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Ertastan, Evren. "The Performance Of Medium And Long Span Timber Roof Structures: A Comparative Study Between Structural Timber And Steel." Master's thesis, METU, 2005. http://etd.lib.metu.edu.tr/upload/12606810/index.pdf.
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ABSTRACT
THE PERFORMANCE OF MEDIUM AND LONG SPAN TIMBER ROOF STRUCTURES: A COMPARATIVE STUDY BETWEEN STRUCTURAL TIMBER AND STEEL
ERTASTAN, Evren
M.S, in Building Science,
Department of Architecture
Supervisor: Assoc. Prof. Dr. Ercüment ERMAN December 2005, 174 pages This thesis analyzes the performance of structural timber and steel in medium and long span roof structures. A technical background about roof structures including structural elements and roof structure types, span definitions, and classification of roof structures are discussed. Roof structures are detailed with traditional and the contemporary forms. The thesis comprises the comparison between structural timber and steel by using structural, constructional and material properties. Structural forms and the performance of timber and steel are discussed. The research also includes the roof structures built with structural timber in Turkey, application, marketing and examples in Turkey are indicated. In the conclusion part the performance criteria of timber and steel are summarized, the researcher has prepared a table to compare the performance of timber and steel. Keywords: Timber, Steel, Roof, Structure, Span
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Ching, Ho Yin Ernest. "Truss topology optimization of steel-timber structures for embodied carbon objectives." Thesis, Massachusetts Institute of Technology, 2020. https://hdl.handle.net/1721.1/127282.
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Thesis: M. Eng., Massachusetts Institute of Technology, Department of Civil and Environmental Engineering, May, 2020Cataloged from the official PDF of thesis.
Includes bibliographical references (pages 41-43).
Topology optimization in structural design is still a relatively new tool. Most existing research on truss and frame structures focuses on single material applications, and the developments of ground structure-based topology optimization in multi-material structures are limited. This research presents a truss topology optimization algorithm that designs with a mix of glue-laminated timber (GLT) and steel elements. The motivation behind allowing the choice of both these materials is to utilize the strengths of each material in both tension and compression. In addition, this work seeks to include environmental consideration, by incorporating in the algorithm that timber has a smaller embodied carbon coefficient (ECC) compared to steel. This work uses the ground structure approach to truss topology optimization and designs are generated and compared using (i) a minimum compliance and (ii) a stress-constrained algorithm.
The algorithms are constructed such that both the area and a choice of material is made for each element in the ground structure. Both frameworks use fmincon in MATLAB as the gradient-based optimizer. The Solid Isotropic Material with Penalization (SIMP) interpolation is used to relate elastic modulus and embodied carbon for two materials with respect to normalized density variables. To demonstrate the versatility of this design methodology, designs obtained from different objectives and different constraints are presented and compared. We find that, for minimum compliance objectives, the weight-constrained problem produced all-steel truss solutions, while global warming potential (GWP)-constrained problem produced all-timber truss solutions. These results align with our expectations based on material stiffness properties.
For the stress-constrained problem with minimum GWP objectives, the solutions obtained from two modeling assumptions were compared: (i) with real material stress constraints and (ii) with modified stress constraints, where timber was considered as a compression-only material and steel as a tension-only material. Surprisingly, we find that the solutions obtained with the real stress limits are more polluting than the modified stress limit solutions. While the modified stress solutions placed steel in tension and timber in compression for the most environmentally friendly design, the real stress solutions generally favored steel over timber. This is believed to be caused by the nonlinearities introduced through the SIMP interpolation.
by Ho Yin Ernest Ching.
M. Eng.
M.Eng. Massachusetts Institute of Technology, Department of Civil and Environmental Engineering
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Sjödin, Johan. "Steel-to-timber dowel joints : Influence of moisture induced stresses." Licentiate thesis, Växjö University, School of Technology and Design, 2006. http://urn.kb.se/resolve?urn=urn:nbn:se:vxu:diva-1286.
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Joints are critical parts of timber structures, transmitting static and dynamic forces between structural members. The ultimate behavior of a loaded building depends strongly on the structural configuration and the capacity of the joints. The collapse of a whole building or less extensive accidents that may occur is usually starting as a local failure inside or in the vicinity of a joint. Such serious failures have recently occurred in our Nordic countries. Especially the collapse of two large glued laminated timber structures clearly indicates the need of an improved joint design. The trend toward larger and more complex structures even further increases the importance of a safer design of the joints.
An aim of this partly experimental and partly numerically based thesis has been to investigate if steel-to-timber dowel joints are affected by moisture-induced stresses. The experimental results showed that the load-bearing capacity of the joints is reduced by such a moisture influence. Most of the decrease in load-bearing capacity observed was found in joints initially exposed to restrained shrinkage deformations caused by the presence of dowel fasteners in the joint area. The load-bearing capacity was, however, also found to decrease in joints exposed to an initial decrease in moisture without any fasteners present in the specimens during storage before loading. An explanation of this unexpected behavior is that moisture gradients cause tensile stresses. It is shown by numerical simulations that the moisture-induced stresses are so large that they may have a considerable influence on the joint behavior.
Use of contact-free measurement methods, used in some of the experimental tests, was in many ways found to be superior to traditional measurement techniques, but was also found to be a valuable complement to the numerical analysis performed. From numerical results obtained in combination with results from contact-free measurements several observations of considerable interest were made. For dowel-type joints loaded in tension parallel to the grain a strongly non-uniform strain distribution was found in the joint area. It was further observed that the shear and tensile strains were concentrated close to the fasteners in the joint area. These concentrations will influence the failure mode of the joint. A general observation was that the larger sized joints failed in a brittle manner.
Keywords: constraint stresses, contact-free measurement, dowel-type joints, humidity variations, moisture-induced deformations, timber structures
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Sjödin, Johan. "Strength and Moisture Aspects of Steel Timber Dowel Joints in Glulam Structures : An Experimental and Numerical Study." Doctoral thesis, Växjö universitet, Institutionen för teknik och design, 2008. http://urn.kb.se/resolve?urn=urn:nbn:se:vxu:diva-2002.
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Joints are critical parts of timber structures, transmitting static and dynamic forces between structural members. The ultimate behavior of e.g. a building depends strongly on the structural configuration and the capacity of its joints. The complete collapse of a building or other less extensive accidents that may occur usually start as a local failure inside or in the vicinity of a joint. Such serious failures have recently occurred in the Nordic countries. Especially the collapses of two large glued-laminated timber (glulam) structures clearly indicate the need of an improved joint design. The trend toward larger and more complex structures even further increases the importance of a safer design of the joints. One aim of this partly experimentally and partly numerically based work has been to investigate if the short term capacity of steel-timber dowel joints loaded parallel to the grain is affected by an initial drying exposure. The experimental results showed that the load-bearing capacity of the joints is indeed reduced by such moisture changes. Moisture induced stresses was mentioned to be the explanation. The key point is that the climates chosen in the present work (20°C / 65% RH and 20°C / 20% RH) are equivalent to service class 1 according to EC5 (Eurocode 5 2004). Thus, EC5 predicts no decrease in load-bearing capacity, in relation to the standard climate used during testing. A decrease in load-bearing capacity in the range of 5-20%, which was found in the present work, is of course not negligible and, therefore, there could be a need to introduce the effect of drying in design codes. Because similar results were also observed for a double-tapered glulam beam, further work should consider timber structures in general. Two numerical methods in order to predict the capacity of multiple steel-timber dowel joints loaded parallel to the grain were tested in the thesis. For the first method, where fracture mechanics (LEFM) concepts were implemented, a good correlation with the experimental results was seen. Also for the second method, where the capacity for a single dowel-type joint as given in EC5 was used as a failure criterion, a good correlation to traditional EC5 calculations of multiple dowel-type joints was seen. One advantage of using numerical methods in design is that the capacity of the joint can be calculated also for cases when the dowels are placed in more complex patterns. From both a structural and an architectural point of view this can be very important. In addition, such numerical methods are effective tools for the structural engineer when considering complicated loading situations in joints, i.e. eccentric loading giving moments in the joint.
