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1
Al-Thairy, Haitham Ali Bady. "Behaviour and design of steel columns subjected to vehicle impact." Thesis, University of Manchester, 2012. https://www.research.manchester.ac.uk/portal/en/theses/behaviour-and-design-of-steel-columns-subjected-to-vehicle-impact(66efd62e-76d7-4847-9907-6004af34b63a).html.
Full textAbstract:
Columns are critical elements of any structure and their failure can lead to the catastrophic consequences of progressive failure. In structural design, procedures to design structures to resist conventional loads are well established. But design for accidental loading conditions is increasingly requested by clients and occupants in modern engineering designs. Among many accidental causes that induce column failure, impact (e.g. vehicular impact, ship impact, crane impact, impact by flying debris after an explosion) has rarely been considered in the modern engineering designs of civil engineering structures such as buildings and bridges. Therefore, most of the design requirements for structural members under vehicle impact as suggested by the current standards and codes such as Eurocode 1 are based on simple equations or procedures that make gross assumptions and they may be highly inaccurate. This research aims to develop more accurate methods of assessing steel column behaviour under vehicle impact.The first main objective of this study is to numerically simulate the dynamic impact response of axially loaded steel columns under vehicle impact, including the prediction of failure modes, using the finite element method. To achieve this goal, a numerical model has been proposed and validated to simulate the behaviour and failure modes of axially loaded steel columns under rigid body impact using the commercial finite element code ABAQUS/Explicit. Afterwards, an extensive parametric study was conducted to provide a comprehensive database of results covering different impact masses, impact velocities and impact locations in addition to different column boundary conditions, axial load ratios and section sizes. The parametric study results show that global buckling is the predominant failure mode of axially unrestrained compressed steel columns under transverse impact. The parametric study results have also revealed that column failure was mainly dependent on the value of the kinetic energy of impact. The parametric study has also shown that strain rate has a minor effect on the behaviour and failure of steel columns under low to medium velocity impact. The parametric study results have been used to develop an understanding of the detailed behaviour of steel columns under transverse impact in order to inform the assumptions of the proposed analytical method.To account for the effect of vehicle impact on the behaviour of steel columns, a simplified numerical vehicle model was developed and validated in this study using a spring mass system. In this spring mass system, the spring represents the stiffness characteristics of the vehicle. The vehicle stiffness characteristics can be assumed to be bilinear, with the first part representing the vehicle deformation behaviour up to the engine box and the second part representing the stiffness of the engine box, which is almost rigid. The second main objective of this research is to develop a simplified analytical approach that can be used to predict the critical velocity of impact on steel columns. The proposed method utilizes the energy balance principle with a quasi-static approximation of the steel column response and assumes global plastic buckling as the main failure mode of the impacted column. The validation results show very good agreement between the analytical method results and the ABAQUS simulation results with the analytical results tending to be on the safe side. A detailed assessment of the design requirements suggested by Eurocode 1, regarding the design of steel columns to resist vehicle impact, has shown that the equivalent static design force approach can be used in the design of moderately sized columns that are typically used in low multi-storey buildings (less than 10 storeys). For bigger columns, it is unsafe to use the Eurocode 1 equivalent static forces. It is acceptable to use a dynamic impulse in a dynamic analysis to represent the dynamic action of vehicle impact on columns, but it is important that both the column and vehicle stiffness values should be included when calculating the equivalent impulse force – time relationship. It is also necessary to consider the two stage behaviour of the impacting vehicle, before and after the column is in contact with the vehicle engine. A method has been developed to implement these changes.
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Widarda, Dina Rubiana. "Longitudinal forces in continuously welded rails due to nonlinear track-bridge interaction for loading sequences." Doctoral thesis, Saechsische Landesbibliothek- Staats- und Universitaetsbibliothek Dresden, 2009. http://nbn-resolving.de/urn:nbn:de:bsz:14-ds-1238081328011-05497.
Full textAbstract:
