Obtaining the perfect renewable energy source is one of the most important questions of our lifetime. One renewable energy source that could be of interest in this question because of the characteristics of the power that could be extracted from it is wave energy. There has however not been enough research done to reach a technology viable enough for large scale adoption. This study was made to investigate how to formulate the optimum design guidelines and criteria for a chain and shackle in the connection line between buoy and wave energy converter (WEC). Firstly, by conducting a literature study the material and design of the system was chosen. A main goal of the report was to make it have value in the industry, because of this the choice of design and material was based on industry standards. The material choice became the austenitic stainless steel with the grade R4, and the design of choice became the stud less chain link and the forelock shackle. A value of the expected force in the buoy WEC connection line (buoy line) was extracted from sixteen different data sets given from a wave tank test done in COAST Laboratory of Plymouth University, UK. These tests were done with two different buoys, one with a cylindrical shape and one with a torus shape. They were also done with and without dampening (the dampening was equal to 59 kN). Each of these four configurations had four different tests conducted on them resulting in a total of sixteen different data sets. The force value that occurs in the buoy line from the sixteen different wave tank tests was then scaled up and used in calculating the final diameter of the chain link. A safety factor of 1.35 was used to account for the statistical uncertainties in the characteristic properties of the specific part. These calculations were based on the fact that all chains have to be proof loaded at 70 % of their minimum theoretical breaking load and that a chain should at maximum undergo a force that is equal to 25 % of its minimum breaking load. Extra material was also added to accommodate for the corrosion that will occur in submerged environments. Finally, a finite element analysis was done on one of the chains links. The results showed that the biggest amount of von Mises stress and equivalent plastic strain occur in the inner corner of the chain link. All the contact area and the “crown” were however also shown to have plastically deformed. The plastic deformation in the contact area does not discredit the design because it is a local plasticity in a small region which leads to work hardening which in turn means that the new yield strength is higher at the deformed points, this in turn means that the wave climate will only elastically deform the system under its cyclic load and that the system will not plastically deform more than the results from the proof loading. This is very positive and will give the system a prolonged lifetime. However plastic deformation in the “crown” contributes to crack initiation which with time may lead to fatigue failure and should be considered in future studies.

No description available.

<p> </p><p>The aim of this Master Thesis is to assess the load carrying capacity of the Glomman Bridge outside of the Swedish city Örebro. The Glomman Bridge is an unreinforced concrete single span arch bridge with backfill. The bridge was constructed in 1923 on assignment from the Swedish National Railways (SJ).</p><p>The failure criteria used in this thesis is that the bridge collapses when any cross section in the concrete arch reaches its ultimate capacity. In reality, the bridge may manage heavier loads than this. When the capacity is reached in a cross section, a hinge is formed and the arch relocates the forces to other parts of the arch that can carry higher stresses. The real bridge will not collapse until a fourth hinge is formed, and by that a mechanism. To be able to calculate the cross section forces in the arch, it was necessary to know the influences of the loads on the arch when they were run along the bridge. For this purpose, influence lines were obtained from a 2D finite element model created in ABAQUS, a general FE-analyses software. A calculation routine to find the least favourable load combination was then created in Matlab, a numerical calculation software. The routine was made to find the worst case among different load cases and to combine the standardized axle pressures with the present number of axles.</p><p>A parametric survey was also performed because the material properties for the different parts of the bridge are very uncertain. In the survey, the initial values were changed one at a time to study the outcome on the load factor. The load factor is the ratio between the ultimate limit load and the actual load. The studied parameters are the compressive strength, the Young's modulus, the density and the Poisson's ratio of the different parts of the bridge. The parameters are studied individually irrespective of possible correlation. The studied parts of the bridge are the backfill, the arch, the abutments and the asphalt. The clearly most important component is found to be the backfill. With increased stiffness or increased Poisson's ratio in the backfill follows increased load factor.