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Harmachova, Karolina. "Vibration performance of hybrid steel-CLT floors." Thesis, KTH, Byggnadsmaterial, 2016. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-192475.
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In the light of today’s effort to achieve sustainable future of the planet, timber as building material makes a comeback on the construction market. Since the requirements on the buildings and the internal comfort increase, there is a need for finding new solutions and products; one of them is cross-laminated timber (CLT), which has the potential to be used for high-rise buildings due to its mechanical properties. The aim of this work was to study the vibration performance of CLT floors as it is often the governing factor in design of CLT structures unlike for other common building materials. The orthotropic mechanical properties of CLT were determined by the shear analogy method and verified with a finite element (FE) model of a simply supported beam compared to hand calculations of shear forces, bending moments and deflections. The properties based on Timoshenko’s approach were evaluated as less precise regarding the deflection. The non-composite structural behaviour of a steel-CLT hybrid floor structure was predicted for FE dynamic analysis based on a comparison between modelling exercise and hand calculations. Two different methods, the Concrete Society (SC) and Steel Construction Institution (SCI) methods, both seemed to be applicable for determination of the response factor first since the mechanical properties are not used as input in the calculations. These two methods differ in certain aspects, and based on FE analysis of simply supported slab even the resulting response factor for the CLT differs significantly. Moreover, the hand calculation results were similar to those of the FE analysis for the CS method, but in less agreement for the SCI method. Nevertheless, it is not recommended to reject the latter method based on this study and further studies should be performed on real structures with response factor known from on-site measurements. A part of the first floor of Canary Wharf College was modelled and analysed, and previous measurements of the frequency and response factors enabled a validation of some assumptions. The SCI approach showed to be inadequate for this type of structure and therefore only the CS method was applied further. Analysis of the floor structures supported by walls demonstrated similar results from both the measurements and the dynamic analysis. However, if the floor slab was supported by beams, the response factor was significantly overestimated although on the conservative side. This difference suggests that the modelling of such conditions are not satisfactory. The CS method appears to assess correctly the magnitude of the response factor for CLT floors supported by walls but overestimates it in case of beam supports. The first finding shall be confirmed through analysis of other structures and a more extensive research should focus on the latter one to determine more exact behaviour of the model under different conditions.
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WELDEGIORGIS, FILMON, and ANUP RAJ DHUNGANA. "Parametric design and optimization of steel and timber truss structures : Development of a workflow for design and optimization processes in Grasshopper 3D environment." Thesis, KTH, Bro- och stålbyggnad, 2020. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-277901.
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The demand for complex structures and the urge to perform more detailed structural analyses in an early stage of the project design phase has increased the use of parametric design in the construction sector, especially among architects and structural engineers. Also, an increasing demand for sustainable structures is creating pressure on engineers and architects to design optimized structures that consume as little resources as possible. Keeping these demands in mind, this thesis tries to uncover the benefits of parametric design and optimization by applying these processes to industrial roof truss structures.The primary objective of the thesis is to investigate the feasibility and reliability of parametric design and optimization processes in real-life designs. For this purpose, a parametric algorithm has been developed in the visual programming software Grasshopper 3D. The workflow performs structural analysis and design verification on a parametric FE-model using the FEA software for parametric engineering, Karamba 3D in combination with Python where standards for design verification were scripted. These procedures were developed to be applied on both steel and timber truss structures. The workflow then performs a constrained cross-sectional and geometrical optimization of the truss structures. For the optimization process, the plug-in Galapagos have been used which uses evolutionary and simulated annealing techniques.After analyses of different cases and on comparison of the results from the model response verification, the resulting models showed that the workflow and analysis procedure was capable of obtaining a solution that is more effective and as reliable as the traditional structural analysis procedures and thus can be used for real case. When used during preliminary design, the parametric design procedure displayed great potential in saving time, thus saving resources and cost which paves a promising path for implementations in this sector.
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Nguyen, Manh-Hung. "Évaluation des performances de protections passives au feu pour les structures métalliques." Electronic Thesis or Diss., Université Clermont Auvergne (2021-...), 2023. http://www.theses.fr/2023UCFA0046.
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Les structures hybrides acier-bois sont de plus en plus utilisées dans le secteur de la construction. Elles offrent plusieurs avantages pratiques en tant que solutions durables avec des capacités de charge et des résistances au feu élevées. Cependant, en raison de la conductivité thermique de l'acier et de la diminution de ses performances mécaniques à haute température, les structures en acier doivent être protégées contre le feu. Le bois, bien que combustible, a un effet isolant et peut être utilisé comme protection passive de l'acier en vue de maintenir sa résistance mécanique aussi longtemps que possible. Les travaux menés dans le cadre de la thèse visent à analyser le comportement thermique d'éléments hybrides acier-bois en combinant essais d’exposition au feu et modélisation numérique. Les essais sont réalisés dans un four construit au laboratoire permettant de monter à une température de 1200 °C. Ils permettent d’obtenir l'évolution de la température sur les surfaces des profilés en acier et dans le bois. Ainsi, des thermocouples sont installés sur la surface des profilés en acier et à différentes profondeurs dans les éléments en bois. Les essais au feu ont été réalisés sur différentes associations acier-bois en utilisant des sections en acier (T et I) et différentes essences de bois. Les résultats montrent que le bois offre une protection significative à la section en acier, principalement au profilé IPE entièrement encapsulé. Le bois se comporte comme un matériau isolant qui réduit de manière significative l'augmentation de température de l'acier. Cette solution contribue au développement de la protection passive des structures en acier en utilisant des matériaux biosourcés. Les résultats expérimentaux sont comparés à ceux obtenus par des simulations thermiques à l'aide du logiciel Abaqus. La comparaison montre que le modèle numérique peut être utilisé pour évaluer l'augmentation de température dans l'élément en acier protégé par du bois dans des conditions de haute températureSteel-timber hybrid structures are becoming more and more common in the construction industry. They offer high practical advantages as sustainable solutions with high load-bearing capacities and fire resistance. However, due to steel thermal conductivity and the decrease of mechanical performance with high temperatures, steel structures need to be protected in case of fire. Wood is occasionally used as passive protection of steel to maintain its mechanical strength as long as possible with the aim to prevent structural collapse under fire. This thesis aims to analyse the thermal behaviour of hybrid steel-timber elements through experimental tests and numerical modelling. Experiments in the furnace are performed to obtain the evolution of temperature on the steel profile surfaces and inside the timber element. Thus, thermocouples are installed on the steel profile surface and different depths of timber elements. The fire tests were performed on various steel-timber combinations using T and I steel cross-sections with various wood species. A high-temperature furnace up to 1200 °C built in the laboratory was used. The results show that wood provides significant protection to the steel cross-section mainly the fully encapsulated IPE profile. Wood behaves as an insulating material that significantly reduces the temperature rise in steel. This solution contributes to the development of passive protection of steel structures using bio-based materials. The experimental results are compared to those obtained through thermal simulations using Abaqus software. The comparison shows that the numerical model can be used to evaluate the temperature increase in the steel element protected by timber in high-temperature conditions
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Petr, Radovan. "Městské divadlo v Kuřimi." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2015. http://www.nusl.cz/ntk/nusl-227681.