The use of continuously welded rails (CWR) governs the longitudinal stress caused by seasonal temperature changes, bending of supporting structure and braking/accelerating due to passing trains. Those three loads have been regulated in Eurocode1 and accomplished by the national codes like DIN Fb-101 in Germany. An additional loading case identified and treated in this thesis is the load due to a change of the coupling stiffness in longitudinal direction between the track and bridge. This additional load occurs as a consequence of the employment of a nonlinear stiffness law which increases the restoring force by a factor of 3 when the situation of the track changes from ‘unloaded’ to ‘loaded’ due to a passing train. This particular phenomenon has not been mentioned in the codes so far though it is a natural consequence of fundamental conditions in those codes. For CWR the longitudinal coupling between the rail and bridge plays an important role. This coupling interface is created either by a ballast, for a ballasted track, or by a fastening system in the case of slab track. The deformation state of the coupling interface characterizes the behaviour of the system, whether elastic or plastic. Therefore, the nonlinear behaviour is valid for the system. To accommodate the nonlinear nature, a sequential loading analysis is used, taking into account the loading history. As the change situation due to a passing train happens in a short time, the influence of the mass acceleration should be taken into account in the system’s equilibrium. This aspect is investigated by treating the dynamic load as an impulse-like load. However, a realistic load needs some time to affect the whole bridge, thus the continuous change of stiffness is used to simulate the dynamic analysis. There is a lack of information on determining the value of coupling stiffness in longitudinal direction caused by a passing train. Therefore, it is important to evaluate the coupling stiffness from field measurements in order to find reliable values. The implementation of the load onto several typical bridges shows that the change of the coupling stiffness increases the stresses and it should not be neglected. The evaluation of the load due to a change of the coupling stiffness accompanied by bending of the supporting structure gives satisfactory results by using the static analysis only. Thus, a dynamic analysis can be avoided. Multiple cycles of passing trains occurring after seasonal temperature change indicate a significant increase of elastic parts along the track-bridge coupling interface and a decrease in stresses in the rails. Thus the danger of deterioration is reduced significantlyDie Verwendung von durchgehend geschweißten Schienen auf Brücken führt zu zusätzlichen Längsspannungen infolge der Lastfälle jahreszeitliche Temperaturänderung, Brückendurchbiegung und Bremsen/Anfahren. Diese drei Lasten sind durch den Eurocode 1 vorgegeben und in die nationale deutsche Norm DIN Fb-101 integriert. In dieser Arbeit wird erstmals ein weiterer Lastfall identifiziert und behandelt, der durch den Wechsel der Koppelsteifigkeit in Längsrichtung zwischen Gleis und Tragwerk bei der Zugüberfahrt begründet wird. Dieser Lastfall wird hier mit „Ruck“ bezeichnet und ist eine zwangsläufige Konsequenz des nichtlinearen Längsverschiebewiderstandes, wie er im EC 1 und im DIN Fb-101 vorgegeben ist. Dennoch wurden die Auswirkungen auf das Systemverhalten bisher nicht untersucht. Bei einem Wechsel vom unbelasteten Gleis zum belasteten Gleis während einer Zugüberfahrt erhöht sich zum Beispiel der Längsverschiebewiderstand für ein Schottergleis um den Faktor 3! Die dadurch bedingte Veränderung des Zusammenwirkens zwischen Gleis und Tragwerk führt zu einer Veränderung des Systemzustandes und damit zu veränderten Schienenspannungen. Für durchgehend geschweißte Schienen spielt die Längskopplung zwischen Schiene und Brücke eine wesentliche Rolle. Beim Schottergleis wird sie dargestellt durch die Einbettung des Gleisrostes im Schotterbett im Zusammenwirken mit der Schienenbefestigung. Bei der festen Fahrbahn durch das Befestigungssystem. Für kleine Deformationen ist die Koppelsteifigkeit proportional zur Relativverschiebung zwischen Gleis und Brücke. Darüberhinaus geht das linear elastische Verhalten in ein quasi plastisches Verhalten mit konstanter Koppelkraft über. Folgerichtig ist die Behandlung einer Lastenfolge nur in inkrementeller Weise unter Einbeziehung der Verformungsgeschichte mechanisch korrekt. Die Lastfälle Bremsen/Anfahren, Brückendurchbiegung und Ruck ereignen sich nur während der Zugüberfahrt; also in relativ kurzer Zeit, dann allerdings mit einem erheblichen Lastgradienten. Somit stellt sich die Frage nach dem Einfluss der Massenbeschleunigungen, die in dieser Arbeit geklärt wird. Die im Fachbericht genanntenWerte für den Längsverschiebewiderstand des belasteten Gleises basieren auf einer relativ geringen Datenmenge. Aus diesem Grund werden die Messdaten einer umfangreichen Feldmessung mit Zugüberfahrten zu Aussagen über den Längsverschiebewiederstand herangezogen und die Problematik derartiger Messungen beleuchtet. Die unterschiedlichen Modellierungen des Lastfalls „Ruck“, einmal rein statisch und zum anderen dynamisch, ergeben übereinstimmende Schienenlängsspannungen für die statische und die kontinuierliche dynamische Variante. Somit kann auf die aufwändige dynamische Analyse verzichtet werden. Mehrere Zyklen von Zugüberfahrten im Anschluss an eine jahreszeitliche Temperaturänderung bewirken einen signifikanten Abbau der Durchrutschbereiche, also eine Erhöhung der elastischen Abschnitte in der Koppelfuge zwischen Bauwerk und Gleis verbunden mit einer Abnahme der Schienendruckspannungen. Somit hilft dieser Effekt dem System, der jahreszeitlichen Temperaturänderung zu widerstehen
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Widarda, Dina Rubiana. "Longitudinal forces in continuously welded rails due to nonlinear track-bridge interaction for loading sequences." Doctoral thesis, Technische Universität Dresden, 2008. https://tud.qucosa.de/id/qucosa%3A23616.
