Betong är idag ett av de material som vi använder mest i byggbranschen och det har sinaföljder. Mer än 50 % av energiutsläppen från byggplatsen kommer från cementtillverkningen.Voided biaxial slab eller VBS är en revolutionerande teknik där man gjuter in plastbollar ibetongen tillsammans med armeringen. Arbetstiden samt torktiden kortas ned samtidigt somvi bevarar hållfastheten och dess funktionalitet. I den här rapporten kommer vi titta närmarepå VBS teknik och jämföra det med konventionell betongplatta och se om tekniken är lämpligför att implementeras i Sverige.Vi har använt oss av en kvalitativ metod i form av källanalys från internet och tryckta källor.Även en komparativ metod i de fallen vi har hittat information från mer än en källa.Rapporten kommer enbart fokusera på betongplattor och våningsavskiljande bjälklag. VBSanvänds i horisontella plan endast. Tak och väggar är därför uteslutna. Tekniken kommerpresenteras i form av viktiga aspekter för dess överlevnad i den svenska marknaden såsomekonomi, strukturella fördelar och hållbarhet.Resultatet visar att VBS rent ekonomiskt nästan bara är positivt jämfört med denkonventionella betongplattan som endast består av armerad betong. Konstruktionsmässigt ärVBS ett konkurrenskraftigt alternativ till armerad betong. Böjhållfastheten är detsamma somarmerad betong. Andra bra positiva aspekter är miljövänligheten, arbetsmiljömässigt,energikonsumtion och värmeisolering.De mindre bra egenskaperna är sämre prestanda i skjuvmotstånd, brandmotstånd ochljudisolering.VBS kan implementeras i Sverige men för att plast ska introduceras i en så pass stor skala såbehövs en infrastruktur. Den bör tillgodose hållbart produktion av Bubbledeck och separeramaterialen vid rivning. Tekniken medför stora fördelar men trots det kan företagen få svårt attmotivera sig till att bygga med VBS när betong är så lättillgängligt och varit med så länge. / Concrete is today one of the materials we use most in the construction industry and it has itsconsequences. More than 50% of the energy emissions from the construction site come fromcement production. Voided biaxial slab or VBS is a revolutionary technique in which plasticballs are cast into the concrete together with the reinforcement. The working time and thedrying time are reduced while maintaining the strength and its functionality. In this report, wewill take a closer look at VBS technology and compare it with conventional concrete slab andsee if the technology is suitable for implementation in Sweden.We have used a qualitative method in the form of source analysis from the Internet andprinted sources. Also a comparative method in cases where we have found information frommore than one source.The report will focus solely on concrete slabs and floor separating flooring. VBS is used inhorizontal planes only. Roofs and walls are therefore excluded. The technology will bepresented in the form of important aspects for its survival in the Swedish market such aseconomy, structural benefits and sustainability.The result shows that VBS is financially almost only positive compared to the conventionalconcrete slab, which consists only of reinforced concrete. In terms of design, VBS is acompetitive alternative to reinforced concrete. The flexural strength is the same as reinforcedconcrete. Other good positive aspects are environmental friendliness, work environment,energy consumption and heat insulation.The less good features are poor performance in shear resistance, fire resistance and soundinsulation.VBS can be implemented in Sweden but for plastic to be introduced on such a large scale, aninfrastructure is needed. It should meet the sustainable production of Bubbledeck and separatethe materials during demolition. The technology brings great benefits, but despite this,companies can find it difficult to motivate them to build with VBS when concrete is so easilyaccessible and has been around for so long.

No description available.