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The theme of the master´s theses is to design a wooden structure of city theater with internal steel construction. The concept of wooden structure is developed in two versions according to standard ČSN EN. The theses solve the static effect of the construction and design of individual parts and materials. Theater has dimensions 49.0 x 25.6 m, max. height of 12.5 meters. The construstion is devise to withstand a weight and applicability. The supporting structure of the roof is solved using by 13 arched plate girders. The second variant is designed as arched truss girders. The gable wall is glassed-in, glass envelopes support by wooden structure with columns and side runners. The work also includes solutions for joins and construction details. The structure was solved in the program RSTAB Dlubal 8. The assessment of the components was done using additional module TIMBER Pro. First Variant of plate girder was checking by manual report. The work includes drawings.
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Perez, Fernandez Nicolas. "Therma performance of buildings with post-tensioned timber structure compared with concrete and steel alternatives." Thesis, University of Canterbury. Civil and Natural Resources Engineering, 2012. http://hdl.handle.net/10092/6731.
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This thesis describes the influence of thermal mass on the space conditioning energy consumption and indoor comfort conditions of multi-storey buildings with concrete, steel and timber structural systems. The buildings studied were medium sized educational and commercial buildings. When calculating a building’s life-cycle energy consumption, the construction materials have a direct effect on not only the building’s embodied energy but also on the space conditioning energy.
The latter depends, amongst other things, on the thermal characteristics of the building’s materials; thermal mass can also be an influence on comfort conditions in the building.
A modelling comparison has been undertaken between three very similar medium-sized buildings, each designed using structural systems made primarily of timber, concrete and steel.
The post-tensioned timber version of the building is a modelled representation of a real three-storey educational building that has been constructed recently in Nelson, New Zealand. The concrete- and steel-structured versions have been designed on paper to conform to the required structural codes and meet, as closely as possible, the same performance, internal space layout and external façade features as the real timber-structured building. Each of these three structurally-different buildings has been modelled with two different thermal envelopes (code-compliant and New Zealand best-practice) using a heating, ventilating and air conditioning (HVAC) system with heating only (educational scheme) and heating and cooling (commercial scheme). The commercial system (with cooling) was applied only to the buildings with the best-practice thermal envelope.
The analysis of each of these nine different construction and usage categories includes the modelling of operational energy use with an emphasis on HVAC energy consumption, and the assessment of indoor comfort conditions using predicted mean vote (PMV). From an operational energy use perspective, the modelling comparison between the different cases has shown that, within each category (code-compliant, low-energy and low-energy-commercial), the principal structural material has only a small effect on overall performance. The most significant differences are in the building with the best-practice thermal envelope with the commercial HVAC system, were the concrete building has slightly lower HVAC energy consumption, being 3 and 4% lower than in the steel and timber buildings respectively
The assessment of indoor comfort conditions during occupied periods through using PMV for each of the three categories shows that the timber structure consistently exhibited longer periods in the over-warm comfort zone, but this was much less pronounced in south-facing spaces. To examine the reasons for the less acceptable PMV in the timber-structure versions, an analysis of indoor timber and concrete surface temperatures was carried out in both buildings. It was found that, particularly in north-facing spaces, there were large diurnal swings in the temperatures of timber surfaces exposed to solar radiation.
These swings were much less in the case of concrete surfaces so the environment was perceived to be more comfortable under such conditions because of the reduced influence of higher mean radiant temperatures.
To moderate this potential downside of solar-exposed internal timber surfaces, better results are achieved if, when timber is used for thermal mass, the timber is not exposed to direct solar radiation, for example locating it in the ceilings or on the south side of the building.
Two other approaches to combating the potential overheating problem in the timber-structured buildings were analysed in an illustrative mode; addition of external louvres to reduce direct solar gains at critical times of day and year; and use of phase change material (PCM) linings to act as light-mass energy buffers. Although external louvres increase comfort conditions significantly by reducing the periods of an overly warm environment, they produce an increase in heating energy consumption through reducing beneficial solar gains. The use of PCM linings shows little benefit to overall indoor comfort conditions for the building of this case-study.
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Persaud, Richard Yajuvendra. "The structural behaviour of a composite timber and concrete floor system incorporating steel decking as permanent formwork." Thesis, University of Cambridge, 2008. https://www.repository.cam.ac.uk/handle/1810/252081.
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Massari, Milena <1986>. "Seismic Behavior of Cross laminated Timber (CLT) Structural Systems: from Traditional Steel Connections to Low-Damage Solutions." Doctoral thesis, Alma Mater Studiorum - Università di Bologna, 2017. http://amsdottorato.unibo.it/8167/1/PhD_Thesis_MilenaMassari.pdf.
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Timber buildings have always showed great performances, even if past timber structural systems are no longer adequate to fulfil modern building standards. The key aspect of CLT buildings, as for timber constructions in general, are the connection systems.
Nowadays, design of CLT wall connections is based on the hypothesis that hold-down connection is subjected only to tension, while angle bracket only to shear. Nevertheless, experimental highlighted that the two types of connection may be subjected to significant displacements in both directions, thus to coupled actions.
The first part of this study presents results from an extensive experimental campaign conducted on traditional connections for CLT buildings using a specific setup that allowed to impose prescribed levels of displacements in secondary direction, varying at the same time the main direction displacement in a cyclic and monotonic manner. A total of fifteen specimens, for each connection type, are presented and critically discussed in terms of load-displacement curves, strength, stiffness, energy dissipation, strength degradation and ductility.
The second part of the thesis focuses on an experimental and numerical investigation of a two storey 2/3 scaled CLT hybrid rocking wall. The applicability and the response of this relatively new low-damage solution has been studied for the first time applied on a CLT shear wall. The CLT wall included post-tensioned bars to provide self-centring capabilities and replaceable external steel dissipaters to accommodate energy dissipations. Furthermore, an experimental solution for the dissipater-wood panel link has been implemented. Results are presented in terms of achieved lateral force, overturning moment capacity, variation in the post-tension force, oscillation of the neutral axis depth and energy dissipation. Lastly, a numerical simulation accompanied experimental evidences, to examine the response of the rocking system for higher level of drifts, going beyond test limits.