Full textAbstract:
The use of continuously welded rails (CWR) governs the longitudinal stress caused by seasonal temperature changes, bending of supporting structure and braking/accelerating due to passing trains. Those three loads have been regulated in Eurocode1 and accomplished by the national codes like DIN Fb-101 in Germany. An additional loading case identified and treated in this thesis is the load due to a change of the coupling stiffness in longitudinal direction between the track and bridge. This additional load occurs as a consequence of the employment of a nonlinear stiffness law which increases the restoring force by a factor of 3 when the situation of the track changes from ‘unloaded’ to ‘loaded’ due to a passing train. This particular phenomenon has not been mentioned in the codes so far though it is a natural consequence of fundamental conditions in those codes. For CWR the longitudinal coupling between the rail and bridge plays an important role. This coupling interface is created either by a ballast, for a ballasted track, or by a fastening system in the case of slab track. The deformation state of the coupling interface characterizes the behaviour of the system, whether elastic or plastic. Therefore, the nonlinear behaviour is valid for the system. To accommodate the nonlinear nature, a sequential loading analysis is used, taking into account the loading history. As the change situation due to a passing train happens in a short time, the influence of the mass acceleration should be taken into account in the system’s equilibrium. This aspect is investigated by treating the dynamic load as an impulse-like load. However, a realistic load needs some time to affect the whole bridge, thus the continuous change of stiffness is used to simulate the dynamic analysis. There is a lack of information on determining the value of coupling stiffness in longitudinal direction caused by a passing train. Therefore, it is important to evaluate the coupling stiffness from field measurements in order to find reliable values. The implementation of the load onto several typical bridges shows that the change of the coupling stiffness increases the stresses and it should not be neglected. The evaluation of the load due to a change of the coupling stiffness accompanied by bending of the supporting structure gives satisfactory results by using the static analysis only. Thus, a dynamic analysis can be avoided. Multiple cycles of passing trains occurring after seasonal temperature change indicate a significant increase of elastic parts along the track-bridge coupling interface and a decrease in stresses in the rails. Thus the danger of deterioration is reduced significantly.Die Verwendung von durchgehend geschweißten Schienen auf Brücken führt zu zusätzlichen Längsspannungen infolge der Lastfälle jahreszeitliche Temperaturänderung, Brückendurchbiegung und Bremsen/Anfahren. Diese drei Lasten sind durch den Eurocode 1 vorgegeben und in die nationale deutsche Norm DIN Fb-101 integriert. In dieser Arbeit wird erstmals ein weiterer Lastfall identifiziert und behandelt, der durch den Wechsel der Koppelsteifigkeit in Längsrichtung zwischen Gleis und Tragwerk bei der Zugüberfahrt begründet wird. Dieser Lastfall wird hier mit „Ruck“ bezeichnet und ist eine zwangsläufige Konsequenz des nichtlinearen Längsverschiebewiderstandes, wie er im EC 1 und im DIN Fb-101 vorgegeben ist. Dennoch wurden die Auswirkungen auf das Systemverhalten bisher nicht untersucht. Bei einem Wechsel vom unbelasteten Gleis zum belasteten Gleis während einer Zugüberfahrt erhöht sich zum Beispiel der Längsverschiebewiderstand für ein Schottergleis um den Faktor 3! Die dadurch bedingte Veränderung des Zusammenwirkens zwischen Gleis und Tragwerk führt zu einer Veränderung des Systemzustandes und damit zu veränderten Schienenspannungen. Für durchgehend geschweißte Schienen spielt die Längskopplung zwischen Schiene und Brücke eine wesentliche Rolle. Beim Schottergleis wird sie dargestellt durch die Einbettung des Gleisrostes im Schotterbett im Zusammenwirken mit der Schienenbefestigung. Bei der festen Fahrbahn durch das Befestigungssystem. Für kleine Deformationen ist die Koppelsteifigkeit proportional zur Relativverschiebung zwischen Gleis und Brücke. Darüberhinaus geht das linear elastische Verhalten in ein quasi plastisches Verhalten mit konstanter Koppelkraft über. Folgerichtig ist die Behandlung einer Lastenfolge nur in inkrementeller Weise unter Einbeziehung der Verformungsgeschichte mechanisch korrekt. Die Lastfälle Bremsen/Anfahren, Brückendurchbiegung und Ruck ereignen sich nur während der Zugüberfahrt; also in relativ kurzer Zeit, dann allerdings mit einem erheblichen Lastgradienten. Somit stellt sich die Frage nach dem Einfluss der Massenbeschleunigungen, die in dieser Arbeit geklärt wird. Die im Fachbericht genanntenWerte für den Längsverschiebewiderstand des belasteten Gleises basieren auf einer relativ geringen Datenmenge. Aus diesem Grund werden die Messdaten einer umfangreichen Feldmessung mit Zugüberfahrten zu Aussagen über den Längsverschiebewiederstand herangezogen und die Problematik derartiger Messungen beleuchtet. Die unterschiedlichen Modellierungen des Lastfalls „Ruck“, einmal rein statisch und zum anderen dynamisch, ergeben übereinstimmende Schienenlängsspannungen für die statische und die kontinuierliche dynamische Variante. Somit kann auf die aufwändige dynamische Analyse verzichtet werden. Mehrere Zyklen von Zugüberfahrten im Anschluss an eine jahreszeitliche Temperaturänderung bewirken einen signifikanten Abbau der Durchrutschbereiche, also eine Erhöhung der elastischen Abschnitte in der Koppelfuge zwischen Bauwerk und Gleis verbunden mit einer Abnahme der Schienendruckspannungen. Somit hilft dieser Effekt dem System, der jahreszeitlichen Temperaturänderung zu widerstehen.
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Källung, Patrik, and Pontus Staaf. "Eurocodes : Beräkningsjämförelser mellan eurocodes och BKR." Thesis, Mälardalen University, School of Sustainable Development of Society and Technology, 2008. http://urn.kb.se/resolve?urn=urn:nbn:se:mdh:diva-4591.
Full textAbstract:
In the year 2010 a transition will take place here in Sweden from the present rules how to dimension buildings in to the common rules with have been developed in Europe, the Eurocodes. Eurocode is the term for a collection standard that contains calculation rules in how to dimension constructions and buildings. They are developed by the European standardize committee.
The purpose with this examination work is to get an insight of what changes this will contribute to, and how it will affect the dimensioning. Are there going to be any differences in the dimension you finally chose?
To investigate these possible differences two constructions will be calculated first in the present Swedish rules, and then in the coming eurocodes.
One of these two constructions will be build completely in steel, while the other will be build completely in concrete. The steel building will have a beam and a column dimensioned, the concrete building will likewise have a beam and a column dimensioned. To reach as equivalent comparison as possible will the same load, geometry and circumstance prevail for both standards. Limitation has been done to only dimensioning the beam and the column who is most charged.
After we performed the calculations we could make the conclusion that dimensioning with Eurocode a higher efficiency was received, a 10 % higher efficiency on the materials. The strength of the material is with calculations with Eurocode higher, and so are the loads. One of the reasons for this is that the securityclass is added to the loads in Eurocodes and are drawn off from the strength of the materials in BKR.
