博士(理学) / Doctor of Philosophy in Science / 同志社大学 / Doshisha University

Industrial steel storage racks are pre-engineered lightweight structures commonly used to store goods from supermarkets to big warehouses. These systems are framed structures, usually made of cold-formed steel profiles and characterised by non-standard details. Their performance is quite complex and the prediction of their global response is more difficult than for the traditional steel frames. This difficulty is due to the racks’ main features: the use of cold-formed thin-walled steel sections which are sensitive to different buckling modes, the presence of regular perforation patterns on the uprights, the highly non-linear behaviour of joints, the influence of the structural imperfections and the significant frame sensitivity to second order effects. The behaviour of racks becomes even more complex when seismic or accidental events induce significant horizontal forces acting on the structures. The complexity and variability that characterise racks make it difficult to identify general design solutions. Hence, racks design is traditionally carried out by using the “design by testing” approach, which requires the experimental characterisation of the main structural components, of the joints and the sub-assemblies. The complexity of the racks also affects their numerical modelling, which results in complex analyses that must take into account all the aforementioned features. The work presented in this thesis focuses on the study of a typical steel pallet rack, identified as case study. The research aims to contribute to building up a comprehensive knowledge of the response of both the main rack components and of the whole structure. The main rack components were first individually studied. The behaviour of the uprights, of the base-plate joints and of the beam-to-column joints was experimentally investigated. The experimental data were then taken as reference for the calibration of FE models that enabled exploring each component’s performance. These models were then incorporated into the whole rack model. The response of the uprights was first investigated through stub column tests. The non-negligible interaction between axial force and bending moment of the upright response was then experimentally and numerically analysed to define the M-N domains. In addition, the rules provided by different European standards for the design of isolated members subjected to combined axial load and bending moment were considered and critically compared, identifying the main critical issues of the different design approaches. Although the contribution of joints on the rack global response is of paramount importance, to date, the knowledge is quite limited. In particular, the experimental studies of the behaviour of base-plate joints are still rather modest, especially for the cyclic range. Therefore, an experimental campaign on the rack base-plate joints was carried out: three levels of axial load were considered and the response in both the down-aisle and the cross-aisle direction was investigated under monotonic and cyclic loadings. Similarly, the beam-to-column joint was tested both monotonically and cyclically, taking into account its non-symmetric behaviour. Numerical models for both joint types were developed and validated enabling the characterisation of joints in the monotonic and cyclic range. This in-depth knowledge of the response of individual components facilitated the evaluation of the global rack behaviour. As a final stage of the research, full-scale tests of four-level two-bay racks were performed taking advantage of an innovative full-scale testing set-up and, on the basis of the experimental outcomes, the racks’ global behaviour was numerically investigated. Critical standards issues and needs for future research were further identified.

Zielstellung des Forschungsprojektes war die Entwicklung eines montagefertigen Verbundsystems aus vorgefertigten Elementen, Verankerungen und Unterkonstruktion zur Umsetzung nachhaltiger Fassadenlösungen. Dabei wurde ein neuer mineralischer Materialverbund mit textiler Verstärkung eingesetzt, der die Fertigung extrem dünnwandiger 3D-geformter Elemente mit hoher Passgenauigkeit gestattet. Das somit eröffnete sehr große Leichtbaupotential geht mit einer starken Gewichtsreduktion einher und ermöglicht damit erhebliche Ressourcen- und Energieeinsparungen. ... / The aim of the research project was the development of an assembly working system consisting of careful elements, anchors and substructure for the development of leading facade solutions. Has become a new mineral composite material with a textile ef ect, which allows the production of extremely narrow-walled 3D high-performance elements with a high degree of accuracy. This means that there is a very great potential for lightweight construction, with a strong weight reduction and thus enables what it is to do. ...

