y vuelco, así como los asientos que se producen. Una vez realizadas las comprobaciones geotécnicas, se procede al armado, a partir de un cálculo seccional en las secciones definidas cada 2.5 metros (superestructura) y en las secciones de referencia correspondientes (subestructuras). Esta armadura de cálculo es comparada

[EN] This Final Project covers the geotechnical and structural checks of the Preliminary Design Competition for Gateway on the Segura River in Blanca (Murcia). The calculation model used is born of the union of the centers of gravity of each of the sections of the beam edge and variable width using linear elements (bars) that, taken together, describe a lowered arch that leads a significant transfer of forces in connection with the substructures. At the junction of the metal floor beams with the beams of reinforced concrete sections whose mechanical properties are introduced to the model by interpolating linearly between them. The meeting of the longitudinal beams to the walls of the stapes, is solved by a constant section which adopts the maximum depth of the beam. To dispel the important loads transmitted, is chosen to model a substructure formed of four walls and a single footing foundation, which interacts with the ground providing elasticity to a very robust set. This deformability is represented in the model by springs stiffness ballast module of the terrain located in the foundation level corresponding to the tributary area of the regions that has been divided the foundation footing in. All this leads to the development of an initial set-in model to a final isostatic structure that is closer to the actual behavior, reaching a reasonable dimensions. From the structural model, the substructures are subjected to geotechnical testing to verify his stability against sinking, sliding and overturning, and the seats produced. After completing the geotechnical testing, the rebars calculus is carried out from a sectional calculation defined in sections every 2.5 meters (superstructure) and the corresponding reference sections (substructures). This armor calculation is compared to the minimum amounts indicated in the Spanish Structural Concrete (EHE-08). Important tractions are transmitted to the foundation acting as a rigid foundation to which is required a model of st, [CA] Aquest Treball Fi de Grau abasta les comprovacions geotècniques i estructurals del Projecte Bàsic per al Concurs de Passarel · la sobre el Riu Segura a Blanca (Múrcia). El model de càlcul utilitzat neix de la unió dels centres de gravetat de cadascuna de les seccions de la biga de cantell i ample variable mitjançant elements lineals (barres) que, en conjunt, descriuen la forma d'un arc molt rebaixat que comporta a una important transmissió d'esforços en la connexió amb les subestructures. En la unió de les bigues metàl · liques de pis amb les bigues de formigó armat, s'obtenen seccions les propietats mecàniques s'introdueixen en el model interpolant entre elles de forma lineal. La trobada de les bigues longitudinals amb els murs de l'estrep, es resol mitjançant una secció constant que adopta el màxim cant de la biga. Per dissipar els importants càrregues transmeses, s'opta per modelitzar una subestructura constituïda a base de quatre murs solidaris a una sabata prismàtica, la qual, interactua amb el terreny aportant elasticitat a un conjunt molt robust. Aquesta deformabilitat, es representa en el model mitjançant molles de rigidesa el mòdul de balast del terreny situat a cota de fonamentació corresponent a l'àrea tributària de les regions en què s'ha dividit la sabata. Tot això comporta a l'evolució d'un model inicial biempotrado a un definitiva estructura isostàtica que s'acosta més al comportament real, aconseguint unes dimensions coherents. A partir del model estructural les subestructures se sotmeten a comprovació geotècnica per verificar la seva estabilitat davant enfonsament, lliscament i bolcada, així com els assentaments que es produeixen. Un cop realitzades les comprovacions geotècniques, es procedeix al armat, a partir d'un càlcul seccional en les seccions definides cada 2.5 metres (superestructura) i en les seccions de referència corresponents (subestructures). Aquesta armadura de càlcul és comparada amb les quanties mínimes indicades en la Instrucci, [ES] El presente Trabajo Fin de Grado abarca las comprobaciones geotécnicas y estructurales del Proyecto Básico para el Concurso de Pasarela sobre el Río Segura en Blanca (Murcia). El modelo de cálculo utilizado nace de la unión de los centros de gravedad de cada una de las secciones de la viga de canto y ancho variable mediante elementos lineales (barras) que, en su conjunto, describen la forma de un arco muy rebajado que conlleva a una importante transmisión de esfuerzos en la conexión con las subestructuras. En la unión de las vigas metálicas de piso con las vigas de hormigón armado, se obtienen secciones cuyas propiedades mecánicas se introducen en el modelo interpolando entre ellas de forma lineal. El encuentro de las vigas longitudinales con los muros del estribo, se resuelve mediante una sección constante que adopta el máximo canto de la viga. Para disipar las importantes cargas transmitidas, se opta por modelizar una subestructura constituida a base de cuatro muros solidarios a una zapata prismática, la cual, interactúa con el terreno aportando elasticidad a un conjunto muy robusto. Dicha deformabilidad, se representa en el modelo mediante muelles de rigidez el módulo de balasto del terreno situado a cota de cimentación correspondiente al área tributaria de las regiones en las que se ha dividido la zapata. Todo ello conlleva a la evolución de un modelo inicial biempotrado a un definitiva estructura isostática que se acerca más al comportamiento real, alcanzando unas dimensiones coherentes. A partir del modelo estructural, las subestructuras se someten a comprobación geotécnica para verificar su estabilidad frente a hundimiento, deslizamiento y vuelco, así como los asientos que se producen. Una vez realizadas las comprobaciones geotécnicas, se procede al armado, a partir de un cálculo seccional en las secciones definidas cada 2.5 metros (superestructura) y en las secciones de referencia correspondientes (subestructuras). Esta armadura de cálculo es comparada

