Abstract A new generation of EN 1992-1-1 (2004) also known as Eurocode 2 is under development and currently there is a set of proposed provisions regarding section 6.4 about punching shear, PT1prEN 1992-1-1(2017). It was of interest to compare the proposal with the current punching shear design provisions. The aim of this master thesis was to compare the punching shear resistance obtained in accordance with both design codes. Furthermore the eect of some parameters on the resistance was to be compared. It was also of interest to evaluate the userfriendliness of the proposal. In order to meet the aim, a case study of a real 　at slab with drop panels was performed together with a parametric study of a pure ctive 　at slab. The parametric study was performed for inner, edge and corner columns in the cases prestressed, without and with shear reinforcement. It was concluded that the distance av from the column axis to the contra 　exural location has a big in　uence on the punching shear resistance. The factor ddg considering concrete type and aggregate properties also has a big impact on the resistance. The simplied estimation of av according to 6.4.3(2) in PT1prEN 1992-1-1 (2017) may be inaccurate in some cases. The length b0 of the control perimeter has a larger eect on the resistance in EN 1992-1-1 (2004) than in PT1prEN 1992-1-1 (2017). In PT1prEN 1992-1-1 (2017), studs located outside the second row has no impact on the resistance. The tensioning force in a prestressed 　at slab has a larger in　uence on the resistance in PT1prEN 1992-1-1 (2017) than in EN 1992-1-1 (2004). Furthermore, the reinforcement ratio is increased by the tendons, and thus aect the resistance in PT1prEN 1992-1-1 (2017). Clearer provisions for the denition of the support strip bs for corners and ends of walls are needed in PT1prEN 1992-1-1 (2017). It may be questionable if the reduction of the perimeter for a large supported area in accordance with 6.4.2(4) in PT1prEN 1992-1-1 (2017) underestimates the resistance v in some cases. Considering the work-load with PT1prEN 1992-1-1 (2017), more parameters are included. However, they may not require that much eort to obtain. Keywords: Punching shear, resistance, concrete, 　at slab, design provisions, Eurocode 2, case study, parametric study, shear reinforcement, prestressed vi

Structural design of piles with respect to buckling in Sweden is commonlymade in accordance with the calculation model from the Commission ofPile Research, PKR. A prerequisite for this model is that the elasticbuckling length of the pile is shorter than the physical length. For shortpiles this assumption might not be valid, meaning that anotherappropriate calculation model may be used instead. This situation occurswhen designing end-bearing piles in typical geological conditions foreastern Sweden, consisting of soft clay and shallow bedrock.This thesis compared the PKR-model with alternative models for thedesign of short piles. One of the alternate calculation models was a finiteelement model where Winkler springs represented the soil. It was used tosimulate cases with various diameters and undrained shear strengths.Furthermore, the results using the PKR- and FEM-model was comparedto calculations according to Eurocode 3 considering the pile as a freestandingcolumn. By the help of the FEM-model, a method to considergreater initial deflections in the Eurocode 3-model was also developed.In conclusion, the PKR-model was non-conservative for some of thetested cases. With some precautions taken for those cases, the model wasvalid to use for elastic buckling lengths up to two times the physicallength of the pile. The results from the Eurocode 3-model were bothconservative and non-conservative depending on the pile- and soilconditions. It was seen that the analytical models were not comparablesince they handle prerequisites and design assumptions in different ways.A sensitivity analysis was also made which resulted in suggestions forfurther research on the topic.

