Dissertations / Theses on the topic 'Vertical load bearing structures'

The subject of this master’s thesis is elaboration of project documentation for a multi-functional building according to the actual standards and norms given by law. The object has four floor above the ground and one floor partly below ground level with nine flats and two commercial premises. Residential part and commercial premises are separated from each other operationally independent and accessible main entrances. The basisc are made from contrete strips. The house is made by a brick technology of a ceramic blocks. The external walls are insulated with certified contact thermal insulation system. The building is roofed with warm flat roof.

The diploma thesis deals with the technological stage of the lower structure, namely laying on piled foundations, including laying of a building pit with pilot reinforced concrete walls, and a rough top structure made of reinforced concrete walls, cores and reinforced concrete ceiling structure. The content is a technical report, solutions of wider transport relations, time and financial planning, studies of the main technological stages, equipment of the construction site of solved stages, design of the main building machines and mechanisms, technological regulations, control and test plans, safety and health protection at work, , thermal engineering assessment of selected constructions, budget, staff deployment balance, work progress scheme.

Within the frame of my master's thesis I processed a project documentation for a construction of an apartment house in Brno – Židenice. The building is unattached and has 7 floors. On the ground floor there are four individual garages, cellar cubicles and a utility room. There are apartments on all other floors. On the highest floor, there is situated a singular apartment with outdoor terrace and vegetation area. The building is founded on strips made of reinforced concrete, vertical load-bearing structure is made of cermic blocks, floor structure is made of hollow core slabs and staircase is also made of prefabricated elements. The house is insulated with contact thermal insulation made of mineral wool. During the process of creating the projet, I followed all the requirements of actual regulations and legal enactments, to provide sufficient mechanical endurance and stability, health safety of the inner space as well as safety of the natural environment.

The diploma thesis deals with the lower and upper rough building of a apartment building. It includes a technical report, broader transport routes, a study of the implementation of the main technological stages, a technical report of the construction site equipment, the design of the main building machines and mechanisms, a plan for providing material resources for a reinforced concrete ceiling, a technological regulation for the rough bottom and top structure, work and monolithic constructions, gross building budget, risk plan and their measures, statement of the dimension and network graph for finishing works, thermal technical assessment of external structures, drawing of site equipment, situation, original state of the land and ramp diagram. It also contains time and financial plan of the building, schedule of the main building, schedule of construction and disposal of construction site equipment and balance of machines and workers.

Thesis (M. Eng.)--Massachusetts Institute of Technology, Dept. of Materials Science and Engineering, 2004.
Includes bibliographical references.
Small dimension engineering tubular structures subjected to a complex load system are designed like hollow circular shells. For minimum weight design, the ratio between the shell radius and the thickness has to be as large as possible, but its maximum value is limited by the onset of local buckling. Tubular natural structures subjected to a complex load system have often an outer shell of solid material supported by a low density, compliant core, which makes them more resistant to local buckling. Biomimicking of natural constructions offer the potential to improve the design of small diameter tubular engineering structures. Here, the fabrication technology of biomimicked engineering tubular structures integrating aluminum foam or honeycomb as core material is discussed. A viability analysis is presented including technical performance, cost, utility, and risk assessments. Aluminum compliant core shells have potential for substituting CFRP and aluminum tubular structures in aerospace and high-level sport applications. The case of sailboat masts was considered in detail. Results of our analysis proved that use of honeycomb as core material can lead to a significant reduction of the mast weight. Business opportunities based on this application are discussed.
by Stefano Bartolucci.
M.Eng.

