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U radu je prikazano rešenje drvene konstrukcije centralnog dela krova crkve, u gradu Nikšiću u Crnoj Gori. Centralni deo krova je oblika pravilne piramide nad osmougaonom osnovom. Osnovni konstruktivni sistem čini osam zakrivljenih nosača od drveta, koji se oslanjanju u uglovima osmougaonika i vezuju u jednoj tački na vrhu krova. Iznad ovih nosača, u njihovoj ravni su dodati drveni kosi štapovi, kako bi se formirao piramidalni oblik krova. S obzirom na zakrivljenu formu nosača osnovnog konstruktivnog sistema, projektom konstrukcije je predviđeno lepljeno lamelirano drvo za osnovne elemente konstrukcije krova. Rešenje obuhvata prikaz svih elemenata konstrukcije krova, po hijerarhiji prenošenja opterećenja, kao i rešenje metalnog okova za međusobnu vezu drvenih elemenata., The paper presents the solution of the timber roof structure of the central nave in the town of Nikšić in Montenegro. The central part of the roof is shaped like a regular pyramid over an octagonal base. The basic structural system consists of eight curved timber girders, which are supported in the corners of the octagon and are connected at one point at the top of the roof. Above these girders, in their plane, the secondary supporting structure was added, in order to form the pyramidal shape of the roof. Considering the curved shape of the girders of the basic structural system, the design of the structure foresees glued laminated timber for the basic elements of the roof structure. The solution includes a presentation of all elements of the roof construction, according to the hierarchy of load transfer, as well as a solution of steel connectors for the mutual connection of timber elements.

Introduktion – Byggbranschen idag står för en betydande andel av jordensväxthusgasutsläpp och behovet för att minska dessa är stora. Att investera merklimatsmart i nybyggnation ökar och trä har blivit till ett alltmer populärt byggmaterialnär det kommer till flerbostadshus, men logistikhallar domineras fortfarande av stål.Studiens mål är att undersöka skillnaderna i kostnader och utsläpp av växthusgasermellan limträ- och stålstommar för logistikhallar. Detta för att undersöka om trä är ettekonomiskt rimligt och mer miljöeffektivt stommaterial vid byggnation avlogistikhallar än en stålstomme. Metod – Metoden som valts till studien är en fallstudie då den kommer omfatta bådeen teoretisk undersökning, granskning av kvantitativa data från ett tidigare projekt samtuppskatta storleken på en trästommes tvärsnitt genom simulering i endimensioneringsmjukvara. Kostnad och miljöpåverkan för en stål- och limträstommekommer att tas fram för att sedan kunna utföra en jämförande analys av de tvåstommaterialen. Resultat – Stommarna skiljer sig procentuellt sätt inte så mycket i pris menlimträstommen orsakar betydligt mindre växthusgasutsläpp jämfört med stålstommen.Kostnaden mellan stål- och trästommen skiljde sig knappt utifrån material- ochmontagekostnaderna. Stålstommen står för nästan sju gånger mer växthusgasutsläpp änlimträstommen under produktionsstadiet. I transportskedet har limträ en längretransportsträcka än stål i denna studie vilket är huvudorsaken till att limträstommenspåverkan på miljön är större än stålstommen i detta skede. Monteringsskedet harstålstommen en större miljöpåverkan än trästommen. Utifrån hela stommen under helabygg- och produktionsstadiet hade stålstommen fyra gånger mer i utsläpp änlimträstommen. Analys – Om priset på stommen är det huvudsakliga intresset hos byggherren bör inteen stålstomme antas vara det billigare alternativet. Denna studie har största spännvidderav balkar på 24 meter och vid större spännvidder kan förutsättningarna för val avstom, Introduction – The construction industry today accounts for a significant portion ofthe Earth's greenhouse gas emissions, and the need to reduce these emissions issubstantial. Investing more climate-smartly in new construction is increasing, and woodhas become an increasingly popular building material, especially for multi-familyhouses. However, logistic warehouses are still predominantly dominated by steel. Theaim of this study is to investigate the differences in costs and greenhouse gas emissionsbetween glulam timber and steel frames for logistic warehouses. This is done toexamine whether wood is an economically viable and environmentally more efficientstructural material for constructing logistic warehouses compared to a steel frame. Method – The chosen method for the study is a case study, as it will encompass both atheoretical examination, a review of quantitative data from a previous project, and anestimation of the cross-sectional size of a timber frame through simulation in astructural design software. The cost and environmental impact of a steel and glulamtimber frame will be determined in order to conduct a comparative analysis of the twostructural materials. Results – The frames do not differ significantly in terms of price, but the glulam timberframe results in significantly lower greenhouse gas emissions compared to the steelframe. The cost difference between steel and timber frames was minimal based onmaterial and assembly costs. The steel frame generates almost seven times moregreenhouse gas emissions than the glulam timber frame during the production stage. Inthe transportation phase, laminated timber has a longer transportation distance then steelin this study, which is the main reason for the greater environmental impact of thelaminated timber frame compared to the steel frame at this stage. During the assemblyphase, the steel frame has a larger environmental impact than the timber frame. Acrossthe entire frame during the entire construction and p

The Golubac Fortress was built at the very entrance of the Iron Gates gorge, at the point where the Danube is the widest in its course and transitions into the narrow passage of the Carpathian Mountains. The fortress represented an important medieval military border stronghold, strategically constructed due to the military significance of the location. Because of its position, during the 14th and 15th centuries, bordering countries, Hungary and Serbia, and later the Ottoman Empire, fought to conquer the Golubac Fortress in order to gain control and power over the state border. There are no exact records of who and when initially built the Golubac Fortress. The first mention in written sources is from the year 1335, in a Hungarian charter from 1337, which states that the nobleman Nikola Banfi resided in Golubac in 1335. Until the dissolution of the Dušan’s Empire, Golubac Fortress status remains unchanged according to historical sources, and it remains in Hungarian possession. At the beginning of the 21st century, the town of Golubac was in very poor condition, neglected and inaccessible. Reconstruction of the entire Golubac Fortress began in 2011. The reconstruction was officially completed in 2019. However, some minor reconstruction and revitalization work is still ongoing today. The foundation of the Golubac Fortress was adapted to the terrain's configuration and consists of 9 towers connected by the ramparts and the Palace. As part of the restoration efforts, all the towers, ramparts, and the Palace were reconstructed. The paper depicts the reconstruction of the entire Palace, including its foundations and a new roof structure made of glued laminated timber.

Engineered wood products need alternatives of raw materials to their production. The hybrid Eucalyptus urograndis has great potential to supply the demand of this industrial sector. In this context, the present paper aims to analyse the feasibility of using Eucalyptus urograndis in glued laminated timber (glulam) production. To this end, four groups with ten glulam beams each, were produced and tested. An extensive experimental program was performed in order to determine: the stiffness and bending strength of the beams; and the com-pression strength parallel to grain of the beams. The performance of structural adhesives was verified based on shear tests of glue lines. The experimental mean of stiffness was higher than 14675 MPa and the characteristic value of compression strength parallel to grain achieved a value above 40 MPa. Nevertheless, failure mode of the glulam beams showed that finger-joints reduced bending strength. The glulam beams produced with Euca-lyptus urograndis proved to be a feasible alternative due to their mechanical properties. However, this material presents difficulties in finger-joints adhesion, Los productos de madera de ingeniería necesitan alternativas de materias primas para su producción. El híbrido Eucalyptus urograndis tiene un gran potencial para abastecer la demanda de este sector industrial. En este contexto, el presente trabajo tiene como objetivo analizar la viabilidad del uso de Eucalyptus urograndisen la producción de madera laminada encolada (glulam). Para ello, se fabricaron y ensayaron cuatro grupos de diez vigas laminadas cada uno. Se realizó un extenso programa experimental para determinar: la rigidez y la resistencia a la flexión de las vigas; y la resistencia a la compresión paralela a la fibra de las vigas. El desempeño de los adhesivos estructurales se verificó con base en pruebas de corte de las líneas de cola. La media experimental de rigidez fue superior a 14675 MPa y el valor característico de la resistencia a la compresión paralela a la fibra alcanzó un valor superior a 40 MPa. Sin embargo, el modo de falla de las vigas de madera laminada mostró que las juntas dentadas redujeron la resistencia a la flexión. Las vigas laminadas producidas con Eucalyptus urograndisdemostraron ser una alternativa factible debido a sus propiedades mecánicas. Sin embargo, este material presenta dificultades en la adhesión de las articulaciones de los dedos