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Bezabeh, Matiyas. "Lateral behaviour and direct displacement based design of a novel hybrid structure : cross laminated timber infilled steel moment resisting frames." Thesis, University of British Columbia, 2014. http://hdl.handle.net/2429/50200.
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Recently, an innovative hybrid structure has been developed as an alternative lateral-load resisting system at The University of British Columbia. The hybrid structure incorporates Cross Laminated Timber (CLT) shear panels as an infill in steel moment resisting frames (SMRFs). In order to increase the applicability of the proposed system, in this thesis, a direct displacement based design methodology has been developed and analytically validated.
Initially, a nonlinear time history analysis (NLTHA) was carried out to study the lateral behaviour of the proposed hybrid structure. For this purpose, a total of 162 different hybrid buildings were modeled and analyzed in OpenSees by using twenty earthquake ground motions (2% probability exceedance in 50 years). Post-earthquake performance indicators (Maximum Interstory Drift (MISD) and Residual Interstory Drift (RISD)) were obtained from the analyses. To assist the post-seismic safety assessment of the hybrid buildings, surrogate models for MISD and RISD were developed using Response Surface Methodology and Artificial Neural Network (ANN). By using the ANN surrogate models as fitness functions for the Genetic Algorithm, optimal modeling parameters of the hybrid system were obtained.
Secondly, to represent the energy dissipative capacity of the hybrid system, an equivalent viscous damping (EVD) equation was developed. To formulate the EVD equation, 243 single-storey single-bay CLT infilled SMRF models were developed and subjected to monotonic static and semi-static cyclic analysis. The EVD of each model was calculated from the hysteretic responses based on Jacobsen's area based approach and later calibrated using NLTHA.
Finally, an iterative direct displacement based design method was developed for the proposed hybrid structure. A detailed description of the proposed methodology is presented with a numerical example. In order to verify the proposed method, hybrid buildings with 3-, 6-, and 9- storey heights were designed. A calibrated EVD-ductility relationship was used to obtain the energy dissipation of the equivalent SDOF system for all case study buildings. Nonlinear time history analysis using twenty ground motion records was used to validate the performance of the proposed design methodology. The results indicate that the proposed design method effectively controls the displacements resulting from the seismic excitation of the hybrid structure.Applied Science, Faculty of
Engineering, School of (Okanagan)
Graduate
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Králíček, Jiří. "Nosná konstrukce sportovní haly." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2020. http://www.nusl.cz/ntk/nusl-409855.
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The aim of the master thesis is design and check the timber construction of the sports hall in two variants. The first variant is a frame, which is formed by three steel columns. The roof structure is made from timber trusses, which is pin-supported beam above both fields. The second variant is a frame, which is formed by three steel-concrete columns. The roof structure is made from timber glulam beam of saddle shape, which is continuous over both fields. Spatial rigidity of the structure is ensured by steel bars. The second variant is calculated in detail by hand and the structure drawings are attached. Input static models and auxiliary static models were created in SCIA Engineer 18.1.
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Tichák, Tomáš. "Divadlo v Přerově." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2016. http://www.nusl.cz/ntk/nusl-240118.
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The main purpose of this work is a structural design of the building of theatre in Prerov city. The building has irregular shape. The structure is 72 m long, 54 m wide and 14,5 m high. Footprint equals to 2000 m2. Timber part of the building consists of glued laminated timber elements, as well as solid-sawn timber and steel ones. Steel part of the building includes tnasversal joint frames, composite steel and concrete ceilings, truss girders and bracings. This document includes design, internal force enumertion and structural assessment, including joints. Dlubal RFEM 5 structural analysis and design software has been utilized in the process. Drawings of the structure are enclosed.
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Rask, Fredrik. "Life Cycle Assessment and comparison of the climate impact of structural members and floor systems constructed in concrete, steel and timber." Thesis, KTH, Byggnadsmaterial, 2019. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-256506.
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In this report the climate impact is determined for some basic structural elements made in steel,>mber and concrete. The aim is to compare the climate impact of these three building materials byquan>fying the emissions related to the produc>on and construc>on of some typical structures.The comparison comprise two parts, were one is the comparison of members in bending,compression and tension and the other part is the comparison of a couple of floor structures.The emissions are determined through a Life Cycle Assessment, LCA. The members are comparedwith respect to their load bearing resistance and the floor structures is compared per square meter.The mo>va>on for this inves>ga>on is that the construc>on industry is a large contributor to the totalamount of greenhouse gas emissions and in order to reduce these emissions new solu>ons andprac>ses must be adopted. A more thoughVul choice of the materials used in structures has thepoten>al of reducing the emissions.The method of determining the climate impact is based on first determining the material quan>>esfor all the inves>gated structures and then calcula>ng the amount of carbon dioxide equivalentsrelated to the produc>on of these materials with the help of a Life Cycle Assessment.The material quan>>es of the structural members is determined based on the load. The dimensionsof the cross sec>on is determined with respect to the required load resistance. The materialquan>>es of the floor structures is based on some exis>ng solu>ons from manufacturers.The study show that the >mber based design solu>ons almost always has a smaller climate impactand that the differences can be considerable. Members made in steel oZen result in very largeamount of greenhouse gas emissions but the sca[er in the results indicate that the origin of the steelhas great importance. Primary steel has a much larger impact as opposed to recycled steel.The comparison of the floor designs show that beyond the material choice itself, also the materialefficiency is important. The hollow core slab made in concrete is a very material efficient design andmay in some cases be on par with >mber based designs.The massive >mber floors made of Cross Laminated Timber, CLT, has a fairly large climate impactbecause of the sheer volume of material and may be on the same level as the floor made in concretefor some scenarios. There is however a wide range in the result based on whether the material istransported a long distance and depending on the choice of insula>on material. If these choices isop>mised, the emissions of the CLT floor is instead on a much lower level, closer to that of the otherlightweight floors inves>gated.The process of evalua>ng and comparing the material choices and structural designs form a lifecycleperspec>ve can be u>lised during the design in order to reduce the emissions. With a be[erknowledge of the climate impact of the design, be[er choices can be made in order to reduce theemissions.
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Stloukal, Radim. "Konstrukce autosalonu v Jihlavě." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2017. http://www.nusl.cz/ntk/nusl-265434.
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The subject of this thesis is a structural design of a car showroom in municipality Jihlava. For this purpose two different concepts were developed. The main bearing system of the first consists of steel truss girder supported by single profile steel columns. The second idea, a structure with axial ground area 36,0 x 18,5-23,5 m , is made from glue laminated timber. The second mentioned concept was chosen for detailed calculation and documentation. The structure was modelled by 1D member while using Scia Engineer. Results obtained from the computer analysis were taken and main strutctural members were check by manual calculation.
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Janči, Michal. "Nosná konstrukce vícepodlažní budovy." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2016. http://www.nusl.cz/ntk/nusl-240148.
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Diploma thesis deals with the design and assessment of the load bearing structure of a multi-storey building, proposed by the combination of two materials, steel and glued laminated timber. The building has a V-shape, the angle between legs is 120 °. Floor plan dimensions of one arm of the building are approximately 40x20m, building height is 24.3 meters. The building is designed with a flat green roof. The load bearing structure is solved as a heavy frame, lower three floors are made of steel and serves as the business premises, top four floors are residential, and their structure is designed of the glued laminated timber. Bracing of the whole structure is solved by a system of crossed steel rods.