</p><p>The equations behind the failure envelope can be derived from equilibrium equations for the unreinforced cross section. The influence lines are normalised with respect to the capacity of the cross section to get the degree of efficiency along the whole length of the arch, instead of the common influence lines that give the cross section forces. This is done because the failure is not caused by large cross section forces but by an exceeded ultimate stress. As the different loads are run along the bridge, the largest positive and negative efficiency for bending moment and normal force are localised. The normalised cross section forces are plotted together with the failure envelope and the load factor is then calculated.</p><p>Several masonry arch bridges were loaded until collapse in a study performed by the British Transport and Road Research Laboratory. One of the bridges in the study, the Prestwood Bridge, has been used in this thesis as a comparison to the Glomman Bridge. The load carrying capacity of the Prestwood Bridge is known, and is used to verify that the method using the failure envelope is applicable.</p><p>To compare the results from the cross section analysis from the failure envelope model to another method, the Glomman Bridge and the Prestwood Bridge were also tested in the commercial software RING 2.0. The method used in RING 2.0 differs from the failure mode in this thesis by calculating the load factor when four different cross sections reach their capacity and the bridge collapses.</p><p>The failure envelope method allows an A/B-value (Axle- and Bogie load) of 102 kN/147 kN when using very poor values of the parameters and 181 kN/226 kN when using a reference case with normal parameters.</p><p>Although the load capacity is found to be acceptable, the uncertainties are still large. To get a more accurate apprehension of the condition of the actual bridge, further research should be carried out, such as e.g. a non-linear model.</p> / <p>Syftet med föreliggande examensarbete är att uppskatta bärförmågan hos bron Glomman utanför Örebro. Glomman är en oarmerad betongvalvbro i ett spann med ovanliggande jordfyllning. Bron byggdes 1926 på uppdrag av Statens Järnvägar (SJ).</p><p>Brottkriteriet i detta examensarbete är att bron går till brott när något tvärsnitt i betongbågen uppnår sin kapacitet. I själva verket är det möjligt att bron kan klara tyngre last än detta. När kapaciteten nås i ett tvärsnitt uppstår en led och bågen omlagrar krafterna till andra bågdelar som klarar större spänningar. Den verkliga bron rasar inte förrän en fjärde led har utvecklats, och därmed en mekanism. För att kunna beräkna tvärsnittskrafterna i bågen, var det nödvändigt att känna till trafiklasternas påverkan på bågen när de kördes över bron. För detta ändamål erhölls influenslinjer från en tvådimensionell finita elementmodell skapad i ABAQUS, ett generellt FE-program. En beräkningsrutin för att finna värsta tänkbara lastkombinering skapades i Matlab, ett numeriskt beräkningsprogram. Rutinen utformades för att hitta värsta fallet bland olika lastfall samt för att kombinera standardiserade axeltryck med det aktuella antalet axlar.</p><p>En parameterstudie utfördes också då materialegenskaperna för de olika delarna i bron är mycket osäkra. I parameterstudien ändrades ingångsvärdena ett åt gången för att studera utslaget på lastfaktorn. Lastfaktorn är förhållandet mellan brottgränslasten och den verkliga lasten. De parametrar som studeras är tryckhållfastheten, <em>E</em>-modulen, densiteten och tvärkontraktionen för de olika brodelarna. Parametrarna studeras enskilt utan hänsyn till eventuell korrelation. De brodelar som studeras är fyllningen, bågen, fundamenten och asfalten. Den klart viktigaste komponenten visar sig vara fyllningen. Med ökad styvhet eller ökad tvärkontraktion i fyllningen följer ökad last­faktor.</p><p>Ekvationerna bakom brottenveloppet kan härledas ur jämviktsekvationer för det oarmerade tvärsnittet. Influenslinjerna normeras med avseende på tvärsnittets kapa­citet för att få ut utnyttjandegraden längs hela bågen. Detta görs då det egentligen inte är för stor tvärsnittskraft som orsakar brott utan för stor spänning. Högsta och lägsta utnyttjandegrad för böjande moment och normalkraft lokaliseras när de olika typlasterna körs över bron. Utnyttjandegraderna placeras i brottenveloppet för att sedan räkna fram en lastfaktor.</p><p>Ett flertal liknande broar har lastats till brott i en studie genomförd av British Transport and Road Research Laboratory. En av broarna i studien, Prestwood Bridge, har använts i denna rapport som jämförelse med Glomman. Då bärförmågan hos Prestwood Bridge är känd används den till att bekräfta att metoden med brott­enveloppet är tillämpbar.</p><p>För att jämföra resultaten från tvärsnittsanalysen i brottenveloppmetoden med en annan metod, testades även Glomman och Prestwood Bridge i det kommersiella programmet RING 2.0. Metoden som används i RING 2.0 skiljer sig från brottmoden i denna rapport genom att istället beräkna lastfaktorn när fyra olika tvärsnitt har uppnått sina kapaciteter och bron kollapsar.</p><p>Metoden med brottenvelopp tillåter ett A/B-värde (Axel- och Boggitryck) på 102 kN/147 kN när mycket dåliga parametervärden används och 181 kN/226 kN när referensfallet med normala parametervärden används.</p><p>Även om bärförmågan kan anses vara acceptabel är osäkerheterna stora. För att få en nogrannare uppfattning om brons faktiska tillstånd bör fortsatta studier utföras, som t.ex. en icke-linjär modell.</p>