År 2010 kommer en övergång att ske i Sverige från de nuvarande reglerna att dimensionera bärverk enligt BBK till de gemensamma reglerna som tagits fram i Europa de så kallade Eurocodes. Eurokoder är benämningen på en samling standarder som innehåller beräkningsregler för dimensionering av bärverk till byggnader och anläggningar. De tas fram av den europeiska standardiseringskommittén.
Syftet med examensarbetet är att skapa en överblick om vilka förändringar detta kommer att leda till och hur detta kommer att påverka dimensionering av bärverk samt om det kommer att bli några skillnader i vilken dimension man slutligen väljer.
För att komma fram till skillnaderna mellan de två olika standarderna så kommer två byggnader att dimensioneras, Byggnaderna kommer först att dimensioneras enligt de nuvarande reglerna enligt BBK, därefter så kommer samma beräkningar göras enligt de nya reglerna enligt eurocodes.
Byggnaderna som kommer att dimensioneras kommer att bestå av två material antingen bestående av stål eller betong. Byggnaden bestående av stål kommer att ha balk och pelare i stål och den andra byggnaden kommer att ha en pelare och balk bestående av betong. För att få en så likvärdig jämförelse som möjligt mellan de två olika standarderna så kommer samma typ av laster och förhållanden att verka på elementen. Begräsningar har gjorts att bara dimensionera den mest belastade balken respektive pelaren.
Efter att vi utfört beräkningarna drog vi slutsatsen att vid dimensionering enligt Eurocode erhålls en 10 % högre utnyttjandegrad av materialet än vi dimensionering enligt BKR. Generellt vid beräkningarna så blir hållfasthetsvärdena större för Eurocode, kompenserande blir då också lasten större. En anledning till detta är att säkerhetsfaktorn läggs på lasten i Eurocode och reducerar kapaciteten i materialet för BKR.
Beräkningsanalyser
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Arman, Björn, and Nordqvist Markus Damm. "Practical use of Eurocodes for design engineers." Thesis, Linköpings universitet, Institutionen för teknik och naturvetenskap, 2011. http://urn.kb.se/resolve?urn=urn:nbn:se:liu:diva-93180.
Full textAbstract:
In January 2011, Boverket’s Design Regulations (BKR) expired in Sweden. New so-called Eurocodes will be implemented instead. Eurocodes are design rules that will be the same for the whole Europe and the members of the European Free Trade Association (EFTA). In order to be efficient in all countries, despite different conditions regarding climate and geography, each country can select Nationally Determined Parameters (NDP). These parameters will be published by Boverket and Trafikverket in Sweden. This in the form of regulations called EKS (European construction standards) and VVFS (Vägverket’s traffic regulations). The purpose of this report is to make the transition from BKR to Eurocodes easier. The report responds to how the elements of the new Eurocodes are structured, what differences there are between BKR and Eurocodes and how the Eurocodes are used in practice. This is shown through a literature study that has been performed on parts from the material on which the Eurocodes are based and a number of example calculations there the Eurocodes has been used. These example calculations form the base for an annex in form of a collection of examples. By having this annex at hand the designer will be helped in his work when the transition occurs. From the collection of examples a "calculation of cumulative loads template" has been created. This is an Excel sheet that will help the designer in his work.Den 1 januari 2011 slutade Boverkets konstruktionsregler (BKR) att gälla i Sverige. Istället ska nya europastandarder som kallas Eurokoder användas. Eurokoder är gemensamma konstruktionsregler för länder i EU samt medlemmar i Europeiska frihandelssammanslutningen (EFTA) . För att de ska fungera i alla länder, trots olika förutsättningar i till exempel klimat och geografi får varje land ge ut nationella bilagor. Dessa bilagor ges i Sverige ut av Boverket och Trafikverket i form av föreskrifter vid namn EKS (Europeiska konstruktionsstandarder) och VVFS (Vägverkets författningssamling). Syftet med denna rapport är att underlätta övergången från BKR till Eurokoder. Rapporten ger svar på hur delar av de nya Eurokoderna är uppbyggda samt vad det finns för skillnader gentemot BKR och hur de tillämpas i praktiken. Skillnaderna redovisas genom en litteraturstudie som gjorts på delar av det stora material som Eurokoderna omfattar. Till detta har exempelberäkningar med de nya Eurokoderna utförts. Dessa exempelberäkningar ligger sedan till grund för en bilaga i form exempelsamling. Genom att ha denna till hands när övergången sker, kan en konstruktör få hjälp i arbetet vid övergången. Med hjälp av exempelsamling har sedan en ”Lastnedräningsmall” skapats. Detta är ett Excelblad där laster matas in, för att på så sätt få ut dimensionerande värden.
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Engström, Jens. "A comparison between the Eurocodes and BKR." Thesis, Linköpings universitet, Institutionen för teknik och naturvetenskap, 2006. http://urn.kb.se/resolve?urn=urn:nbn:se:liu:diva-97169.