Engineered wood products need alternatives of raw materials to their production. The hybrid Eucalyptus urograndis has great potential to supply the demand of this industrial sector. In this context, the present paper aims to analyse the feasibility of using Eucalyptus urograndis in glued laminated timber (glulam) production. To this end, four groups with ten glulam beams each, were produced and tested. An extensive experimental program was performed in order to determine: the stiffness and bending strength of the beams; and the com-pression strength parallel to grain of the beams. The performance of structural adhesives was verified based on shear tests of glue lines. The experimental mean of stiffness was higher than 14675 MPa and the characteristic value of compression strength parallel to grain achieved a value above 40 MPa. Nevertheless, failure mode of the glulam beams showed that finger-joints reduced bending strength. The glulam beams produced with Euca-lyptus urograndis proved to be a feasible alternative due to their mechanical properties. However, this material presents difficulties in finger-joints adhesion, Los productos de madera de ingeniería necesitan alternativas de materias primas para su producción. El híbrido Eucalyptus urograndis tiene un gran potencial para abastecer la demanda de este sector industrial. En este contexto, el presente trabajo tiene como objetivo analizar la viabilidad del uso de Eucalyptus urograndisen la producción de madera laminada encolada (glulam). Para ello, se fabricaron y ensayaron cuatro grupos de diez vigas laminadas cada uno. Se realizó un extenso programa experimental para determinar: la rigidez y la resistencia a la flexión de las vigas; y la resistencia a la compresión paralela a la fibra de las vigas. El desempeño de los adhesivos estructurales se verificó con base en pruebas de corte de las líneas de cola. La media experimental de rigidez fue superior a 14675 MPa y el valor característico de la resistencia a la compresión paralela a la fibra alcanzó un valor superior a 40 MPa. Sin embargo, el modo de falla de las vigas de madera laminada mostró que las juntas dentadas redujeron la resistencia a la flexión. Las vigas laminadas producidas con Eucalyptus urograndisdemostraron ser una alternativa factible debido a sus propiedades mecánicas. Sin embargo, este material presenta dificultades en la adhesión de las articulaciones de los dedos

Various factors affect the bonding quality of elements used for timber construction. This review includes literature studies and personal experiences related to relevant technological variables defining glue bond performance in glue-laminated timber elements during their service life. The gluing of hardwood species receives special focus as it is considered by the industry to be the most challenging process for implementation. In particular, the effects of wood species, type of adhesive, glued-wood surface quality, physical and/or chemical modification of the wood, technological solutions for gluing, and varying climatic conditions during the use phase (relative humidity, temperature, air circulation, etc.) are considered. In addition, overlapping of individual influencing factors often leads to problems with bonding, thus requiring strongly integrating measurement methods (e.g. NIR spectroscopy). The causes of variations in the results when glued wood is tested using different standardized methods are discussed. A list of open research questions is provided, and problem solutions are recommended based on systematized cutting-edge knowledge. The aim of the work is to systematize the state of knowledge of wood gluing to create a basis for controlled and stable manufacturing processes. The progress of the work will be reported in further publications., Validerad;2022;Nivå 2;2022-05-18 (sofila);Funder: Slovenian Research Agency (grant no. 773324)

In this paper, it is attempted to study possible sustainability solutions for building structures. In this context, comparisons are made between two load-bearing columns with different building materials – glued laminated timber and concrete – with regard to structural design, economic consequences and the emission of greenhouse gases. In terms of structural design, the results show that with small axial forces, glulam columns will result in smaller cross-sectional areas compared to concrete columns. However, at larger axial forces, concrete columns will result in smaller cross-sectional areas than glulam columns. An increased column length also means larger dimensions for glulam columns, but this does not always apply to concrete columns. With respect to environmental impact, it is shown that using glulam columns is the more environmentally friendly option. From an economic point of view, the cost estimates for glulam and concrete columns may vary depending on the country and the abundance of the construction material. In Sweden, a forest-rich country, it is shown that the costs for both column types are quite similar considering small axial loads. At higher axial loading, concrete is generally the cheaper alternative.

Various factors affect the bonding quality of elements used for timber construction. This review includes literature studies and personal experiences related to relevant technological variables defining glue bond performance in glue-laminated timber elements during their service life. The gluing of hardwood species receives special focus as it is considered by the industry to be the most challenging process for implementation. In particular, the effects of wood species, type of adhesive, glued-wood surface quality, physical and/or chemical modification of the wood, technological solutions for gluing, and varying climatic conditions during the use phase (relative humidity, temperature, air circulation, etc.) are considered. In addition, overlapping of individual influencing factors often leads to problems with bonding, thus requiring strongly integrating measurement methods (e.g. NIR spectroscopy). The causes of variations in the results when glued wood is tested using different standardized methods are discussed. A list of open research questions is provided, and problem solutions are recommended based on systematized cutting-edge knowledge. The aim of the work is to systematize the state of knowledge of wood gluing to create a basis for controlled and stable manufacturing processes. The progress of the work will be reported in further publications., Validerad;2022;Nivå 2;2022-05-18 (sofila);Funder: Slovenian Research Agency (grant no. 773324)

In this paper, it is attempted to study possible sustainability solutions for building structures. In this context, comparisons are made between two load-bearing columns with different building materials – glued laminated timber and concrete – with regard to structural design, economic consequences and the emission of greenhouse gases. In terms of structural design, the results show that with small axial forces, glulam columns will result in smaller cross-sectional areas compared to concrete columns. However, at larger axial forces, concrete columns will result in smaller cross-sectional areas than glulam columns. An increased column length also means larger dimensions for glulam columns, but this does not always apply to concrete columns. With respect to environmental impact, it is shown that using glulam columns is the more environmentally friendly option. From an economic point of view, the cost estimates for glulam and concrete columns may vary depending on the country and the abundance of the construction material. In Sweden, a forest-rich country, it is shown that the costs for both column types are quite similar considering small axial loads. At higher axial loading, concrete is generally the cheaper alternative.

In this paper, it is attempted to study possible sustainability solutions for building structures. In this context, comparisons are made between two load-bearing columns with different building materials – glued laminated timber and concrete – with regard to structural design, economic consequences and the emission of greenhouse gases. In terms of structural design, the results show that with small axial forces, glulam columns will result in smaller cross-sectional areas compared to concrete columns. However, at larger axial forces, concrete columns will result in smaller cross-sectional areas than glulam columns. An increased column length also means larger dimensions for glulam columns, but this does not always apply to concrete columns. With respect to environmental impact, it is shown that using glulam columns is the more environmentally friendly option. From an economic point of view, the cost estimates for glulam and concrete columns may vary depending on the country and the abundance of the construction material. In Sweden, a forest-rich country, it is shown that the costs for both column types are quite similar considering small axial loads. At higher axial loading, concrete is generally the cheaper alternative.

In this paper, it is attempted to study possible sustainability solutions for building structures. In this context, comparisons are made between two load-bearing columns with different building materials – glued laminated timber and concrete – with regard to structural design, economic consequences and the emission of greenhouse gases. In terms of structural design, the results show that with small axial forces, glulam columns will result in smaller cross-sectional areas compared to concrete columns. However, at larger axial forces, concrete columns will result in smaller cross-sectional areas than glulam columns. An increased column length also means larger dimensions for glulam columns, but this does not always apply to concrete columns. With respect to environmental impact, it is shown that using glulam columns is the more environmentally friendly option. From an economic point of view, the cost estimates for glulam and concrete columns may vary depending on the country and the abundance of the construction material. In Sweden, a forest-rich country, it is shown that the costs for both column types are quite similar considering small axial loads. At higher axial loading, concrete is generally the cheaper alternative.

In this paper, it is attempted to study possible sustainability solutions for building structures. In this context, comparisons are made between two load-bearing columns with different building materials – glued laminated timber and concrete – with regard to structural design, economic consequences and the emission of greenhouse gases. In terms of structural design, the results show that with small axial forces, glulam columns will result in smaller cross-sectional areas compared to concrete columns. However, at larger axial forces, concrete columns will result in smaller cross-sectional areas than glulam columns. An increased column length also means larger dimensions for glulam columns, but this does not always apply to concrete columns. With respect to environmental impact, it is shown that using glulam columns is the more environmentally friendly option. From an economic point of view, the cost estimates for glulam and concrete columns may vary depending on the country and the abundance of the construction material. In Sweden, a forest-rich country, it is shown that the costs for both column types are quite similar considering small axial loads. At higher axial loading, concrete is generally the cheaper alternative.

In this paper, it is attempted to study possible sustainability solutions for building structures. In this context, comparisons are made between two load-bearing columns with different building materials – glued laminated timber and concrete – with regard to structural design, economic consequences and the emission of greenhouse gases. In terms of structural design, the results show that with small axial forces, glulam columns will result in smaller cross-sectional areas compared to concrete columns. However, at larger axial forces, concrete columns will result in smaller cross-sectional areas than glulam columns. An increased column length also means larger dimensions for glulam columns, but this does not always apply to concrete columns. With respect to environmental impact, it is shown that using glulam columns is the more environmentally friendly option. From an economic point of view, the cost estimates for glulam and concrete columns may vary depending on the country and the abundance of the construction material. In Sweden, a forest-rich country, it is shown that the costs for both column types are quite similar considering small axial loads. At higher axial loading, concrete is generally the cheaper alternative.