For bridges to cope with increased requirements such as increased loads, strengthening work can be carried out. In cases where older steel-concrete bridges do not have a composite action, an alternative is to create composite-action to achieve a higher flexural strength. It is introduced by post-installing shear connectors. There are many different alternatives of shear connectors that can be used, hence a number that can be installed from below the bridge to minimize the impact on the traffic. Coiled Spring Pins are of the interference fit type connector and are put in place from below the bridge by first drilling a hole upward through the upper steel flange and then into the concrete slab. Then, the spiral bolt is pushed up into the drilled hole by means of a hydraulic hammer. Using data from push-out tests and non-linear material models for steel and concrete, a non-linear finite element analysis was created using the commercial finite element software Abaqus. The analysis is based on dimensions and load cases that will mimic a planned full-scale beam test that will be carried out later in 2019. To verify that the material and the model behave in a realistic manner, an analysis was initially performed on a beam without composite-action, and a full-composite action beam with infinitely rigid connectors. These were then compared with hand calculations according to Eurocode. When the material models were verified, it is seen that the materials steel and concrete work for themselves in the analysis without composite-action and together in the analysis with full composite-action. The data for the spiral bolts is than defined instead of infinitely rigid connectors and new analyzes were performed to see the effect of the coiled spring pins properties. The results show that a significant increase in the point load in the middle of the beam can take place before failure occurs after installation of this type of shear connector. Already at a low number of connectors and a low shear connection-ratio, a significant increase in the flexural strength is seen in the beam. By using partial-composite action, with a lower number of spiral bolts, a significant higher flexural strength can be achieved in an economical way. / När kraven på att broar ska klara av ökade laster, kan förstärkningsarbeten utföras. I de fall där äldre stål-betongbroar saknar samverkanseffekt, är det ett alternativ att inför samverkan för att uppnå en högre böj-hållfastighet. Det införs genom att man installerar skjuvförbindare i efterhand. Det finns många olika alternativ av skjuvförbindare som kan användas, därav ett antal som går att installera underifrån bron för att minimera påverkan på trafiken. Spiralbultar (Coiled Spring Pins) är av typen presspassnings-förbindare och sätts på plats underifrån bron genom att det först borras ett hål uppåt genom övre stålflänsen och sedan upp i betongplattan. Därefter pressas spiralbulten upp i det borrade hålet med hjälp av en hydraulisk hammare. Med hjälp av data ifrån push-out-tester samt icke-linjära material modeller för stål och betong, skapades en icke-linjär analys i det finita element metods programmet Abaqus. Analysen är uppbyggd med dimensioner och lastfall som ska efterlikna ett planerat full-skaligt balktest som kommer utföras under 2019. För att verifiera att materialet och modellen beter sig realistiskt, utförs en analys på en balk utan samverkan, samt en full-samverkans balk med oändligt styva förbindare. Dessa jämförs sedan med handberäkningar enligt Eurokod. När materialmodellerna var verifierade sågs det att materialen stål och betong arbetar för sig själva i analysen utan samverkan och tillsammans i analysen med full-samverkan. Data för spiralbultarna lades sedan in istället för oändligt styva förbindare och nya analyser utförs för att se påverkan av spiralbultarnas egenskaper. Resultaten visade att en betydande ökning av punklasten i mitten av balken kan ske innan brott uppstår vid installation i efterhand av denna typen skjuvförbindare. Redan vid ett lågt antal förbindare och ett lågt skjuv-förhållande ses en betydande ökning av böj-hållfastigheten i balken. Genom att använda delvis-samverkan med ett lägre antal spiralbultar kan man på ett ekonomiskt sätt uppnå en betydligt högre böj-hållfasthet.