[EN] This Final Project covers the geotechnical and structural checks of the Preliminary Design Competition for Gateway on the Segura River in Blanca (Murcia). The calculation model used is born of the union of the centers of gravity of each of the sections of the beam edge and variable width using linear elements (bars) that, taken together, describe a lowered arch that leads a significant transfer of forces in connection with the substructures. At the junction of the metal floor beams with the beams of reinforced concrete sections whose mechanical properties are introduced to the model by interpolating linearly between them. The meeting of the longitudinal beams to the walls of the stapes, is solved by a constant section which adopts the maximum depth of the beam. To dispel the important loads transmitted, is chosen to model a substructure formed of four walls and a single footing foundation, which interacts with the ground providing elasticity to a very robust set. This deformability is represented in the model by springs stiffness ballast module of the terrain located in the foundation level corresponding to the tributary area of the regions that has been divided the foundation footing in. All this leads to the development of an initial set-in model to a final isostatic structure that is closer to the actual behavior, reaching a reasonable dimensions. From the structural model, the substructures are subjected to geotechnical testing to verify his stability against sinking, sliding and overturning, and the seats produced. After completing the geotechnical testing, the rebars calculus is carried out from a sectional calculation defined in sections every 2.5 meters (superstructure) and the corresponding reference sections (substructures). This armor calculation is compared to the minimum amounts indicated in the Spanish Structural Concrete (EHE-08). Important tractions are transmitted to the foundation acting as a rigid foundation to which is required a model of st, [CA] Aquest Treball Fi de Grau abasta les comprovacions geotècniques i estructurals del Projecte Bàsic per al Concurs de Passarel · la sobre el Riu Segura a Blanca (Múrcia). El model de càlcul utilitzat neix de la unió dels centres de gravetat de cadascuna de les seccions de la biga de cantell i ample variable mitjançant elements lineals (barres) que, en conjunt, descriuen la forma d'un arc molt rebaixat que comporta a una important transmissió d'esforços en la connexió amb les subestructures. En la unió de les bigues metàl · liques de pis amb les bigues de formigó armat, s'obtenen seccions les propietats mecàniques s'introdueixen en el model interpolant entre elles de forma lineal. La trobada de les bigues longitudinals amb els murs de l'estrep, es resol mitjançant una secció constant que adopta el màxim cant de la biga. Per dissipar els importants càrregues transmeses, s'opta per modelitzar una subestructura constituïda a base de quatre murs solidaris a una sabata prismàtica, la qual, interactua amb el terreny aportant elasticitat a un conjunt molt robust. Aquesta deformabilitat, es representa en el model mitjançant molles de rigidesa el mòdul de balast del terreny situat a cota de fonamentació corresponent a l'àrea tributària de les regions en què s'ha dividit la sabata. Tot això comporta a l'evolució d'un model inicial biempotrado a un definitiva estructura isostàtica que s'acosta més al comportament real, aconseguint unes dimensions coherents. A partir del model estructural les subestructures se sotmeten a comprovació geotècnica per verificar la seva estabilitat davant enfonsament, lliscament i bolcada, així com els assentaments que es produeixen. Un cop realitzades les comprovacions geotècniques, es procedeix al armat, a partir d'un càlcul seccional en les seccions definides cada 2.5 metres (superestructura) i en les seccions de referència corresponents (subestructures). Aquesta armadura de càlcul és comparada amb les quanties mínimes indicades en la Instrucci, [ES] El presente Trabajo Fin de Grado abarca las comprobaciones geotécnicas y estructurales del Proyecto Básico para el Concurso de Pasarela sobre el Río Segura en Blanca (Murcia). El modelo de cálculo utilizado nace de la unión de los centros de gravedad de cada una de las secciones de la viga de canto y ancho variable mediante elementos lineales (barras) que, en su conjunto, describen la forma de un arco muy rebajado que conlleva a una importante transmisión de esfuerzos en la conexión con las subestructuras. En la unión de las vigas metálicas de piso con las vigas de hormigón armado, se obtienen secciones cuyas propiedades mecánicas se introducen en el modelo interpolando entre ellas de forma lineal. El encuentro de las vigas longitudinales con los muros del estribo, se resuelve mediante una sección constante que adopta el máximo canto de la viga. Para disipar las importantes cargas transmitidas, se opta por modelizar una subestructura constituida a base de cuatro muros solidarios a una zapata prismática, la cual, interactúa con el terreno aportando elasticidad a un conjunto muy robusto. Dicha deformabilidad, se representa en el modelo mediante muelles de rigidez el módulo de balasto del terreno situado a cota de cimentación correspondiente al área tributaria de las regiones en las que se ha dividido la zapata. Todo ello conlleva a la evolución de un modelo inicial biempotrado a un definitiva estructura isostática que se acerca más al comportamiento real, alcanzando unas dimensiones coherentes. A partir del modelo estructural, las subestructuras se someten a comprobación geotécnica para verificar su estabilidad frente a hundimiento, deslizamiento y vuelco, así como los asientos que se producen. Una vez realizadas las comprobaciones geotécnicas, se procede al armado, a partir de un cálculo seccional en las secciones definidas cada 2.5 metros (superestructura) y en las secciones de referencia correspondientes (subestructuras). Esta armadura de cálculo es comparada