Thin-walled cold-formed steel (CFS) has exhibited inherent structural and architectural advantages over other constructional materials, for example, high strength-to-weight ratio, ease of fabrication, economy in transportation and the flexibility of sectional profiles, which make CFS ideal for modern residential and industrial buildings. They have been increasingly used as purlins as the intermediate members in a roof system, or load-bearing components in low- and mid-rise buildings. However, using CFS members in building structures has been facing challenges due to the lack of knowledge to the fire performance of CFS at elevated temperatures and the lack of fire design guidelines. Among all available design specifications of CFS, EN1993-1-2 is the only one which provided design guidelines for CFS at elevated temperatures, which, however, is based on the same theory and material properties of hot-rolled steel. Since the material properties of CFS are found to be considerably different from those of hot-rolled steel, the applicability of hot-rolled steel design guidelines into CFS needs to be verified. Besides, the effect of non-uniform temperature distribution on the failure of CFS members is not properly addressed in literature and has not been specified in the existing design guidelines. Therefore, a better understanding of fire performance of CFS members is of great significance to further explore the potential application of CFS. Since CFS members are always with thin thickness (normally from 0.9 to 8 mm), open cross-section, and great flexural rigidity about one axis at the expense of low flexural rigidity about a perpendicular axis, the members are usually susceptible to various buckling modes which often govern the ultimate failure of CFS members. When CFS members are exposed to a fire, not only the reduced mechanical properties will influence the buckling capacity of CFS members, but also the thermal strains which can lead additional stresses in loaded members. The buckling behaviour of the member can be analysed based on uniformly reduced material properties when the member is unprotected or uniformly protected surrounded by a fire that the temperature distribution within the member is uniform. However if the temperature distribution in a member is not uniform, which usually happens in walls and/or roof panels when CFS members are protected by plaster boards and exposed to fire on one side, the analysis of the member becomes very complicated since the mechanical properties such as Young’s modulus and yield strength and thermal strains vary within the member. This project has the aim of providing better understanding of the buckling performance of CFS channel members under non-uniform temperatures. The primary objective is to investigate the fire performance of plasterboard protected CFS members exposed to fire on one side, in the aspects of pre-buckling stress distribution, elastic buckling behaviour and nonlinear failure models. Heat transfer analyses of one-side protected CFS members have been conducted firstly to investigate the temperature distributions within the cross-section, which have been applied to the analytical study for the prediction of flexural buckling loads of CFS columns at elevated temperatures. A simplified numerical method based on the second order elastic – plastic analysis has also been proposed for the calculation of the flexural buckling load of CFS columns under non-uniform temperature distributions. The effects of temperature distributions and stress-strain relationships on the flexure buckling of CFS columns are discussed. Afterwards a modified finite strip method combined with the classical Fourier series solutions have been presented to investigate the elastic buckling behaviour of CFS members at elevated temperatures, in which the effects of temperatures on both strain and mechanical properties have been considered. The variations of the elastic buckling loads/moments, buckling modes and slenderness of CFS columns/beams with increasing temperatures have been examined. The finite element method is also used to carry out the failure analysis of one-side protected beams at elevated temperatures. The effects of geometric imperfection, stress-strain relationships and temperature distributions on the ultimate moment capacities of CFS beams under uniform and non-uniform temperature distributions are examined. At the end the direct strength method based design methods have been discussed and corresponding recommendations for the designing of CFS beams at elevated temperatures are presented. This thesis has contributed to improve the knowledge of the buckling and failure behaviour of CFS members at elevated temperatures, and the essential data provided in the numerical studies has laid the foundation for further design-oriented studies.

