The aim of this theis was to design of load-carrying steel structure of shopping mall in two variations. Geometric proposal and examination of structural element was made for both of variations. Then one variant was selected for detailed elaboration of details and drawings.

The final thesis is focused on a project of a load bearing structure of a aircraft maintenance hangar that has a rectangular ground plan 60,0x120,0 m and includes suspended mobile hoist of loading capacity 5,0t. The object is situated in the airport area of Ostrava Mošnov. The task provides two versions of design. The first version consists of eleven traverse joining beams witch are distanced twelve meters from each other. The second version consists of thirteen traverse joining beams witch are distanced ten meters from each other. The thesis focuses on the load pressure of the steel construction, the main emphasis being placed on the single structural components and assembling components. The calculation meet the standards of ČSN EN.

Many older bridges on the highways and roads in the Czech republic and all arend the world have been designed by codes, which are distinct of currently valid codes. Considering current codes, it is possible to set load bearing capacity in few different ways. In presented diploma thesis nonlinear finite element analysis using deterministic methods is compared with fully probabilistic nonlinear finite element analysis. Girder I-73 is analysed. Also the influence of degradation processes and following corrosion of reinforcement is taken into account, when load capacity is predicted for residual service life.

Natural composites, in particular nacre, often combine high strength and toughness thanks to highly ordered architectures and controlled geometries of the reinforcement components. However, combining strength, toughness and resorbability in synthetic materials remains a challenge in particular in the field of bone graft substitutes. In the present study, calcium phosphate-(CaP-)based materials with designed architectures inspired from natural composite materials were achieved. CaP platelets obtained by precipitation in organic medium were first aligned in chitosan matrices by solvent casting in ambient conditions. Efficient strengthening was obtained with 15 vol-% ceramic, reaching cortical bone strength (150 MPa) and preserving good ductility (5 % deformation). In a weak magnetic field, high spatial arrangement without percolation was maintained up to 20 vol-%. With directional freezing, good alignment of the platelets could be pushed up to 50 vol-%. In parallel, in situ recrystallization of CaP blocks in hydrothermal conditions led to hierarchical structures. The strength and the work-of-fracture were enhanced (300%) thanks to a change of failure mode.:Acknowledgements v Summary vii Background vii Thesis outline viii Part I: “Brick-and-mortar” structures with discrete reinforcement components ix Part II: “Textured” structures with continuous reinforcement components x Zusammenfassung xi Hintergrund xi Doktorarbeit Gliederung xii Teil I: “Ziegelmauer-Architektur” mit diskreten Verstärkungskomponenten xiii Teil II: “ Texturierte” Strukturen mit kontinuierlichen Verstärkungskomponenten xiv Chapter 1: General introduction 1 Bone grafting 1 CaP ceramics 1 How to improve toughness of CaP ceramics? 2 Importance of structure design: bio-inspiration 2 What mechanical properties should be reached? 5 Specific aims 5 Two general approaches to reach the goal 6 Nacre-inspired “brick-and mortar” structures (Part I) 6 Textured ceramic monoliths (Part II) 6 References 7 Chapter 2: Theoretical calculations 11 Introduction 12 Theoretical tensile strength of β-TCP platelets and critical size for flaw tolerance 13 Optimal aspect ratio 15 Composite strength and stiffness 17 Limitations 19 References 19 PART I: NACRE-INSPIRED “BRICK-AND-MORTAR” STRUCTURES Chapter 3: Synthesis of sub-micrometer calcium phosphate platelets 23 Introduction 24 ii Materials and Methods 25 Precipitation method 25 Reaction parameters 25 Characterization 26 Statistical analysis of results 28 Results 28 Reproducibility of standard experiments 28 Increase of the reagent volume to increase the productivity 30 Increase of the precursors concentration to increase the productivity and modify the particles 30 Increase of titration rate to simplify the process 32 Influence of temperature on the particles 35 Effect of the pH value on the particles 37 Effect of a longer reaction time on the particle stability 40 Study of the influence of variations of the Ca/P molar ratio 42 Discussion 43 Reproducibility 43 Productivity 44 CaP crystal shape 45 Crystal purity 47 Aspect ratio 48 Critical thickness 49 Uniformity of primary particles 50 Non agglomerated 51 General points 52 Conclusions 52 References 53 Chapter 4: Kinetics study of the calcium phosphate platelets growth 57 Introduction 58 Theory 58 Materials and methods 60 Materials and sample preparation 60 Characterization methods 61 Results 62 Visual observations during manipulations 62 SEM observations 62 XRD results 66 Size measurements 68 Kinetics calculations 70 Discussion 74 Nucleation and assembly mechanism 74 Reaction kinetics 76 Control of size and aspect ratio 76 Conclusions 77 References 78 Chapter 5: Structural design of bio-inspired composites by solvent casting 81 Foreword 82 Introduction 82 Experimental section 84 iii Synthesis of resorbable ceramic platelets 84 Solvent casting to prove the reinforcement efficiency of DCP platelets 84 Magnetization of the platelets 85 Maintaining the orientation during drying of an hydrogel matrix 86 Results 87 Synthesis of resorbable ceramic platelets 87 Solvent casting to prove the reinforcement efficiency of CaP platelets 87 Magnetization of the platelets 91 Maintaining the orientation during drying of an hydrogel matrix 93 Discussion 95 Detrimental effect of β-TCP platelets in chitosan 95 Efficient reinforcement with DCP platelets up to a given volume fraction 96 Threshold value for strength improvement 97 Fitting the experimental results with theoretical equations 98 Conclusions 101 References 101 Chapter 6: Biodegradable, strong and tough nacre-inspired structures obtained by freezecasting 105 Introduction 106 Experimental section 108 Synthesis of resorbable ceramic platelets 108 Preliminary freeze-casting tests with β-TCP-based slurries 108 Determination of adequate freeze-casting parameters for hydrogels-CaP slurries 108 Integration of CaP platelets and local planar alignment 109 Attempts to globally align porosity in two directions 109 Densification and consolidation 110 Tensile testing 110 Results 111 Preliminary freeze-casting tests with β-TCP-based slurries 111 Determination of adequate freeze-casting parameters for hydrogels-CaP slurries 112 Integration of CaP platelets and local planar alignment 113 Attempts to globally align porosity in two directions 119 Densification and consolidation 121 Tensile testing 121 Discussion 122 Conclusions 124 References 125 PART II: TEXTURED CERAMIC MONOLITHS Chapter 7: Micro-texturing by recrystallization of calcium phosphate blocks in hydrothermal conditions 127 Introduction 128 Materials and Methods 130 Samples characterization 132 Results 133 Macroscopic observations 133 Microstructural changes (SEM) 133 Crystalline phase conversion (XRD) 139 iv Mechanical properties 142 Fractured surfaces 142 Discussion 145 Conclusions 150 References 150 Chapter 8: Toughening of textured calcium phosphate blocks by polymer impregnation 155 Foreword 156 Introduction 156 Materials and Methods 157 Samples preparation 157 Characterization 158 Results 158 Porosity and microstructure 158 Composition 161 Mechanical properties 161 Discussion 162 Conclusions 164 References 164 Chapter 9: Synthesis and outlook 167 Curriculum Vitae 171

