Η ενίσχυση πλαισίων οπλισμένου σκυροδέματος με εμφάτνωση από οπλισμένο σκυρόδεμα αποτελεί μια συχνά χρησιμοποιούμενη και αποτελεσματική μέθοδο για την αύξηση της αντοχής και της δυσκαμψίας. Η πειραματική έρευνα μέχρι στιγμής δεν καλύπτει επαρκώς το πεδίο της ενίσχυσης πλαισίων με φάτνωμα από οπλισμένο σκυρόδεμα και αυτό γιατί έχει διεξαχθεί σε μονώροφα και διώροφα πλαίσια, με πάχος φατνώματος αρκετά μικρότερο από το πλάτος των μελών του υφιστάμενου πλαισίου. Αυτό αποτυπώνεται και στο γεγονός ότι ο Ευρωκώδικας 8 – Μέρος 3 δεν αναφέρεται καθόλου στην προσθήκη εμφατνωμένων τοιχωμάτων. Ο Κανονισμός Επεμβάσεων (Καν.Επε) αναφέρεται στη διαστασιολόγηση των τοιχωμάτων αυτών μόνο σε όρους δυνάμεων και δεν παρέχει μέσα για τον υπολογισμό των χαρακτηριστικών τους παραμορφώσεων και της δυσκαμψίας τους. Σκοπός της παρούσας μελέτης είναι η διερεύνηση της απόκρισης πολυώροφων πλαισίων από οπλισμένο σκυρόδεμα, ενισχυόμενων με εμφατνούμενα τοιχώματα. Πραγματοποιήθηκαν υβριδικές δοκιμές σε τρία 4-όροφα πλαίσια οπλισμένου σκυροδέματος ενισχυμένα με φάτνωμα οπλισμένου σκυροδέματος κλίμακας 1:¾. Παράμετροι διερεύνησης αποτελούν τόσο ο οπλισμός του φατνώματος όσο και η σύνδεση του με το περιβάλλον πλαίσιο, για αυτό τον λόγο εξετάζονται δύο τρόποι σύνδεσης του πλαισίου με το φάτνωμα. Από τα πειραματικά αποτελέσματα προκύπτει ότι η σύνδεση για αμφότερους τους τύπους που εξετάστηκαν οδηγεί σε μονολιθική συμπεριφορά του φατνώματος με τα μέλη του περιβάλλοντος πλαισίου. Για την πιστοποίηση των συμπερασμάτων ακολούθησε εκτεταμένη προσπάθεια εκτέλεσης μη-γραμμικών δυναμικών αναλύσεων της απόκρισης των δοκιμίων χρησιμοποιώντας προσομοιώματα αυξανόμενου βαθμού λεπτομέρειας. Η σύγκριση των πειραμάτικών αποτελεσμάτων με εκείνα τον αναλύσεων έδειξαν ικανοποιητική σύγκλιση. Τέλος, με βάση τα παραπάνω προκύπτει ότι οι ιδιότητες του σύνθετου τοιχώματος μπορούν να υπολογιστούν με όσα ισχύουν κατά Καν.Επε. για μονολιθικό τοίχωμα, εφόσον υιοθετηθούν κατάλληλες παραδοχές. / The construction of reinforced concrete infills is a very effective method for retrofitting multi – storey reinforced concrete buildings. The experimental research to date has conducted only at one or two storey specimens with infill thickness considerably smaller than the width of the members of the existing frame. Because of this lack of knowledge, Eurocode 8 - Part 3 does not cover this technique. The Greek code for Structural Interventions (Kan.Epe.) refers to the dimensioning of these walls only in terms of forces and does not provide means for calculating deformation at yielding and ultimate. The purpose of this study is to investigate the response of multi-storey reinforced concrete frames, retrofitted with reinforced concrete infill walls. Three 4-storey reinforced concrete frames infilled with reinforced concrete were tested at 75%-scale via the hybrid testing method. Parameters of investigation are both the reinforcement of the infill and the connection between the surrounding frame and the infill. Two types of connection were examined. The experimental results show that both connection options lead to a close to monolithic behavior of the specimens and to a favourable flexure-controlled energy absorbing mechanism. From the experimental results deformations characteristics at yielding and ultimate were calculated. The magnitude of these deformations are in good agreement with those predicted for a monolithic wall according to Eurocode 8 and Kan.Epe, if one takes into account the reduced fixed end rotation of the wall at the base of each floor due to the epoxy–grouting of the dowels into the frame members. To verify these conclusions nonlinear dynamic analyses were performed with increasing level of detailing. The comparison of experimental results with those of the analysis showed satisfactory convergence.