Le fromage fondu est issu de la seconde transformation du lait. Sa fabrication implique le mélange, le chauffage et la texturation de produits laitiers (fromage, beurre et poudres de lait) et non laitiers (agents émulsifiants, acide citrique et chlorure de sodium). Le résultat est un produit homogène, généralement tartinable et à la durée de conservation longue, souvent supérieure à 6 mois. Au cours de la fabrication et du stockage, les réactions d’oxydation des lipides, de caramélisation et de Maillard forment des composés odorants dont certains sont potentiellement indésirables pour la flaveur du produit. Dans le cadre du projet ANR-06-PNRA-023 Réactial, une démarche méthodologique a été mise en place afin : (i) d’identifier les marqueurs réactionnels précurseurs ou responsables des défauts de flaveur observés, (ii) de suivre l’évolution de ces marqueurs au cours des traitements thermiques appliqués, (iii) d’établir un schéma réactionnel observable en vue (iv) de la modélisation et de la prédiction de l’évolution des marqueurs réactionnels et indirectement de l’apparition de défauts de flaveur. Ceci a nécessité la mise au point d’une formulation de matrice de fromage fondu modèle ainsi que l’élaboration d’une cellule de traitement thermique. Différents couplages de chromatographie en phase gazeuse à l’olfactométrie ont été utilisés afin d’identifier les composés odorants. La chromatographie bidimensionnelle systématique couplée à la spectrométrie de masse à temps de vol a permis une semi-quantification des composés traces et ultra-traces tandis que les précurseurs ont été quantifiés par chromatographie liquide haute performance. Les données ainsi obtenues ont permis l’écriture d’un schéma réactionnel observable qui a donné lieu à une modélisation stoechio-cinétique multi-réponses. Un ajustement des données expérimentales par le modèle a pu être réalisé malgré une quantification partielle des différents constituants. / Processed cheese derives from a secondary milk processing step that involves mixing and heating dairy (cheese, butter and milk powders) and non-dairy products (emulsifiers). This processing yields a homogeneous product, usually spreadable, with a shelf-life often longer than 6 months. During processing and storage, lipid oxidation, caramelization and Maillard reactions occur and produce odour-active compounds. Some of them are potentialy involved in the development of odour defects. As part of the ANR-06-PNRA-023 Réactial project, a methodological approach was used in order to (i) identify key compounds responsible for the flavor defects observed, (ii) monitor the evolution of these markers during the heat treatment applied to the cheese matrix, (iii) establish an observable reaction scheme, (iv) model and predict the evolution of these compounds during thermal operations. To do this, a model cheese and its cooking cell were elaborated. Various couplings of gas chromatography with olfactometry were used to identify odorous compounds. Two-dimensional comprehensive chromatography allowed a semi-quantitation of trace and ultra-trace compounds, while precursors were quantitated by high performance liquid chromatography. An observable reaction scheme was extracted from these data and make the multi-response modelling step possible despite a partial quantitation of the volatile compounds.

The aim of this thesis is to assess the suitability of cold-formed rectangular hollow sections (RHS) for plastic design. The project involved an extensive range of tests on cold-formed Grade C350 and Grade C450 (DuraGal) RHS beams, joints and frames. A large number of finite element analyses was also carried out on models of RHS beams. The conclusion is that cold- formed RHS can be used in plastic design, but stricter element slenderness (b/t) limits and consideration of the connections, are required. Further research, particularly into the effect of axial compression on element slenderness limits, is required before changes to current design rules can be finalised. Bending tests were performed on cold-formed RHS to examine the web and flange slenderness required to maintain the plastic moment for a large enough rotation suitable for plastic design. The major conclusions of the beam tests were: (i) Some sections which are classified as Compact or Class 1 by current steel design specifications do not maintain plastic rotations considered sufficient for plastic design. (ii) The current design philosophy, in which flange and web slenderness limits are independent, is inappropriate. An interaction formula is required, and simple formulations are proposed for RHS. Connection tests were performed on various types of knee joints in RHS, suitable for the column - rafter connection in a portal frame. The connection types investigated were welded stiffened and unstiffened rigid knee connections, bolted plate knee joints, and welded and bolted internal sleeve knee joints, for use in RHS portal frames. The ability of the connections to act as plastic hinges in a portal frame was investigated. The most important finding of the joint tests was the unexpected fracture of the cold-formed welded connections under opening moment before significant plastic rotations occurred. The use of an internal sleeve moved the plastic hinge in the connection away from the connection centre- line thus eliminating the need for the weld between the RHS, or the RHS and the stiffening plate, to carry the majority of the load. The internal sleeve connections were capable of sustaining the plastic moment for large rotations considered suitable for plastic design. Tests on pinned-base portal