Previous to the now acting construction regulations EKS and Eurocode, the fire resistance of the load-bearing structures of mono glazed balconies were designed with a fire test called the SP fire 105. In 2011, when EKS replaced the previous construction regulations called Boverkets konstruktionsregler, BKR, the SP fire 105 was no longer the requirement for mono glazed balconies. Instead, EKS prescribed that the load-bearing structures of mono glazed balconies should be determined by the use of nominal fire exposure or a natural fire model. EKS and Eurocode have previously prescribed that the standard temperature-time curve (ISO 834) was to be used when determining the fire resistance of structural elements according to nominal temperature-time curves. But an agreement made between Balkongföreningen and Boverket in 2011, established that the external temperature-time curve could be used for determination of the fire resistance of the structural elements of mono glazed balconies. The external temperature-time curve means a design temperature of the structural members of approximately 680 °C for a fire-resistance class R30, instead of a temperature of 842 °C for the standard temperature-time curve. In 2019, EKS 11 was introduced with a slight change in the regulation. The new regulation specifically implies that building parts placed within glazed balconies should not be considered as external. Due to the formulation in EKS 11, it is no longer possible to use the external temperature-time curve for verification of the fire resistance of structural elements of mono glazed balconies. The formulation says that building parts placed within glazed balconies should not be considered as external, which means that the standard temperature-time curve must be applied. The present research tries to clarify the more reasonable temperature-time curve of the standard fire curve and the external fire curve, or if neither of the curves is realistic. 16 scenarios were analysed in this study. Using CFD simulations in FDS, the adiabatic surface temperature of the structural parts could be established. The adiabatic surface temperatures were then used as input in the FEM calculation program TASEF to calculate the temperatures of structural elements of a mono glazed balcony during a fire. The results imply that the max temperatures of the steel members of the mono glazed balcony analysed are generally lower than the temperatures of the external temperature-time curve. In a worst-case scenario where the structural member is located just adjacent to the fire source, the max temperature can be higher than the temperature of the standard temperature-time curve. The balcony slab reaches max temperatures between the external temperature-time curve and the standard temperature-time curve. The temperature within the slab is below 500 °C at a depth of 15 mm and according to the 500 °C isotherm method presented in SS-EN 1992-1-2, concrete that has a temperature lower than 500 °C has not been damaged by the fire. Further studies are needed to establish whether the external temperature-time curve or the standard temperature-time curve is to be used when designing the fire resistance of the load-bearing structure of mono glazed balconies. A suggestion for further studies is to conduct fire tests of a fire within a mono glazed balcony. Such results could then be compared to the results of this study and hopefully, lead to conclusions that are needed for a complete establishment of which temperature-time curve that should be used.
Under det tidigare gällande regelverket boverkets konstruktionsregler, BKR, dimensionerades brandmotståndet för den bärande konstruktionen av enkelinglasade balkonger med testmetoden SP fire 105. När BKR ersattes av boverkets föreskrifter och allmänna råd om tillämpning av europeiska konstruktionsstandarder, EKS, tillsammans med Eurokoderna, slutade man att använda SP fire 105 och började istället använda nominella temperatur-/tidförlopp. I tidigare versioner av EKS föreskrevs det att dimensionering enligt klassificering ska utföras med en brandexponering enligt standardtemperatur/-tidkurvan (ISO 834). Men i och med upphörandet av BKR år 2011, genomfördes en överenskommelse mellan Balkongförening och Boverket där man bestämde att den bärande konstruktionen för enkelinglasade balkonger och öppna balkonger skulle få dimensioneras med exponeringskurvan för utvändig brand istället för standardtemperatur-/tidkurvan. Dimensionering enligt exponeringskurvan för utvändig brand resulterar i en dimensionerande temperatur på 680 °C för brandteknisk klass R30, istället för en temperatur på 842 °C vid dimensionering med standardtemperatur-/tidkurvan. Vid införandet av EKS 11 år 2019 skedde en förändring i föreskrifterna gällande branddimensionering av bärande konstruktioner. I EKS 11 framgår det explicit att byggnadsdelar vilka är placerade inom inglasade balkonger inte bör betraktas som utvändiga byggnadsdelar. Detta medför att den bärande konstruktionen för enkelinglasade balkonger inte längre kan dimensioneras enligt exponeringskurvan för utvändig brand, utan måste dimensioneras enligt standardtemperatur-/tidkurvan. Denna studie syftar till att klargöra vilken temperatur som är rimlig att använda vid dimensionering av den bärande konstruktionen för enkelinglasade balkonger. Är den tidigare exponeringskurvan för utvändig brand mer rimlig, eller är föreskriften om att använda standardtemperatur-/tidkurvan motiverad? I studien har 16 scenarion analyserats med hjälp av CFD beräkningar i simuleringsprogrammet FDS, och med hjälp av FEM beräkningar i simuleringsprogrammet TASEF. Med FDS beräknades den adiabatiska yttemperaturen för den bärande konstruktionen, vilken sedan användes som indata i TASEF för att beräkna temperaturen i den bärande konstruktionen. Maxtemperaturen på konstruktionselementen som utgörs av stål uppnår generellt temperaturer som understiger temperaturen för exponeringskurvan vid utvändig brand. I ett ”worst-case” scenario där brandkällan står i direkt anslutning till en stålkonstruktion, kan temperaturer uppnås vilka överstiger temperaturen i standardtemperatur-/tidkurvan. Maxtemperaturen på balkongplattan är högre än temperaturen i exponeringskurvan vid utvändig brand, men lägre än temperaturen i standardtemperatur-/tidkurvan. 15 mm in i balkongplattan understiger temperaturen på betongen 500 °C. Enligt 500 °C isotermmetoden som är publicerad i SS-EN 1992-1-2 innebär detta förenklat att all betong på ett djup överstigande 15 mm har kvar sin fulla bärförmåga. En slutsats är att det krävs vidare studier för att kunna fastställa vilket nominellt temperatur-/tidförlopp som borde användas vid dimensionering av den bärande konstruktionen för enkelinglasade balkonger. Ett förslag på vidare studier är att utföra brandtester på en enkelinglasad balkong, varav resultaten sedan kan jämföras med resultaten i denna studie. Sådana resultat skulle förhoppningsvis möjliggöra ett fastställande av vilket nominellt temperatur-/tidförlopp som bör användas vid dimensionering av den bärande konstruktionen för enkelinglasade balkonger.

