Abstract Rates of smoking are elevated in eating-disordered populations, especially among females (Pomerleau & Snedecor, 2008; Klesges & Klesges, 1988). Restrained eaters ignore physiological cues of satiation and hunger, and instead attempt to employ cognitive control over decisions to eat. Additionally, they are prone to eat in a disinhibited manner after a salient emotional or food cue interrupts their restraint. This eating style is also associated with increased rates of smoking compared with the general population. Although there is a great deal of literature on the relationship between smoking and eating, the role of eating in momentary decisions regarding smoking remains to be explored. The current study tested whether a food prime, which has been found to elicit disinhibited eating in restrained eaters, could also motivate smoking as an alternative to eating. In a randomized two-arm (Prime/No-Prime) between-subjects design, it was hypothesized that smokers, particularly those high in eating restraint, receiving a food prime would be more likely to smoke than eat when given the option, compared to smokers who did not receive the food prime. Although main effects on smoking variables were not found, restraint status did moderate the effect of the food prime upon latency to first puff, number of puffs, and cigarette craving. Moreover, the moderation effect was reversed upon eating variables, suggesting that after a food prime, weight-control smokers appear to choose to smoke to prevent further food intake. This conclusion was bolstered by the finding that the moderation effect on smoking was further moderated by expectancies regarding the effect of smoking upon appetite and weight. In summary, this study identified psychological mechanisms that appear to underlie the population-based covariance between disordered eating and smoking.

A subset S⊆V in a graph G=(V,E) is a [j,k]-set if, for every vertex vεV\-S, j≤|N(v)\∩S|≤k for non-negative integers j and k, that is, every vertex vεV\-S is adjacent to at least j but not more than k vertices in S. In this paper, we focus on small j and k, and relate the concept of [j,k]-sets to a host of other concepts in domination theory, including perfect domination, efficient domination, nearly perfect sets, 2-packings, and k-dependent sets. We also determine bounds on the cardinality of minimum [1, 2]-sets, and investigate extremal graphs achieving these bounds. This study has implications for restrained domination as well. Using a result for [1, 3]-sets, we show that, for any grid graph G, the restrained domination number is equal to the domination number of G.

A subset S⊆V in a graph G=(V,E) is a [j,k]-set if, for every vertex vεV\-S, j≤|N(v)\∩S|≤k for non-negative integers j and k, that is, every vertex vεV\-S is adjacent to at least j but not more than k vertices in S. In this paper, we focus on small j and k, and relate the concept of [j,k]-sets to a host of other concepts in domination theory, including perfect domination, efficient domination, nearly perfect sets, 2-packings, and k-dependent sets. We also determine bounds on the cardinality of minimum [1, 2]-sets, and investigate extremal graphs achieving these bounds. This study has implications for restrained domination as well. Using a result for [1, 3]-sets, we show that, for any grid graph G, the restrained domination number is equal to the domination number of G.

A self-complementary graph is a graph isomorphic to its complement. A set S of vertices in a graph G is a restrained dominating set if every vertex in V(G) \ S is adjacent to a vertex in S and to a vertex in V(G) \ S. The restrained domination number of a graph G is the minimum cardinality of a restrained dominating set of G. In this paper, we study restrained domination in self-complementary graphs. In particular, we characterize the self-complementary graphs having equal domination and restrained domination numbers.

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Yes / The shrinkage force exerted by restrained shape memory polymers can potentially be used to close cracks in structural concrete. This paper describes the physical processing and experimental work undertaken to develop high shrinkage die-drawn Polyethylene Terephthalate (PET) shape memory polymer tendons for use within a crack closure system. The extrusion and die-drawing procedure used to manufacture a series of PET tendon samples is described. The results from a set of restrained shrinkage tests, undertaken at differing activation temperatures, are also presented along with the mechanical properties of the most promising samples. The stress developed within the tendons is found to be related to the activation temperature, the cross-sectional area and to the draw rate used during manufacture. Comparisons with commercially-available PET strip samples used in previous research are made, demonstrating an increase in restrained shrinkage stress by a factor of two for manufactured PET filament samples. / Thanks must go to the EPSRC for their funding of the Materials for Life (M4L) project (EP/K026631/1) and to Costain Group PLC. for their industrial sponsorship of the project and author.