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Čierny, Juraj. "Obchodní dům." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2017. http://www.nusl.cz/ntk/nusl-265530.
Full textAbstract:
The aim of this diploma thesis is a design of the multy-storey steel structure with a wooden dome structure of the shopping centre in city of Banská Bystrica, Slovakia. Minimum build-up area is 2 000m2. Minimum number of storeys is set at 2. Steel structure is composed as a frame construction with composite steel-concrete ceilings. Building has 2 storeys at all. Wooden structure of dome is composed by glue laminated curved beams. The structural design and analysis is performed by software SCIA Engineer 15.
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Návarová, Michaela. "Nosná konstrukce montovaného bytového domu." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2015. http://www.nusl.cz/ntk/nusl-227700.
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The subject of this thesis is the static design of load bearing structure of a flat-building. The flat-building is designed as a two-floors building with cock-loft. The ground plan of the house is 15,04 x 16,74 m, the height is 9,25 m. The house is considered as II. snow area and II. wind area. The load bearing structure is designed in two variations. In first variation is designed load baering structure of the house by steel thin-walled sections, in second variation is designed by timber sections. In both variations load bearing structures is made of columns, garlands, ceiling beams and roof truss.
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Tavakoli, Gheynani Imane. "Modélisation tridimensionnelle d'assemblages de structure bois en tôle pliée mince par la méthode des élements finis." Thesis, Nancy 1, 2011. http://www.theses.fr/2011NAN10135/document.
Full textAbstract:
L'assemblage des éléments de structures en bois de dimensions standard comme des poutres massives ou composites s'effectue très fréquemment avec des ancrages métalliques cloués. Ces éléments en tôle pliée formés à froid peuvent être mis sur le marché Européens lorsqu'un ATE est obtenu à partir des recommandations de l'ETAG 015. Le développement ainsi que la caractérisation de la résistance de ces ancrages s'effectue jusqu'à présent dans la société CULLEN Building Products par des essais longs et coûteux. En alternative à cette démarche, ce travail présente une démarche permettant de modéliser le comportement de ces assemblages par la méthode des éléments finis. En premier lieu une étude est conduite sur les types d'aciers utilisés et sur l'influence de la phase de formage sur la résistance de l'ancrage. Il est alors montré qu'il n'est pas nécessaire d'intégrer l'état d'écrouissage produit par le pliage et que la modélisation peut débuter à partir de la géométrie finale à l'aide d'éléments coques. En second lieu une modélisation simplifiée du comportement des pointes est proposée. Les paramètres nécessaires à sa mise en oeuvre sont identifiés. Le modèle est mis en oeuvre pour simuler le comportement d'un assemblage tôle sur bois à une seule pointe. Les résultats sont confrontés à des résultats expérimentaux. La modélisation de l'ancrage étant forcément tridimensionnelle, une modélisation non linéaire du bois 3D est proposée en idéalisant le bois comme une structure. Cette structure est composée de cube de mousse (crushable foam) associé à des poutres élasto plastique qui donne à cet édifice son caractère fortement orthotrope. Ce modèle structurale du bois est mis en oeuvre pour modéliser le cisaillement de barreaux de bois, de la compression transversale sur appuis de poutre, des essais d'enfoncement de broches et un assemblage traditionnel par embrèvement. Ces modélisations permettent de montrer les capacités du modèle à décrire les comportements et de définir ses limites. Dans une dernière partie, l'ancrage, les pointes et le bois sont rassemblés pour constitué trois modèles d'ancrages caractéristiques les plus complexes de la production CULLEN. Les résultats obtenus sont confrontés à des résultats expérimentaux conduits en laboratoire. Enfin les modélisations sont utilisés pour expliquer le comportement interne des ancrages au cours du chargement jusqu'à l'atteinte de la ruptureThe assembly of various elements of timber structures of standard dimensions such as timber beams or composite beams is often achieved by nailed steel connectors. These folded steel elements obtained by cold forming can be launched on the European market once an ETA is delivered regarding the recommendations of the ETAG 015. Up to now, the development and the characterisation of the strength of these connectors have been done within the company: CULLEN Building Products by lengthy and costly experimental tests. As an alternative to this procedure, this work presents an approach which enables modelling the behaviour of these connections by the finite element method. In the first place the influence of the type of steel used and the forming process on the strength of these hangers was studied. It is shown that it is not necessary to take into account the hardening produced by the forming of the steel so that the modelling can be achieved from the final geometry by shell elements. Secondly a simplified model of the behaviour of the nails is proposed. The parameters necessary for its implementation are identified. The model is then used to simulate the behaviour of the connection of a steel plate to timber by a single nail. These results are then confronted with the experimental results. As the model is necessarily 3 dimensional, a 3D non linear model is proposed for the timber by considering it as a structure. This structure is composed of cubes of crushable foam which are associated with elasto-plastic beams to give this structure its highly orthotropic behaviour. This structural model of wood is implemented to model the shear of timber bars, transversal compression where beams are supported, embedment tests of steel dowels and a traditional bird's mouth assembly. These various models show the capacities of this structural model to describe timber's complex behaviours; they also define the limits of this modelling. In the last section, the hanger, the nails and the timber are assembled in order to constitute the models for three characteristic and complex hangers of CULLEN's production. The results obtained are confronted with the experimental results. Finally, the models are used to explain the internal behaviour of these hangers at various loads up to their failure
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Junková, Karolina. "Jezdecká hala v Českém Těšíně." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2016. http://www.nusl.cz/ntk/nusl-240357.
Full textAbstract:
The subject of my diploma thesis is to design timber and steel variants of riding hall. For static assessment was chosen timber. The hall is a one nave building. The dimensions of ground plans is 35,0 m x 75,0 m and the hall is 11.70 meters high. The load-bearing was formed by a curved glue laminated timber trusses. The building is located in Český Těšín, climate loads are designed for the area. The calculation were made in accordance with the Czech technical norms ČSN EN.
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Kadlček, Dan. "Konstrukce rozhledny v Javorníkách." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2015. http://www.nusl.cz/ntk/nusl-227842.
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The aim of diploma thesis is design and assessment of bearing structure of viewing tower on the mountain Makyta in Javorníky, which is designed from timber and steel. The shape of construction is variable of its height. Diameter of octagonal platform at ground level is 12 m, in the middle of construction is 7,7 m and on the top of the construction is 8,7 m. Viewing tower has 5 viewing platforms – the highest one is covered by roof. Wooden elements are designed from glued-laminated GL24h timber, steel elements are designed from steel of S235 grade. Main support elements of structure are wooden rectangular outer columns and steel circle center column. Total height of construction is 31 m. Static analysis has been accomplished by student version of the SCIA Engineer 2014 software.
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Danelová, Veronika. "Konstrukce horského hotelu v Beskydech." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2019. http://www.nusl.cz/ntk/nusl-392015.