In this study, the load bearing behavior of piled raft foundations is investigated performing laboratory and field tests. Piled raft foundation of a multi storey building was also instrumented and monitored in order to study the load sharing mechanism of piled raft foundations. A small reinforced concrete piled raft of 2.3 m square supported by four mini piles at the corners was loaded and contribution of the raft support up to 41 % of the total load was observed. The soil was stiff fissured Ankara clay with no ground water. A building founded on a piled raft foundation was instrumented and monitored using earth pressure cells beneath the raft during its construction period. The foundation soil was a deep graywacke highly weathered at the upper 10 m with no ground water. The proportion of load that was carried by the raft was 21 to 24 % of the total load near the edge and 44 to 56 % under the core. In the laboratory tests, model aluminum piles with outerinner diameters of 2218 mm and a length of 200 mm were used. The raft was made of steel plate with plan dimensions of 176 mm x 176 mm and a thickness of 10 mm. The model piles were instrumented with strain gages to monitor pile loads. Model piled raft configurations with different number of piles were tested. The behavior of a single pile and the plain raft were also investigated. The soil in the model tests was half and half sand &ndash
kaolinite mixture. It has been observed that when a piled raft is loaded gradually, piles take more load initially and after they reach their full capacity additional loads are carried by raft. The proportion of load that was carried by the raft decreases with the increasing number of piles and the load per pile is decreased. Center, edge and corner piles are not loaded equally under rafts. It has been found that rafts share foundation loads at such levels that should not be ignored.