As estruturas feitas com pré-moldados são geralmente compostas por uma base (peça pré-fabricada) mais concreto moldado no local, como é o caso de lajes (pré- lajes, lajes alveolares, aduelas de pontes). No concreto novo junto à interface de contato entre os elementos surgem tensões de tração devidas à restrição a deformação de retração por secagem imposta pela base. Portanto, ressalta-se a importância em conhecer tais tensões, pois, as mesmas podem provocar a fissuração do concreto. Por essa relevância, estuda-se neste trabalho o comportamento da tensão de tração resultante na estrutura composta, onde o elemento de concreto simples novo (sem armadura) está com restrição contínua na base e o mesmo sofre tensões originadas pela retração por secagem, as quais são reduzidas pelas deformações de natureza viscosa (fluência). Este estudo é feito ao longo do tempo utilizando o modelo de previsão de retração e fluência da ABNT NBR 6118:2003 variando o tipo de cimento, classe de resistência à compressão, relação água/cimento (representada pelo abatimento), umidade relativa do ar, temperatura ambiente, altura da camada do elemento de concreto e o grau de restrição da base. As tensões de tração resultantes foram determinadas por método iterativo, proposto inicialmente pelo Engº José Zamarion Ferreira DINIZ (Diretor da Empresa Zamarion e Millen Consultores S/S Ltda) e melhorado por esse autor, considerando-se a evolução no tempo da retração e da fluência do concreto, a partir disso foi possível determinar um modelo simplificado que permite uma estimativa rápida das referidas tensões utilizando os conceitos de coeficiente de envelhecimento e grau de restrição. / Some Precast Structures usually are composed of two parts, a base (hardened concrete) and a new concrete (softened) build \"in locu\" to coating, for example, slabs and pre-slabs. In the new concrete next to the interface between the elements (base/new) appears tensile stress due to the restrained strain imposed for the base. Therefore, its important knows this tensile stress because can cracking the concrete. Therefore, the behavior of the resultant tensile stress in the composed structure is studied in this work, where the element of new simple concrete (without reinforced) its restrained by the continuous base and suffers stress caused by drying shrinkage, which they are reduced for the viscous strain (creep). This study it is made throughout the time having used the model of prediction shrinkage and creep of ABNT NBR 6118:2003 varying the type of cement, classroom of compressive strength, ration water/cement (represented by slump), relative humidity, ambient temperature, height of the concrete element and the degree of base restraint. The resultant tensile stress had been determined by iterative method, first proposed by Eng. José Zamarion Ferreira Diniz (Director of the Company Zamarion e Millen Consultores S/S Ltda.) and improved by this writer, considering development a long the time of the shrinkage and creep of concrete, therefore, it was possible to determine a simplified model that allows to a fast estimate of the related stress using the concepts of aging coefficient and degree of restraint.

The Central and Eastern United States (CEUS) is a region that is characterized by low frequency-high consequence seismic events such as the New Madrid sequence of 18111812. The infrequent nature of earthquakes in the region has led to a perception that the seismic risk in the area is low, and the current building stock reflects this perception. The majority of steel-framed buildings in the CEUS were designed without regard to seismic loads. Such frames possess limited seismic resistance, and may pose an unacceptable risk if a large earthquake were to occur in the region. A key ingredient of building performance and seismic risk assessment is the fragility, a term that describes the probability of failure to meet a performance objective as a function of demand on the system. The effects of uncertainties on building seismic performance can be displayed by a seismic fragility relationship. This fragility can be used in a conditional scenario-based seismic risk assessment or can be integrated with seismic hazard to obtain an estimate of annual or lifetime risk. The seismic fragility analyses in this study focus on steel frames that are typical of building construction in regions of infrequent seismicity; such frames have received little attention to date in building seismic risk assessment. Current steel building stock in Shelby Co., TN has been represented by five code-compliant model frames with different lateral force-resisting systems, i.e., braced-frames, partially-restrained moment frames and a rigid moment frame. The performance of model frames under certain hazard levels was assessed using fragility curves. Different rehabilitation methods were discussed and applied. Results indicate that PR frames behave better than expected and rehabilitated frames perform quite well even under severe earthquakes.