I denna studie analyseras en byggnad producerad med volymmoduler med lastbärande stomme av KL-trä. Resultat från analysen av hur laster påverkar byggnaden jämförs med resultat från motsvarande analys av en stomme producerad med reglar och balkar. I studien redovisas de krafter byggnaden utsätts för och förband mellan vägg och bjälklag. Ett förslag på förband mellan vägg och bjälklag presenteras och en jämförelse av bärförmågan i en volymmodul med KL-trästomme kontra träregelstomme genomförs. / In this study, a building produced with volume modules with a load bearing CLT-system is analyzed. Results from the analysis of how loads affect the building are compared with results from the corresponding analysis of a conventionally produced volumetric element and how vertical loads as well as wind loads affect its design. In the study, the forces that the building is exposed to are examined and the connection between wall and floor joints is designed. The forces and torque a construction built up of volume modules is exposed to are also presented. In the study the connection between the floor joints and the supporting wall is designed according to Eurocode. A comparison is presented with respect to the load carrying capacity of a volume module with CLT and a conventional load bearing frame.

Ce projet de recherche contribue à la caractérisation du mouvement sismique. Le travail s'appuie sur deux réseaux japonais, où les événements retenus ont une profondeur inférieure à 25 km et une magnitude comprise entre 4,0 et 7,3. L'analyse de K-net permet de calculer une relation prédictive d'accélération spectrale afin de tester les formes spectrales forfaitaires de l'Eurocode 8. Nous mettons en évidence le contenu haute fréquence des signaux japonais et le rôle des sols dans l'amplification spectrale à basse fréquence. De plus, nous développons une méthode empirique de génération stochastique d'accélérogrammes synthétiques non-stationnaires qui permet d'obtenir pour une magnitude, une distance et un type de sol, plusieurs enregistrements susceptibles d'être générés au site considéré. Par ailleurs, l'exploitation des enregistrements de profondeur de Kik-net permet d'explorer la question du domaine de validité des modèles prédictifs et de préciser le cas où on extrapole les prédictions. Enfin, nous étudions le comportement non-linéaire des sols.

Nowadays / design, fabrication and erection of steel structures can be taken place at different locations as a result of rapid globalization / owners may require the use of widely accepted steel design codes. Therefore, engineers are faced with the challenge of being competent with several design specifications for a particular material type. AISC-360 and EC3 are widely accepted steel structure design specifications that utilize limit state principles with some similarities and differences in application. Hereby a study has been undertaken to put together the nominal strength expressions presented in both AISC-360 and EC3 codes in a single document, to identify the similarities and the differences in calculated strengths and to facilitate rapid learning of either of the specifications with prior knowledge of the other. Because of the wide scope of specifications, only fundamental failure modes are considered in this thesis. Resistance equations are directly compared with each other wherever possible. For cases where the treatment of specifications is entirely different, representative members were considered for comparison purposes.

Στην παρούσα εργασία αναπτύχθηκαν καμπύλες τρωτότητας οδικών και σιδηροδρομικών γεφυρών οπλισμένου σκυροδέματος που συναντώνται στην Ευρώπη. Οι κατηγορίες που εξετάστηκαν ήταν αυτές των κανονικών γεφυρών, με συνεχές κατάστρωμα συνδεδεμένο με τα βάθρα είτε μονολιθικά είτε μέσω ελαστομεταλλικών εφεδράνων. Άλλες παράμετροι που θεωρήθηκαν όσον αφορά στην τυπολογία των γεφυρών είναι το μήκος της γέφυρας, το ύψος των βάθρων και η διατομή τους, ο αριθμός των υποστυλωμάτων ανά βάθρο και το επίπεδο αντισεισμικού σχεδιασμού. Ο σχεδιασμός, η διαστασιολόγηση και οι λεπτομέρειες όπλισης έγιναν βάσει του Ευρωκώδικα 2 για γέφυρες που δεν υποβάλλονται σε σεισμική φόρτιση και του Ευρωκώδικας 8 για γέφυρες που σχεδιάζονται αντισεισμικά. Για την εκτίμηση στη συνέχεια των αντισεισμικών απαιτήσεων πραγματοποιήθηκε γραμμική ελαστική ανάλυση σύμφωνα με το μέρος 3 του Ευρωκώδικα 8 χρησιμοποιώντας την επιβατική δυσκαμψία των βάθρων και το ελαστικό φάσμα απόκρισης. Εν τέλει ότι οι συναρτήσεις τρωτότητας κατασκευάστηκαν έχοντας λάβει υπόψη την αβεβαιότητα του μοντέλου όσον αφορά στην σεισμική απόκριση και αντοχή, την διασπορά στην αντοχή των υλικών και τα γεωμετρικά χαρακτηριστικά και την αβεβαιότητα των φασματικών τιμών. / This study presents first a literature review of existing fragility functions for bridges and then new fragility curves that were produced for European road and railway RC bridges. Regular bridges with continuous deck, connected to the piers either monolithically or through elastomeric bearings, were studied. Other variable parameters were: bridge length, pier height and cross-section, number of columns per pier and level of seismic design. Each bridge was designed, dimensioned and detailed according to Eurocode 2 and, for bridges with seismic design, according to Eurocode 8. Linear elastic analysis was subsequently performed according to Part 3 of Eurocode 8 to estimate the seismic demand. Fragility functions were then constructed accounting for the model uncertainty for demand and capacity, the dispersion of material and geometric properties and the uncertainty of spectral values.