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The diploma thesis presents design and assessment of a loadbearing timber structure of mountain hotel in the Trojmezi u Hrčavy area. The object is a two-storey building without cellar and with attic rooms. The object has a floor plan of an incomplete octagon with a roofless central courtyard. The structure spans 36 meters at its widest dimension and the maximum height reaches almost 12 meters. The individual segments are covered by mono-pitched roof with 27° slope. The main loadbearing elements are constructed of glued laminated timber and solid timber with steel joints and gypsum fibreboard cladding. The loadbearing structure is designed and assessed in accordance with relevant standards, taking ultimate and serviceability limit state into consideration. The thesis includes an engineering report including bill of quantities, structural design report and drawings of loadbearing structure, anchorage and selected details.
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Špeta, Václav. "Ocelová konstrukce obytné budovy." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2014. http://www.nusl.cz/ntk/nusl-226905.
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The master's thesis deals with a project of the steel structure of a residential building. The building is thought like sevenfloor balcony-access house. The access balcony is situated in atrium in the middle of the building, which is roofed with a shell dome. The regular hexagon creates a ground plan of each floor. Every floor is turned 30 degrees compared to the next floors. The longest cross dimension is 43 m (axial). The height of the building is 30,4 m (including copula envelope). The final structure is chosen on the basis of optimization of the structural variants. The climatic load angle structure falls into the locality of the town Brno. The vertical supporting structure is made from steel-concrete accoupled circular section columns. The floor structure is designed from the steel rolled section I and H. These support assembly of a horizontal structure. Some joists and girder are designed like accoupled with a concrete floor slab. The copula above atrium is made from glue laminated timber ribs. Infill rods are from steel tube. The top ring of copula is designed from the rolled section UPE.
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Turková, Martina. "Rozhledna na jižní Moravě." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2016. http://www.nusl.cz/ntk/nusl-240264.
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This master’s thesis deals with the design and static assessment of a lookout tower in The Brno Zoological Garden situated on the hill called Mniší hora. The construction of the lookout tower is meant to be of a circular ground plan and its overall height is 31 m. The construction was designed in two variants. For both methods was used a combination of steel and solid or glued laminated timber. For detailed elaboration was selected only one variant. The lookout tower was assessed in a Scia Engineer 15.1 software.
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Svršek, Josef. "Přístřešek v areálu parku." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2020. http://www.nusl.cz/ntk/nusl-409845.
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This diploma thesis deals with design of the structure of the shelter i the park of city Hranice na Moravě. This load-bearing structure is made of glued laminated wood with the strength class GL24h. The structure has the shape of half ball and the load-bearing beams are in the shape of an arc. This building will be mainly used for cultural purposes. Ground plan dimensions of this shelter are 25x25 m. A complete static design solution including of all connection details and anchoring has been solved.
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Špačková, Eva. "Multifunkční objekt v Českých Budějovicích." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2016. http://www.nusl.cz/ntk/nusl-240487.
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The subject of this thesis is the design and assessment of the supporting structure multifunctional building in the Czech Budejovice . The construction of a sphere with a maximum diameter of 30 m and a height of 19.5 meters the highest point . The supporting structure consists of curved ribs , elevator shaft and ceiling beams . The structure is designed in 4 versions . Two variants are made of steel, the third option is wooden and the latest version solves a combination of wood and steel. In the variant selected is done loading , ultimate limit state, serviceability limit state , fire resistance and compounds selected details.
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Ševčíková, Lenka. "Bazénová hala v Ostravě." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2013. http://www.nusl.cz/ntk/nusl-226066.
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The goal of Master´s thesis is design and assessment of the swimming pool hall in Ostrava. Tha hall has two parts – swimming pool and other places for facility and free time activities.The hall has rectangle plan of dimension 30x47,4 and 15x45m. Three construction will be design. The steel truss girder wil be elaborate.
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Pojezný, Tomáš. "Vyhlídková věž v Beskydech." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2014. http://www.nusl.cz/ntk/nusl-226644.
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This work contains structural design and static assessment of the viewing tower in Beskydy. Construction is shaped like fir cone and it is made from glued laminated profiles and steel square tubes. Joints are realized from steel structural elements. Ground plan is regular octagon with external diameter changeable from 7,3 m to 9,3 m. Tower has five viewing platforms. Total height of construction is 27,5 m. For designed structure is made detailed static assessment and drawing documentation.
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Čajda, Daniel. "Hangár." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2017. http://www.nusl.cz/ntk/nusl-265258.
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This thesis is about designing and assessmenting timber structure of hangar in Brno - Medlánky. Hangar is designed for small planes at Medlanky airport. Plan view of hangar is 116 m × 64 m and hight is 10,6 m. The building is curved and building forms part of a semicircle. The main frames are irregular and formed of solid girder which statically acting as a double-jointed arches. The structure is designed from glued laminated timber, solid timber and steel connecting elements. Substructure is solved by concrete blocks and foundation strips. A spatial rigidity of the structure is provided by the sway and longitudinal bracings. Roof and peripheral walls are made by sandwich panels.
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Lečbych, Antonín. "Trojlodní objekt pro průmyslovou výrobu." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2015. http://www.nusl.cz/ntk/nusl-227558.
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The thesis contains the design and assessment of three-aisled steel building for small metal production. Supporting span of construction hall is 9, 18 and 9 m. In the middle wing is situated bridge crane with capacity of 2 tons. The estimated location of the object is Luhačovice. The initial design concept was specified by supervisor (as the idea of the investor/architect), for which was did static and structural solution and assembly details. For selected option was made a calculation of supporting structures and selected assembly details. The hall has a rectangular floor plan of 36x36m and ridge height is 9 m. The central wing is made of steel and side extensions are made of glued laminated timber.
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Gelová, Michaela. "Technické muzeum v Olomouci." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2018. http://www.nusl.cz/ntk/nusl-371909.
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This diploma thesis deals with the design of the structure of the multi-storey building of the Technical Museum in Olomouc. This timber structure is made of glued laminated wood with the strenghts Gl24h and Gl32h. It is a complex of six adjoining buildings, which are shifted from one another in both transverse direction and the heigth. The ground plan dimensions of the parcel on which tha hal lis decomposed is 40 x 80 m. A complete static design solution, including its foundation, anchoring and selected type connections, has been solved.
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Lindgren, Aron, and Daniel Larsson. "Våningspåbyggnad av miljonprogrammets flerbostadshus : Förutsättningar och kontroller för genomförandet av våningspåbyggnader." Thesis, KTH, Byggteknik och design, 2012. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-102010.