Coordenação de Aperfeiçoamento de Pessoal de Nível Superior / O presente estudo visa avaliar a influência da espessura do filme de cimento sobre a resistência de união de pinos de fibra de vidro em diferentes regiões do conduto radicular (cervical, médio e apical), cimentados com cimento resinoso autoadesivo, com e sem a adição de Rodamina B, por meio do teste de push-out. Quarenta raízes foram incluídas em resina epóxi, submetidas a tratamento endodôntico e obturadas com guta percha e cimento endodôntico sem eugenol. Após sete dias, os condutos foram desobstruídos e aleatoriamente divididos em 4 grupos (n=10), de acordo com as brocas do sistema de pinos de fibra WhitePost DC (FGM) usadas: (G1) broca #2; (G2) broca #3; (G3) broca #4; (G4) broca #2. O preparo foi realizado a uma profundidade de 10 mm. A cimentação foi realizada com o cimento resinoso autoadesivo RelyX U100 (3M ESPE), e apenas nos grupos G1, G2 e G3 uma pequena quantidade de Rodamina B em pó foi usada como corante no cimento. Após uma semana, cada raiz foi seccionada em máquina de corte, obtendo-se 6 fatias de 1 0,1 mm de espessura. Antes do ensaio de push-out, imagens digitais foram obtidas, por meio de um estereomicroscópio, de ambas as faces de cada fatia, para determinação do raio dos pinos e da espessura do filme de cimento. Após o ensaio mecânico, novas imagens foram obtidas para determinação do modo de falha. Para determinar a espessura de cimento, foi desenvolvida uma rotina (macro) no software KS 400. Os dados foram estatisticamente analisados com análise de variância (ANOVA) 2 fatores (influência do diâmetro da broca e influência dos terços) e Kruskal-Wallis (influência da espessura do filme de cimento). Comparações múltiplas foram realizadas com o teste Duncan. Todos os testes foram aplicados com &#945;=0,05. Houve diferenças significantes entre os grupos em relação ao diâmetro da broca (p<0,0001), sendo G2 (14,62 5,15 MPa) > G1 (10,04 5,13 MPa) > G3 (7,68 6,14 MPa). O terço do conduto exerceu influência significativa sobre a resistência adesiva (p<0,0001), sendo os maiores valores obtidos no terço apical. As espessuras do filme de cimento foram estatisticamente diferentes nos grupos. Os maiores valores de espessura de cimento foram obtidos no G3 (248,78 &#956;m), seguido de G2 (185,91 &#956;m) e G1 (110,16 &#956;m), sendo o último estatisticamente semelhante ao G4 (119,99 &#956;m). Os resultados de G1(10,04 5,13 MPa) e G4 (8,89 + 5,18 MPa) foram estatisticamente semelhantes, indicando que a presença da Rodamina B não influencia significativamente na resistência de união. O tipo de falha predominante no G1 foi mista, no G2, adesiva entre pino e cimento, e no G3 e G4, adesiva entre cimento e dentina. O diâmetro da broca influenciou significativamente nos resultados de resistência de união ao teste de push-out. O ligeiro aumento na espessura do filme de cimento promoveu um aumento nos valores de resistência, quando comparado com filmes de cimento muito finos ou muito espessos. / The present study has the purpose of evaluating the influence of the cement film thickness on the bond strength of glass fiber posts in different portions of the root canal (cervical, medium, and apical), cemented with self-adhesive resin cement, with and without the addition of Rhodamine B, by means of the push-out test. Forty roots were included in epoxy resin, underwent endodontic treatment, and were filled with gutta-percha and endodontic cement without eugenol. After seven days, the canals were de-obstructed and randomly divided into four groups (n=10), according to the WhitePost DC (FGM) fiber glass post systems burs: (G1) bur #2; (G2) bur # 3; (G3) bur #4; (G4) bur #2. The preparation was made at a 10 mm depth. The posts were cemented with RelyX U100 (3M ESPE) self-adhesive resin cement, and only in groups G1, G2, and G3 a small amount of powdered Rhodamine B was used as a stain in