The performance and safety assessment of geo-structures is strongly affected by uncertainty; that is, both due a subjective lack of knowledge as well as objectively present and irreducible unknowns. Due to uncertainty in the non-linear variation of the matric suction induced effective stress as a function of the transient soil-atmosphere boundary conditions, the unsaturated state of the subsoil is generally not accounted for in a deterministic slope stability assessment. Probability theory, accounting for uncertainties quantitatively rather than using "cautious estimates" on loads and resistances, may aid to partly bridge the gap between unsaturated soil mechanics and engineering practice. This research investigates the effect of uncertainty in soil property values on the stability of unsaturated soil slopes. Two 2D Finite Element (FE) programs have been developed and implemented into a parallelised Reliability-Based Design (RBD) framework, which allows for the assessment of the failure probability, failure consequence and parameter sensitivity, rather than a deterministic factor of safety. Utilising the Random Finite Element Method (RFEM), within a Monte Carlo framework, multivariate cross-correlated random property fields have been mapped onto the FE mesh to assess the effect of isotropic and anisotropic moderate heterogeneity on the transient slope response, and thus performance. The framework has been applied to a generic slope subjected to different rainfall scenarios. The performance was found to be sensitive to the uncertainty in the effective shear strength parameters, as well as the parameters governing the unsaturated soil behaviour. The failure probability was found to increase most during prolonged rainfall events with a low precipitation rate. Nevertheless, accounting for the unsaturated state resulted in a higher slope reliability than when not considering suction effects. In a heterogeneous deposit failure is attracted to local zones of low shear strength, which, for an unsaturated soil, are a function of both the spatial variability of soil property values, as well as of the soil-water dynamics, leading to a significant increase in the failure probability near the end of the main rainfall event.