As estruturas feitas com pré-moldados são geralmente compostas por uma base (peça pré-fabricada) mais concreto moldado no local, como é o caso de lajes (pré- lajes, lajes alveolares, aduelas de pontes). No concreto novo junto à interface de contato entre os elementos surgem tensões de tração devidas à restrição a deformação de retração por secagem imposta pela base. Portanto, ressalta-se a importância em conhecer tais tensões, pois, as mesmas podem provocar a fissuração do concreto. Por essa relevância, estuda-se neste trabalho o comportamento da tensão de tração resultante na estrutura composta, onde o elemento de concreto simples novo (sem armadura) está com restrição contínua na base e o mesmo sofre tensões originadas pela retração por secagem, as quais são reduzidas pelas deformações de natureza viscosa (fluência). Este estudo é feito ao longo do tempo utilizando o modelo de previsão de retração e fluência da ABNT NBR 6118:2003 variando o tipo de cimento, classe de resistência à compressão, relação água/cimento (representada pelo abatimento), umidade relativa do ar, temperatura ambiente, altura da camada do elemento de concreto e o grau de restrição da base. As tensões de tração resultantes foram determinadas por método iterativo, proposto inicialmente pelo Engº José Zamarion Ferreira DINIZ (Diretor da Empresa Zamarion e Millen Consultores S/S Ltda) e melhorado por esse autor, considerando-se a evolução no tempo da retração e da fluência do concreto, a partir disso foi possível determinar um modelo simplificado que permite uma estimativa rápida das referidas tensões utilizando os conceitos de coeficiente de envelhecimento e grau de restrição. / Some Precast Structures usually are composed of two parts, a base (hardened concrete) and a new concrete (softened) build \"in locu\" to coating, for example, slabs and pre-slabs. In the new concrete next to the interface between the elements (base/new) appears tensile stress due to the restrained strain imposed for the base. Therefore, its important knows this tensile stress because can cracking the concrete. Therefore, the behavior of the resultant tensile stress in the composed structure is studied in this work, where the element of new simple concrete (without reinforced) its restrained by the continuous base and suffers stress caused by drying shrinkage, which they are reduced for the viscous strain (creep). This study it is made throughout the time having used the model of prediction shrinkage and creep of ABNT NBR 6118:2003 varying the type of cement, classroom of compressive strength, ration water/cement (represented by slump), relative humidity, ambient temperature, height of the concrete element and the degree of base restraint. The resultant tensile stress had been determined by iterative method, first proposed by Eng. José Zamarion Ferreira Diniz (Director of the Company Zamarion e Millen Consultores S/S Ltda.) and improved by this writer, considering development a long the time of the shrinkage and creep of concrete, therefore, it was possible to determine a simplified model that allows to a fast estimate of the related stress using the concepts of aging coefficient and degree of restraint.

This thesis presents the results of a numerical investigation of the whole range, large deflection behaviour of axially and rotationally restrained RC beams and interactions between beams and columns in RC frame structures exposed to fire. The dynamic explicit time integration algorithm implemented in the general finite element package ABAQUS/Explicit solver was used so as to overcome various modelling challenges including temporary instability, local failure of materials, non-convergence and long simulation time. Either load factoring or mass scaling may be used to speed up the simulation process. Validity of the proposed simulation model was checked by comparison of simulation results against relevant test results of restrained RC beams at ambient temperature and in fire. The validated ABAQUS/Explicit model was then used to conduct a comprehensive study of the effects of different levels of axial and rotational restraints on the whole range behaviour of RC beams in fire, including combined bending and compression due to restrained thermal expansion, bending failure, transition from compression to tension when catenary action develops and complete fracture of reinforcement at ultimate failure. The numerical results show that different bending failure modes (middle span sagging failure, end hogging failure due to fracture of tensile reinforcement, end hogging failure due to concrete crushing) can occur under different levels of boundary restraints. Furthermore, release of a large amount of energy during the rapid transition phase from compression to tension in a beam prevents formation of a three hinge mechanism in the beam under bending. The numerical results have also revealed that reliable catenary action develops at large deflections following bending failure only if bending failure is governed by compressive failure of concrete at the end supports whereby a continuous tension path in the beam can develop in the top reinforcement. To allow fire engineering practice to take into consideration the complex restrained RC beam behaviour in fire, a simplified calculation method has been developed and validated against the numerical simulation results. The proposed method is based on sectional analysis and meets the requirements of strain compatibility and force equilibrium. The validation study results have shown that the simplified method can satisfactorily predict the various key quantities of restrained beam axial force and beam deflection-fire exposure time relationships, with the simplified method generally giving results on the safe side. The validated explicit finite element model in ABAQUS was also used to investigate structural interactions between beams and columns within an RC frame structure with different fire exposure scenarios. When fire exposure involves beams and columns located in edge bays of a frame, catenary action cannot develop. Also due to thermal expansion of the connected beam, additional bending moments can generate in the columns. Furthermore, very large hogging moments can be induced at the beam end connected to the internal bay. It is necessary to include these bending moments when designing beams and columns under such fire conditions. Catenary action can develop in interior beams of the frame when fire exposure is in interior bays where the beams have high degrees of axial restraint.