the cement. After one week, each root was sliced in a cutting machine, resulting in six slices 1 0,1 mm thick. Before the push-out test, a stereomicroscope was used to obtain digital images of both sides of each slice, in order to determine the radius of the posts, as well as the thickness of the cement film. After the mechanical test, new images were obtained, to determine the failure mode. In order to determine the cement thickness, a macro routine was developed in the software KS 400. The data were analyzed statistically through two-way ANOVA (influence of the bur diameter and influence of the thirds), and Kruskal-Wallis (influence of the cement film thickness). Duncan test was used for multiple comparisons. All tests were run with &#945;=0,05. There were significant differences between the groups regarding the bur diameter (p<0,0001), with G2 (14,62 5,15 MPa) > G1 (10,04 5,13 MPa) > G3 (7,68 6,14 MPa). The canal portion had significant influence on the bond strength, and the highest values were obtained at the apical third (p = 0,0001). The cement film thicknesses were statistically different in all groups. The highest cement thickness values were obtained in G3 (248,78 &#956;m), followed by G2 (185,91 &#956;m), and G1 (110,16 &#956;m), the latter being statistically similar to G4 (119,99 &#956;m). G1 (10,04 5,13 MPa) and G4 (8,89 + 5,18 MPa) showed statistically similar results, which indicates that the presence of Rhodamine B did not significantly influence the bond strength. The predominant type of failure for G1 was mixed, for G2 was adhesion between post and cement, and for G3 and G4 was adhesion between cement and dentin. The bur diameter significantly influenced the results for shear bond strength for the push-out test, as well as the cement film thickness. The slight increase in the cement thickness allowed an increase in the values of shear bond strength in comparison with very thin or very thick cement films.

Coordenação de Aperfeiçoamento de Pessoal de Nível Superior / O presente estudo visa avaliar a influência da espessura do filme de cimento sobre a resistência de união de pinos de fibra de vidro em diferentes regiões do conduto radicular (cervical, médio e apical), cimentados com cimento resinoso autoadesivo, com e sem a adição de Rodamina B, por meio do teste de push-out. Quarenta raízes foram incluídas em resina epóxi, submetidas a tratamento endodôntico e obturadas com guta percha e cimento endodôntico sem eugenol. Após sete dias, os condutos foram desobstruídos e aleatoriamente divididos em 4 grupos (n=10), de acordo com as brocas do sistema de pinos de fibra WhitePost DC (FGM) usadas: (G1) broca #2; (G2) broca #3; (G3) broca #4; (G4) broca #2. O preparo foi realizado a uma profundidade de 10 mm. A cimentação foi realizada com o cimento resinoso autoadesivo RelyX U100 (3M ESPE), e apenas nos grupos G1, G2 e G3 uma pequena quantidade de Rodamina B em pó foi usada como corante no cimento. Após uma semana, cada raiz foi seccionada em máquina de corte, obtendo-se 6 fatias de 1 0,1 mm de espessura. Antes do ensaio de push-out, imagens digitais foram obtidas, por meio de um estereomicroscópio, de ambas as faces de cada fatia, para determinação do raio dos pinos e da espessura do filme de cimento. Após o ensaio mecânico, novas imagens foram obtidas para determinação do modo de falha. Para determinar a espessura de cimento, foi desenvolvida uma rotina (macro) no software KS 400. Os dados foram estatisticamente analisados com análise de variância (ANOVA) 2 fatores (influência do diâmetro da broca e influência dos terços) e Kruskal-Wallis (influência da espessura do filme de cimento). Comparações múltiplas foram realizadas com o teste Duncan. Todos os testes foram aplicados com &#945;=0,05. Houve diferenças significantes entre os grupos em relação ao diâmetro da broca (p<0,0001), sendo G2 (14,62 5,15 MPa) > G1 (10,04 5,13 