La détermination des comportements mécaniques des murs en pisé est d’une importance capitale dans un contexte où il y a un regain d’intérêt pour l’utilisation de matériaux de construction à très faible impact environnementaux. D’une part, cette étude contribue à trouver des moyens appropriés pour la conservation et la restauration du patrimoine bâti et, d’autre part, permet d’établir de nouvelles recommandations pour la conception de nouvelles structures en pisé dans le respect des règlements de la construction (réglementation thermique et réglementation parasismique).Dans ce contexte, cette thèse étudie le comportement des murs en pisé soumis à des sollicitations horizontales. Quatre murs de terre en pisé non stabilisés ont été testés sous une combinaison de charge verticale et horizontale monotone (type pushover) jusqu'à la rupture. Le comportement au cisaillement et les modes de ruptures de ces murs sont étudiés à l’aide d’une technique de corrélation d’images à grande échelle. Les résultats ont montré que le pisé est caractérisé par un comportement mécanique non linéaire très significatif et une ductilité remarquable. D’une manière générale, les murs ont subi une rupture de cisaillement due à une fissuration principale au niveau de la bielle de compression. Des fissures à l'interface entre les différentes couches ont également été observées.L'évaluation de la performance de ces murs a été effectuée sur la base de la méthodologie pushover. Le travail expérimental a été complété avec la détermination des caractéristiques mécaniques du matériau pisé en compression puis une étude en cisaillement directe (cohésion et angle de frottement) à l’aide de deux boites de Casagrande de tailles différentes. Enfin, l’importance de ces paramètres a été analysée en réalisant des simulations numériques à l’échelle du mur. / Determining the mechanical behavior of rammed earth walls is a highly important feature giving that there is a renewed interest in the use of the natural material in building construction. On one hand, it contributes to finding suitable and appropriate ways for the conservation and restoration of these building and on another hand, it draws new recommendations for the conception of new rammed earth structures with respect to new building regulations (earthquake building guideline, new thermal regulation).In this context, this thesis investigates the behavior of rammed earth walls subjected to lateral loading. Four unstabilized rammed earth walls were tested under a combination of vertical and monotonic pushover tests up to failure. The shear behavior of these walls is studied along with the failure modes by means of digital image correlation. Results showed that the response of the rammed earth is characterized by significant non-linear behavior with a remarkable ductility. In general, the walls experienced a shear failure due to the failure of diagonal struts. Cracks at the interface between the bottom layers were also observed.The performance of these walls was assessed based on the pushover methodology. The experimental work was completed with the determination of the mechanical characteristics of rammed earth in compression and an investigation of the shear components: cohesion and friction angle of the rammed earth through shear box tests on a different scale. Finally, the relevance of these parameters was tested by performing a numerical model that aims to simulate the experimental tests done on the scale of the walls.

The trend of structural engineering in the recent years is toward the use of lighter and moreeconomical structural elements. In steel construction, peculiarly, thin-walled structural elements arebecoming more popular and have a growing importance. Improved techniques in a manufacturing ofthin-walled elements have led to increased competitiveness of such products in the buildingapplications. Some examples of such structural element can be found in everyday life in form ofcolumns, studs, roofing trusses, and light-weight frames. However, the use of slender profiles and acomplex cross sections shape lead to requirements to study instability phenomenon in a form of local,distortional, flexural, torsional and coupled instability. Such complex structural behavior is inevitablyaccompanied by demand to improve calculation methods and design provisions. In this thesis, aninnovative solution of structural element composed of thin-walled plates is proposed for theapplication on lattice support structure of wind turbine.Thin-walled cold-formed profiles are steel products usually made from cold rolled coils and folded inthe second step. In this way, only open profiles can be produced. The predominant problem of theopen cross-section is the excessive torsional effect caused by the non-coincidence between the shearcenter and mass center, and a poor torsional resistance. A better response is possible with closed crosssections, but such profiles could not be produced by the folding. The solution is to make semi-closedsection by assembling them into polygonal profiles with mechanical fasteners, as presented in thisthesis.Objective of this work is to study the proposed structural sections in design situation and toinvestigate possible design models. The expected structural behavior of the column is a mixturebetween the open and closed cross-section. These cases will be investigated through numerical study.In this thesis presented a comprehensive parametric study on the ultimate strength of proposed coldformedsteel columns using the Finite Element package ABAQUS. FE models were first developedfor columns by using automation that was made through MATLAB and Python script. The bucklingand non-linear FE study was done for the investigation of local (L), distortional (D) and global (G)possible buckling failures and ultimate resistance, respectively. Modelling issues such as boundaryconditions, meshing, initial imperfections, material models, and non-linear solution controls in FEAwere also addressed.The parametric study involved series of profiles of built-up polygonal cross-section types with variedthickness (t), number of corners (n), diameter (d), slenderness (slend), yield strength (fy), number ofpoints along corner radii (np), extension lip length (lext), gusset plate thickness (tg), member length (l),and density of fasteners (s/d ratio), loaded in compression and bending moment. The bending momentoccurs as the effect of forces acting on the connection. The purpose of this analysis is to study thecritical load, cross-sectional behavior, influence of the amplitude of initial imperfections on theultimate load, and influence of each parameter used in the analysis through Full Factorial Design.