frames were also performed. There were three separate tests, with two different ratios of vertical to horizontal point loads, simulating gravity and horizontal wind loads. Two grades of steel were used for comparison. The aims of the tests were to examine if a plastic collapse mechanism could form in a cold-formed RHS frame, and to investigate if plastic design was suitable for such frames. In each frame, two regions of highly concentrated curvature were observed before the onset of local buckling, which indicated the formation of plastic hinges and a plastic collapse mechanism. An advanced plastic zone structural analysis which accounted for second order effects, material non-linearity and member imperfections slightly overestimated the strength of the frames. The analysis slightly underestimated the deflections, and hence the magnitude of the second order effects. A second order plastic zone analysis, which did not account for the effects of structural imperfections, provided the best estimates of the strengths of the frames, but also underestimated the deflections. While cold-formed RHS did not satisfy the material ductility requirements specified for plastic design in some current steel design standards, plastic hinges and plastic collapse mechanisms formed. This suggests that the restriction on plastic design for cold-formed RHS based on insufficient material ductility is unnecessary, provided that the connections are suitable for plastic hinge formation, if required. A large number of finite element analyses were performed to simulate the bending tests summarised above, and to examine various parameters not studied in the experimental investigation. To simulate the experimental rotation capacity of the RHS beams, a sinusoidally varying longitudinal local imperfection was prescribed. The finite element analysis determined similar trends as observed experimentally, namely that the rotation capacity depended on both the web slenderness and flange slenderness, and that for a given section aspect ratio, the relationship between web slenderness and rotation capacity was non-linear. The main finding of the finite element study was that the size of the imperfections had an unexpectedly large influence on the rotation capacity. Larger imperfections were required in the more slender sections to simulate the experimental results. There should be further investigation into the effect of varying material properties on rotation capacity.

Although it offers a wide variety of interesting properties such as fire resistance or durability, stainless steel has been used in limited amount in structures. It is a known fact that the design rules don't properly account for the additional benefits of stainless steel properties and are largely based on the specifications for carbon steel. Indeed, a number of similarities exist between stainless steel and ordinary carbon steel but there is sufficient differences to afford a specific treatment in design standards. And since stainless steel is an expensive material, it is important to accurately predict the resistance of structural members. The present research work is dedicated to the study of cold-formed stainless steel profiles. It actually follows the life of a stainless steel construction element and falls on three fundamental topics: the material behavior, the through-thickness residual stress distribution and mechanical enhancement due to the cold-forming process and, last, the strength of concentrically compressed thin-walled columns. Firstly, several constitutive models are characterized such as Teodosiu-Hu's micro-structural based hardening model, capable of predicting the behavior of the studied stainless steel grade submitted to biaxial loading causing plastic strain. This model accounts for the nonlinear hardening behavior, the anisotropy, the Bauschinger effect and more complex behavior such as the observed work-hardening stagnation under reversed deformation at large strains. For this purpose, a collection of tests is carried out including multiaxial tests such as tensile-shear tests and successive simple shear tests and plane-strain tests. Secondly, the effects of the forming process on the mechanical properties are studied. To begin with, on the basis of the constitutive models developed previously, an analytical method that calculates the biaxial residual stress distribution in the walls and in the corners of cold-formed profiles is established. Based on the conclusions drawn from this theoretical analysis, a new formula for the evaluation of the actual mechanical properties is established. This formula is not restricted to a single alloy or type of cross-section. Current design standards are then used to calculate the strength of lipped-channel section columns failing by combined distortional and overall flexural-torsional buckling and the results are compared to tests. Indeed, full-scale tests on cold-formed stainless steel lipped channel section columns were achieved in the Structures Laboratory of the University of Liège. And, once verified against the test results, finite element models were used to generate additional results when necessary. The author then presents a new Direct Strength Method taking into account this phenomenon. Finally, a wide amount of reference results are gathered from the literature, without limiting oneself to any kind of cross-section or stainless steel grade. This database is used to propose an improved formulation for the design of stainless steel thin-walled section columns failing by distortion, local or combination of local and overall buckling in the low slenderness range.