MPa) > G3 (7,68 6,14 MPa). O terço do conduto exerceu influência significativa sobre a resistência adesiva (p<0,0001), sendo os maiores valores obtidos no terço apical. As espessuras do filme de cimento foram estatisticamente diferentes nos grupos. Os maiores valores de espessura de cimento foram obtidos no G3 (248,78 &#956;m), seguido de G2 (185,91 &#956;m) e G1 (110,16 &#956;m), sendo o último estatisticamente semelhante ao G4 (119,99 &#956;m). Os resultados de G1(10,04 5,13 MPa) e G4 (8,89 + 5,18 MPa) foram estatisticamente semelhantes, indicando que a presença da Rodamina B não influencia significativamente na resistência de união. O tipo de falha predominante no G1 foi mista, no G2, adesiva entre pino e cimento, e no G3 e G4, adesiva entre cimento e dentina. O diâmetro da broca influenciou significativamente nos resultados de resistência de união ao teste de push-out. O ligeiro aumento na espessura do filme de cimento promoveu um aumento nos valores de resistência, quando comparado com filmes de cimento muito finos ou muito espessos. / The present study has the purpose of evaluating the influence of the cement film thickness on the bond strength of glass fiber posts in different portions of the root canal (cervical, medium, and apical), cemented with self-adhesive resin cement, with and without the addition of Rhodamine B, by means of the push-out test. Forty roots were included in epoxy resin, underwent endodontic treatment, and were filled with gutta-percha and endodontic cement without eugenol. After seven days, the canals were de-obstructed and randomly divided into four groups (n=10), according to the WhitePost DC (FGM) fiber glass post systems burs: (G1) bur #2; (G2) bur # 3; (G3) bur #4; (G4) bur #2. The preparation was made at a 10 mm depth. The posts were cemented with RelyX U100 (3M ESPE) self-adhesive resin cement, and only in groups G1, G2, and G3 a small amount of powdered Rhodamine B was used as a stain in the cement. After one week, each root was sliced in a cutting machine, resulting in six slices 1 0,1 mm thick. Before the push-out test, a stereomicroscope was used to obtain digital images of both sides of each slice, in order to determine the radius of the posts, as well as the thickness of the cement film. After the mechanical test, new images were obtained, to determine the failure mode. In order to determine the cement thickness, a macro routine was developed in the software KS 400. The data were analyzed statistically through two-way ANOVA (influence of the bur diameter and influence of the thirds), and Kruskal-Wallis (influence of the cement film thickness). Duncan test was used for multiple comparisons. All tests were run with &#945;=0,05. There were significant differences between the groups regarding the bur diameter (p<0,0001), with G2 (14,62 5,15 MPa) > G1 (10,04 5,13 MPa) > G3 (7,68 6,14 MPa). The canal portion had significant influence on the bond strength, and the highest values were obtained at the apical third (p = 0,0001). The cement film thicknesses were statistically different in all groups. The highest cement thickness values were obtained in G3 (248,78 &#956;m), followed by G2 (185,91 &#956;m), and G1 (110,16 &#956;m), the latter being statistically similar to G4 (119,99 &#956;m). G1 (10,04 5,13 MPa) and G4 (8,89 + 5,18 MPa) showed statistically similar results, which indicates that the presence of Rhodamine B did not significantly influence the bond strength. The predominant type of failure for G1 was mixed, for G2 was adhesion between post and cement, and for G3 and G4 was adhesion between cement and dentin. The bur diameter significantly influenced the results for shear bond strength for the push-out test, as well as the cement film thickness. The slight increase in the cement thickness allowed an increase in the values of shear bond strength in comparison with very thin or very thick cement films.