A steel slitting process is simulated using FEM (Finite Element Method) in order to see potential defects along the edge in a steel sheet after it has been cut. The model's results were compared to microscope images of the steel sheet in order to verify accuracy. The purpose is conceptual and to find a model that successfully simulates a steel cutting process and (hopefully) how the edge depends on different parameters. The model developed seems to achieve this task, and a more thorough calibration of the model could result in (more) optimal parameters for the machine to use.

Solid concrete Lego blocks can be used as temporary retaining wall systems or as wall separators between different materials such as sand, salt, compost, etc. The advantage of concrete blocks is that you can create temporary constructions. It is easy to move or expand the constructions when no casting is required between the blocks. The purpose of this study is to make models in the Finite Element (FE) software Abaqus/CAE that can be used for calculations of the capacity for interlocking blocks. FE method is an approximate method for solving differential equations. As the concrete blocks are stacked without casting, it is important to find out the construction’s load capacity when it is subjected to a horizontal load. Several types of structures have been modeled in the FE program Abaqus/CAE. These FE models were created with boundary conditions consisting of springs and a pinned connection that allows rotation.The evaluation has been focused on rotating the interlocking blocks. With the help of the FE models, reaction forces have been calculated. The FE results in term of reaction forces have been compared with hand calculations made ​​for the same models. Moreover, a wall and a wall with lateral supports have been simulated to determine the horizontal reaction force for the interlocking concrete blocks. / Massiva Lego betongblock kan ändvänds som tillfälliga stödmurar eller vägg avskiljare för olika material som salt, kompost, sand mm. Fördelen med betongblocken är att man kan skapa tillfälliga konstruktioner. Det är lätt att flytta eller bygga ut konstruktionen när ingen fog krävs mellan blocken. Syftet med denna studie är att skapa modeller i Finita Element (FE) programmet Abaqus/CAE som kan senare användas för beräkning av kapaciteten för sammankopplade block. FE Metoden är en approximativ metod för att lösa differential ekvationer. Eftersom betongblocken är staplade på varandra utan fog är det viktigt att ta reda på konstruktionens lastupptagnings förmåga när den är belastade med horisontalkrafter. Flera typer av konstruktioner har modellerats i FE programmet Abaqus/CAE. Dessa FE modeller har skapats med randvillkor som består av fjädrar och fasta lager som tillåter rotation. Utvärderingen har gjorts med fokus på vältningen i betongblocken. Med hjälp av dessa FE modeller har reaktionskraften tagits fram. FE resultaten i form av reaktionskrafter har sedan jämförts med handberäkningar gjorda för samma modeller. Vidare har en vägg och en vägg med sidostöd FE modellerats för att utvärdera horisontala deformationsegenskaper. / - / -

The purpose of this master thesis has been to investigate the possibility to increase the damping capacity of shear walls with the use of glue in combination with nails. It has been done with experiment and with FE-simulations.   The first experimental part is tensile tests of four different glue types which have been analyzed to get material data. The second experimental part is analysis of glued-nail joint in shear test. FE-simulations of glued-nail joints are finally done in Abaqus/CAE.   The experiments in shear tests of glued-nail joints showed that two glues failed and could not be used for further analysis. The two other glues had an increase in damping capacity compared with results from nail joint.   Further FE-simulations of glued-nailed joints have to be done in order to calibrate the FE-model with the results of glued-nailed joints in shear tests. The uncertainty is found in the material properties of the glue, experimental test data was not adequate. The conclusion is that glued-nail joints can increase the damping capacity in shear walls. / Damping capacity, shear wall, hysteresis, shear test, finite element method, Abaqus/CAE