During embryogenesis and post-embryonic patterning, active transport of the phytohormone auxin, reflected in the expression of the Arabidopsis PIN family of auxin efflux mediators, generates local auxin distributions that are crucial for correct organ and tissue specification. Polar auxin transport routes have also long been postulated to regulate vein formation in the leaf. The molecular identification of PIN proteins has made it possible to investigate this hypothesis further by visualizing auxin transport routes in developing leaves. In Arabidopsis leaf primordia, PIN1 is expressed before the earliest known markers of vascular identity, in domains that are gradually restricted to sites of vein formation. PIN1 polarity indicates that auxin is directed towards distinct “convergence points” (CPs) in the marginal epidermis, from which it defines the sites of major vein formation. Within incipient veins, PIN1 polarity indicates drainage of auxin into preexisting veins, such that veins connected at both ends display two divergent polarities. Local auxin application triggers the formation of ectopic CPs and new veins, demonstrating the sufficiency of auxin as a vein-specifying signal. However, not all PIN1-labeled auxin transport routes differentiate as veins: Minor veins are initially unstable, suggesting local competition for auxin transport. Expression of ATHB8, a marker of vascular cell selection, correlates with enhanced PIN1 expression domain (PED) stability and vascular differentiation. Auxin application and auxin transport inhibition reveal that both CP formation in the epidermis and subepidermal PED dynamics are auxin-dependent and self-organizing. Furthermore, normal auxin perception through the ARF-Aux/IAA signaling pathway is required for the restriction of PIN1-mediated auxin transport to narrow subepidermal domains. ARF-Aux/IAA signaling is known to control auxin transport through the regulation of PIN1 dynamics, but the mechanism of this regulation is unclear. It is here shown that two redundantly acting AUXIN RESPONSE FACTOR (ARF) transcription factors, ARF5/MONOPTEROS (MP) and ARF7/NPH4, jointly regulate both PIN1 expression and localization during lateral root patterning in Arabidopsis, in part through the direct transcriptional activation of PIN1 by MP. Taken together, these results indicate that feedback between PIN-mediated auxin transport and ARF-Aux/IAA signaling regulates the patterning of root and shoot organs.

During embryogenesis and post-embryonic patterning, active transport of the phytohormone auxin, reflected in the expression of the Arabidopsis PIN family of auxin efflux mediators, generates local auxin distributions that are crucial for correct organ and tissue specification. Polar auxin transport routes have also long been postulated to regulate vein formation in the leaf. The molecular identification of PIN proteins has made it possible to investigate this hypothesis further by visualizing auxin transport routes in developing leaves. In Arabidopsis leaf primordia, PIN1 is expressed before the earliest known markers of vascular identity, in domains that are gradually restricted to sites of vein formation. PIN1 polarity indicates that auxin is directed towards distinct “convergence points” (CPs) in the marginal epidermis, from which it defines the sites of major vein formation. Within incipient veins, PIN1 polarity indicates drainage of auxin into preexisting veins, such that veins connected at both ends display two divergent polarities. Local auxin application triggers the formation of ectopic CPs and new veins, demonstrating the sufficiency of auxin as a vein-specifying signal. However, not all PIN1-labeled auxin transport routes differentiate as veins: Minor veins are initially unstable, suggesting local competition for auxin transport. Expression of ATHB8, a marker of vascular cell selection, correlates with enhanced PIN1 expression domain (PED) stability and vascular differentiation. Auxin application and auxin transport inhibition reveal that both CP formation in the epidermis and subepidermal PED dynamics are auxin-dependent and self-organizing. Furthermore, normal auxin perception through the ARF-Aux/IAA signaling pathway is required for the restriction of PIN1-mediated auxin transport to narrow subepidermal domains. ARF-Aux/IAA signaling is known to control auxin transport through the regulation of PIN1 dynamics, but the mechanism of this regulation is unclear. It is here shown that two redundantly acting AUXIN RESPONSE FACTOR (ARF) transcription factors, ARF5/MONOPTEROS (MP) and ARF7/NPH4, jointly regulate both PIN1 expression and localization during lateral root patterning in Arabidopsis, in part through the direct transcriptional activation of PIN1 by MP. Taken together, these results indicate that feedback between PIN-mediated auxin transport and ARF-Aux/IAA signaling regulates the patterning of root and shoot organs.