Building with a ruler and a compass includes graphic procedures without measurements or scales with graduated instruments; it only merits a compass for curved lines and a simple ruler for straight lines. One of its applications is to solve intuitive geometry problems representing points, lines, angles, circles, and ovals. This graphic technique has historically served to configure some innovative machine tools. Therefore, it is helpful to conceive a machine for pressing and gluing small solid and rectilinear wood sheets, generating curved structural elements. This demands a technological mastery of industrial processes under comparative parameters of contradictions between complexity and simplicity. In this research, the conceptual design of a machine for pressing and shaping carpal arches was studied, as building components, with glued laminated wood. The methodology allowed the author to analyze graphic arrangements to obtain common points of tangency between two, three, and four circles. With the tracing of semi ovals, it generated portions of curves with different lengths and curvatures. The results achieved propose the geometric conception of a simple, manual machine to manufacture three-center basket handle arches with curved segments that facilitate component manufacturing tasks. In conclusion: the geometric design of a basic industrial machine to manufacture carpal arches constitutes a disruptive proposal based on premises determined by the needs of an emerging technological change. The article is part of the research line: Technological Innovation as a Process; subline: Assimilation and Technological Domain, Postgraduate in Research and Development Management, Faculty of Economic and Social Sciences, Central University of Venezuela, La construction avec règle et compas comprend des procédures graphiques sans mesures ni échelles avec instruments gradués ; elle ne nécessite qu'un compas pour les lignes courbes et des règles simples pour les lignes droites. Il permet notamment de résoudre des problèmes de géométrie intuitive en représentant des points, des lignes, des angles, des cercles et des ovales. Il s'agit d'une technique graphique qui, historiquement, a été utilisée pour configurer certaines machines-outils innovantes. Il est également utile de concevoir une machine permettant de presser et d'assembler avec de la colle de petites feuilles de bois massif et rectiligne, en formant des éléments structurels courbes. Ce qui exige une maîtrise technologique des processus industriels, sous des paramètres comparatifs de contradictions entre complexité et simplicité. Dans cette recherché, le design conceptual d’une machine a été étudié pour le pressage et le façonnage de beffrois arqués, en tant qu'éléments de construction, avec du bois lamellé-collé. La méthodologie a permis d'analyser des arrangements graphiques pour obtenir des points de tangence communs entre deux, trois et quatre circonférences ; en générant, avec le traçage de demi-ovales, des portions de courbes de différentes longueurs et courbures. Les résultats obtenus proposent la conception géométrique d'une machine simple et manuelle pour fabriquer des arcs en forme de cloche à trois centres, avec des segments courbes qui facilitent le travail de fabrication du composant. En conclusion : la conception géométrique d'une machine industrielle de base pour la fabrication d'arcs en forme de cloche est une proposition disruptive basée sur des prémisses déterminées par les besoins d'un changement technologique émergent. L'article est inclus dans la ligne de recherche : L'innovation technologique comme processus ; sous-ligne : Assimilation et domaine technologique, Postgraduate : Gestion de la recherche et du développement, Faculté des sciences, La construcción con regla y compás abarca procedimientos gráficos sin mediciones, ni escalas, con instrumentos graduados; amerita, solamente, del compás para líneas curvas y reglas simples para las rectas. Entre sus aplicaciones está solucionar problemas de geometría intuitiva representando puntos, líneas, ángulos, círculos y óvalos. Es una técnica gráfica que, históricamente, ha servido para configurar algunas máquinas-herramientas innovadoras. Es útil, además, para concebir una máquina para prensar y unir con pegamentos pequeñas láminas de madera maciza y rectilínea; formando elementos estructurales curvos. Lo cual demanda un dominio tecnológico de los procesos industriales, bajo parámetros comparativos de contradicciones entre complejidad y sencillez. En esta investigación fue estudiado el diseño conceptual de una máquina para prensar y conformar arcos carpaneles, como componentes edificatorios, con madera laminada encolada. La metodología permitió analizar ordenamientos gráficos para conseguir puntos de tangencia comunes entre dos, tres y cuatro circunferencias; generándose, con el trazado de semióvalos, porciones de curvas con diferentes longitudes y curvaturas. Los resultados alcanzados plantean la concepción geométrica de una máquina sencilla, manual, para fabricar arcos carpaneles de tres centros, con segmentos curvos que facilitan las labores de fabricación del componente. En conclusión: el diseño geométrico de una máquina industrial básica; para fabricar arcos carpaneles, constituye una propuesta disruptiva sustentada en premisas determinadas por necesidades de un cambio tecnológico emergente. El artículo está incluido en la línea de Investigación: Innovación Tecnológica como Proceso; sublínea: Asimilación y Dominio Tecnológico, Postgrado: Gestión de Investigación y Desarrollo, Facultad de Ciencias Económicas y Sociales, Universidad Central de Venezuela

Five real scale fire tests of compartments constructed of cross-laminated timber (CLT) and glued laminated timber, compliant with product standards specified in current US model building code, were performed. Four of the tested compartments were designed to result in a representative and severe fire scenario in a residential fire compartment, using a probabilistic approach. The other tested compartment had additional openings and a greater opening factor, which was aimed to be representative of buildings designed for business occupancy. The interior of the compartments had surface areas of exposed mass timber that varied from approximately the area of the floor plan to approximately two times the area of the floor plan. The tests included measurements to study the internal compartment exposure, the temperature development at gypsum protected surfaces, the temperature development in the structural timber, oxygen concentrations at locations of interest and exposure to exterior surfaces of the wall and façade above the openings. The fire in the compartment with a greater opening factor had two layers of fire-rated gypsum board protection on the back wall and all other surfaces of CLT and glued laminated timber exposed. Despite having the highest peak combustion rate, this compartment fire had the least severe internal and external fire exposure. The fire decayed relatively quickly after flashover and continued to decay until the test was stopped at 4 hours after ignition. This fire resulted in less structural damage than the fires in compartments with fewer and smaller openings. The compartments with fewer and smaller openings had similar temperatures for approximately the first 10 minutes after flashover. The compartment with only the ceiling (including the glued laminated timber beam) exposed started to decay after 22 minutes of post-flashover fire and continued to decay until the end of the test at 4 hours after ignition. The other three tests had, in addition to th

Five real scale fire tests of compartments constructed of cross-laminated timber (CLT) and glued laminated timber, compliant with product standards specified in current US model building code, were performed. Four of the tested compartments were designed to result in a representative and severe fire scenario in a residential fire compartment, using a probabilistic approach. The other tested compartment had additional openings and a greater opening factor, which was aimed to be representative of buildings designed for business occupancy. The interior of the compartments had surface areas of exposed mass timber that varied from approximately the area of the floor plan to approximately two times the area of the floor plan. The tests included measurements to study the internal compartment exposure, the temperature development at gypsum protected surfaces, the temperature development in the structural timber, oxygen concentrations at locations of interest and exposure to exterior surfaces of the wall and façade above the openings. The fire in the compartment with a greater opening factor had two layers of fire-rated gypsum board protection on the back wall and all other surfaces of CLT and glued laminated timber exposed. Despite having the highest peak combustion rate, this compartment fire had the least severe internal and external fire exposure. The fire decayed relatively quickly after flashover and continued to decay until the test was stopped at 4 hours after ignition. This fire resulted in less structural damage than the fires in compartments with fewer and smaller openings. The compartments with fewer and smaller openings had similar temperatures for approximately the first 10 minutes after flashover. The compartment with only the ceiling (including the glued laminated timber beam) exposed started to decay after 22 minutes of post-flashover fire and continued to decay until the end of the test at 4 hours after ignition. The other three tests had, in addition to th

This thesis examines the possibility of saving material by using analytical design of fire protection of glued laminated timber structures instead of the standard simplified design approach. The thesis is based on an existing store building (building class Br2 and occupancy class 2B) where Tyréns AB has determined a fire exposure specific for the store building, which is used to simulate 30 minutes of fire. The result from the simulation is then used in this thesis to evaluate the effects of said fire on a glued laminated timber structure. The analysis results in the assumption of a laterignition, since the temperature development varies from the standard fire curve used in thesimplified design approach. The thesis consists of several steps. First a glued laminated timber structure consisting of a column and beam system is designed for load bearing capacity in the ultimate and service limit state according to Eurocode. The structure is then verified for accidental actions with fire as the main action according to Eurocode using simplified design. Subsequently the same verification is carried out using the analytical design approach with the specific fire exposure. The columns are not verified since they are assumed to be exposed to direct flame impact and immediate ignition. The columns are also required to be covered with ignition retardant protection according to BBR. The result shows that no saving in material can be obtained for lower fire classes. The main reason for this is the fact that the structure design for load bearing capacity in the ultimate and service limit state is large enough to resist fire for up to 90 minutes without structural failure. For higher fire classes than R90, a potential saving in material can be achieved by using the analytical design approach. This is however deemed irrelevant, since fire classes above R30 are uncommon for these types of buildings., I detta examensarbete undersöks möjligheten att minska materialåtgången för limträkonstruktioner genom att utföra en analytisk i stället för en förenklad brandteknisk dimensionering. Arbetet baseras på en existerande butikslokal (byggnadsklass Br2 och verksamhetsklass 2B) där Tyréns AB har tagit fram ett troligt brandförlopp i byggnaden som sedan simuleras i 30 minuter. Resultatet används i detta arbete för att utvärdera hur en limträstomme skulle påverkas vid brand i byggnaden. Analysen medför att en senare antändning för limträet kan antas, då temperaturutvecklingen ser annorlunda ut jämfört med standardbrandkurvan som används vid förenklad brandteknisk dimensionering. Arbetet består av flera steg. Först dimensioneras en limträstomme bestående av ett pelar-balksystem för butikslokalen för bärighet i brott- och bruksgränstillståndet enligt Eurokod. Sedan kontrolleras konstruktionen för ett brandlastfall med ett standardiserat brandförlopp, varpå samma kontroll utförs för balkarna enligt analytisk dimensionering med det specifika brandförloppet. Pelarna kontrolleras inte enligt det specifika brandförloppet eftersom dessa antas utsättas för direkt flampåverkan med momentan antändning. Dessutom innefattas de av ytskiktskrav enligt BBR, som kräver att de skyddas med tändskyddande beklädnad. Resultatet visar att materialåtgången inte kan minskas för lägre brandklasser. Detta beror på att dimensionerna som krävs i brott- och bruksgränstillståndet är tillräckligt stora för att konstruktionen ska klara över 90 minuters brandpåverkan utan brott. För högre brandklasser än R90 finns potential för minskning av materialåtgången genom analytisk dimensionering med ett specifikt brandförlopp. Detta anses dock inte relevant då högre brandklasser än R30 sällan förekommer i denna typ av byggnad.