[EN] This Final Project covers the geotechnical and structural checks of the Preliminary Design Competition for Gateway on the Segura River in Blanca (Murcia). The calculation model used is born of the union of the centers of gravity of each of the sections of the beam edge and variable width using linear elements (bars) that, taken together, describe a lowered arch that leads a significant transfer of forces in connection with the substructures. At the junction of the metal floor beams with the beams of reinforced concrete sections whose mechanical properties are introduced to the model by interpolating linearly between them. The meeting of the longitudinal beams to the walls of the stapes, is solved by a constant section which adopts the maximum depth of the beam. To dispel the important loads transmitted, is chosen to model a substructure formed of four walls and a single footing foundation, which interacts with the ground providing elasticity to a very robust set. This deformability is represented in the model by springs stiffness ballast module of the terrain located in the foundation level corresponding to the tributary area of the regions that has been divided the foundation footing in. All this leads to the development of an initial set-in model to a final isostatic structure that is closer to the actual behavior, reaching a reasonable dimensions. From the structural model, the substructures are subjected to geotechnical testing to verify his stability against sinking, sliding and overturning, and the seats produced. After completing the geotechnical testing, the rebars calculus is carried out from a sectional calculation defined in sections every 2.5 meters (superstructure) and the corresponding reference sections (substructures). This armor calculation is compared to the minimum amounts indicated in the Spanish Structural Concrete (EHE-08). Important tractions are transmitted to the foundation acting as a rigid foundation to which is required a model of st, [CA] Aquest Treball Fi de Grau abasta les comprovacions geotècniques i estructurals del Projecte Bàsic per al Concurs de Passarel · la sobre el Riu Segura a Blanca (Múrcia). El model de càlcul utilitzat neix de la unió dels centres de gravetat de cadascuna de les seccions de la biga de cantell i ample variable mitjançant elements lineals (barres) que, en conjunt, descriuen la forma d'un arc molt rebaixat que comporta a una important transmissió d'esforços en la connexió amb les subestructures. En la unió de les bigues metàl · liques de pis amb les bigues de formigó armat, s'obtenen seccions les propietats mecàniques s'introdueixen en el model interpolant entre elles de forma lineal. La trobada de les bigues longitudinals amb els murs de l'estrep, es resol mitjançant una secció constant que adopta el màxim cant de la biga. Per dissipar els importants càrregues transmeses, s'opta per modelitzar una subestructura constituïda a base de quatre murs solidaris a una sabata prismàtica, la qual, interactua amb el terreny aportant elasticitat a un conjunt molt robust. Aquesta deformabilitat, es representa en el model mitjançant molles de rigidesa el mòdul de balast del terreny situat a cota de fonamentació corresponent a l'àrea tributària de les regions en què s'ha dividit la sabata. Tot això comporta a l'evolució d'un model inicial biempotrado a un definitiva estructura isostàtica que s'acosta més al comportament real, aconseguint unes dimensions coherents. A partir del model estructural les subestructures se sotmeten a comprovació geotècnica per verificar la seva estabilitat davant enfonsament, lliscament i bolcada, així com els assentaments que es produeixen. Un cop realitzades les comprovacions geotècniques, es procedeix al armat, a partir d'un càlcul seccional en les seccions definides cada 2.5 metres (superestructura) i en les seccions de referència corresponents (subestructures). Aquesta armadura de càlcul és comparada amb les quanties mínimes indicades en la Instrucci, [ES] El presente Trabajo Fin de Grado abarca las comprobaciones geotécnicas y estructurales del Proyecto Básico para el Concurso de Pasarela sobre el Río Segura en Blanca (Murcia). El modelo de cálculo utilizado nace de la unión de los centros de gravedad de cada una de las secciones de la viga de canto y ancho variable mediante elementos lineales (barras) que, en su conjunto, describen la forma de un arco muy rebajado que conlleva a una importante transmisión de esfuerzos en la conexión con las subestructuras. En la unión de las vigas metálicas de piso con las vigas de hormigón armado, se obtienen secciones cuyas propiedades mecánicas se introducen en el modelo interpolando entre ellas de forma lineal. El encuentro de las vigas longitudinales con los muros del estribo, se resuelve mediante una sección constante que adopta el máximo canto de la viga. Para disipar las importantes cargas transmitidas, se opta por modelizar una subestructura constituida a base de cuatro muros solidarios a una zapata prismática, la cual, interactúa con el terreno aportando elasticidad a un conjunto muy robusto. Dicha deformabilidad, se representa en el modelo mediante muelles de rigidez el módulo de balasto del terreno situado a cota de cimentación correspondiente al área tributaria de las regiones en las que se ha dividido la zapata. Todo ello conlleva a la evolución de un modelo inicial biempotrado a un definitiva estructura isostática que se acerca más al comportamiento real, alcanzando unas dimensiones coherentes. A partir del modelo estructural, las subestructuras se someten a comprobación geotécnica para verificar su estabilidad frente a hundimiento, deslizamiento y vuelco, así como los asientos que se producen. Una vez realizadas las comprobaciones geotécnicas, se procede al armado, a partir de un cálculo seccional en las secciones definidas cada 2.5 metros (superestructura) y en las secciones de referencia correspondientes (subestructuras). Esta armadura de cálculo es comparada