Neste trabalho estudou-se o comportamento dos chumbadores grauteados, usados em ligações viga-pilar parcialmente resistentes a momento fletor. O foco da pesquisa foi a análise teórica e experimental do mecanismo resistente do chumbador inclinado. O programa experimental englobou 15 modelos, sendo que as variáveis analisados foram: a) diâmetros dos chumbadores, de 16 mm, 20 mm e 25 mm; b) inclinações dos chumbadores, de 0º (chumbador normal à interface), 45º e 60º; c) resistência à compressão do concreto adjacente ao chumbador, sendo usado concreto das classes C35 e C50; d) aplicação de força de compressão normal à interface. Os resultados experimentais indicaram aumentos significativos tanto na capacidade última quanto na rigidez a cisalhamento do chumbador. Foram realizadas simulações numéricas, onde foi verificada a sensibilidade dos resultados aos parâmetros inerentes à interface concreto - almofada de apoio, sendo desenvolvidas expressões para estimar tais parâmetros. Com base na análise experimental e em análises numéricas, foram propostos modelos analíticos que conseguiram representar de forma satisfatória a influência da inclinação e demais parâmetros analisados no mecanismo resistente do chumbador. / This research deals with the behavior of grouted dowels, used in partial moment resistant beam-to-column connections. The focus of the research was the theoretical and experimental analysis of dowels resistant mechanism. The experimental program include 15 models, and its variables analyzed were: a) the dowel diameter of 16 mm, 20 mm and 25 mm; b) the dowel inclination of 0° (dowels perpendicular to the interface), 45° and 60°; c) compressive strength of concrete adjacent to the dowels of classes C35 and C50, d) application of compression load, normal to the interface. Experimental results indicated significant increases in ultimate capacity and the shear stiffness of the dowels. Numerical simulations were carried out which identified the sensitivity of results to the parameters of the interface concrete bearing pad, and developed expressions to estimate such parameters are given. Based on experimental and numerical analysis analytical models have been proposed that could adequately represent the influence of inclination and other parameters in the mechanism resistant dowels.

O presente trabalho trata do estudo do comportamento de chumbadores grauteados inseridos em concreto com fibras de aço em ligações viga-pilar de estruturas de concreto pré-moldado. Este estudo é importante para se entender e poder quantificar a influência da rigidez deste componente no comportamento de ligações semirrígidas de estruturas de concreto pré-moldado. O objetivo do trabalho é estudar o mecanismo do chumbador no concreto com fibras de aço em ensaios específicos e avaliar também o comportamento de uma ligação viga-pilar de concreto pré-moldado utilizando estas fibras no consolo e no dente da viga. Nesta pesquisa foi realizado um programa experimental no Laboratório de Estruturas da EESC, uma análise numérica com o emprego do software DIANA® e uma comparação com formulações analíticas existentes para o cálculo da força última destes componentes. Foram ensaiados nove modelos experimentais para avaliar especificamente o mecanismo resistente do chumbador, variando-se os diâmetros das barras, sua inclinação e a porcentagem de fibras de aço no concreto. Além destes modelos, foi realizado ensaio de uma ligação viga-pilar de concreto pré-moldado para avaliar a rigidez da ligação com chumbador inserido em concreto com fibras de aço. Nos ensaios experimentais dos chumbadores observou-se que modelos com concreto com fibras de aço apresentam rigidez até 25% maior se comparado ao modelo com concreto convencional. Verificou-se que o graute utilizado para solidarizar os chumbadores exerce significativa influência na capacidade última do modelo, podendo diminuir em cerca de 30% a capacidade de carga. A ligação viga-pilar de concreto pré-moldado utilizando concreto com fibras de aço no consolo e no dente da viga se comportou de maneira satisfatória, não apresentando fissuração na interface dos diferentes concretos. Na comparação dos modelos ensaiados com as formulações teóricas extraídas de trabalhos de referência verificou-se que, para os modelos específicos de chumbador, a formulação existente é representativa. Para a ligação viga-pilar, alguns ajustes na formulação analítica se fizeram necessários para considerações de efeitos de grupo e de borda observados e decorrentes da utilização de dois chumbadores na ligação proposta neste trabalho. / This research deals with the study of the behavior of grouted dowels embedded in concrete with steel fibers. This study is important to understand and quantify the stiffness transmitted by this component in a semi-rigid connection of precast concrete structures. The objective is to study the mechanism of the dowel in the concrete