As society becomes more ecologically conscious there is a push toward the use of materials with a smaller environmental burden, one of these materials is glulam (GLT), which has gained a lot of traction in recent years not only for ecological reasons but for its ease in manufacture, transport, noise dampening, etc. The focus of this project was to evaluate the influence of different joint configurations on the fire performance of glulam members. To accomplish this 4 different samples were made each with variations in the type of fastener, plates, or protection used; these were fitted with a jack system to simulate the forces that glulam members experience during their use, and were afterwards exposed to 30 minutes of the ISO834 fire curve. During the time of exposure, the size of the gap was measured as well as the temperature in certain relevant areas of the samples. For the unprotected samples tested the temperatures on the exposed side rose above 800 °C meaning a reduction of more than 90% of their yielding strength by the end of the test. In the case of the protected sample this meant only a 4.39% loss. Additionally the affected areas were studied to determine the charring rate and burning patterns generated by the specific joint used, for the first joint this charred rate was 1.3±0.1 mm/min, on the second joint 1.16±0.07 mm/min, and 1.23±0.13 mm/min for the third. Finally, the protected joint did not have a measurable amount of charr on the joint itself. In some cases, these charring rates went above from what was expected using the Eurocodes safety factor for joint charring, which was a value of 1.14 mm/min or close to 14 % less than the one obtained in test 1. The experiments showed the susceptibility of the unprotected joints under high temperatures, significant differences in the behavior depending on the configuration, and the efficacy of fire protection over the mechanical attributes of joints., As the year pass, we are becoming a more ecologically conscious society, this means that there is a push for new buildings that put the wellbeing of our planet as a priority. For this reason, there has been a lot of interest in making new constructions made mostly out of wood products (as these are more sustainable), however legislators and concerned individuals have pushed back due to concerns about the fire safety. As anyone that has lighted a fireplace knows, wood can burn so these concern at not entirely unfounded. To try to further the understanding of the fire behavior on timber buildings a study was done on an often-overlooked part of timber constructions, joints. Joints are vital for any building, they are the glue that hold the structure together, and depending on the design of a building these joints can be very different from one another and so will their behavior against fire. For this reason a study was done with 4 different configurations of joints in glue laminated timber to see the effects of different configurations such as: the size of the plate attaching the structural member (smaller vs bigger), the type of mechanical fastener used (shank nail vs self-tapping screw), and the protection of the joint. These configurations were then heated in very high temperatures for 30 minutes. During the testing a force was applied axially to simulate the forces that a timber member goes through during its regular use. The results from the testing showed that the fasteners and the plates were transferring heat to the timber increasing the speed of the charring in the area under the joint. And although this is somewhat taken into consideration in the Eurocode regulations, the charring was seen to be more severe that the estimations provided by it, making designs following this regulation somewhat under conservative. Another pattern that was seen was that the use of bigger plates leads to a more even charring and by consequence more endurance of the mechanical pro

Different countries world-wide have different legislation concerning the performance of facades exposed to fire and often significantly different ways to assess this performance. Although it is recognized that standard façade fire testing aims to distinguish façade systems that limit fire spread to an acceptable level from systems that do not, it has historically been considered important that the fire exposure of such tests is representative for real fires. In this study five real scale compartment fire tests, constructed of Cross Laminated Timber and Glued laminated timber were performed with instrumentation on a façade extension above the ventilation openings, providing a means to compare façade performance tests against the exposure generated by realistic compartment fires. The fuel load and openings of four of these tests were determined from a statistical analysis to represent severe fire exposure within a realistic range. Of these tests the surface areas of exposed Cross Laminated Timber and Glued Laminated Timber were varied, allowing an assessment of the influence having internal areas of exposed timber surfaces on the façade fire exposure. For these tests, an increase of roughly 40 m2 exposed surface area (from ~54 to ~94 m2 or from 113 % to 196 % of the floor area) resulted in a temperature increase of roughly 100 to 130 °C at the façade at all heights up to 3.5 m above the opening. Additionally, an increased fire plume height of 0 to 1 m was observed. The most significant effect of increased exposed areas was a prolonged duration of the flashover phase. The British BS 8414 standard façade fire tests and the recently proposed European façade fire test have been identified to be the most representative for the tested residential fire scenarios in terms of façade fire exposure. Temperature measurements of the North American methods (NFPA 285 and CAN/ULC-S134) are towards the end of the tests also close to the those of the compartment tests. The Swedish SP F

This thesis examines the possibility of saving material by using analytical design of fire protection of glued laminated timber structures instead of the standard simplified design approach. The thesis is based on an existing store building (building class Br2 and occupancy class 2B) where Tyréns AB has determined a fire exposure specific for the store building, which is used to simulate 30 minutes of fire. The result from the simulation is then used in this thesis to evaluate the effects of said fire on a glued laminated timber structure. The analysis results in the assumption of a laterignition, since the temperature development varies from the standard fire curve used in thesimplified design approach. The thesis consists of several steps. First a glued laminated timber structure consisting of a column and beam system is designed for load bearing capacity in the ultimate and service limit state according to Eurocode. The structure is then verified for accidental actions with fire as the main action according to Eurocode using simplified design. Subsequently the same verification is carried out using the analytical design approach with the specific fire exposure. The columns are not verified since they are assumed to be exposed to direct flame impact and immediate ignition. The columns are also required to be covered with ignition retardant protection according to BBR. The result shows that no saving in material can be obtained for lower fire classes. The main reason for this is the fact that the structure design for load bearing capacity in the ultimate and service limit state is large enough to resist fire for up to 90 minutes without structural failure. For higher fire classes than R90, a potential saving in material can be achieved by using the analytical design approach. This is however deemed irrelevant, since fire classes above R30 are uncommon for these types of buildings., I detta examensarbete undersöks möjligheten att minska materialåtgången för limträkonstruktioner genom att utföra en analytisk i stället för en förenklad brandteknisk dimensionering. Arbetet baseras på en existerande butikslokal (byggnadsklass Br2 och verksamhetsklass 2B) där Tyréns AB har tagit fram ett troligt brandförlopp i byggnaden som sedan simuleras i 30 minuter. Resultatet används i detta arbete för att utvärdera hur en limträstomme skulle påverkas vid brand i byggnaden. Analysen medför att en senare antändning för limträet kan antas, då temperaturutvecklingen ser annorlunda ut jämfört med standardbrandkurvan som används vid förenklad brandteknisk dimensionering. Arbetet består av flera steg. Först dimensioneras en limträstomme bestående av ett pelar-balksystem för butikslokalen för bärighet i brott- och bruksgränstillståndet enligt Eurokod. Sedan kontrolleras konstruktionen för ett brandlastfall med ett standardiserat brandförlopp, varpå samma kontroll utförs för balkarna enligt analytisk dimensionering med det specifika brandförloppet. Pelarna kontrolleras inte enligt det specifika brandförloppet eftersom dessa antas utsättas för direkt flampåverkan med momentan antändning. Dessutom innefattas de av ytskiktskrav enligt BBR, som kräver att de skyddas med tändskyddande beklädnad. Resultatet visar att materialåtgången inte kan minskas för lägre brandklasser. Detta beror på att dimensionerna som krävs i brott- och bruksgränstillståndet är tillräckligt stora för att konstruktionen ska klara över 90 minuters brandpåverkan utan brott. För högre brandklasser än R90 finns potential för minskning av materialåtgången genom analytisk dimensionering med ett specifikt brandförlopp. Detta anses dock inte relevant då högre brandklasser än R30 sällan förekommer i denna typ av byggnad.

Different countries world-wide have different legislation concerning the performance of facades exposed to fire and often significantly different ways to assess this performance. Although it is recognized that standard façade fire testing aims to distinguish façade systems that limit fire spread to an acceptable level from systems that do not, it has historically been considered important that the fire exposure of such tests is representative for real fires. In this study five real scale compartment fire tests, constructed of Cross Laminated Timber and Glued laminated timber were performed with instrumentation on a façade extension above the ventilation openings, providing a means to compare façade performance tests against the exposure generated by realistic compartment fires. The fuel load and openings of four of these tests were determined from a statistical analysis to represent severe fire exposure within a realistic range. Of these tests the surface areas of exposed Cross Laminated Timber and Glued Laminated Timber were varied, allowing an assessment of the influence having internal areas of exposed timber surfaces on the façade fire exposure. For these tests, an increase of roughly 40 m2 exposed surface area (from ~54 to ~94 m2 or from 113 % to 196 % of the floor area) resulted in a temperature increase of roughly 100 to 130 °C at the façade at all heights up to 3.5 m above the opening. Additionally, an increased fire plume height of 0 to 1 m was observed. The most significant effect of increased exposed areas was a prolonged duration of the flashover phase. The British BS 8414 standard façade fire tests and the recently proposed European façade fire test have been identified to be the most representative for the tested residential fire scenarios in terms of façade fire exposure. Temperature measurements of the North American methods (NFPA 285 and CAN/ULC-S134) are towards the end of the tests also close to the those of the compartment tests. The Swedish SP F

Five real scale compartment fire tests, constructed of CLT slabs and glulam beam and column in accordance with current US product standards, were performed. The compartments had surface areas of exposed mass timber equal to up to two times the area of the floor plan. The 4 hours long tests showed that compartments with such quantities of exposed wood can exhibit continuous decay to hot-spots and embers after flashover. The tests indicate that the presence of two exposed wall surfaces in one corner should be avoided to ensure this.