Für die Anwendung des Verbundwerkstoffes „Textilbewehrter Beton“ sind die numerischen und experimentellen Grundlagenerkenntnisse zum Tragverhalten von Bauteilen in für die Baupraxis geeignete Nachweismodelle und Konstruktionsregeln zu überführen. Die aus dem Stahlbetonbau bekannten Ansätze müssen wegen der abweichenden Material- und Verbundeigenschaften für textilbewehrte Betonbauteile angepasst werden. Im Beitrag werden die grundlegenden Tragmechanismen textilbewehrter Elemente unter Zug-, Biege- und Querkraftbeanspruchung sowie punktförmiger Zugbeanspruchung beschrieben und die aus den Untersuchungsergebnissen abgeleiteten Nachweismodelle vorgestellt. Darauf aufbauend werden Sicherheitsbeiwerte für die textile Bewehrung ermittelt und die Berechnungsmodelle in ein Sicherheitskonzept eingebunden. Als einheitlicher Teilsicherheitsbeiwert für Textilbeton wird γtex = 1,5 vorgeschlagen. / For the application of the composite material Textile Reinforced Concrete (TRC) the numerical and experimental knowledge of the load bearing behaviour of construction elements has to be transferred into design models and construction rules applicable for the practice. Due to differences in the material and bond properties the design approach known for steel reinforced concrete has to be adjusted for textile reinforced concrete construction parts. In this paper the basic load-bearing mechanisms of textile reinforced concrete under tension, bending and shear loading as well as under concentrated tensile loading are described and empirically derived design models are presented. Based on the experimental results safety factors for the textile reinforcements are determined and the design models are integrated into an overall safety concept. A partial safety factor for textile reinforced concrete of γtex = 1,5 is recommended.