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Under de så kallade rekordåren mellan 1961-1975 byggdes det totalt 920,000 lägenheter i flerbostadshus i Sverige, och idag finns omkring 850,000 av dessa kvar. Den vanligaste byggnadstekniken under perioden var med byggande av förtillverkade våningshöga fasadelement tillsammans med en platsbyggd bokhyllestomme med tvärgående bärande innerväggar och gavlar. Syftet med arbetet är att kontrollera om en våningspåbyggnad på ett referenshus från miljonprogrammet med bokhyllestomme är möjlig för att skapa nya lägenheter som medför ökade hyresintäkter för fastighetsägaren, och kan medverka till ökad variation i området arkitektonisk och öka lägenhetsutbudet. Arbetet ger information om vad som behöver kontrolleras och utredas vid uppstarten av ett påbyggnadsprojekt. Arbetet jämför och beskriver tre olika stomförslag på en våningspåbyggnad. Alternativen som tas upp är massivträstomme med bärande flerskiktskiva, prefabricerad betong – och stålstomme bestående av HD/F-plattor och VKR-pelare, och ett alternativ bestående av volymelement. Inventering av konstruktionen och bärförmågan hos den befintliga stommen visar att det finns bärförmåga kvar att utnyttja. Utförda kontroller undersöker bl.a. bärförmågan hos väggar, grundsulor, samt det befintliga vindsbjälklaget. Kontroller utförs även med hänsyn till stabilitet då byggnaden betraktas som en stel enhet med en fiktiv påbyggnad. Slutsatsen av detta arbete är att en våningspåbyggnad är fullt möjlig på referenshuset. Alternativet med massivträ klarar en fiktiv påbyggnad om tre våningar som valts som exempel i arbetet. Alternativet med en prefabricerad betong och-stålstomme kan maximalt byggas på med två extra våningar, sedan blir grundtrycket dimensionerande och begränsar antalet våningar för påbyggnaden till två.During the so called ‘record years’ between 1961-1975 a total of 920,000 apartments were built in apartment buildings in Sweden. Today about 850.000 of these are still in use. The most common method of building during this period was by using prefabricated one-storey high façade units together with load-bearing interior cross walls and gable walls which were built on site. The purpose of this degree project is to find out if a storey extension on a reference-building from the so called ‘Million Programme’ with load-bearing interior cross walls is possible in order to create new apartments. If this is possible it would give an increase of income of rents to the owner of the apartment building and it could also contribute to an increase of variation in the area as regards both architecture and supply of apartments. This degree project gives information about what has to be checked and investigated before a storey extension project begins. This degree project compares and describes three different suggestions of structural construction systems for storey extensions. The alternatives dealt with are solid timber structural construction consisting of cross-laminated boards, a prefabricated concrete – and steel structural construction consisting of HD/F-elements and tube steel framing, and finally an alternative consisting of prefabricated building modules. The study of the structural construction and the load-bearing capacity of the existing building show that there is enough load-bearing capacity left to make use of. Performed checks investigate for example the load-bearing capacity of load-bearing walls, strip foundations as well as the existing loft floor. Checks are also performed with regard to the stability as the building is considered a stiff unit with a fictitious storey extension. The conclusion from this degree project is that a storey extension is fully possible on the reference-building. The alternative with a solid timber structural construction allows a fictitious storey extension with three additional storeys, which has been chosen as an example in this degree project. The alternative with the prefabricated concrete – and steel structural construction allows a fictitious storey extension of maximum two additional storeys, and then the ground pressure was dimensioning and limited the amount of additional storeys for the storey extension.
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Vondráček, Vít. "Nosná konstrukce atypického rodinného domu ve Vrchlabí." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2016. http://www.nusl.cz/ntk/nusl-240297.
Full textAbstract:
The subject of master’s thesis is design and assessment of steel load-bearing construction of atypical family house in Vrchlabí. Structure is designed as multi-storey steel structure, cooperating with stiff concrete core. The design was considered in four different options which combines possibility of using steel, steel and timber with different way of stiffness for whole structure. There is also composite steel-concrete alternative floor trimmer for selected option. Design and assessment was conducted in accordance with the applicable standards and by using software Scia Engineer.
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Stehlíková, Iveta. "Zastřešení sportovního objektu." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2019. http://www.nusl.cz/ntk/nusl-391904.
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The goal of this diploma thesis is designed and reviewed the roof of the timber construction of sports structure, the span is 50 m and the length is 90 m. The design of the structure is located in Ústí nad Orlicí. The shape of the hall is arc sector. The structure is designed from glue laminated timber, solid timber and steel load bearing elements. The main load bearing elements are truss girders, which static function as two hinged arch. The stability of the girders is ensured by purlins, transverse stiffeners and longitudinal stiffeners. The stiffeners are situated in five fields. Front sides are made by girts and truss columns.
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Lecián, Martin. "Dřevěná rozhledna." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2017. http://www.nusl.cz/ntk/nusl-265701.
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The master's thesis deals with design and static assessment of loadbearing structure the timber viewtower on the hill Hostyn. The shape of the structure is very close oblate spheroid. Towers plan shape is a regular octagon whose outer diameter varies along the height. Tower in the footing and in the top measure 10,5 meters, at mid-height measure 6.5 meters. The height of the viewtower is 35 meters and view floor is located at a height of 30.5 meters. The main structure of tower consists outer towers curved wooden columns and interior steel column. Columns support the horizontal beams and bracing provide rigidity of the structure. The roof has a pyramid shape towers and tends to 17 °. Outer columns are designed from glued laminated wood GL24h, others carrying wooden beam are designed from solid timber C24 steel rods are designed from steel S235. Connections are solved using steel components. The work includes structural calculation, technical report and drawings.
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Rusoňová, Nikola. "Pavilon botanické zahrady v Brně." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2015. http://www.nusl.cz/ntk/nusl-227325.
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Master´s thesis describes the design and check of the construction of botanical pavillion in Brno. The structure has an elliptical ground plan with dimensions 34 x 20 m, height of 9 m. The supporting structure consists of 16 support curved ribs which are braced at the top of the elliptical steel ring. Between the ribs are inserted purlins which support the perimeter cladding. The supporting structure is designed as an alternative system as girders of glued laminated timber and as system of steel truss girders.
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Grufíková, Markéta. "Víceúčelová hala v Hodoníně." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2012. http://www.nusl.cz/ntk/nusl-225466.
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Master´s thesis describes the design and the check of the construction of the art gallery. This hall has the elliptical ground plan, the main dimensions are 25 x 40 m and the height is 12 m. The structure consists of 24 supporting curved ribs, which are supported on elliptical ring of steel at the top of the construction. Between the ribs are inserted purlins, which support the perimeter cladding. The structure is designed alternatively like the system of the timber solid beams from the glued laminated timber and the system of the steel truss girders.
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Kamrádová, Michaela. "Lesní vyhlídková věž v Beskydech." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2018. http://www.nusl.cz/ntk/nusl-372142.
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Topic of this Master's Thesis is a design and a statical evalution of a load bearing structure of an observation tower in Beskydy mountains. Ground plan of this structure is in a shape of a nonagon with a non-roofed interior space. Height of the observation tower is 38,5 m, the shape of a ground plan doesn't change with a radius of a circumscribed circle of 12 m. The structure is designed from glued laminated timber, solid wood and steel. Columns bear horizontal beams and their stiffness is ensured by horizontal and inclined reinforcing beams. Main load bearing columns, upper and lower beams are designed from glued laminated timber GL24h. Upper beams and beams of a gallery are designed from glued laminated timber GL36h. Horizontal stiffener is designed from solid wood C24. Central column, inclined beams, stairway, water slide cantilevers, rod and central rod are designed from steel of a strength class S235. Cantilever for gallery is designed from steel of a strength class S355. Connections are designed from steel elements. Statical evaluation, technical report and construction drawing are included
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Tunková, Eliška. "Víceúčelový objekt v Pardubicích." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2019. http://www.nusl.cz/ntk/nusl-392088.