Full textAbstract:
Between the year 2008 and 2011 a new code of pracitce for construction of buildings will replace our present code. This new code is called Eurocodes and consists of ten different parts. In this degree thesis the different calculationmodels in Eurocodes and in our Swedish code of practice, BKR, is presented and compared. The fields included are Loads and combination of loads, Classes of safety and Concrete-/Steelstructures. The main purpose with this degree thesis is to investigate if there are any differences in the safetylevel between the codes. In order to do this, results from loadcalculations and calculations of materialcharaceristics have been compared. It can be stated that the safetyaspects is treated differently in the two codes. BKR gives the opportunity to adapt the safetylevel according to the buildings usage, which gives a more exact and costefficient system. At the same time calculations according to Eurocodes gives rougher dimensions and because of this a higher safetylevel.Mellan år 2008 och 2011 kommer ett nytt regelverk för dimensionering av bärande konstruktioner i byggnader ersätta vårat nuvarande. Detta heter Eurocodes och består av tio olika delar. I detta examensarbete presenteras och jämförs de olika beräkningsmodeller som finns i Eurocodes och vårat svenska regelverk, BKR. De områden som berörs är Laster och lastkombinationer, Säkerhetsklasser och Betong-/Stålkonstruktioner. Det huvudsakliga syftet med examensarbetet är att klargöra eventuella skillnader i säkerhetsnivån mellan de olika normsystemen. För att kunna göra detta har resultat av beräkning av laster och materialegenskaper jämförts. Man kan konstatera att säkerhetsaspekten behandlas på olika sätt i de olika normerna. BKR ger möjligheten att anpassa säkerhetsnivån efter byggnadens användningsområde, vilket ger ett mera exakt och kostnadseffektivt system. Samtidigt ger beräkning med Eurocodes grövre dimensioner och med detta en högre säkerhetsnivå.
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Byfield, Michael Patrick. "Steel design and reliability using Eurocode 3." Thesis, University of Nottingham, 1996. http://eprints.nottingham.ac.uk/11145/.
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The twin aims of this research were to improve the presentation of codified design information and to investigate the methods used to calibrate the partial safety factors applied to resistance functions (ΎR-factors) so as to improve both the economy and the reliability of the predictions. A restructured version of EC3 (known as F-EC3) was developed by rearranging the design clauses on the basis of design tasks. This system enables the code to become more user-friendly. Hypertext versions of both EC3 and F-EC3 have been created on PC-based Microsoft Windows compatible software. The implications of hypertext on structural codes are investigated. The procedure used for calibrating the ΥR-factors contained within EC3 - (the Annex Z method) was reviewed and an alternative technique involving less assumption is proposed. A comprehensive set of measurements recording the material strength and the geometric properties of steel were obtained and collated. The large data set (over 7000 tests) was sufficient to evaluate the type of probability distribution characterising the variability of the basic material and geometric properties of structural steel. The resulting data were combined with experimental test results to determine the reliability of plate girder design and restrained beam design. The theoretical shear buckling resistance of plate girders (predicted by the simple post-critical and tension field, methods) was compared with experimental test results to determine reliability. The analysis demonstrated that plate girder design falls well short of the target reliability and an adjustment to the design methods is required in order to ensure safe design. A series of 4-point bending tests on laterally restrained beams were conducted to establish the accuracy of the Mpl.Rd resistance function. This study quantifies the degree of conservatism inherent in the Mpl.Rd design method and provides convincing evidence of the need to reduce the ΥR-factor applied to this resistance function. A modification is proposed to the design formulae which improves accuracy and permits the full moment capacity of restrained beams to be utilised.
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Karlsson, Niklas, and Jenny Öjemyr. "Rostfria stålkonstruktioner och rostskyddsbehandling av stålkonstruktioner enligt Eurocode." Thesis, KTH, Byggteknik och design, 2012. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-101825.
Full textAbstract:
Steel is an excellent material to build with, but consideration must be given to the fact that unprotected steel corrodes, rusts, therefore, as a rule, the steel must be protected in some way. This can be done by reducing the tendency of the steel to corrode by using stainless steel or by treating the steel with a protection method. The two most common methods of protection are corrosion protection paint and zinc coating. To determine the method, the corrosive category must first be evaluated and this is done in accordance to EN ISO 12944-2:1998. Stainless steel is available in many varieties but only some of them have properties that make them suitable for use as construction steels. There are many factors to be considered in the design of stainless steel to prevent corrosion from occurring. Design of stainless steel is slightly different from the design of plain carbon steel. In this thesis, only the differences are considered. There are many different systems of protective coating. These consist of at least two different layers of paint. Before the steel is painted, it must be pretreated to remove any impurities in the steel in order to get good adhesion. Galvanizing with a zinc coating can be done in a couple of ways, including hot-dip galvanizing and zinc spraying, where galvanizing is the most common method. When both galvanizing and painting is used it is called duplex systems. Which method that should be used depends on several factors such as economics, aesthetics and environmental impact. There is no simple solution, everything must be weighed and considered in each individual case.Stål är ett utmärkt material att bygga med, men hänsyn måste tas till att oskyddat stål korroderar, rostar, därför ska stålet i regel rostskyddsbehandlas. Detta kan göras genom att minska stålets benägenhet för att korrodera genom att använda rostfritt stål eller genom att behandla stålet med någon skyddsmetod. De två vanligaste skyddsmetoderna är rostskyddsmålning och förzinkning. För att bestämma metod måste först korrosivitetsklassen bedömmas och det görs enligt SS-EN ISO 12944-2:1998. Rostfritt stål finns i många olika varianter och det är bara några av dessa som har egenskaper som gör att de kan användas till byggande. Det finns även många faktorer att tänka på för att förhindra att korrosion i rostfria konstruktioner uppstår. Dimensionering av rostfritt stål skiljer sig något från dimensionering av vanligt kolstål. I detta arbete tas endast skillnaderna upp. Det finns många olika färgsystem inom rostskyddsmålning. Dessa består av minst två stycken olika skikt med färg. Innan ett stål rostskyddsmålas måste det förbehandlas så att eventuella föroreningar på stålet försvinner och ger färgen bra vidhäftning. Förzinkning kan göras på ett par olika sätt, däribland varmförzinkning och sprutförzinkning där varmförzinkning är den vanligaste metoden. När både förzinkning och målning används fås så kallade duplexa system. Vilken metod som ska väljas för att skydda stålet mot korrosion beror på flera olika faktorer så som ekonomi, estetik och miljöpåverkan. Det finns ingen enkel lösningsmetod utan allt måste vägas samman och beaktas utefter varje enskilt fall.