Doppelt gekrümmte Schalen und Gitterschalen sind Tragsysteme, die, obwohl in Ihrer Wirkungsweise grundsätzlich verschieden, besonders für den Einsatz von Textilbeton geeignet sind. Aufgrund ihrer doppelten Krümmung weisen derartige Tragsysteme zahlreiche Besonderheiten hinsichtlich Formfindung, Lastabtrag und Herstellung auf. Anhand eines Ausführungsbeispiels von monolithischen Schirmschalen und Konstruktionsstudien zu Gitterschalen werden die Strukturkonzepte und ihre Auswirkungen auf das Tragverhalten, das Bewehrungskonzept und die Auswirkungen auf die Herstellung sowie die Bauteilfügung erläutert. / Structural systems based on double curved monolithic shells or gridshells are both characterised by their good load bearing behaviour depending on the chosen geometry. Although both systems are different regarding their functionality they are suitable applications for TRC while taking advantage of the main constructive and design characteristics of the material. In describing an execution example of an umbrella-shaped shell-structure and design studies on gridshells the relation between structural concept and load bearing behaviour and the relation between the reinforcement concept and production as well as joining are discussed.

Sandwichkonstruktionen mit Deckschichten aus dünnen Metallblechen und Stahlbeton stellen seit Jahrzehnten bewährte und wirtschaftliche Verbundkonstruktionen für Gebäudehüllen dar. Der Einsatz von dünnen Deckschichten aus textilbewehrtem Beton verbindet deren Vorteile und ermöglicht auch bei steigenden Anforderungen an den Wärmeschutz geringe Konstruktionsdicken. Der Beitrag berichtet über die Entwicklung von Ingenieurmodellen zur wirklichkeitsnahen Beschreibung des Tragverhaltens von Sandwichquerschnitten aus textilbewehrtem Beton, Hartschaumdämmkern und geeigneten Verbundmitteln. / Sandwich constructions made of thin metal sheets and structural concrete have been reliable and economic composite structures in the past decades. The application of thin-walled facings made of Textile Reinforced Concrete (TRC) combines the advantages of this construction and allows for slender construction thicknesses despite the progressing demands on thermal insulation. This contribution reports on the development of models, which enable the realistic mechanical description of the load-bearing behavior of the sandwich panels made of two TRC-facings and a core of polymeric rigid foam together with suitable connecting devices.

The current Swedish building code (Boverkets Byggregler, BBR) is very strict regarding fire-safety in high-rise timber structures because of the heightened risk of fast flame spread or structural failure in case of fire. Fire safety solutions, that are used in timber structures must therefore be optimal to contain flames from spreading in the event of fire. The current building code requires that load-bearing elements must withhold their load-bearing capacity for 60 minutes under fire. The purpose of this study was to research the effect that different fire-retardant surface treatments, have on fire protection of a load bearing, laminated timber element. Thereafter, a short analysis was made on the environmental impact of the fire-retardant surface-treatments in question and finally, a cost analysis and comparison were conducted with regard to different fire-safety solutions such as fire-resistant gypsum board and a combination of fire-resistant gypsum board and stone-wool. The methods used in this study are a combination of theoretical reviews and theoretical calculations. A theoretical review was conducted in order to collect the information needed to understand the behavior of timber under fire, the impact of fire-resistant surface treatments on fire protection, and the environmental impact of the actual surface treatments. Therefore, a series of theoretical calculations were made in accordance with European standards (Eurocodes) in order to present the impact in numbers. The calculations made were concerning a laminated timber beam with the dimensions of 145 x 450 x 6000 [mm] and took into account the remaining cross-section of the timber element under various timestamps during fire with regard to fire-stage, charring-rate, and fire coating. The results of this study indicate that the moment-capacity and shear-capacity of an untreated beam decrease constantly under fire and does not fulfill the requirements of the Swedish building code. Thereafter, in case that the same timber beam is fire-treated with a fire-retardant surface treatment. The moment-capacity is observed to increase in the first stage of fire, were the fire-protection of the surface-retardant treatment is still in action. Therefore, after fire-protection ceases, the moment-capacity of the timber beam is calculated to decrease in different rates with regard to fire-stage. The shear capacity of the treated beam is calculated to decrease under fire with a time-displacement of 30 & 60 minutes in comparison to the untreated element. The conclusions are that the studied surface treated timber beam and the actual fire treatments fulfill the requirements of the Swedish building code. Have insignificant environmental impact and are in comparison to other solutions cheaper.