<p>Föreliggande avhandling omfattar en fallstudie av utmattningsrisken för järnvägsbroarna mellan Stockholm Central och Söder Mälarstrand. Ett stort antal utmattningssprickor i broarna över Söderström och Söder Mälarstrand har sedan länge varit kända. I samband med en bärighetsutredning av sträckan har ett stort antal anslutningspunkter i samtliga broar identifierats som kritiska avseende utmattningsrisk. Sträckan är den mest trafikerade i Sverige och de förenklade beräkningsmetoder som anges i Banverkets föreskrift för bärighetsberäkningar är i vissa fall inte tillämpliga.</p><p>De formella bärighetsberäkningarna har visat på flerfaldiga överskridanden i utnyttjandegrad gällande utmattning. I de punkter som beräkningarna visar störst risk för utmattning har inga sprickor påträffats, trots omfattande förbandsbesiktningar. Beräkningarna baseras på typiserade spänningskollektiv och givet antal spännings­växlingar, oberoende av den aktuella trafikmängden. Enligt bärighetsnormen ges möjlighet att beakta den verkliga trafikmängden baserat på historiskt bruttotonnage och typiserade trafiklaster. Dessa beräkningar har utförts och visar på ännu större risk för utmattning, jämfört med den förenklade metoden. I syfte att på ett ännu mer nyanserat sätt uppskatta utmattningsrisken har en metod använts, baserat på uppskattning av den faktiska trafikmängden och dess fördelningar. Beräkningarna baseras på trafikdata tillgänglig från Banverket. Metoden är tillämplig på andra järnvägsbroar på andra sträckor.</p><p>Utöver teoretiska beräkningar har töjningsmätningar utförts. Under 2006 utförde dåvarande Carl Bro AB töjningsmätningar på bro över Söder Mälarstrand och viadukt söder om Söder Mälarstrand, avseende några enskilda tågöverfarter. Under 2008 utförde KTH Brobyggnad omfattande töjningsmätningar på bro över Söderström, avseende all trafik under en månads tid.</p> / <p>The present thesis comprises a case study of the risk of fatigue of the railway bridges chaining between Stockholm Central Station and the district Söder Mälarstrand. A large number of fatigue-related cracks in the bridges at Söderström and Söder Mälarstrand have been known for a long time. During a capacity assessment of the current bridges, a large number of connections have been identified as critical concerning fatigue resistance. The route is the most frequent in all of Sweden and the simplified methods of fatigue assessment defined by Banverket may not always be applicable.</p><p>A conventional capacity assessment has shown numerous exceeds in fatigue resistance, using the stated safety margins. No fatigue cracks have been identified at the locations showing the largest theoretical risk of fatigue, in spite of extensive investigations. The conventional calculations are based on a uniform stress collective and a fixed number of stress cycles, independent of the actual traffic volume. According to the regulations stated by Banverket, the assessment may optionally be performed using historical data of the gross tonnage and standardised traffic loading. Such calculations have been undertaken and show even greater risk of fatigue, compared to the conventional assessment. To estimate the risk of fatigue in more detail, a method has been used, based on estimations of the real traffic volume and its distributions. The analysis is based on available data of the traffic volume and may be applied to other railway bridges on other locations.</p><p>Besides theoretical analyses, field measurements have been performed. In 2006, former Carl Bro AB carried out strain gauge measurements on the bridge passing Söder Mälarstrand and the viaduct south of Söder Mälarstrand. The measurements comprised a small amount of individual train passages. During 2008, the division of Structural Design and Bridges at KTH performed an extensive field measurement programme on the bridge passing Söderström. Continuous measurements collecting data of all traffic during a period of one month was performed.</p>

The purpose of this thesis is to investigate the fatigue life of two components in different hydraulic quick couplings. The crack which initiates the fatigue failure usually occurs in the bottom of one of the threads. Thus, the threads in the coupling are carefully investigated. A few different approaches for determining the fatigue life are studied for each component. CAD (Computer Aided Design) models for both components are created and analyzed with FEM (Finite Element Method). By analyzing these components with FEM the stresses and the strains are calculated. These values for stress and strain are used to determine the fatigue life for the different components. The first component is suffering