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Jacobson, Linnea, and Viktor Karlsson. "Design Model for Driven Concrete Piles According to Eurocode." Thesis, Linköpings universitet, Kommunikations- och transportsystem, 2015. http://urn.kb.se/resolve?urn=urn:nbn:se:liu:diva-118573.
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Pålning är en vanlig grundläggningsmetod för att överföra laster från överliggande konstruktioner genom svaga eller instabila jordlager till fasta jordlager eller berg. En typ av påle som ofta används är den slagna spetsburna betongpålen som slås ned genom till exempel lös lera till fast berg. 2011 trädde Eurokod in som gällande regelverk för dimensionering av bärverk. Införandet innebar förändringar i dimensionering av bland annat slagna spetsburna betongpålar. Företaget WSP i Norrköping har tidigare använt ett beräkningshjälpmedel för att få en uppfattning om en spetsburen betongpåles bärförmåga. Detta beräkningshjälpmedel blev i och med införandet av Eurokod inte längre giltigt. En önskan från WSP var att klargöra vad som gäller för dimensionering av spetsburna betongpålar enligt Eurokod och att ett nytt beräkningshjälpmedel skulle skapas om så var möjligt. När litteraturstudien för examensarbetet utfördes stod det klart att inget samlat dokument som beskrev alla delar av dimensionering av slagna spetsburna betongpålar fanns. Syftet med examensarbetet blev i och med det att sammanställa och tydliggöra gällande regelverk kring dimensionering av slagna spetsburna betongpålar. I den teoretiska referensramen sammanställs gällande regler och tillvägagångssätt för att utföra dimensioneringsberäkningar för en slagen spetsburen betongpåle. Det som sammanställts kan ses som ett förslag på hur dimensionering av en slagen spetsburen betongpåle kan genomföras. Resultatet visar att det är möjligt att skapa ett tillförlitligt beräkningsprogram som kan beräkna bärförmågan hos en spetsburen betongpåle enligt Eurokod. Vid jämförelsen av bärförmågan beräknad med det tidigare beräkningshjälpmedlet och det nya visade det sig att det nya ger en högre bärförmåga och framförallt ett noggrannare beräknat resultat.
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Rabelo, Antonio Carlos Nogueira. "Dimensionamento de alvenaria estrutural segundo recomendações do Eurocode 6." Universidade Federal de Minas Gerais, 2004. http://hdl.handle.net/1843/FACO-6AYPLC.
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This work describes a study about the design of walls and lintels of structural masonry buildings. The safety verifications and limit states are based on Eurocode 6 [1996], following the global trend of probabilistic based design. Design aspects are discussed within this context and formulas based on ultimate limit state design are presented. In order to ilustrate the performed studies a pilot design of a fifteen floor builiding was developed, where the typical storey, mechanical storey and water reservoir are presented. The formwork project is also presented, with the description of the structural and non structural masonry. Wind effects are based on NBR 6123 [1988] and the design model consists of aligned frames, taking into account the pilot building symmetry. Vertical actions are based on NBR 6120 [1980] and slabs are considered to be in the elastic range. Safety checks and of structural member stability are performed in the design, as well as the reinforcement calculation, when required. In the event where design stresses are higher than the limit stresses in the blocks, but not high enough to indicate reinforcement, a grouting criteria is indicated in order to increase masonry strength. Another part of the present work is the determination of the masonry walls to be grouted and reinforced, as well as the design and detailing of a lintel (i.e., a beam over a window and/or door).Este trabalho apresenta um estudo sobre o dimensionamento de paredes e lintéis de edifícios em alvenaria estrutural. As verificações de segurança e estados limites estão baseadas no Eurocode 6 [1996] seguindo a tendência mundial de fazer o dimensionamento através de métodos probabilísticos. Para isto, são abordados aspectos do cálculo, com deduções das fórmulas utilizadas tomando-se como base o método dos estados limites últimos. Para ilustrar os estudos realizados foi desenvolvido um projeto piloto de um edifício de 15 pavimentos, do qual se apresenta a planta do pavimento tipo, da casa de máquinas dos elevadores e da caixa dagua. Apresenta-se também os respectivos desenhos de formas, com a indicação das alvenarias estruturais e não estruturais. As ações devidas ao vento são baseadas na NBR 6123 [1988] e o processo de cálculo é o de pórticos alinhados, tendo em vista a simetria do edifício piloto. As ações verticais são baseadas na NBR 6120 [1980] e as lajes são calculadas no regime elástico. No dimensionamento são feitas as verificações de segurança e estabilidade das peças estruturais, bem como o cálculo das armaduras onde necessário. Nos casos em que as tensões de cálculo atuantes superam as tensões de cálculo resistentes dos blocos, mas não suficientemente altas para a indicação de armaduras, utiliza-se o critério de grauteamento dos blocos, com o intuito de aumentar a resistência da alvenaria. Faz parte do presente trabalho, indicações de todas as alvenarias grauteadas, das alvenarias armadas e um exemplo de cálculo e detalhamento de um lintel (viga sobre janela e/ou porta).
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Oksiuta, Michal, Dusan Mijatovic, and Phanyod Jantarang. "Framtagning av ett dimensioneringsverktyg för balkonginfästningar enligt Eurocode och ETAG." Thesis, Linnéuniversitetet, Institutionen för teknik, TEK, 2012. http://urn.kb.se/resolve?urn=urn:nbn:se:lnu:diva-19564.