Computed tomography imaging is a mandatory part of the permanent prostate brachytherapy procedure. It is used as a post-implant dosimetric check to evaluate the quality of the implant. It is proposed that by using a novel assembly of multiple high-resolution pixelated detectors Timepix, an in-body probe can be used as a multi-modality imaging device. Preliminary phantom studies of a PMMA prostate phantom with implanted dummy I-125 seeds (Oncura Model 6711) have shown a qualitative confirmation of three-dimensional tomographic reconstruction from limited angles and limited field of view based on iterative reconstruction algorithms.

Computed tomography imaging is a mandatory part of the permanent prostate brachytherapy procedure. It is used as a post-implant dosimetric check to evaluate the quality of the implant. It is proposed that by using a novel assembly of multiple high-resolution pixelated detectors Timepix, an in-body probe can be used as a multi-modality imaging device. Preliminary phantom studies of a PMMA prostate phantom with implanted dummy I-125 seeds (Oncura Model 6711) have shown a qualitative confirmation of three-dimensional tomographic reconstruction from limited angles and limited field of view based on iterative reconstruction algorithms.

Computed tomography imaging is a mandatory part of the permanent prostate brachytherapy procedure. It is used as a post-implant dosimetric check to evaluate the quality of the implant. It is proposed that by using a novel assembly of multiple high-resolution pixelated detectors Timepix, an in-body probe can be used as a multi-modality imaging device. Preliminary phantom studies of a PMMA prostate phantom with implanted dummy I-125 seeds (Oncura Model 6711) have shown a qualitative confirmation of three-dimensional tomographic reconstruction from limited angles and limited field of view based on iterative reconstruction algorithms.