Bostadsbristen ökar i samhället och många byggföretag vill hitta en lösning som gör att det går att tillverka snabbare, billigare och säkrare byggnader. Att bygga moduler med trästomme är en lösning men användning av trä kräver särskilda kunskaper när det gäller brandskydd. Att skydda trästomme med gipsskivor kan vara en metod för att öka brandsäkerheten. Syftet med studien är att undersöka om Vida Building AB kan byta ut den bärande väggkonstruktionen i deras volymelement där reglarna skyddas av två gipsskivor av typ A med tjockleken 12,5 och en plywoodskiva med tjockleken 12,5 mm, mot en skiva av märket Fermacell, en så kallad fibergipsskiva. Bärförmågan har beräknats efter 60 minuters brand i väggkonstruktionen när gips-och plywoodskivor bytts mot skivor av Fermacell. Bestämning av bärförmågan hos konstruktionen gjordes med hjälp av två beräkningsmodeller. Resultatet visar att det går att använda en Fermacell skiva på 18 mm om reglarnas dimensioner ökas från 45x95 mm till 45x120 mm eller till 45x145 mm. Alternativt kan en bärförmåga motsvarande den för nuvarande konstruktion erhållas om två skivor av Fermacell med tjockleken 12,5 mm används.

I och med att klimatfrågan blir allt viktigare ökar även intresset för miljövänligt byggande. Förbyggnader av högre karaktär är förädlade träprodukter något som syns mer av på marknaden.Element av KL-trä, korslimmat trä, är en stabil träprodukt med stora användningsområden förhela byggnaden men dessa måste på något sätt förankras i varandra. För att få en djupareförståelse om hur förband i KL-trä verkar i en skarv utvärderar detta examensarbete totalt åtta(8) stycken olika skarvtyper teoretiskt, varav några mer ingående. De mekaniska- ochekonomiska egenskaperna jämförs för att bedöma bästa kapaciteten ochanvändningsområdet för olika bjälklag.De skarvar som beaktas är bland annat plywoodskarven där en plywoodremsa läggs ned i etturfräst spår i överkant längs KL-träskivans långsida. Halvt i halvt-skarven med urfräsning tillhalva djupet i över- och underkant för att passas ihop och rakskarv med skråskruvning. IRakskarv 2D skråskruvas skruven 45° i YZ-planet, Rakskarv 3D skruvas också i 45° men där vridsäven skruven 45° i XY-planet. Skarvarna behandlas för tillämpning i bjälklag för flerbostadshus,parkeringshus och tak. Genom att testa olika teoretiska beräkningsmetoder, från Eurokod ochvidare forskning inom ämnet, kontrollera hur dessa skiljer sig emot tidigare gjorda tester. Föratt jämföra skarvarnas kapacitet har en fem (5) meter lång skarv i en mindre konstruktion med200 mm tjocka KL-träskivor använts som referens. Fästdonen har begränsats till ett fåtal därvinkeln mot virkets yta varierar. Kostnaden för tillverkning, montage och fästdon sätts emotkapaciteten för att kunna jämföra vilken skarv som är mest kostnadseffektiv, då det alltid ären viktig fråga inom projekt.Kostnaden för Rakskarv 3D är 63 % av kostnaden för en Plywoodskarv 12 mm. För att klarapåfrestningen från tvärkraften behövs cirka 18 stycken SW-D-skruvar men upp emot 95stycken ankarspikar. Resultatet blev att den mest kostnadseffektiva skarven ur tillverkningochmontageperspektiv samt behovet av smide per löpmeter är Rakskarv 3D. För skarvtypermed SW-D skruv blir ofta den horisontella skjuvkraften dimensionerande då de vertikalakrafterna är lägre och utdragsbärförmågan är hög för dubbelgängad skruv. För bjälklag ibostäder är Rakskarv 2D att rekommendera, då den är en beprövad metod som har godkapacitet och är snabb att montera. Att också vrida skruvarna 0-45° i XY-planet, Rakskarv 3D,för att möta tvärkrafterna har positiv inverkan. Även för takbjälklag är rakskarven det bättrealternativet. Vad gäller parkeringsbjälklag rekommenderas också Rakskarv 3D även om Halvti halvt har likvärdiga mekaniska egenskaper på grund av pris och c/c-avstånd.Stora skillnader mellan beräkningsmetoder och tester framkommer för både kapacitet ochstyvhet. Vid horisontell skjuvning kan detta leda till att utfallet