with steel fibers and evaluate the mechanical behavior of a precast beam-column connection using this type of concrete on the corbels and in the dapped-end beam. In this research, an experimental program in the EESC Structures Laboratory was carried out, as well as a numerical analysis with the use of DIANA® software and a comparison with existing formulations to calculate these components. Nine models were experimentally tested to specifically evaluate the dowel resistant mechanism by varying the diameters of the bars, the declination and the percentage of steel fibers in concrete. Furthermore, an experimental test was performed in order to evaluate the behavior of the connector. The results indicate that for the dowels with concrete and steel fibers, the ultimate capacity of the connection occurs by failure of the connector (excessive deformation of the bars), while in conventional concrete this capability is associated with the rupture of the concrete and that the concrete with steel fibers decreases by 25% the deformability of the models. The grout has a significant impact on the ultimate capacity of the model, which may increase in less than 30%. In the analysis of the beam-column connection, it is possible to observe that the proposed connection exceeds by more than 20% the ultimate capacity compared to traditional beam-column connections. In comparing the theoretical models tested with the formulations shown by previous studies, it was found that for specific models dowels, the existing formulation is representative. For the beam-column connection, adjustment was performed in the previous formulation considerations group and edge effects that occur due to the use of two dowels on the tested connection.

Conventional construction of Jointed Plain Concrete Pavements (JPCP) in Canada consists of placing a round steel epoxy-coated dowel at the mid height of the pavement. Steel dowels reduce stepping at the joint to improve comfort and reduce the stress concentration on the support layer beneath the pavement. Most importantly they transfer load and are commonly referred to as load transfer devices. Problems with dowel bar deterioration, including corrosion causes the slab joint to lock and cause stress concentrations as the slab expands and or contracts and curls due to thermal and shrinkage straining occurring in the concrete. In this research, alternative joint load transfer devices are presented and compared to conventional steel dowels. Four device alternatives are developed and evaluated: a Glass Fibre Reinforced Polymer (GFRP) I-beam placed directly on the base material; GFRP tapered plates; a continuous horizontal V device; and a continuous horizontal pipe device both placed directly on the support layer. The two devices that are continuous run the length of the joint similar to a shear key. The GFRP tapered plate and I-beam, as well as conventional steel dowels, were analyzed in a wheel path sized three dimensional finite element model for wheel loading and static loading applied to either side of the joint. An experimental testing program was developed to test joint load transfer capabilities of each device when subjected to a static wheel load applied to either side of the joint. The GFRP tapered plates and I-beams were shown to transfer load based on the results from the wheel path finite element model and experimental testing program. The differential joint deflection, stress concentrations and plastic straining occurring in the concrete is not reduced with either the tapered plate or I-beam compared to a dowel under wheel loading. In addition, a similar plastic straining area identified in the finite element models were noticed as an area of damage in the experimental testing program. All of the devices developed are analyzed in a quarter slab three dimensional finite element model with shrinkage and thermal strains as well as wheel loading applied to the slab to simulate service loading. A detailed investigation into the stress distribution around the devices and the differential deflection at the joint through the service loading applied is presented in this paper. Similarly to the wheel path investigation the stress concentration in the tapered plate and I-beams are greater than conventional dowels and also have greater differential deflection occurring at the joint. Both the continuous Horizontal V and Horizontal Pipe device reduce stress and plastic straining in the concrete during the service load analysis compared to dowels. During daytime wheel loading the differential deflection in the joint is the lowest with no noticeable stepping occurring at the joint with the Horizontal V device; however is greater than conventional steel dowels under nighttime wheel load application. The differential deflection with the Horizontal Pipe during day and night straining and wheel loading is similar to conventional steel dowels.