Five real scale compartment fire tests, constructed of CLT slabs and glulam beam and column in accordance with current US product standards, were performed. The compartments had surface areas of exposed mass timber equal to up to two times the area of the floor plan. The 4 hours long tests showed that compartments with such quantities of exposed wood can exhibit continuous decay to hot-spots and embers after flashover. The tests indicate that the presence of two exposed wall surfaces in one corner should be avoided to ensure this.

[ES] El siguiente TFG constituye un análisis y reflexión a cerca de construcciones con grandes luces resueltas en madera laminada. En él se plantea una introducción al material de la madera laminada encolada donde conoceremos su origen, elaboración, características mecánicas... Y el estudio de tres casos de análisis, que destacan por su singularidad estructural y constructiva en la cuál nos detendremos para explicar su funcionamiento y características más relevantes., [EN] The following TFG constitutes an analysis and reflection on buildings with long-spans resolved in glued laminated timber. In it poses an introduction to the material of the glued laminated timber where we will know its origin, manufacturing, mechanical characteristics... And the study of three cases of analyses, that stand out from its structural and constructive singularity in which we will detain to explain their operation and most relevant characteristics., [CA] El següent TFG constitueix una anàlisi i reflexió al voltant de construccions amb grans llums resoltes en fusta laminada. En ell es planteja una introducció al material de la fusta laminada encolada on coneixerem el seu origen, elaboració, característiques mecàniques... I l’estudi de tres casos d’anàlisis, que destaquen per la seva singularitat estructural i constructiva en quina ens detindrem per explicar el seu funcionament i característiques més rellevants.

[ES] El siguiente TFG constituye un análisis y reflexión a cerca de construcciones con grandes luces resueltas en madera laminada. En él se plantea una introducción al material de la madera laminada encolada donde conoceremos su origen, elaboración, características mecánicas... Y el estudio de tres casos de análisis, que destacan por su singularidad estructural y constructiva en la cuál nos detendremos para explicar su funcionamiento y características más relevantes., [EN] The following TFG constitutes an analysis and reflection on buildings with long-spans resolved in glued laminated timber. In it poses an introduction to the material of the glued laminated timber where we will know its origin, manufacturing, mechanical characteristics... And the study of three cases of analyses, that stand out from its structural and constructive singularity in which we will detain to explain their operation and most relevant characteristics., [CA] El següent TFG constitueix una anàlisi i reflexió al voltant de construccions amb grans llums resoltes en fusta laminada. En ell es planteja una introducció al material de la fusta laminada encolada on coneixerem el seu origen, elaboració, característiques mecàniques... I l’estudi de tres casos d’anàlisis, que destaquen per la seva singularitat estructural i constructiva en quina ens detindrem per explicar el seu funcionament i característiques més rellevants.

[ES] El siguiente TFG constituye un análisis y reflexión a cerca de construcciones con grandes luces resueltas en madera laminada. En él se plantea una introducción al material de la madera laminada encolada donde conoceremos su origen, elaboración, características mecánicas... Y el estudio de tres casos de análisis, que destacan por su singularidad estructural y constructiva en la cuál nos detendremos para explicar su funcionamiento y características más relevantes., [EN] The following TFG constitutes an analysis and reflection on buildings with long-spans resolved in glued laminated timber. In it poses an introduction to the material of the glued laminated timber where we will know its origin, manufacturing, mechanical characteristics... And the study of three cases of analyses, that stand out from its structural and constructive singularity in which we will detain to explain their operation and most relevant characteristics., [CA] El següent TFG constitueix una anàlisi i reflexió al voltant de construccions amb grans llums resoltes en fusta laminada. En ell es planteja una introducció al material de la fusta laminada encolada on coneixerem el seu origen, elaboració, característiques mecàniques... I l’estudi de tres casos d’anàlisis, que destaquen per la seva singularitat estructural i constructiva en quina ens detindrem per explicar el seu funcionament i característiques més rellevants.

[ES] El siguiente TFG constituye un análisis y reflexión a cerca de construcciones con grandes luces resueltas en madera laminada. En él se plantea una introducción al material de la madera laminada encolada donde conoceremos su origen, elaboración, características mecánicas... Y el estudio de tres casos de análisis, que destacan por su singularidad estructural y constructiva en la cuál nos detendremos para explicar su funcionamiento y características más relevantes., [EN] The following TFG constitutes an analysis and reflection on buildings with long-spans resolved in glued laminated timber. In it poses an introduction to the material of the glued laminated timber where we will know its origin, manufacturing, mechanical characteristics... And the study of three cases of analyses, that stand out from its structural and constructive singularity in which we will detain to explain their operation and most relevant characteristics., [CA] El següent TFG constitueix una anàlisi i reflexió al voltant de construccions amb grans llums resoltes en fusta laminada. En ell es planteja una introducció al material de la fusta laminada encolada on coneixerem el seu origen, elaboració, característiques mecàniques... I l’estudi de tres casos d’anàlisis, que destaquen per la seva singularitat estructural i constructiva en quina ens detindrem per explicar el seu funcionament i característiques més rellevants.

Los avances tecnológicos, las nuevas líneas de productos y las recientes técnicas de conexión están permitiendo que la utilización de estructuras de madera laminada como alternativa de sistema constructivo sea el futuro de los sistemas estructurales. La reducción en el consumo de energía embebida y la ligereza que representa para la obra, suponen un aporte arquitectónico importante en términos de sostenibilidad. La principal contribución de esta investigación es la demostración de que estas estructuras verticales resisten las cargas horizontales de viento y sismo, evitando el colapso o rotura de secciones o elementos, así como las deformaciones y vibraciones excesivas. Esta tesina contiene ejemplos de proyectos de rascacielos diseñados en estructura de madera, planteados por diferentes arquitectos que abogan por su utilización en las regiones donde abunde el material. También se realiza una comparación entre el comportamiento estructural y la energía embebida de los sistemas estructurales en acero, hormigón y madera laminada, analizando el edificio Lake Shore Apartments de Mies van der Rohe, por poseer una estructura regular.

Los avances tecnológicos, las nuevas líneas de productos y las recientes técnicas de conexión están permitiendo que la utilización de estructuras de madera laminada como alternativa de sistema constructivo sea el futuro de los sistemas estructurales. La reducción en el consumo de energía embebida y la ligereza que representa para la obra, suponen un aporte arquitectónico importante en términos de sostenibilidad. La principal contribución de esta investigación es la demostración de que estas estructuras verticales resisten las cargas horizontales de viento y sismo, evitando el colapso o rotura de secciones o elementos, así como las deformaciones y vibraciones excesivas. Esta tesina contiene ejemplos de proyectos de rascacielos diseñados en estructura de madera, planteados por diferentes arquitectos que abogan por su utilización en las regiones donde abunde el material. También se realiza una comparación entre el comportamiento estructural y la energía embebida de los sistemas estructurales en acero, hormigón y madera laminada, analizando el edificio Lake Shore Apartments de Mies van der Rohe, por poseer una estructura regular.

Los avances tecnológicos, las nuevas líneas de productos y las recientes técnicas de conexión están permitiendo que la utilización de estructuras de madera laminada como alternativa de sistema constructivo sea el futuro de los sistemas estructurales. La reducción en el consumo de energía embebida y la ligereza que representa para la obra, suponen un aporte arquitectónico importante en términos de sostenibilidad. La principal contribución de esta investigación es la demostración de que estas estructuras verticales resisten las cargas horizontales de viento y sismo, evitando el colapso o rotura de secciones o elementos, así como las deformaciones y vibraciones excesivas. Esta tesina contiene ejemplos de proyectos de rascacielos diseñados en estructura de madera, planteados por diferentes arquitectos que abogan por su utilización en las regiones donde abunde el material. También se realiza una comparación entre el comportamiento estructural y la energía embebida de los sistemas estructurales en acero, hormigón y madera laminada, analizando el edificio Lake Shore Apartments de Mies van der Rohe, por poseer una estructura regular.

Los avances tecnológicos, las nuevas líneas de productos y las recientes técnicas de conexión están permitiendo que la utilización de estructuras de madera laminada como alternativa de sistema constructivo sea el futuro de los sistemas estructurales. La reducción en el consumo de energía embebida y la ligereza que representa para la obra, suponen un aporte arquitectónico importante en términos de sostenibilidad. La principal contribución de esta investigación es la demostración de que estas estructuras verticales resisten las cargas horizontales de viento y sismo, evitando el colapso o rotura de secciones o elementos, así como las deformaciones y vibraciones excesivas. Esta tesina contiene ejemplos de proyectos de rascacielos diseñados en estructura de madera, planteados por diferentes arquitectos que abogan por su utilización en las regiones donde abunde el material. También se realiza una comparación entre el comportamiento estructural y la energía embebida de los sistemas estructurales en acero, hormigón y madera laminada, analizando el edificio Lake Shore Apartments de Mies van der Rohe, por poseer una estructura regular.