Composite construction is widely used worldwide and is undergoing significant technological development. New Zealand is part of this development, with new beam options incorporating multiple unstiffened web openings and new deck profiles supported by extensive testing. However, one area where relatively little research has been undertaken is in the interaction of the composite slab with the seismic resisting system under lateral loading. In order to provide important new information in this area, a series of full scale beam-column-joint-slab subassemblies were tested at the University of Canterbury. Specimens tested had moment end plate connections and different combinations of deck tray direction, and isolation of the slab from the column. An additional test uses a sliding-hinge type connection to assess the effect of the floor slab in this type of low damage connection. In these tests the lateral capacity of the seismic resisting system was increased by up to 25% due to the presence of the slab in contact with the column. The increase in capacity is 10% greater for decking running in longitudinal direction than in the transverse direction as a result of a more substantial full depth slab bearing on the column. The floor slabs of the subassemblies with the slab cast against the column all showed a higher level of damage than for those with the isolated column and the post ultimate strength degradation of the subassemblies without special detailing was significant. The subassembly with a section of full depth slab surrounding the column also exhibited a higher capacity but with an improved post ultimate strength degradation. All moment end plate subassemblies sustained drifts of up to 5% without significant strength loss. The sliding hinge joint showed little signs of damage under testing to 5% drift. Some inelastic deformation of the connection and beams was noted above 5% drift. Results from both testing and numerical modelling have shown that the current methods used to design these systems are conservative but within 15% of the values observed. Further testing and modelling will be necessary before any meaningful changes can be made to the way in which these systems are designed. Recommendations have been made regarding the placements of shear studs in plastic hinge zones and the provision of slab isolation around beam-column connections.

Master of Science / Department of Architectural Engineering / Kimberly Waggle Kramer / Reinforced concrete slabs are one of the most common components in modern building construction. Reinforced concrete slabs with plastic voids slabs are a new and innovative type of structural, concrete slab system developed to allow for lighter self-weight of the structure while maintaining similar load carrying capacity of a solid slab. Plastic voided slabs are capable of reducing the amount of concrete necessary to construct a building by 30 percent or more. This reduction can be beneficial in terms of financial savings as well as building performance. This report examines a two-way, reinforced concrete slab with plastic voids construction in comparison to traditional flat plate reinforced concrete slab construction. The design process for plastic voided slabs is directly compared with traditional two-way flat plate reinforced concrete slabs through a design comparison of typical bays of 20’ by 20’ (6m by 6m), 25’ by 25’ (7.6m by 7.6m), 30’ by 30’ (9m by 9m) and 35’ by 35’ (10.7m by 10.7m). The traditional slab design process follows the ACI 318-11 Building Code Requirements for Structural Concrete chapter 13 Direct Design Method, while the plastic voided slab design process is modified from the BubbleDeck Design Guide for compliance with BCA using AS3600 and EC2. Sizes of traditional slab bays are compared to sizes of plastic voided slab bays. Results of the comparison study are presented.

The restoration of foundations of residential and light commercial structures that have been affected by differential displacement resulting from problematic soil conditions has been an ongoing issue since early times. In Florida, the issue of structures being affected by subsidence of soils related to sinkhole activity has been a problem that has gained more interest and exposure within the last 20 years. Structures affected by sinkholes have been historically addressed by remediating the soil mechanism which caused the structure to displace and then structurally addressing the portions of the structure that have displaced with steel underpins installed on the foundation. More comprehensive soil investigations are revealing that multiple soil mechanisms are contributing to the displacement of structures. Based on case studies of structures being partially underpinned on soils affected by multiple problematic conditions, Engineers have been forced to develop more comprehensive foundation restoration plans. These comprehensive plans were intended to address the potential for differential movement between portions of the structure supported by post-construction deep foundations and those portions of the structure that remain bearing on the soil. With limited products available for Engineers to rely on to adequately support cast-in-place concrete slabs on grade, the comprehensive restoration of structures on problematic soils has become cost prohibitive and structures throughout the state of Florida are either being left in a distressed state or are being repaired with substandard repair methods. Being exposed to this ongoing trend manifested the need to develop a solution to this detrimental problem. Having been involved in the design phase and the restoration process of structures affected by displacement, a comprehension was developed on the products available to support and restore slabs on grade and where those products were deficient. After several prototypes, the development of a new support bracket was invented which would more efficiently support and lift displaced slabs. This slab support bracket was named the ISB-07. This thesis is based on the research and development that was conducted on the ISB-07 and on different slab specimens. This research was performed to demonstrate that a slab supported by the multi pivoting arm ISB-07 slab bracket can be more efficient than previous support methods. It was concluded, after performing full scale testing, ultimate load testing, stress analysis, computation and finite element analysis, that the influence area of support provided to a cast-in-place concrete slab by the ISB-07 is greater than previous support methods. Therefore, the required spacing between interior slab supports when the ISB-07 is utilized is significantly increased and therefore the amount of interior supports warranted is reduced. With this reduction in interior supports, the disturbance of the existing structures slab is minimized. This reduction in disturbance and materials needed to stabilize structures directly translates to a cost savings which in turn will lead to more structures being properly repaired.