Kungsängen är ett centralt beläget område i Uppsala. Området har stora mäktigheter av lera som når drygt 100 meters djup på sina håll. För att bygga på denna typ av jord måste långtidssättningar såsom konsolidering och krypning tas i beaktning. Att fastställa och beräkna krypningens storlek är dock svårt på grund av att det är en matematiskt komplicerad process. Det råder även oenigheter gällande när krypning inträder under sättningsförloppet samt gällande lämplig beräkningsmetod. För att erhålla en djupare förståelse för Kungsängslerans krypning samt för att finna en lämplig beräkningsmetod togs detta arbete fram i samarbete med Bjerking. Höjdavvägningar från dubbar och fixpunkter belägna i Kungsängen sammanställdes och resultaten visade att byggnader i Kungsängen som byggdes för 80–170 år sedan utsätts för krypning än idag. Medelvärdet av den relativa krypsättningen erhölls till 0,134 promille av lermäktigheten per år för dubbavvägningarna respektive 0,067 för fixpunktsavvägningarna. Ytterligare påvisade resultaten att både tid och lermäktighet var två drivande faktorer bakom Kungsängslerans krypning. Den europeiska standarden Eurokod 7 undersöktes för att finna förslag på beräkningsmetoder för krypning. Standarden hade dock inga konkreta förslag utan hänvisade till allmänt erkända metoder. Av denna anledning undersöktes tidsmotståndsteorin samt Chalmersmodellen med kryp. Tidsmotståndsteorin beräknade både realistiska och överskattade krypsättningar beroende på typ av lera. Vissa lerprover antydde att laster under cirka 45 kPa gav en försumbar krypning med andra lerprover indikerade annorlunda. Tidsmotståndsteorin har dock potential att vara en lämplig metod för beräkning av Kungsängslerans krypsättning. Chalmersmodellen med kryp tillämpades för att modellera ödometerförsök och resultaten visade att modellen generellt överskattade den totala deformationen och underskattade kryphastigheten. För att kunna förkasta eller verifiera modellen som lämplig vid beräkning av krypsättningar för Kungsängslera bör dock utförligare studier genomföras. / Kungsängen, a central area in Uppsala of Sweden, has a considerable depth of clay which stretches down to 100 m at some sites. In order to build at this type of soil one has to take long-term settlements into consideration, such as consolidation and creep. However, methods for calculating the latter aren’t straight forward since the mathematics behind the process is complicated. The starting time of creep is still unsettled and this is also the case regarding calculation methods. In order to enhance the understanding of creep of Kungsängen clay this study was developed in collaboration with Bjerking AB. Altimetry data from studs and fixed points from Kungsängen was compiled and the results showed that buildings in Kungsängen are experiencing creep even though some of them were built 80–170 years ago. The mean value of relative creep was found to be 0,134 per mille/year for the stud data and 0,067 per mille/year for fixed points. Another finding was that time and depth of clay were two factors behind the creep of Kungsängen clay. Another aim of the study was to investigate creep calculations methods in Eurocode 7. However, it was found that no method was proposed in the standard and therefore some other methods such as the time resistant theory and the Chalmer’s model with creep were investigated. It was found that the time resistant theory predicted creep realistically but with an overestimation in some cases, depending on the type of clay. Some clay specimen gave a negligible creep for loads under 45 kPa and other specimen indicated otherwise. All in all, this suggests that the time resistant theory might be an appropriate creep calculation method for the clay of Kungsängen. The Chalmer’s model with creep overestimated the total deformation but underestimated the creep when modelling odometer loads. Even so, the study of the model was not detailed enough in order to reject it or not. Therefore, a more detailed study of the model should be considered.