Full textAbstract:
The topic of my diploma thesis is a design of a construction of a multipurpose building. The floor plan is of irregular shape with a maximal span of 35 metres. There are two buildings in shape of a hexagon, to which another building in shape of a half of a hexagon is connected. Part of the building is designed as a two-storey building and all parts are different in height. The hight of the designed building in its highest point is 13,5 metres. The load-bearing structure consists of glued laminated wood elements and raised wood with steel elements used as fasteners. The construction is designed alternatively from wood and steel. The static solution was made using the RFEM software.
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Grussmann, Jan. "Lávka pro pěší." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2015. http://www.nusl.cz/ntk/nusl-227762.
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Master´s thesis deals with design and complex static assessment of timber roofed footbridge structural system. The calculation part is divided into three main chapters, that are dedicated to determine load impacts on structure, to particular structural and roof members assessment and also to design details of connections. The lower part of structure is formed by flat arched main beams of glued laminated timber, floor beams, stringers and under-deck bracing. The upper part of footbridge is formed by structure of gabled roof and additional bracings. Transversal frames of footbridge copy the shape of arch and they are arranged orthogonally to its axis. They form a radial fan with commom centre in the longitudinal direction. The static scheme of structure is thought as a statically undefinite system thanks to the bedrock surrounding the footbridge.
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Vrbka, Jan. "Vyhlídková věž v oblasti jihovýchodní Moravy." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2014. http://www.nusl.cz/ntk/nusl-226913.
Full textAbstract:
he master’s thesis consists of a case study of an observation tower design made of glue laminated timber and steel. There are two different tower shapes of anchored or free standing tower and these towers are compared. One of the design is chosen and elaborated into final detailing. A short review of main issues bound with the observation towers is given. The review deals mainly with loading (mainly priniples wind loads are analised) and evaluating of towers (ultimate limit states, service limit states and acceleration comfort). The height of final construction is up to 60m. The design is formed by a space lattice structure made of glue laminated timber and steel members of different class. The members are fastened mainly by means of dowel joints with slotted-in-plates . There is a light steel stairway inserted into the main structure.
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Taoum, A. "Application of local post-tensioning to new and existing structures." Thesis, 2016. https://eprints.utas.edu.au/23122/1/Taoum_whole_thesis.pdf.
Full textAbstract:
While the technology of post-tensioning has been widely used and well developed in
concrete structures, it has also been applied to other structures, such as timber frame
construction. In addition, post-tensioning, along with other strengthening techniques such
as retrofitting and carbon fibre reinforced polymers (CFRP), has been used to strengthen
and upgrade existing steel structures using similar materials and setup as in post-tensioned
concrete beams. However the technology required for prestressed members can be very
expensive and not widely available in many developing countries, or even in remote areas of
developed countries such as Australia, and, if specified, may prove to be uneconomical if for
example personnel and equipment have to be imported or relocated. The objective of this
thesis is therefore to introduce and investigate local post-tensioning (LPT) as a simple and
low-cost alternative to modern high-tech post-tensioning techniques. LPT uses conventional
reinforcing bars and a manual screw jack (in the case of concrete or steel members) or
bracing straps and bracing tensioners (in the case of timber members), instead of tendons
and hydraulic jacks, to apply post-tensioning to the new or existing structure. This research
investigated LPT reinforced concrete, timber and steel beams, resulting in the following
findings:
• Four large-scale concrete beams were locally post-tensioned and tested. Theoretical predictions were made based on AS 3600-2009 and a new theoretical approach was proposed to determine the cracking moment of tested beams, since the current design guide was not applicable to this post-tensioning method.
• LPT timber panels were investigated as an application to new structures. Six identicalpanels made of butt jointed and nailed timber beams were post-tensioned and tested under four-point bending. These were compared with equivalent panels made from continuous unjointed beams. In addition, the dynamic behaviour of these panels was experimentally investigated. Results showed that the post-tensioning created hogging deflections and decreased the overall serviceability deflections by almost half of their values; moreover, LPT affected the dynamic behaviour of these panels, in particular the damping ratio, which significantly decreased but remained within the acceptable limits.
• The effectiveness of LPT to enhance the repair of damaged steel beams was studied. Six repaired beams with different bar diameters and levels of pre-stress were tested under three-points bending. The level of post-tensioning controlled the beams’ stiffness, while restoration of their ultimate load-carrying capacity was governed by the bar size. Significantly higher repaired capacities were achieved by this method than by other published methods used for the strengthening of steel beams.
• Upgrading of intact steel beams using LPT was also investigated. In total, seven beams were upgraded and tested under three-point bending, using different configurations of reinforcing steel. The level of post-tensioning, the type of LPT (internal or external) and the diameter of reinforcing bars used significantly affected the beams’ stiffness and their ultimate load-carrying capacity. The results obtained in this study compared favourably with those of other methods used for upgrading steel beams.
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Ghanbari, Ghazijahani T. "Structural behaviour of thin-walled steel elements with geometric and sectional non-uniformities." Thesis, 2017. https://eprints.utas.edu.au/23788/2/Ghanbari_Ghazijahani_whole_thesis_ex_pub_mat.pdf.
Full textAbstract:
This PhD program proposes innovative ideas within a comprehensive and yet umbrella definition as indicated through the title. Above all, this thesis provides a comprehensive compendium of experimental results on a variety of aspects of buckling of thin walled steel elements and an invaluable resource of experimental data for the later studies of such structural elements.
This thesis experimentally investigates the structural stability of thin-walled steel members with different geometrical and material specifications. For tubular circular members made exclusively from steel, large imperfections in the form of dents were examined under axial loading, bending and external pressure. As another form of geometrical irregularity, different shapes and geometries of cutouts were considered in order to investigate the effect of these imperfections on the structural behaviour of the steel members. Circular shell elements with normal fabrication-related imperfections were investigated under external pressure. Reinforcement of the shell members with additional elements (stiffeners/thickeners) and without additional material (corrugation) was also undertaken.
Large imperfections such as dents and cutouts with different sizes were then examined for circular tubes under cyclic loading. Rehabilitation of members with cutouts (using Carbon Fibre Reinforced Polymer, CFRP), fully recovered the reduced capacity resulted from the existence of the cutouts; yet, employed reinforcements manifested capacities well above the intact models.
Sectional irregularity was also of a great interest in this PhD thesis, which was adopted for composite members. Composite elements such as CFRP and timber were combined with thin-walled steel members to produce light-weight elements with great structural efficiency. Timber cores with different cross sections were utilised for timber filled CHS steel tubular sections. CFRP reinforced the timber-filled CHS members from outside the steel so that both inward and outward buckling was restricted. The same scenario was used for the CHS members with timber and concrete cores, in which the timber blocks were employed to act as compressive members, alongside their key role to form (cast) the concrete inside the tubes. Bending members including timber, reinforced by U-shape steel members were designed in order to make a light-weight flexural element. The effect of such strengthening on the capacity as well as the ductility of the beams in question was evaluated.