Flat slab-column connections are common elements in reinforced concrete (RC) structures such as parking garages. In cold weather regions, these structures are exposed to de-icing salts and aggressive environments. Using fiber reinforced polymer (FRP) bars instead of steel in such structures will overcome the corrosion problems associated with steel reinforcement. However, the available literature shows few studies to evaluate the behaviour of FRP-RC interior slab-column connections tested mainly under concentric loads, which seldom occurs in a real building. The main objectives of this research are to deal with this gap by investigating the behaviour of full-scale glass (G) FRP-RC interior slab-column connections subjected to eccentric load and to provide design recommendations for such type of connections. This study consisted of two phases, experimental and analytical. The experimental phase included the construction and testing of ten full-scale interior slab-column connections. The parameters investigated in the experimental phase were flexural reinforcement ratio, concrete compressive strength, type of the reinforcement, moment-to-shear ratio and the spacing between the shear stud reinforcement. Test results revealed that increasing the GFRP reinforcement ratio or the concrete strength increased the connection capacity. Moreover, compared to the control steel-RC specimen, the GFRP-RC connection with similar reinforcement rigidity showed comparable capacity and deflection at failure. Also, increasing the moment-to-shear ratio resulted in a reduction in the vertical load capacity, while using the shear stud reinforcement enhanced the strength up to 23%. In the analytical phase, a 3-D finite element model (FEM) was constructed using specialized software. The constructed FEM was able to predict the experimental results within a reasonable accuracy. The verified FEM was then used to conduct a parametric study to evaluate the effects of perimeter-to-depth ratio, column aspect ratio, slab thickness and a wide range of flexural reinforcement ratio. The numerical results showed that increasing the reinforcement ratio increased the connection capacity. In addition, increasing the perimeter-to-depth ratio and slab thickness reduced the punching shear stresses at failure, while, the effect of the column rectangularity diminished for a ratio greater than three. Moreover, the results showed prominent agreement with the experimental results from literature. / October 2015

Šiame darbe projektuojamas viešbutis numatomas statyti, Radviliškio r., Baisogalos miestelyje, R. Žebenkos gatvėje, su konferencijų sale ketvirtame aukšte, restoranu pirmame aukšte, gyvenamaisiais kambariais, apželdintu stogu - terasa virš trečio aukšto denginio, liftu ir pagalbinėmis patalpomis. Aprašomas sklypo planas, pastato patalpų išplanavimas, konstrukciniai sprendimai, bei inžineriniai tinklai. Suprojektuota 14,7 m metalinė santvara SN-147, suprojektuota 12 m ilgio, 2 m pločio monolitinė gelžbetoninė perdangos plokštė, ir suprojektuota kiaurymėta nepertraukto formavimo gelžbetoninė perdanga PK640-120-26,5. Sudaryta eksploatuojamo apželdinto stogo įrengimo technologinė kortelė, perdangų, santvarų montavimui ir kitų medžiagų tiekimui parinktas ratinis kranas DEMAG AG 155. Nuo pamatų iki dalinės vidaus apdailos sudaryti darbų kiekių žiniaraščiai ir pagal juos sudaryta lokalinė sąmata. / The hotel designed in this thesis is projected to be built in Radviliškis district, Baisiogala town, R. Žebenkos Street; it includes a conference hall in the fourth floor, a restaurant in the ground floor, guest rooms, a terraced roof over the third floor roofing, an elevator and the utility rooms. It describes the plan of the plot, the layout of the premises, the structural solutions, and the engineering networks. Designed a steel truss SN-147 of 14.7 m, designed a monolithic reinforced concrete floor slab of 12 metres long and 2 metres width, designed a reinforced concrete slab of a hollow core continuous formation PK640-120-26.5. Made a technological card for setting the terraced roof, a truck crane DEMAG AG 155 was chosen for assembling slabs and trusses and providing other materials. The sheets for the amount of work from the base to the partial interior finishing were formed and according to them, the local estimate was given.