Pakeha identity has long been problematic, caught in a straddling stance between European co-ordinates of origin, and life in Aotearoa. This has been particularly evident over the last three decades: with the rise of tino rangatiratanga, Pakeha identity has undergone something of a crisis. Group identity, especially in such periods of crisis, requires �narratives� that re-imagine being and belonging. Poetry by Pakeha both displays the problem with identity at the cross cultural threshold between Maori and Pakeha, asking � what happens when Pakeha engage cross-culturally with te ao Maori, appropriating te reo Maori and drawing on Maoritanga, to re-vision and reconfigure identity? And how does such an approach shape the imagining of Pakeha identity?� I study, in parallel, the cross-cultural poetry of James K. Baxter and Glen Colquhoun in relation to these questions. Borrowing a conceptual metaphor from Colin McCahon, I examine these cross-cultural poems in detail as �load-bearing structures�. I pay particular attention to the way in which, in purpose, design and materials, they function to re-imagine Pakeha identity in reciprocal relationship with te ao Maori. Aware of the problems of culture-crossing, at the outset I establish a historical and interpretive framework for the poetry. Furthermore, I discuss the question of appropriation, arguing for an ethical distinction between appropriation and misappropriation based on a cross-cultural relationship of faithful and reciprocal engagement. I conclude that Baxter and Colquhoun are singular and radical in their reconfiguration of Pakeha identity. Baxter embraces te ao Maori in a direct challenge to Pakeha nationalism, prescribing the necessary corrective of the tuakana-teina dynamic to Pakeha identity and its relationship with te ao Maori. Writing after the Maori renaissance, Glenn Colquhoun irreverently opens up a further reconfiguration of cross-cultural relationship, pushing both Maori and Pakeha beyond a cultural dichotomy towards a mutually defining complementarity. Both place themselves on the cultural threshold of language, embracing the tensions of the cross-cultural scenario. The result is cross-cultural poetry, load-bearing structures that manifest the tension and ambivalence of the settler culture�s straddling identity, enacting what it is to be Pakeha.

Analysis of the construction load distribution during construction of multistory concrete buildings is critical for both construction safety and economy. Recent reduction of load factors used in design of the permanent structure has resulted in less strength availability in the construction stage and need for tools to better support shoring and reshoring analysis. Using the traditional simplified method to analyze loads in a concrete structure under construction, spreadsheet models have been developed which distribute load inputs chosen by the engineer. The models determine the vertical loads resisted by the following shoring systems: one set of shores with either two or three sets of reshores; two sets of shores with either one or two sets of reshores; or three sets of mechanical drophead shores. Analysis can be performed using either unfactored or factored loads and using either actual uniform loads or loads expressed as a proportion of slab dead load, D. Slab liftoff was then analyzed to prevent improper loading conditions during the construction cycle of multistory concrete buildings. The results of the models were validated by comparison with previously published shoring analysis. Lastly, a sensitivity analysis is performed to compare the loads supported by individual slabs and sets of shores in each model during the placement of upper floors.

The aim of this master thesis is to find an outlet for the new luxury architectonic component - steel-glass beam called GS-Beam and to introduce suitable strategies for GS-Beam rollout on the target markets. Czech market is too small and the predictions of Czech construction industry are not positive, therefore there is a need to find other markets where to pioneer GS-Beam. The United Arab Emirates were chosen as the source of current demand and the Russian Federation as future potential purchaser. Market potential is tested by PESTLE analysis and by Porter's Five Forces Model. This master thesis brings concept for foreign expansion of the company Static Solution, which should be sustainable in long-term perspective.