Glued laminated timber has been increasingly used as a building material in Serbia over the last ten years. In the former state of SFRJ, there were three factories of glued laminated structures, in Croatia, Slovenia and Bosnia and Herzegovina, therefore the structures of glued laminated timber were underrepresented on Serbian territory. After the breakup of SFRJ, thanks to the enthusiasm of individuals dedicated to wooden structures, using of these structures in the Republic of Serbia is on the rise. This paper presents major buildings constructed with glued laminated timber in Serbia, with a description of the characteristic features related to the timber structure., Primena lepljenog lameliranog drveta, kao konstruktivnog materijala u Srbiji je tokom poslednjih desetak godina u konstantnom usponu. U prethodnoj državi - SFRJ, postojale su tri fabrike lepljenih lameliranih konstrukcija, i to u Hrvatskoj, Sloveniji i Bosni i Hercegovini, pa samim tim konstrukcije od lepljenog lameliranog drveta nisu bile dovoljno zastupljene na prostoru Srbije. Nakon raspada SFRJ, a zahvaljujući entuzijazmu pojedinaca emotivno vezanih za drvene konstrukcije, primena ovih konstrukcija na prostoru republike Srbije je postala značajna. U radu su prikazani značajniji objekti sa konstrukcijom od lepljenog lameliranog drveta koji su izvedeni u Srbiji, sa opisom karakteristika koje su vezani za drvenu konstrukciju.

In a current research project the gluability of four European timber species and their applicability in glued laminated timber is investigated. The influence of different processing parameters on the adhesive bonding is assessed with regard to shear strength and delamination resistance. Furthermore, microscopy-based investigations revealed information about the penetration of the adhesive into the wood substrate, the topology of the glue line for different adhesive types and about the surface property of the wood. A deeper understanding of the interaction between wood species, adhesives and processing parameters was acquired., Structural Engineering, Civil Engineering and Geosciences

Glued laminated timber has been increasingly used as a building material in Serbia over the last ten years. In the former state of SFRJ, there were three factories of glued laminated structures, in Croatia, Slovenia and Bosnia and Herzegovina, therefore the structures of glued laminated timber were underrepresented on Serbian territory. After the breakup of SFRJ, thanks to the enthusiasm of individuals dedicated to wooden structures, using of these structures in the Republic of Serbia is on the rise. This paper presents major buildings constructed with glued laminated timber in Serbia, with a description of the characteristic features related to the timber structure., Primena lepljenog lameliranog drveta, kao konstruktivnog materijala u Srbiji je tokom poslednjih desetak godina u konstantnom usponu. U prethodnoj državi - SFRJ, postojale su tri fabrike lepljenih lameliranih konstrukcija, i to u Hrvatskoj, Sloveniji i Bosni i Hercegovini, pa samim tim konstrukcije od lepljenog lameliranog drveta nisu bile dovoljno zastupljene na prostoru Srbije. Nakon raspada SFRJ, a zahvaljujući entuzijazmu pojedinaca emotivno vezanih za drvene konstrukcije, primena ovih konstrukcija na prostoru republike Srbije je postala značajna. U radu su prikazani značajniji objekti sa konstrukcijom od lepljenog lameliranog drveta koji su izvedeni u Srbiji, sa opisom karakteristika koje su vezani za drvenu konstrukciju.

In a current research project the gluability of four European timber species and their applicability in glued laminated timber is investigated. The influence of different processing parameters on the adhesive bonding is assessed with regard to shear strength and delamination resistance. Furthermore, microscopy-based investigations revealed information about the penetration of the adhesive into the wood substrate, the topology of the glue line for different adhesive types and about the surface property of the wood. A deeper understanding of the interaction between wood species, adhesives and processing parameters was acquired., Structural Engineering, Civil Engineering and Geosciences

Nowadays, timber is widely used in construction industry thanks to its availability and good properties. The use of solid (sawn) timber is not always proper since it is only available up to certain dimensions. Therefore, the so-called Engineered WoodProducts (EWPs) have been introduced to cope with the different design needs of structures. The Glued laminated Timber (glulam) is a type of EWPs that consists of smallsections of timber laminates glued together to form beams and columns. Glulam can be manufactured in almost any size and shape; it can also be tapered or notched. However, notching a beam at its end leads to a stress concentration at the re-entrantcorner of the notch due to the sudden change in the notched beam’s cross section. The concentration of shear and tensile stresses perpendicular to the grain can lead to a catastrophic brittle failure caused by the crack propagation from the notch corner. Crack opening due to tensile stresses perpendicular to grain is the most common failure at the notch corner and it is always taken into design consideration. However,shear component is usually exists and must be also considered in design to guarantee the safety of the structure. Currently, only the normal forces perpendicular to the beam’s axis are considered in the design of the reinforcement in design handbooks. The aim of this thesis was to study the structural behavior of notched glulam beams reinforced by adhered plywood panels and FRP. The carrying capacity of the notched glulam beams at their ends is the main subject of this thesis. In addition, a review of the notched beams design, reinforcements, and analysis theories are included. Experimental series of three point bending tests with notched glulam beams withdifferent configurations of reinforcement was carried out in lab. Deformations and forces were measured both with conventional techniques and with contact-free measurement systems - ARAMIS. On the other hand, a simple model of two dimensional plane, Tack vare sina goda egenskaper används trä i byggnadskonstruktioner i allt storeomfattning. Konstruktionsvirke (sågade trävaror) kan dock inte alltid användas pågrund av de begränsade dimensioner som finns tillgängliga. På grund av bl a dettahar ett flertal så kallade engineer wood products (EWP) utvecklats. Limträ är en typav EWP som består av sammanlimmade lameller som bygger upp tvärsnitt i balkareller pelare. Limträ kan tillverkas i nästan godtycklig storlek och form och kan enkeltförses med t ex urtag. Vid urtag i balkändar nära upplag uppstår högaspänningskoncentrationer vid urtagets horn på grund av geometrin. Koncentrationenav normalspänningar och skjuvspänningar kan leda till plötsligt brott på grund avsprickpropagering från urtagets hörn, något som måste tas hänsyn till viddimensionering. Dagens dimensioneringsmetoder är baserade på att man tar hänsyntill enbart normalspänningarna vinkelrät fiberriktningen.Målet med detta arbete har varit att studera beteendet hos limträbalkar med urtag vidupplag som förstärkts med fiberarmering eller plywood. Huvudmålet har varit attbestämma balkarnas bärförmåga, vilket skett genom att genomföra försök med olikakonfigurationer vad gäller förstärkningsmaterial och dess utformning. Vidare harolika dimensioneringsmetoder från litteraturen studerats.Kraft och förskjutning under provningarna uppmättes dels med traditionellamätmetoder, men deformationerna mättes även med beröringsfri metod, ARAMIS.En enkel tvådimensionell finit elementmodell skapades och analyserades i ABAQUSför analys av oförstärkt balk. Normalspänningar och skjuvspänningar beräknades ochmedelspänningarna längs en på förhand definierad sträcka beräknades.Medelspänningskriteriet användes sedan för att uppskatta balkens bärförmåga.Enligt FE-beräkningarna uppskattades bärförmågan för de oförstärkta balkarna till ca40 kN. Provningarna gav ett medelvärde på balkarnas bärförmåga på ca 30 kN,medan de förstärkta balkarna hade en 2,5 gånger högre bärförmåga. Skillnaden

Nowadays, timber is widely used in construction industry thanks to its availability and good properties. The use of solid (sawn) timber is not always proper since it is only available up to certain dimensions. Therefore, the so-called Engineered WoodProducts (EWPs) have been introduced to cope with the different design needs of structures. The Glued laminated Timber (glulam) is a type of EWPs that consists of smallsections of timber laminates glued together to form beams and columns. Glulam can be manufactured in almost any size and shape; it can also be tapered or notched. However, notching a beam at its end leads to a stress concentration at the re-entrantcorner of the notch due to the sudden change in the notched beam’s cross section. The concentration of shear and tensile stresses perpendicular to the grain can lead to a catastrophic brittle failure caused by the crack propagation from the notch corner. Crack opening due to tensile stresses perpendicular to grain is the most common failure at the notch corner and it is always taken into design consideration. However,shear component is usually exists and must be also considered in design to guarantee the safety of the structure. Currently, only the normal forces perpendicular to the beam’s axis are considered in the design of the reinforcement in design handbooks. The aim of this thesis was to study the structural behavior of notched glulam beams reinforced by adhered plywood panels and FRP. The carrying capacity of the notched glulam beams at their ends is the main subject of this thesis. In addition, a review of the notched beams design, reinforcements, and analysis theories are included. Experimental series of three point bending tests with notched glulam beams withdifferent configurations of reinforcement was carried out in lab. Deformations and forces were measured both with conventional techniques and with contact-free measurement systems - ARAMIS. On the other hand, a simple model of two dimensional plane, Tack vare sina goda egenskaper används trä i byggnadskonstruktioner i allt storeomfattning. Konstruktionsvirke (sågade trävaror) kan dock inte alltid användas pågrund av de begränsade dimensioner som finns tillgängliga. På grund av bl a dettahar ett flertal så kallade engineer wood products (EWP) utvecklats. Limträ är en typav EWP som består av sammanlimmade lameller som bygger upp tvärsnitt i balkareller pelare. Limträ kan tillverkas i nästan godtycklig storlek och form och kan enkeltförses med t ex urtag. Vid urtag i balkändar nära upplag uppstår högaspänningskoncentrationer vid urtagets horn på grund av geometrin. Koncentrationenav normalspänningar och skjuvspänningar kan leda till plötsligt brott på grund avsprickpropagering från urtagets hörn, något som måste tas hänsyn till viddimensionering. Dagens dimensioneringsmetoder är baserade på att man tar hänsyntill enbart normalspänningarna vinkelrät fiberriktningen.Målet med detta arbete har varit att studera beteendet hos limträbalkar med urtag vidupplag som förstärkts med fiberarmering eller plywood. Huvudmålet har varit attbestämma balkarnas bärförmåga, vilket skett genom att genomföra försök med olikakonfigurationer vad gäller förstärkningsmaterial och dess utformning. Vidare harolika dimensioneringsmetoder från litteraturen studerats.Kraft och förskjutning under provningarna uppmättes dels med traditionellamätmetoder, men deformationerna mättes även med beröringsfri metod, ARAMIS.En enkel tvådimensionell finit elementmodell skapades och analyserades i ABAQUSför analys av oförstärkt balk. Normalspänningar och skjuvspänningar beräknades ochmedelspänningarna längs en på förhand definierad sträcka beräknades.Medelspänningskriteriet användes sedan för att uppskatta balkens bärförmåga.Enligt FE-beräkningarna uppskattades bärförmågan för de oförstärkta balkarna till ca40 kN. Provningarna gav ett medelvärde på balkarnas bärförmåga på ca 30 kN,medan de förstärkta balkarna hade en 2,5 gånger högre bärförmåga. Skillnaden