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The purpose of this paper is to standardize and simplify the design work on a few specific types of storage brackets for balconies. The company Balco AB had the wish to simplify the design work in the preparation of attachments to their balcony structures. This would be done by a calculation matrix that could be produced which then in turn could be used for each new project by the company. The design work behind the development of these fittings at each new project is costly both in terms of time devoted by each calculation but also the cost of the time. The purpose of this report is that in a systematic manner, a calculation matrix can be created that then the company instead may follow from each new project. In carrying out the project used HILTI calculation program, which was provided by the company HILTI. Balco AB operates in the current situation with this software when designing work related attachments are made. Determining of the calculation matrix was achieved by 896 different calculations were made on a total of 4 different types of consoles in HILTI computing applications. In the program, we have used varied dimensioning-parameters as shear force, eccentricity, steel grade, bracket height, bracket width, and position of the cantilever in terms of concrete edge. We have when the results would be presented to the company worked with a hierarchal division, with each cantilever has its subfolders where the division is made after the given parameters, in order to get the structure that the company wants to work with.
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Ivarsson, Kristoffer. "Pile foundation, calculation method and design tables according to Eurocode." Thesis, Linköpings universitet, Medie- och Informationsteknik, 2013. http://urn.kb.se/resolve?urn=urn:nbn:se:liu:diva-94549.
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Because of the transition to a common standard for building regulations in Europe called Eurocodes, there is a need to update old reports that was written when old national standards were in use. A pile foundation is needed if the ground beneath a building does not have enough loadbearing capacity. The function of the pile cap is to distribute the load from the above construction on to the piles in the ground. The goal of this thesis is to create design tables with a number of type caps that can be use to quickly get a grip of the size, quantity of reinforcement steel and loadbearing capacity of the cap without the need to do any calculations. To create the values for the design tables the cantilever truss model was used. The truss is made up of the strut between the pile head-compression zone under the wall/pillar and the tie that is the reinforcement steel. The choice of this model makes it relatively simple to calculate the height and loadbearing capacity for the cap.The model from the theory part of the thesis is further explained by a calculation example that shows how the model has been implemented to create the design tables. The work with this thesis has been carried out at WSP and has it’s grounds in an handbook that they have there.
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Pluto, Malin. "Tank Shell Design According to Eurocodes and Evaluation of Calculation Methods." Thesis, Karlstads universitet, Institutionen för ingenjörsvetenskap och fysik (from 2013), 2018. http://urn.kb.se/resolve?urn=urn:nbn:se:kau:diva-68668.
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Tanks are storage vessels for liquids. They can have different appearances; some are short and wide, others are tall and slim, some are small, others are large. In this thesis a tank of 6 m in both diameter and height has been used to obtain numerical results of the stresses in the tank. Tanks are most often thin-walled with stepwise variable shell thickness with thicker wall sections at the bottom of the tank and thinner at the top. Since they are thin-walled they are susceptible to buckling and there are conditions the shell construction must meet. The conditions that has to be met are determined by the laws and regulations that govern tank design. The National Board of Housing, Building and Planning (Boverket) is the new Swedish authority for rules of tank design and the Eurocodes are the new family of standards that should be followed. Sweco Industry AB is the outsourcer of this thesis and wants to clarify what rules that apply now when the Eurocodes are to be followed. The thesis project has produced a calculation document in Mathcad for tank shell design according to the Eurocodes with stress calculations according to membrane theory and linear elastic shell analysis. This thesis has also produced a comparison of stresses calculated using membrane theory, linear elastic shell analysis and finite element method (FEM). The comparison has been made for numerical results given for an arbitrarily designed tank wall. The loads acting on the tank included in the description were self-weight, internal and hydrostatic pressure as well as wind and snow loads. The loads were described in accordance with the Eurocodes. Some assumptions had to be made where the standard was vague or deficient in order to make calculations by hand possible. For example, the wind load had to be described as an axisymmetrically distributed load rather than an angularly varying. The stresses in the tank wall were calculated through creating free-body diagrams and declaring equations for force and moment equilibrium. The loads and boundary conditions were set in a corresponding manner in the FEM software Ansys as in the calculation document in order to obtain comparable results. When compared, the stress results calculated with membrane theory and FEM were quite similar while the stresses calculated with linear analysis were a lot larger. The bending moments were assumed to be too large which make the results of the linear analysis dominated by the moments. The arbitrarily dimensions set for the tank did thus not fullfill the conditions when linear analysis was used but did so for membrane theory and FE-analysis. Since the results calculated with membrane theory were very close to FEM in most cases, even without expressions for local buckling, it was assumed to be an adequate method in this application. Expressions for local buckling are although needed for the meridional normal stress. The conclusions of the results obtained are that membrane theory is a simple and adequate method in most cases. Linear analysis thus becomes redundant since it is more complicated and more easily leads to faulty results. Furthermore it cannot be used for higher consequence classes than membrane theory. FEM, with a computer software such as Ansys, is although the most usable calculation method since it can conduct more complicated calculations and is allowed to be used for all consequence classes.
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Zervent, Altan. "Evaluation Of Steel Building Design Methodologies: Ts648,eurocode 3 And Lrfd." Master's thesis, METU, 2009. http://etd.lib.metu.edu.tr/upload/3/12610541/index.pdf.
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The aim of this study is designing steel structures with the same geometry, material and soil conditions but in the different countries, and comparing these designs in terms of material savings. According to three steel building codes, namely TS 648, LRFD, Eurocode 3, same structures with various stories (2, 4, 6, 8, and 10) are analyzed and designed. To calculate the design loads, Turkish Earthquake Code 2007 and Turkish Standard 498 (Design Load for Buildings) are utilized when TS 648 is applied. When LRFD is concerned, ASCE Standard 7-05 (Minimum Design Loads for Buildings and Other Structures) and AISC Standard 341-05 (Seismic Provisions for Structural Steel Buildings) are used for calculation of the design loads and earthquake loads. When Eurocode 3 is applied, Eurocode 8 (Earthquake Resistance Code), Eurocode 1 (Actions of Structures) and Eurocode-EN 1990 (Basis of Structural Design) are used in order to determine the design and earthquake loads. Weight of steel used on 1 m²is almost the same for procedures of LRFD and EC3. It is important to note that those procedures consider 20 % of material saving compared to TS648.