The use of fibre reinforced polymer (FRP) composites as an alternate to steel has proved to be an effective solution to the corrosion problem. However, FRP bars have low axial and transverse stiffness compared to steel bars which results in a lower shear capacity of FRP reinforced concrete (RC) elements compared to steel-RC elements. Flat plate systems are commonly used to take advantages of the absence of beams. They, however, are susceptible to punching shear failure where the column suddenly punches through the slab. An experimental program was conducted to investigate the punching shear behaviour of slab-column edge connections. Nine isolated full-scale slab-column edge connections were constructed and tested to failure. One connection was reinforced with steel flexural reinforcement, six with GFRP flexural reinforcement and two with GFRP flexural and shear reinforcement. The parameters investigated were the flexural reinforcement type and ratio, the moment-to-shear ratio and the shear reinforcement spacing.

Bien que de nombreuses études géodynamiques et tectoniques aient été effectuées à partir l'activité sismique en Equateur, il n'existait pas à ce jour une tomographie complète utilisant l'ensemble des données du réseau sismologique Equatorien (RENSIG), mise à part une étude prélimaire sur la partie centrale de l'Equateur menée en 1994 par Prévot et coll. et de plusieurs profils sismiques déterminés à la suite des campagnes marines SALIERI et SISTEUR. Inverser les centaines de millier de temps d'arrivées d'ondes P et S, de qualité inégale, formant le catalogue RENSIG était le défi qu'a constitué le sujet de cette thèse.Nous décrivons comment nous avons complété le catalogue RENSIG par des données provenant du Nord du Pérou et comment nous avons homogénéisé et filtré l'ensemble de données résultant, comportant plus de 800 000 temps d'arrivée correspondant à plus de 50 000 séismes. Pour inverser ces données nous avons adopté une approche Bayésienne. Nous montrons comment le problème peut être reformulé dans un contexte Gaussien par un changement de variables, tout en imposant une statistique robuste aux données, qui conduit à un problème de moindre carrés non linéaire. Nous détaillons particulièrement la régularisation du problème au travers des noyaux de covariance qui conduit à définir des paramètres de contrôle fort utils pour l'inversion. Nous montrons également qu'inverser des différences de données revient à introduire des termes spécifiques de corrélation dans la matrice de covariance des données, tout en conservant les données brutes. Nous indiquons finalement comment le calcul de l'indice de restitution permet de définir une zone de confiance du modèle résultant de l'inversion.L'inversion a été menée pratiquement en utilisant les codes informatiques (en Fortran 2003 par B. Potin, B. Valette, V. Monteiller): LOCIN (localisation) et INSIGHT (tomographie). La région finale d'étude est constituée par une boite parallélipipédique de dimension 590$times$770 km$^2$ de base et de 244 km de hauteur qui contient la topographie de la surface. Le modèle est constitué d'une part des valeurs de $v_P$ et $v_P/v_S$ sur une grille ayant 5 km de pas horizontal et 2 km de pas vertical et, d'autre part, des paramètres d'identification spatiale et temporelle des séismes. Un ensemble de tests nous a permis de déterminer des valeurs raisonables de ces paramètres au travers d'un analyse de type courbe en L.Nous avons obtenu une amélioration de la localisation de la sismicité, qui nous a permis de mieux décrire les essaims superficiels comme ceux de Pisayambo, Macas et du Reventador et d'identifier des linéaments en relation avec la Tectonique. Nous avons également obtenu une image de la sismicité à profondeur intermédiaire qui est dominée par la présence de 4 nids sismiques, ceux de Madonaldo, La Man'a et de Guayaquil à des profondeurs entre 75 et 115 km et celui de Puyo à de plus grandes profondeurs. La zone de Wadati-Benioff nous a permis de définir la profondeur du slab jusqu'à des profondeurs de 100-150 km en fonction de la latitude et d'observer la décroissance du pendage de 25° environ au nord et au centre de l'Equateur jusqu'à environ 10° au sud puis au nord du Pérou. Par ailleurs, l'analyse du champ de vitesse des ondes P suggère fortement que le slab est coupé en deux morceaux, le morceau sud passant sous le morceau nord au niveau du nid sismique de Puyo. Le modèle $v_P/v_S$ présente une forte anomalie positive de ce rapport le long de la cordillère occidentale à des profondeurs entre 30 et 50 km qui caractérise des matériaux partiellement fondus et correspond au réservoir d'alimentation profond de l'arc volcanique. Enfin, nous avons déduit de notre modèle un modèle de profondeur de Moho en prenant la profondeur de maximum de la norme du gradient de vitesse entre les vitesses de 7.2 et 7.4 km/s et en incorporant l'information sur la profondeur de Moho provenant des campagnes SALIERI et SISTEUR dans la marge active. / Although there have been numerous studies on the geodynamics and the tectonics in