Computed tomography imaging is a mandatory part of the permanent prostate brachytherapy procedure. It is used as a post-implant dosimetric check to evaluate the quality of the implant. It is proposed that by using a novel assembly of multiple high-resolution pixelated detectors Timepix, an in-body probe can be used as a multi-modality imaging device. Preliminary phantom studies of a PMMA prostate phantom with implanted dummy I-125 seeds (Oncura Model 6711) have shown a qualitative confirmation of three-dimensional tomographic reconstruction from limited angles and limited field of view based on iterative reconstruction algorithms.

Prior to the reform era the Constitution of Indonesia of 1945 favored the dominance of the executive branch: as its superiority over the legislative branch was written clearly into the constitution. However, the governing political institutions have drastically changed, through the amendments to the constitution that were enacted during the period 1999-2002. Constitutional reform in Indonesia responded to popular demands following more than thirty years of authoritarian rule by President Soeharto who had come to power by ousting his predecessor Soekarno through a coup in 1967 and had tightly controlled all levers of power before he was finally forced to resign by massive public protests in 1998. They included calls for a less powerful presidency, a multiparty system, a more powerfull parliament, and a reduction in, or eradication of, parliamentary seats for the military in the House of Representatives (Dewan Perwakilan Rakyat, DPR). It could be argued that reform of the 1945 Constitution has been one of the most important aspects of the transition to democracy in Indonesia, which began in 1998. Despite the weaknesses in the 1945 Constitution as a basis for democracy, it was explicitly or implicitly accepted by most major political forces as the framework for the transition in Indonesia that began in 1998. Subsequently, however, the most important political parties cam,e to believe that the constitution had to be amended to address weaknesses in the country's political structure.

Prior to the reform era the Constitution of Indonesia of 1945 favored the dominance of the executive branch: as its superiority over the legislative branch was written clearly into the constitution. However, the governing political institutions have drastically changed, through the amendments to the constitution that were enacted during the period 1999-2002. Constitutional reform in Indonesia responded to popular demands following more than thirty years of authoritarian rule by President Soeharto who had come to power by ousting his predecessor Soekarno through a coup in 1967 and had tightly controlled all levers of power before he was finally forced to resign by massive public protests in 1998. They included calls for a less powerful presidency, a multiparty system, a more powerfull parliament, and a reduction in, or eradication of, parliamentary seats for the military in the House of Representatives (Dewan Perwakilan Rakyat, DPR). It could be argued that reform of the 1945 Constitution has been one of the most important aspects of the transition to democracy in Indonesia, which began in 1998. Despite the weaknesses in the 1945 Constitution as a basis for democracy, it was explicitly or implicitly accepted by most major political forces as the framework for the transition in Indonesia that began in 1998. Subsequently, however, the most important political parties cam,e to believe that the constitution had to be amended to address weaknesses in the country's political structure.

A man and a woman standing beside another man holding a check., Acetate negatives; Safety film negatives, 6 x 6 cm., Title supplied by staff., People unidentified, but may be Mr. and Mrs. Jacob Geritz, of Lakota, North Dakota, who received the 1962 Ford Farm Efficiency Award, based upon other negatives in the set.

p. 697-709, In this contribution two examples of buildings constructed using composite masonryconcrete are illustrated: the Civic Theatre in Schio (Vicenza, Italy) and the Carraresi's Castle in Padua (Italy). Their reinforced concrete (R.C.) elements were built at the beginning of the 20th century, a few decades after the invention of reinforced concrete. The theatre, in the original 1907 project, had already been conceived as a composite structure. The castle of Padua, built in the XIII century, has undergone a series of historical transformations, including the introduction of the r.c. elements in the north wing at the beginning of the twentieth century. Both are early examples of the use of the first patented technique for building r.c. structures: the Hennebique system . The Civic Theatre in Schio soon after its construction underwent a decline in its activity, until the complete closure and disuse at the end of the Seventies. The castle of Padua at the beginning of the 19th century, during the French domination, was transformed into a prison. Then, in 1990, the structure ceased to function as a prison and went through about twenty years of disuse which led to the current damaged conditions. The restoration and reuse of both of these structures, thanks to their cultural and architectural value, was proposed and supported by many historians, experts in architecture and fellow citizens. Therefore, both the Municipalities of Schio and Padua are planning to develop projects for their reuse. However, the change in the use and current norms require a series of studies and analyses in order to collect enough information for safety assessment. The comparison between the structure of the theatre and that of the castle is useful in order to gain more knowledge as to the materials and structural behaviour of these early r.c. structures, which nowadays present several problems mainly related to the degradation of the materials and to inadequate choice of structural solutions. In this w