The global population is estimated to rise by 89 million people annually and for this reason there is a need for more housing and buildings worldwide. As cities grow outwards and buildable land becomes scarce, it is necessary to increase the height of buildings in cities, especially where the height of existing buildings is low. For crowded cities, story extensions are an increasingly popular measure that could meet market’s demand for centrally located homes.The main focus of this study is to clarify how a specific existing building handles the addition of a story. The existing building that was used as a starting point is located in Styrmansgatan in Gävle, the district Brynäs. The building has totally three storiesand is a youth residence where HBS is the property owner. The study presents the approach to validate and simulate the existing building.The method of the work is modelling in StruSoft FEM-Design which is a program used for modelling, analysis and design of load-bearing elements of buildings according to Eurocode. With the help of the program, it is investigated whether the existing building can handle an extension and which reinforcements should be made. It is suitable for all different types of design tasks from the entire stability analysis in a building to individual elements. The work is carried out in 3 steps where first the reference building to be used as a starting point is modelled, analyzed and designed. The next step is to add a story and then analyze any additional measures in connection with the extension of the story. The building must be approved according to standards as a starting point with regard to degree of utilization and deflection. Then, a comparison is made between the existing building structure and the superstructure with respect to degree of utilization, deflection, stress, and the base reaction.Results obtained from this study show that if an extension is to be possible, reinforcement solutions should take place for building elements that receive an unacceptable degree of utilization. The reinforcement solutions are resulted with the help of beams, columns, wind brace and changed reinforcement contents in reinforced concrete elements for the load-bearing structure. The study concludes that the story extension is possible with added reinforcement measures
Den globala befolkningsmängden beräknas stiga med 89 miljoner människor årligen och av den anledningen finns det ett behov av fler bostäder och byggnader över hela världen. När städer växer utåt och expanderar blir byggbar mark en bristvara, där kan påbyggnad vertikalt vara ett alternativ då man ökar höjden på byggnader. För trånga städer är våningspåbyggnader en alltmer populär åtgärd som skulle kunna möta marknadens efterfrågan av centralt placerade bostäder. Huvudfokus i denna studie är att klargöra hur en specifik befintlig byggnad klarar påbyggnad av ett våningsplan. Den befintliga byggnaden som användes som utgångspunkt ligger på Styrmansgatan i Gävle, stadsdelen Brynäs. Byggnaden har totalt tre våningar och är ett ungdomsboende där HSB står som fastighetsägare. Studien presenterar tillvägagångssättet för validering och simulering av en befintlig byggnad.Arbetet utfördes med StruSoft FEM-Design som används för modellering, analys och design för bärande element i byggnader baserade på Eurokod. Med hjälp utav StruSoftFEM-Design ska det undersökas om den befintliga byggnaden klarar av en utökning och huruvida vilka förstärkningar som eventuellt bör ske. Den passar för alla olika typer utav konstruktionsuppgifter från hela stabilitetsanalysen i en byggnad till enskilda element. Arbetet kommer genomföras i 3 steg där först den referensbyggnad som skall användas som utgångsläge modelleras, analyseras och designas. Nästa steg är att lägga till ett våningsplan för att sedan analysera eventuella tilläggsåtgärder i samband med utökning av ett våningsplan. Byggnaden skall vara godkänd enligt standarder som utgångspunkt med avseende på utnyttjandegrad och nedböjning. Därefter sker det en jämförelse mellan den befintliga bygganden och påbyggnaden med avseende på utnyttjandegrad, nedböjning, spänning och grundreaktionen.Resultat som har erhållits från denna studie påvisade att om en påbyggnad ska vara möjlig bör förstärkningslösningar äga rum för byggnadselement som fick en oacceptabel utnyttjandegrad. Förstärkningslösningen resulterade med hjälp av balkar, pelare, vindstage och ändrat armeringsinnehåll för armerad betong element för den bärande konstruktionen. Studiens slutsats är att våningspåbyggnad är möjlig vid tillagda förstärkningsåtgärder.