The EN Eurocodes are a new series of standards for construction design in Europe. The development of these codes started originally in 1975 and in present time the progressing work is at the national calibration stage. The goal is to create a common standard for the design of buildings and other civil engineering works throughout Europe and beyond. The purpose is to increase the free circulation of construction products and engineering services. Since the transition to the new standards is getting closer, the constructing engineers and companies will soon stand before great changes. This is why Kadesjös Ingenjörsbyrå AB asked me to do an analysis of the first part of the new standard, i.e. Eurocode 1990, and look at the differences among the existing standards in Sweden and the Eurocodes. The result of this is summarized not only in the report but also in a “User’s manual” which is presented in appendix 1 attached to the report. A limited study of the environmental effects of the transition to Eurocode EN 1990 has also been done. By comparing design calculations of a normal beam in three different materials, steel, concrete and glued laminated timber, one can, for instance, get a general view of how the differences of the two standards affect the required quantity of material. To get an insight of the different opinions that might exist concerning the new standard, a survey based on interviews of a few constructional engineers has been done. There was also discussed if any, and in that case what kind of preparations constructors and design companies are performing to be well prepared when the transition comes.

The EN Eurocodes are a new series of standards for construction design in Europe. The development of these codes started originally in 1975 and in present time the progressing work is at the national calibration stage. The goal is to create a common standard for the design of buildings and other civil engineering works throughout Europe and beyond. The purpose is to increase the free circulation of construction products and engineering services. Since the transition to the new standards is getting closer, the constructing engineers and companies will soon stand before great changes. This is why Kadesjös Ingenjörsbyrå AB asked me to do an analysis of the first part of the new standard, i.e. Eurocode 1990, and look at the differences among the existing standards in Sweden and the Eurocodes. The result of this is summarized not only in the report but also in a “User’s manual” which is presented in appendix 1 attached to the report. A limited study of the environmental effects of the transition to Eurocode EN 1990 has also been done. By comparing design calculations of a normal beam in three different materials, steel, concrete and glued laminated timber, one can, for instance, get a general view of how the differences of the two standards affect the required quantity of material. To get an insight of the different opinions that might exist concerning the new standard, a survey based on interviews of a few constructional engineers has been done. There was also discussed if any, and in that case what kind of preparations constructors and design companies are performing to be well prepared when the transition comes.

Cílem této bakalářské práce byl návrh a posouzení nosné konstrukce sportovní haly v Opavě. Byla zvolena konstrukce obloukového tvaru o půdorysných rozměrech 38 x 55 m a výšce 15 m. Konstrukce je navržena z lepeného lamelového dřeva, rostlého dřeva a oceli. Ocel byla převážně použita pro spojovací prvky. Staticky působí oblouk jako trojkloubový nosník. Příčné vazby tvořené obloukovými vazníky jsou od sebe vzdáleny 5 m. Stabilitu vazníků zajišťují vaznice společně s příčnými ztužidly., The aim of this bachelor thesis was the design and assessment of the supporting structure of the sports hall in Opava. An arch-shaped structure with plan dimensions of 38 x 55 m and a height of 15 m was chosen. The structure is designed from glued laminated timber, solid timber and steel. Steel was mainly used for connetcing elements. Statically, the arch acts as a three-jointed beam. Transverse links formed by arched trusses are spaced 5 m apart. The stability of the trusses is ensured by the purlins together with the transverse bracings.

Předmětem bakalářské práce je návrh dřevěné konstrukce pro denní místnosti mateřské školy v obci Vlkov u Velké Bíteše a zhotovení 3D modelu pomocí metody BIM. Celý objekt má pouze jedno nadzemní podlaží a skládá se ze dvou konstrukčních částí. První část je navržena převážně ze zdiva a železobetonových prvků. Druhá část je pak přístavek dvou identických křídel s konstrukčními prvky z lepeného lamelového dřeva. Nosným systémem jsou příčné rámy tvořené vazníky a sloupy, které jsou následně doplněny o vaznice přenášející zatížení střešního pláště a o ztužující prvky ve formě ocelových táhel. Dřevěné přístavky jsou zastřešeny pultovou střechou se sklonem cca 5°. Statický model a stanovení vnitřních sil bylo zajištěno výpočtovým programem Scia Engineer 22.0. Samotné posouzení jednotlivých prvků bylo provedeno ručně za pomoci programu Microsoft Excel. Styčníky jsou řešeny pomocí ocelových spojovacích prvků, vybrané byly ověřeny ručním výpočtem. Značná část této práce je postavena na spolupráci s kolegy z ústavu PST A BZK., The subject of the bachelor thesis is a design of a timber structure for living rooms of a kindergarden in the village of Vlkov near Velká Bíteš, and a creation of a 3D model using the BIM method. The entire building has only one above-ground floor and consists of two structural parts. The first part is mainly designed from masonry and reinforced concrete elements. The second part is an annex consisting of two identical „wings“ with structural elements made of glued laminated timber. The supporting system consists of transverse frames formed by beams and columns, which are then supplemented with purlins that transfer the load of the roof and with stiffening elements in the form of steel tie rods. The timber extensions are covered with a mono pitched roof with a slope of about 5°. The static model and determination of internal forces were ensured by the Scia Engineer 22.0 calculation program. The assessment of individual elements themselves was done manualy using Microsoft Excel. Connections are solved using steel connecting elements that were selected and verified by manual calculation. A significant part of the work was based on cooperation with colleagues from the Institute of civil engineering and from the Institut of concrete and masonry structures.

Bakalářská práce se zabývá návrhem a posouzením hlavní nosné konstrukce hangáru pro malá motorová a nemotorová letadla. Půdorysné rozměry hangáru jsou 20 × 40 m, příčná vazba s celkovou výškou 6,75 m je řešena sloupy a příhradovými sedlovými vazníky. Při návrhu nosné konstrukce je respektováno umístění vrat pro vjezd letadel: vrata šířky 18 m v čelní stěně a vrata šířky 10 m v boční stěně hangáru. Prostorová tuhost objektu je zajištěna systémem příčných a podélných ztužidel. Hlavním konstrukčním materiálem je lepené lamelové dřevo GL28h, ocel S355, S235 a rostlé dřevo C24., The bachelor's thesis deals with the design and assessment of a load-bearing structure of the hangar for small motorized and glider aircraft. The ground plan dimensions of the hangar are 20 × 40 m, the transverse connection with a total height of 6.75 m designed with columns and saddle truss girders. The load-bearing structure´s design accommodates hangar doors for the entry of aircraft: an 18 m wide door on the front wall and a 10 m wide door on the hangar´s side wall. The structure´s spatial stiffness is ensured by a system of crossand longitudinal braces. The primary construction material are glued laminated timber GL28h, steel S355, S235 and solid timber C24.

Předmětem bakalářské práce je návrh dřevěné konstrukce pro denní místnosti mateřské školy v obci Vlkov u Velké Bíteše a zhotovení 3D modelu pomocí metody BIM. Celý objekt má pouze jedno nadzemní podlaží a skládá se ze dvou konstrukčních částí. První část je navržena převážně ze zdiva a železobetonových prvků. Druhá část je pak přístavek dvou identických křídel s konstrukčními prvky z lepeného lamelového dřeva. Nosným systémem jsou příčné rámy tvořené vazníky a sloupy, které jsou následně doplněny o vaznice přenášející zatížení střešního pláště a o ztužující prvky ve formě ocelových táhel. Dřevěné přístavky jsou zastřešeny pultovou střechou se sklonem cca 5°. Statický model a stanovení vnitřních sil bylo zajištěno výpočtovým programem Scia Engineer 22.0. Samotné posouzení jednotlivých prvků bylo provedeno ručně za pomoci programu Microsoft Excel. Styčníky jsou řešeny pomocí ocelových spojovacích prvků, vybrané byly ověřeny ručním výpočtem. Značná část této práce je postavena na spolupráci s kolegy z ústavu PST A BZK., The subject of the bachelor thesis is a design of a timber structure for living rooms of a kindergarden in the village of Vlkov near Velká Bíteš, and a creation of a 3D model using the BIM method. The entire building has only one above-ground floor and consists of two structural parts. The first part is mainly designed from masonry and reinforced concrete elements. The second part is an annex consisting of two identical „wings“ with structural elements made of glued laminated timber. The supporting system consists of transverse frames formed by beams and columns, which are then supplemented with purlins that transfer the load of the roof and with stiffening elements in the form of steel tie rods. The timber extensions are covered with a mono pitched roof with a slope of about 5°. The static model and determination of internal forces were ensured by the Scia Engineer 22.0 calculation program. The assessment of individual elements themselves was done manualy using Microsoft Excel. Connections are solved using steel connecting elements that were selected and verified by manual calculation. A significant part of the work was based on cooperation with colleagues from the Institute of civil engineering and from the Institut of concrete and masonry structures.