Conventional construction of Jointed Plain Concrete Pavements (JPCP) in Canada consists of placing a round steel epoxy-coated dowel at the mid height of the pavement. Steel dowels reduce stepping at the joint to improve comfort and reduce the stress concentration on the support layer beneath the pavement. Most importantly they transfer load and are commonly referred to as load transfer devices. Problems with dowel bar deterioration, including corrosion causes the slab joint to lock and cause stress concentrations as the slab expands and or contracts and curls due to thermal and shrinkage straining occurring in the concrete. In this research, alternative joint load transfer devices are presented and compared to conventional steel dowels. Four device alternatives are developed and evaluated: a Glass Fibre Reinforced Polymer (GFRP) I-beam placed directly on the base material; GFRP tapered plates; a continuous horizontal V device; and a continuous horizontal pipe device both placed directly on the support layer. The two devices that are continuous run the length of the joint similar to a shear key. The GFRP tapered plate and I-beam, as well as conventional steel dowels, were analyzed in a wheel path sized three dimensional finite element model for wheel loading and static loading applied to either side of the joint. An experimental testing program was developed to test joint load transfer capabilities of each device when subjected to a static wheel load applied to either side of the joint. The GFRP tapered plates and I-beams were shown to transfer load based on the results from the wheel path finite element model and experimental testing program. The differential joint deflection, stress concentrations and plastic straining occurring in the concrete is not reduced with either the tapered plate or I-beam compared to a dowel under wheel loading. In addition, a similar plastic straining area identified in the finite element models were noticed as an area of damage in the experimental testing program. All of the devices developed are analyzed in a quarter slab three dimensional finite element model with shrinkage and thermal strains as well as wheel loading applied to the slab to simulate service loading. A detailed investigation into the stress distribution around the devices and the differential deflection at the joint through the service loading applied is presented in this paper. Similarly to the wheel path investigation the stress concentration in the tapered plate and I-beams are greater than conventional dowels and also have greater differential deflection occurring at the joint. Both the continuous Horizontal V and Horizontal Pipe device reduce stress and plastic straining in the concrete during the service load analysis compared to dowels. During daytime wheel loading the differential deflection in the joint is the lowest with no noticeable stepping occurring at the joint with the Horizontal V device; however is greater than conventional steel dowels under nighttime wheel load application. The differential deflection with the Horizontal Pipe during day and night straining and wheel loading is similar to conventional steel dowels.

The Diploma thesis deals with design and static assessment of timber footbridge structural system for pedestrians and cyclist across the Trebuvka river in Lostice on the site of the existing footbridge. Structural system is designed in two alternatives and assessed according to the current standards. Spans of the bridge are 2x18 m and 1x6 m. The main beams are made of glued laminated timber, other parts of the structure are made of timber and steel elements. First alternative is designed as a simple half-through truss beam, second alternative as continuous beam with variable height where the deck is sitting on top of the girders.