Im Konstruktiven Glasbau ist es keine Besonderheit mehr, Glasträger für Dachkonstruktionen und Glasschwerter in Fassaden einzusetzen, um leichte, transparente und in den Hintergrund tretende Tragkonstruktionen umzusetzen. Für die Fügung dieser tragenden Bauteile werden bisher Verbindungsmittel aus Edelstahl eingesetzt, die optisch beeinträchtigen, Bohrungen im Glas erfordern und ungünstige Spannungsspitzen im Glas hervorrufen. Demgegenüber ist das Kleben für den spröden Werkstoff Glas ein materialgerechteres Fügeverfahren. Die Untersuchung einer flächigen Klebverbindung zum Lastabtrag zwischen tragenden Glas-Bauteilen im Primärtragwerk ist Gegenstand der vorliegenden Arbeit. Bei einer relativ großen Schichtdicke bildet die transparente Ausführung eine ganz wesentliche Prämisse. Ein weiterer Anspruch liegt in der Alterungsbeständigkeit und der Tragfähigkeit. An einer Auswahl von 14 potentiell geeigneten, transparenten Acrylat-, Epoxidharz- und Polyurethanklebstoffen werden mit Hilfe thermomechanischer und mechanischer Prüfverfahren temperaturabhängige Materialeigenschaften ermittelt. Ergänzend wird die Langzeitbeständigkeit der Klebstoffe durch eine künstliche Alterung im Verbund überprüft. Im Anschluss erfolgt die Ermittlung der lichttechnischen Eigenschaften sowie die visuelle Beurteilung der Sichtproben. Im Resultat wird ein UV- und lichthärtender Acrylatklebstoff als besonders geeignet identifiziert. Für diesen Klebstoff werden Haftfestigkeitsuntersuchungen im Druckscherversuch unter Temperatur- und Alterungseinflüssen sowie Zeitstandversuche an Substanzproben und kleinen Prüfkörpern durchgeführt. Für den Einsatz in einer flächigen Klebung wird ein geeignetes Dosier- und Aushärteverfahren entwickelt. Der Tragfähigkeitsnachweis der geklebten Verbindung erfolgt an großformatigen Bauteilmustern. Bei diesen Versuchen wird jeweils die Belastbarkeitsgrenze des Glases erreicht, während die Klebung intakt bleibt. Ein Zeitstandversuch dient zur Aufzeichnung des Kriechverhaltens an Bauteilmustern bei erhöhter Temperatur. Begleitend zum Entstehen der vorliegenden Arbeit werden mehrere Bauvorhaben mit Ganzglaskonstruktionen umgesetzt. Der Verzicht auf jegliche metallische Verbindungsmittel stellt bei diesen Objekten in Deutschland ein bauaufsichtliches und bautechnisches Novum dar. Die Fügung von Glasstütze und Glasträger innerhalb des gläsernen Primärtragwerks erfolgt ausschließlich und erstmals über eine transparente Acrylatklebung, deren Ausführung auf Erkenntnissen der vorliegenden Arbeit basiert. Die umschließende Verglasung wird mit einem zugelassenen Silikonklebstoff an der Tragkonstruktion befestigt. Zwei der beschriebenen Bauvorhaben werden seit der Erstellung in einem umfangreichen Monitoring beobachtet, um weitergehende Aussagen zum Langzeitverhalten der Klebungen zu erhalten. Die weitgehenden Untersuchungen der vorliegenden Arbeit wie auch des laufenden Monitorings sollen Bedeutung und Zuverlässigkeit der transparenten, lastabtragenden Klebungen im Konstruktiven Glasbau belegen helfen
The use of glass beams in transparent roofs and glass fins as part of the facade is already state-of-the-art construction to achieve a transparent and lightweight appearance. Until now, mechanical fasteners made from stainless steel are used to join these structural components. Those fasteners visually interfere, require holes in the glass and cause unfavorable stress peaks in the glass. In contrast, adhesive bonding is much more appropriate to join the brittle material glass. The subject of this dissertation is the study of a planar adhesive joint which transfers the load between the load-bearing glass components into the primary structure. With a relatively large layer thickness, the manufacturing of the transparent joint represents a major challenge. Furthermore, the aging resistance and the load-bearing capacity must be proven. A selection of 14 potentially suitable, transparent adhesives of acrylate, epoxy resin and polyurethane are tested for temperature-depending material properties. These tests are based on thermo-mechanical and mechanical test methods. In addition, the long-term durability of the adhesives is verified by artificial aging test on bonded specimens. Subsequently, the photometric characteristics and the visual quality of the samples are assessed. As the result an UV- and light-curing acrylate adhesive is identified as particularly suitable. Compression shear tests under temperature and aging influences as well as creep tests are performed on substance samples and small-scale specimens to determine the adhesive strength of this adhesive. A suitable application and curing process is developed for use in planar bonded joints. Tests on specimen components were carried out to determine the load-bearing capacity of the bonded glass frame corners. In these experiments, the glass fails while the adhesive joint remains intact. Creep test are used to record the creep deformation of component specimen at increased temperature. Accompanying the study, several building projects are realized to use adhesive bonding technology in all-glass constructions. Without any visible forms of connection, the glass construction represents a significant innovation in Germany in terms of both building legislation and building technology. It´s the first time, glass fins and glass beams are joint to a glass primary structural system via transparent acrylate adhesive. The connection method is based on the findings of the present study. The glass panels of the envelope are joined to the primary glass structure with an approved silicone adhesive. Two of the described construction projects are monitored to obtain further knowledge about the long-term behaviour of the bonded joints. The comprehensive studies of this thesis as well as the ongoing monitoring have proven the significance and the reliability of transparent, load-bearing bonded joints in the field of glass construction