av brottmod, som normalt blir”f” enligt tester, blir fel. Högsta horisontella styvhet enligt beräkningarna har Halvt i halvt,däremot är enligt tester Rakskarv 3D den med högst styvhet. Utifrån detta kan man ifrågasättahur säkra beräkningsmetoderna verkligen är eller om variationen i träet för stora. Bortser manifrån att Rakskarv 3D får låga värden på kapaciteten enligt beräkningar och bara tittar tillutförda tester tillsammans med vetenskapliga publikationer är den allmänt ett bra val avskarvmetod. / As the climate issue becomes more important, the interest in environmentally friendlyconstruction also increases. For buildings of higher character, refined wood products aresomething that is more common at the market. Elements of cross-laminated timber (CLT) arestable wood products with large uses for the entire building, but these must in some way beanchored in each other. To gain a deeper understanding of how joints in CLT works, this thesisis evaluating a total of eight (8) different types of joints theoretically, some of which are moredetailed. The mechanical- and economical properties are compared to assess the best capacityand area of application for different slabs.The joints that are considered include the spline joint, where a plywood strip is laid down in amilled groove at the top along the long side of the CLT slab. Half-lap joint, with cut to halfdepth at top and bottom to fit together, and butt joint with screw in shear. In Butt joint 2D,the screw is screwed 45 ° in the YZ plane, Butt joint 3D is also screwed in 45 ° but the screw isalso turned 45 ° in the XY plane. The joints are treated for application in flooring for apartmentbuildings, parking garages and roofs. By testing different theoretical methods of calculation,from Eurocode and further research in the subject, check how these differ from previous tests.To compare the capacity of the joints, a five (5) meter long joint in a smaller structure with a200 mm thick CLT slab has been used as reference. The fasteners have been limited to a fewwhere the angle to the surface of the wood varies. The cost of production, assembly andfasteners is set against the capacity to be able to compare which joint is the most costeffective,as it is always an important issue within projects.The cost of a 3D joint is 63% of the cost of a 12 mm spline joint. In order to cope with the strainfrom the transverse force, about 18 SW-D screws are needed, but up to 95 anchor nails. Theresult was that the most cost-effective joint from the manufacturing- and assemblyperspective, as well as the need for fastener per meter was Butt joint 3D. For joint types withSW-D screws, the horizontal shear force is often dimensioned as the vertical forces are lowerand the withdrawal capacity is high for double threaded screws. For slab in homes, Butt joint2D is recommended, as it is a proven method that has good capacity and is quick to assemble.Also turning the screws 0-45 ° in the XY plane, like Butt joint 3D, to meet the transverse forceshas a positive effect. Even for roof joists, the butt joint is the better option. Regarding jointsin parking garages, Butt joint 3D is also recommended even though Half-lap joint has similarmechanical characteristics due to the price and c/c- distances.Differences between calculation methods and tests appear for both capacity and stiffness.Horizontal shear can result in wrong type of failure, which normally becomes "f" according totests. The highest horizontal stiffness according to the calculations has Half-lap joint, however,according to tests Butt joint 3D is the one with the highest stiffness. Based on this, one canquestion how accurate the calculation methods really are or whether the variation in wood istoo great. Apart from the fact that Butt joint 3D receives low values of capacity according tocalculations and only looks at tests carried out together with scientific publications, it isgenerally a good choice of joint method.