from high cycle fatigue. Four different approaches for high cycle fatigue are investigated. These four are Wöhler-curve, Haigh-diagram, von Mises fatigue criterion and Mises-Sines fatigue criterion. It was found that all of them but the von Mises fatigue criterion give a good approximation of the fatigue life. von Mises fatigue criterion does not consider the midstress, which can be a reason for this. The three other approaches indicate that the component will be suffering from fatigue, but will be relatively close to infinite life. The Wöhler-curve indicates that the component will withstand about 470 000 loading cycles. Compared to the experimental tests where the component withstands about 700 000 loading cycles, it can be said that the approach is a good estimation of the fatigue life. Approximated material data are used. For further work it is essential to obtain experimental material data for better approximation of the fatigue life. The second component is suffering from low cycle fatigue, which means that different approaches are needed. The approaches are originally from Coffin-Manson and Morrow. A total of four low cycle fatigue criterion have been studied. The first one is made by CoffinManson and takes the plastic strain in to account, the second is made by Morrow and takes both the elastic and the plastic strain in to account.  The third is a modification of Morrow’s criterion, and will consider the midstresses as well. The fourth is a simplification of Morrow’s criterion where more common material parameters are used. These four have been compared and it can be seen that the CoffinManson criterion gives the best approximation of the reality. The Coffin-Manson criterion gives an approximation of 50 000 loading cycles to fatigue failure which, compared to that the experimental tests suffered from fatigue failure after about 40 000 loading cycles, is a good estimation of the fatigue life.

The work has been carried out mainly for Tetra Pak within the project "A New Model for Deformation of Carton boardPackages by Manual Handling". Tetra Pak is specialized in food packaging, its processing and distribution. The purpose of this thesis was to implement a new carton board model for the finite element method which describes both the elastic and plastic deformation, this is called Hill’s model.This model is used to describe orthotropic materials, which a carton board is. Next, examine the differences that occurred in terms of principal stress and force-displacement diagram for different carton board packages when loaded with different objects. Simulations were performed in the finite element program Ansys APDL. To start with, a literature study was performed to cover the theory of the problem, problem causes and other work carried out in the same area. Then the material model was constructed and the simulations were performed. After this, all the data was gathered and analyzes performed. The introduction of the new material model was successful. The result shows how the carton board packages act until the maximum force the package can engage, in some cases also what happens after this state. The results also show how the principal stresses develop and the size of these. / Examensarbetet har utförts för i huvudsak Tetra Pak inom projektet "A New Model for Deformation of Carton Board Packages by Manual Handling". Tetra Pak är specialister på livsmedelsförpackningar, dess bearbetning och distribution. Syftet för detta examensarbete var att införa en kartongmodell för finita elementmetoden som beskriver både elastiskt och plastiskt tillstånd, denna kallas Hills modell. Modellen används för att beskriva ortotropa material, vilket kartong är. Därefter undersöka skillnader som uppstod vad gäller huvudspänningar och kraftförskjutningsdiagram för olika kartongförpackningar när dessa utsattes för olika tryckande objekt. Simuleringar utfördes i finita elementprogrammet, Ansys APDL. Till att börja med utfördes en litteraturstudie för att täcka teorin om problemet, problemorsaker och andra utförda arbeten inom samma område. Därefter gjordes materialmodellen var på simuleringarna utfördes. Efter detta samlades all data in och analyser utfördes. Införandet av den nya materialmodellen lyckades. Resultatet visar hur kartongförpackningarna agerar fram till den maximala kraften som förpackningen kan ta upp, i vissa fall även vad som händer efter detta tillstånd. Resultaten visar också hur huvudspänningarna utbreder sig och storleken på dessa.