Bakalářská práce se zabývá návrhem a posouzením hlavní nosné konstrukce hangáru pro malá motorová a nemotorová letadla. Půdorysné rozměry hangáru jsou 20 × 40 m, příčná vazba s celkovou výškou 6,75 m je řešena sloupy a příhradovými sedlovými vazníky. Při návrhu nosné konstrukce je respektováno umístění vrat pro vjezd letadel: vrata šířky 18 m v čelní stěně a vrata šířky 10 m v boční stěně hangáru. Prostorová tuhost objektu je zajištěna systémem příčných a podélných ztužidel. Hlavním konstrukčním materiálem je lepené lamelové dřevo GL28h, ocel S355, S235 a rostlé dřevo C24., The bachelor's thesis deals with the design and assessment of a load-bearing structure of the hangar for small motorized and glider aircraft. The ground plan dimensions of the hangar are 20 × 40 m, the transverse connection with a total height of 6.75 m designed with columns and saddle truss girders. The load-bearing structure´s design accommodates hangar doors for the entry of aircraft: an 18 m wide door on the front wall and a 10 m wide door on the hangar´s side wall. The structure´s spatial stiffness is ensured by a system of crossand longitudinal braces. The primary construction material are glued laminated timber GL28h, steel S355, S235 and solid timber C24.

Cílem této bakalářské práce byl návrh a posouzení nosné konstrukce sportovní haly v Opavě. Byla zvolena konstrukce obloukového tvaru o půdorysných rozměrech 38 x 55 m a výšce 15 m. Konstrukce je navržena z lepeného lamelového dřeva, rostlého dřeva a oceli. Ocel byla převážně použita pro spojovací prvky. Staticky působí oblouk jako trojkloubový nosník. Příčné vazby tvořené obloukovými vazníky jsou od sebe vzdáleny 5 m. Stabilitu vazníků zajišťují vaznice společně s příčnými ztužidly., The aim of this bachelor thesis was the design and assessment of the supporting structure of the sports hall in Opava. An arch-shaped structure with plan dimensions of 38 x 55 m and a height of 15 m was chosen. The structure is designed from glued laminated timber, solid timber and steel. Steel was mainly used for connetcing elements. Statically, the arch acts as a three-jointed beam. Transverse links formed by arched trusses are spaced 5 m apart. The stability of the trusses is ensured by the purlins together with the transverse bracings.

Předmětem bakalářské práce je návrh dřevěné konstrukce pro denní místnosti mateřské školy v obci Vlkov u Velké Bíteše a zhotovení 3D modelu pomocí metody BIM. Celý objekt má pouze jedno nadzemní podlaží a skládá se ze dvou konstrukčních částí. První část je navržena převážně ze zdiva a železobetonových prvků. Druhá část je pak přístavek dvou identických křídel s konstrukčními prvky z lepeného lamelového dřeva. Nosným systémem jsou příčné rámy tvořené vazníky a sloupy, které jsou následně doplněny o vaznice přenášející zatížení střešního pláště a o ztužující prvky ve formě ocelových táhel. Dřevěné přístavky jsou zastřešeny pultovou střechou se sklonem cca 5°. Statický model a stanovení vnitřních sil bylo zajištěno výpočtovým programem Scia Engineer 22.0. Samotné posouzení jednotlivých prvků bylo provedeno ručně za pomoci programu Microsoft Excel. Styčníky jsou řešeny pomocí ocelových spojovacích prvků, vybrané byly ověřeny ručním výpočtem. Značná část této práce je postavena na spolupráci s kolegy z ústavu PST A BZK., The subject of the bachelor thesis is a design of a timber structure for living rooms of a kindergarden in the village of Vlkov near Velká Bíteš, and a creation of a 3D model using the BIM method. The entire building has only one above-ground floor and consists of two structural parts. The first part is mainly designed from masonry and reinforced concrete elements. The second part is an annex consisting of two identical „wings“ with structural elements made of glued laminated timber. The supporting system consists of transverse frames formed by beams and columns, which are then supplemented with purlins that transfer the load of the roof and with stiffening elements in the form of steel tie rods. The timber extensions are covered with a mono pitched roof with a slope of about 5°. The static model and determination of internal forces were ensured by the Scia Engineer 22.0 calculation program. The assessment of individual elements themselves was done manualy using Microsoft Excel. Connections are solved using steel connecting elements that were selected and verified by manual calculation. A significant part of the work was based on cooperation with colleagues from the Institute of civil engineering and from the Institut of concrete and masonry structures.

Bakalářská práce se zabývá návrhem a posouzením hlavní nosné konstrukce hangáru pro malá motorová a nemotorová letadla. Půdorysné rozměry hangáru jsou 20 × 40 m, příčná vazba s celkovou výškou 6,75 m je řešena sloupy a příhradovými sedlovými vazníky. Při návrhu nosné konstrukce je respektováno umístění vrat pro vjezd letadel: vrata šířky 18 m v čelní stěně a vrata šířky 10 m v boční stěně hangáru. Prostorová tuhost objektu je zajištěna systémem příčných a podélných ztužidel. Hlavním konstrukčním materiálem je lepené lamelové dřevo GL28h, ocel S355, S235 a rostlé dřevo C24., The bachelor's thesis deals with the design and assessment of a load-bearing structure of the hangar for small motorized and glider aircraft. The ground plan dimensions of the hangar are 20 × 40 m, the transverse connection with a total height of 6.75 m designed with columns and saddle truss girders. The load-bearing structure´s design accommodates hangar doors for the entry of aircraft: an 18 m wide door on the front wall and a 10 m wide door on the hangar´s side wall. The structure´s spatial stiffness is ensured by a system of crossand longitudinal braces. The primary construction material are glued laminated timber GL28h, steel S355, S235 and solid timber C24.

Cílem této bakalářské práce byl návrh a posouzení nosné konstrukce sportovní haly v Opavě. Byla zvolena konstrukce obloukového tvaru o půdorysných rozměrech 38 x 55 m a výšce 15 m. Konstrukce je navržena z lepeného lamelového dřeva, rostlého dřeva a oceli. Ocel byla převážně použita pro spojovací prvky. Staticky působí oblouk jako trojkloubový nosník. Příčné vazby tvořené obloukovými vazníky jsou od sebe vzdáleny 5 m. Stabilitu vazníků zajišťují vaznice společně s příčnými ztužidly., The aim of this bachelor thesis was the design and assessment of the supporting structure of the sports hall in Opava. An arch-shaped structure with plan dimensions of 38 x 55 m and a height of 15 m was chosen. The structure is designed from glued laminated timber, solid timber and steel. Steel was mainly used for connetcing elements. Statically, the arch acts as a three-jointed beam. Transverse links formed by arched trusses are spaced 5 m apart. The stability of the trusses is ensured by the purlins together with the transverse bracings.

Tato diplomová práce se zabývá návrhem a posouzením nosné dřevěné konstrukce zastřešení termálního bazénu umístěného do areálu lázní Jeseník. Konstrukce byla vybrána na základě dvou předběžných variant. Půdorysné rozměry konstrukce jsou 37,5×22,5 m a v nejvyšším bodě dosahuje výšky 10 m. Hlavní nosný systém je tvořen příčnými rámy z vazníků ve tvaru vlny a sloupů z lepeného lamelového dřeva. Příčné vazby jsou umístěny v osové vzdálenosti 2,5 m a jsou propojeny vaznicemi a paždíky. Přenos zatížení v podélném směru a prostorová tuhost konstrukce jsou zajištěny systémem ocelových ztužidel. Konstrukce je zastřešena zelenou střechou. Opláštění je tvořeno prosklenou fasádou a sendvičovými stěnovými panely. Práce obsahuje technickou zprávu, podrobný statický výpočet a výkresovou dokumentaci vybrané varianty., This master’s thesis deals with the design and assessment of a load-bearing timber roof structure of a thermal pool located in the Jeseník spa. The structure was chosen based on two preliminary variants. The ground plan dimensions of the construction are 37,5×22,5 metres and it reaches a height of 10 metres at the highest point. A main load-bearing system is constructed of transverse frames from wave-shaped roof trusses and columns made of a glued laminated timber. The axial distance of the frames is 2,5 metres and they are connected by purlins. The transmission of loads in longitudinal direction and the spatial rigidity of the structure are secured by the system of steel bracing. The structure is covered with a green roof. The cladding consists of glass facade and sandwich wall panels. The thesis contains a technical report, detailed static calculation and drawing documentation of the selected variant.