p. 697-709, In this contribution two examples of buildings constructed using composite masonryconcrete are illustrated: the Civic Theatre in Schio (Vicenza, Italy) and the Carraresi's Castle in Padua (Italy). Their reinforced concrete (R.C.) elements were built at the beginning of the 20th century, a few decades after the invention of reinforced concrete. The theatre, in the original 1907 project, had already been conceived as a composite structure. The castle of Padua, built in the XIII century, has undergone a series of historical transformations, including the introduction of the r.c. elements in the north wing at the beginning of the twentieth century. Both are early examples of the use of the first patented technique for building r.c. structures: the Hennebique system . The Civic Theatre in Schio soon after its construction underwent a decline in its activity, until the complete closure and disuse at the end of the Seventies. The castle of Padua at the beginning of the 19th century, during the French domination, was transformed into a prison. Then, in 1990, the structure ceased to function as a prison and went through about twenty years of disuse which led to the current damaged conditions. The restoration and reuse of both of these structures, thanks to their cultural and architectural value, was proposed and supported by many historians, experts in architecture and fellow citizens. Therefore, both the Municipalities of Schio and Padua are planning to develop projects for their reuse. However, the change in the use and current norms require a series of studies and analyses in order to collect enough information for safety assessment. The comparison between the structure of the theatre and that of the castle is useful in order to gain more knowledge as to the materials and structural behaviour of these early r.c. structures, which nowadays present several problems mainly related to the degradation of the materials and to inadequate choice of structural solutions. In this w

p. 697-709, In this contribution two examples of buildings constructed using composite masonryconcrete are illustrated: the Civic Theatre in Schio (Vicenza, Italy) and the Carraresi's Castle in Padua (Italy). Their reinforced concrete (R.C.) elements were built at the beginning of the 20th century, a few decades after the invention of reinforced concrete. The theatre, in the original 1907 project, had already been conceived as a composite structure. The castle of Padua, built in the XIII century, has undergone a series of historical transformations, including the introduction of the r.c. elements in the north wing at the beginning of the twentieth century. Both are early examples of the use of the first patented technique for building r.c. structures: the Hennebique system . The Civic Theatre in Schio soon after its construction underwent a decline in its activity, until the complete closure and disuse at the end of the Seventies. The castle of Padua at the beginning of the 19th century, during the French domination, was transformed into a prison. Then, in 1990, the structure ceased to function as a prison and went through about twenty years of disuse which led to the current damaged conditions. The restoration and reuse of both of these structures, thanks to their cultural and architectural value, was proposed and supported by many historians, experts in architecture and fellow citizens. Therefore, both the Municipalities of Schio and Padua are planning to develop projects for their reuse. However, the change in the use and current norms require a series of studies and analyses in order to collect enough information for safety assessment. The comparison between the structure of the theatre and that of the castle is useful in order to gain more knowledge as to the materials and structural behaviour of these early r.c. structures, which nowadays present several problems mainly related to the degradation of the materials and to inadequate choice of structural solutions. In this w

Cílem bakalářské práce je charakterizovat směnku a šek. Směnku a šek chápeme jako dlužnické cenné papíry, které jsou nedílnou součástí tržní ekonomiky, a které se sobě velmi podobají. Je jisté, že listiny představující dluh nějaké osoby, vůči další osobě, existovaly již v dávné době. Zatímco šek můžeme zařadit teprve do moderní doby. Tato práce seznamuje stručně s hlavními pojmy týkající se směnky a šeku. Šek známe z praxe jako platební nástroj, zatímco směnku můžeme využít jako platební i zajišťovací instrument. Tato práce definuje podstatné náležitosti směnky a šeku a také jejich využívání v praxi. Dále se zde dozvíme proč jsou si směnka a šek tak podobné a naopak poznáme rozdíly, které odlišují směnku od šeku., The aim of this bachelor work is to provide characteristics of bill of exchange and check. We take these as debt securities that create an integral part of market economy and that are similar to each other. It is certain that documents representing debt of one individual towards another individual existed already in past times. On the other hand, the check can be classified as a product of modern times. This work shortly introduces some basic terms relating to bills of exchange and checks. Check is in reality known as a payment tool, whereas the bill of exchange can be used as payment and provisory instrument. This work defines the essential features of bill of exchange and check as well as their usage in praxis. Furthermore, a comment will be made on their similarities and differences that distinguish between both of them., Ústav veřejné správy a práva, Dokončená práce s úspěšnou obhajobou