This thesis deals with building survey of bridge register number 43-011 located near Česká. The part of thesis is literary reaserch dealing with system of management and cotrol of road bridges, precast bridge contructions made with DS-C type girgers and about general diagnostical methods. The practical section contains of in situ diagnostical survey and bridge inspection, laboratory evaluation and comparision, load bearing capacity calculation and suggestion of potencional technical precautions.

The content of the diploma thesis is the processing of a constructive technological project of a business incubator. The objective of this constructive technological project is to approach the construction process in the framework of the study of the implementation of the main technological stages, which closely follows the project of the site construction equipment with suitable layout of its construction, as well as the design of suitable machinery mechanisms for realization of the main building. Part of the project is also to determine the timeliness of work, financial and material management, and technological regulations for implement selected activities, taking into account the quality control and planning of their implementation. The whole construction process is completed in the final part of the diploma thesis on the solution of the occupational health and safety issues.

This diploma thesis presents available FRP software for calculating load bearing capacity of the structures reinforced with FRP and compares them between each other. Furthermore theory and algorithm of my own software is presented here. Load bearing capacity of structures which are reinforced with non-metallic reinforcement and loaded by combination of normal force and bending moment can be solved by my programme. Effects of high temperatures on the concrete structures can be included in the calculation. In the second part of the thesis is calculated load-bearing capacity and deflection of the real beam reinforced with FRP reinforcement and load-bearing capacity of member with FRP reinforcement with effect of elevated temperature. This has been done using my software. Comparison of results from hand calculation and laboratory load-bearing testing is done at the end. This laboratory testing was accomplished by Institute of Concrete and Mansory Structures at our faculty.

碩士
朝陽科技大學
營建工程系碩士班
91
This study utilized experiments to find out the structural behavior and characteristic of paper tubes. The present research also discussed the possibility of construction built with paper tubes. These experiments include compressive strength tests and bending strength tests which to obtain the elastic modulus E, the critical buckling stress fcr, the yielding stress fy and the ultimate stress fu of paper tubes. Besides, this study experimented with planar frames to resist the loading by MTS (Material Test System). The goal of these experiments is to obtain the mechanical property, type of failure and loading capacity of paper tube structures. This study also utilized the nonlinear finite element program ANSYS to simulate the load-deflection responses of planar frames made by paper tubes. The results of analyses and experiments are compared and discussed. The design and application of paper tube structure is suggested for reference.