Ecuador based on the seismic activity, there has not been to date a comprehensive tomography study using the entire database of the National Seismic Network (RENSIG). Only a preliminary limited study was performed by Prevot et al. to infer a simple P velocity model in central Ecuador, and several profiles in the South-Colombian-Ecuador margin were also investigated by using travel time inversion of wide-angle seismic data obtained during the two marine experiments SISTEUR and SALIERI. Inverting the hundreds of thousands of arrival times of P and S waves of uneven quality that constitutes the RENSIG catalogue is the challenging subject of this thesis.We describe how we complemented the RENSIG catalogue with data from the Northern Peru network and how we homogenized and filtered the resulting dataset of more than 800 000 first arrival times of P and S waves corresponding to more than 50 000 earthquakes. To invert these data for both the velocity models and the event locations we adopted a Bayesian approach. We show how the problem can be recast in the Gaussian framework by changes of variable while imposing a robust statistics to the data, and how it leads to a generalized nonlinear least squares problem. We detail in particular the regularization of the models through the smoothing and damping properties of the covariance kernels. We also show that inverting differences in data instead of the raw data amounts to the introduction of specific correlation terms in the data covariance matrix, while keeping the same set of data. We finally indicate how the computation of the averaging index allows the delimitation of a confidence region for the resulting model.The practical inversion has been carried out by using the two Fortran 2003 codes (B. Potin, B. Valette, V. Monteiller): LOCIN (prior localization) and INSIGHT (tomography). The final study region is a parallelepipedic box of 590$times$770 km$^2$ area and 244 km height that contains the topography of the surface. The models consist of the $v_P$ and $v_P/v_S$ fields discretized over a grid, the spacing of which is 5 km in the horizontal directions and 2 km in the vertical one, and of the spatial and temporal parameters of the seismic events. A battery of tests allowed us to set reasonable values for these tuning parameters through an L-curve analysis.We obtained the spatial distribution of the seismicity with an improved accuracy which allows us to describe with more details the shallow seismic clusters, as those of Pisayambo, Macas, Reventador, and to identify lineaments in the seismicity in relation with tectonics. We obtained also a clear image of the intermediate depth seismicity wich is dominated by 4 nests, namely the Maldonado, La Man'a, and Guayaquil nests, at depths ranging between 75 km and 115 km, and the Puyo nest at much deeper depths. The Wadati-Benioff zone allowed us to clearly defined the topography of the slab only to a depth to about 110-150 km, depending on the latitude, and to observe the decrease of the dip angle from about 25° in northern and central Ecuador down to about 10° in southern Ecuador and northern Peru. On the other hand, the analysis of the P velocity clearly suggests that the slab is broken in two pieces, the southern one passing under the northern at the level of the Puyo nest. The $v_P/v_S$ model presents a high anomaly of the ratio along the western cordillera at a depth ranging between 30 km and 50 km that characterized partially melted rocks and corresponds to the feeding reservoir of the volcanic arc. Finally, we deduced the Moho depth from our model by taking the depth for which the norm of the velocity gradient is maximum between 7.2 and 7.4 km/s and by incorporating information on the Moho depth provided by the SISTEUR and SALIERI experiments in the convergent margin.

A 3D nonlinear finite element analysis was developed for simulating the behavior of skewed concrete slabs and to identify the response of the slab with different angles and element sizes. The purpose of this research is helping the engineering and construction industry to utilize the FEM study and results more in different structural applications.Simulations performed in ABAQUS for skewed slabs are also compared to straight and skewed slabs according to the analytical formulation by Timoshenko.The result showed that when the distance increases, the load capacity measured by reaction forces decreases for all different skew angles except angle 0° and 15° which show a stable reaction force along the entire path. .The study reveals that depending on the skew angle and the element size, the stress distribution and vertical displacements in the slab vary significantly from those in a straight slab. It is shown that the displacement decreases with the increase of the skew angle while the stresses increase with the decrease of the skew angle.There are small differences in the vertical displacements and stress distribution between the results obtained by this study and the results obtained by Timoshenko regarding the plates with skews of 0°, 30° and 45°.