It is commonly thought that the Uniform Commercial Code adopts a negligence principle as the basis of loss allocation for the check system. This Article argues that this common assumption is wrong. Instead, the fundamental principle of the check system and all other payment systems is that the burden of unpreventable losses should rest with the providers of the payment system rather than with the users of the payment system. The Article shows that the old English case of Price v. Neal is not, as is commonly thought, an anomaly but is instead entirely consistent with the basic principle of loss allocation for the check system. The Article suggests that a correct understanding of the basic principle of loss allocation has significant implications for the enforceability of agreements between customers and banks concerning checking accounts. Specifically, an approach that appears to be emerging in recent cases concerning forged facsimile signatures on checks is shown to be fundamentally misguided.

Disease incidence or disease mortality rates for small areas are often displayed on maps. Maps of raw rates, disease counts divided by the total population at risk, have been criticized as unreliable due to non-constant variance associated with heterogeneity in base population size. This has led to the use of model-based Bayes or empirical Bayes point estimates for map creation. Because the maps have important epidemiological and political consequences, for example, they are often used to identify small areas with unusually high or low unexplained risk, it is important that the assumptions of the underlying models be scrutinized. We review the use of posterior predictive model checks, which compare features of the observed data to the same features of replicate data generated under the model, for assessing model fitness. One crucial issue is whether extrema are potentially important epidemiological findings or merely evidence of poor model fit. We propose the use of the cross-validation posterior predictive distribution, obtained by reanalysing the data without a suspect small area, as a method for assessing whether the observed count in the area is consistent with the model. Because it may not be feasible to actually reanalyse the data for each suspect small area in large data sets, two methods for approximating the cross-validation posterior predictive distribution are described. Copyright 2000 John Wiley and Sons, Ltd.

Disease incidence or disease mortality rates for small areas are often displayed on maps. Maps of raw rates, disease counts divided by the total population at risk, have been criticized as unreliable due to non-constant variance associated with heterogeneity in base population size. This has led to the use of model-based Bayes or empirical Bayes point estimates for map creation. Because the maps have important epidemiological and political consequences, for example, they are often used to identify small areas with unusually high or low unexplained risk, it is important that the assumptions of the underlying models be scrutinized. We review the use of posterior predictive model checks, which compare features of the observed data to the same features of replicate data generated under the model, for assessing model fitness. One crucial issue is whether extrema are potentially important epidemiological findings or merely evidence of poor model fit. We propose the use of the cross-validation posterior predictive distribution, obtained by reanalysing the data without a suspect small area, as a method for assessing whether the observed count in the area is consistent with the model. Because it may not be feasible to actually reanalyse the data for each suspect small area in large data sets, two methods for approximating the cross-validation posterior predictive distribution are described. Copyright 2000 John Wiley and Sons, Ltd.

Disease incidence or disease mortality rates for small areas are often displayed on maps. Maps of raw rates, disease counts divided by the total population at risk, have been criticized as unreliable due to non-constant variance associated with heterogeneity in base population size. This has led to the use of model-based Bayes or empirical Bayes point estimates for map creation. Because the maps have important epidemiological and political consequences, for example, they are often used to identify small areas with unusually high or low unexplained risk, it is important that the assumptions of the underlying models be scrutinized. We review the use of posterior predictive model checks, which compare features of the observed data to the same features of replicate data generated under the model, for assessing model fitness. One crucial issue is whether extrema are potentially important epidemiological findings or merely evidence of poor model fit. We propose the use of the cross-validation posterior predictive distribution, obtained by reanalysing the data without a suspect small area, as a method for assessing whether the observed count in the area is consistent with the model. Because it may not be feasible to actually reanalyse the data for each suspect small area in large data sets, two methods for approximating the cross-validation posterior predictive distribution are described. Copyright 2000 John Wiley and Sons, Ltd.