The importance of fire safety design has been realised due to the ever increasing loss of properties and lives caused by structural failures during fires. In recognition of the importance of fire safety design, extensive research has been undertaken in the field of fire safety of buildings and structures especially over the last couple of decades. In the same period, the development of fire safety engineering principles has brought significant reduction to the cost of fire protection. However the past fire research on steel structures has been limited to heavier, hot-rolled structural steel members and thus the structural behaviour of light gauge cold-formed steel members under fire conditions is not well understood. Since cold-formed steel structures have been commonly used for numerous applications and their use has increased rapidly in the last decade, the fire safety of cold-formed steel structural members has become an important issue. The current design standards for steel structures have simply included a list of reduction factors for the yield strength and elasticity modulus of hot-rolled steels without any detailed design procedures. It is not known whether these reduction factors are applicable to the commonly used thin, high strength steels in Australia. Further, the local buckling effects dominate the structural behaviour of light gauge cold-formed steel members. Therefore an extensive research program was undertaken at the Queensland University of Technology to investigate the local buckling behaviour of light gauge cold-formed steel compression members under simulated fire conditions. The first phase of this research program included 189 tensile coupon tests including three steel grades and six thicknesses to obtain the accurate yield strength and elasticity modulus values at elevated temperatures because the deterioration of the mechanical properties is the major parameter in the structural design under fire conditions. The results obtained from the tensile tests were used to predict the ultimate strength of cold-formed steel members. An appropriate stress-strain model was also developed by considering the inelastic mechanical characteristics. The second phase of this research was based on a series of more than 120 laboratory experiments and corresponding numerical analyses on cold-formed steel compression members to investigate the local bucking behaviour of the unstiffened flange elements, stiffened web elements and stiffened web and flange elements at elevated temperatures up to 800°C. The conventional effective design rules were first simply modified considering the reduced mechanical properties obtained from the tensile coupon tests and their adequacy was studied using the experimental and numerical results. It was found that the simply modified effective width design rules were adequate for low strength steel members and yet was not adequate for high strength cold-formed steel members due to the severe reduction of the ultimate strength in the post buckling strength range and the severe reduction ratio of the elasticity modulus to the yield strength at elevated temperatures. Due to the inadequacy of the current design rules, the theoretical, semi-empirical and empirical effective width design rules were developed to accurately predict the ultimate strength of cold-formed steel compression members subject to local buckling effects at elevated temperatures. The accuracy of these new design methods was verified by comparing their predictions with a variety of experimental and numerical results. This thesis presents the details of extensive experimental and numerical studies undertaken in this research program and the results including comparison with simply modified effective width design rules. It also describes the advanced finite element models of cold-formed steel compression members developed in this research including the appropriate mechanical properties, initial imperfections, residual stresses and other significant factors. Finally, it presents the details of the new design methods proposed for the cold-formed steel compression members subject to local buckling effects at elevated temperatures.