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Debarbouille, Quentin. "Consequences of using Eurocode 5 for design of steel-timber connections." Thesis, Linnéuniversitetet, Institutionen för teknik, TEK, 2011. http://urn.kb.se/resolve?urn=urn:nbn:se:lnu:diva-12499.
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Timber construction has increased in popularity in different countries in Europe thanks to a new material apparition and environmental stakes. In order to construct a timber structure we use different types of connections. The design of connections is complex since it is influenced by many different factors. However, the connection is the weak part of the structure and has high risk of collapse. Therefore the connection often determines the capacity of the structure.In 1975 the commission of the European Community decided to harmonize of technicalities and rules of design in the field of construction. The aim is to increase the competition between companies and simplify the trade of products and services within the European Union. The regulation for timber structures is Eurocode 5 (EC5).This study investigates how the EC5 can influence the design of a connection with a single shear plane for a steel-timber connection with nails or screws. This study is based on the comparison between the connection properties obtained using the EC5 and those recommended in a brochure from one of the large glulam manufacturers in Sweden based on the Swedish regulations.The outcome is that the new regulation has a strong impact on the design of the steel plates. The requirement in minimum spacing imposes a specific dimension and position of the fasteners. Moreover, the capacity of the connection is influenced by the distance between the fasteners parallel to the grain, which determines the effective number of fasteners involved in the connection.
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Edin, Erik, and Mattias Ström. "Comparing a full scale test with FDS, FireFOAM, McCaffrey & Eurocode." Thesis, Luleå tekniska universitet, Byggkonstruktion och brand, 2019. http://urn.kb.se/resolve?urn=urn:nbn:se:ltu:diva-75616.
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In the rapidly growing field of CFD-calculations (Computational Fluid Dynamics), companies and organizations are bringing forth new tools, tools that display an image of a given fire scenario. These tools are developed because they provide time efficiency as well as a sustainable economic approach. Another useful tool is analytical solutions, these analytical solutions serve the same purpose as CFD-modeling, providing results of a given scenario. The purpose of this thesis was to simulate a fire plume with two different CFDprograms and compare the gas temperature from each simulation with a full-scale test. Also, analytical solutions were used to perform the same comparisons. Four different calculation models were utilized to obtain results. The CFD-programs were FDS (Fire Dynamics Simulator) and FireFOAM. The analytical solutions were performed using McCaffrey´s plume equation and Eurocode solutions for localized fire temperatures. FDS is a very well documented program, due to this, problems that arose were easily fixed. The structure of FDS enables the user to maneuver the program easily. SmokeView was used to visualize the simulation. FireFOAM is written in C++ and is operated through the command prompt. The structure of the program was time-consuming to understand mainly because of two reasons, primarily because the authors lack of knowledge in coding in C++, and second because of the LINUX environment. Moreover, the process of working in FireFOAM was mostly through trial and error. On some occasions, issues arose that could be solved by communication with other CFD users at CFD-Online. When major problems occurred, regarding the code or other CFD issues, Johan Anderson at RISE Research Institutes of Sweden guided us through most of these problems and enabled us to move forward with the work. ParaView was used to visualize the simulation, and Excel was used to evaluate the temperature data from the FDS- and FireFOAM simulations. For the calculations in FDS and FireFOAM, a sensitivity analysis was performed to see which grid size presented best results in each program. A grid size of 5 cm, 10 cm, and 20 cm were applied in FDS, and in FireFOAM the grid dimensions were set to 5 cm and 10 cm. The results showed that 5 cm was the most appropriate grid size for both programs. It would have been more favorably to simulate with several different grid sizes, to further strengthen the grid analysis. Though, due to the time frame of the thesis, further simulations were not performed. Calculations were repeated for the same scenario only with a lower HRR (Heat release rate). An extensive sensitivity analysis was conducted for FDS in the form of two different simulations. One simulation where HRR was the same as the full-scale test but with twice the area of the burner. In the second simulation, the same area was used on the burner as the fullscale test, but with half the HRR. Results from the analytical solutions were easy to achieve; however, the model has some limitations regarding calculations within the flame region. The estimated gas temperature, using FDS, aligns well with the full-scale test. The temperatures analyzed from FireFOAM deviated in general through the flame region and reached unreasonable high temperatures close to the ceiling. Since the analytical solutions were based on different conditions compared to those applied in the full-scale test, it was expected that the results should deviate. However, McCaffrey plume equations can still be used to give an approximate picture of scenarios similar to that of the full-scale test, and the same applies to Eurocode solutions for localized fire temperatures. Analysis of the results shows that FDS can be used to simulate similar scenarios. FireFOAM simulates a gas temperature that is overestimated within the flame region. One of the reasons for this was due to the grid size since the sensitivity analysis III showed that a refined grid size resulted in more correct temperature value, the reason for not simulating with a more refined grid size was due to the restricted time frame of this thesis. FireFOAM is, at present, recommended for researchers who wish to use the code for specific purposes. Therefore, given the same premises, FireFOAM is not recommended for the standard fire safety analysis.
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Sahin, Serkan. "A Comparative Study Of Aisc-360 And Eurocode 3 Strength Limit States." Master's thesis, METU, 2009. http://etd.lib.metu.edu.tr/upload/12610894/index.pdf.
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Nowadaysdesign, 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.
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Baravalle, Michele. "Nationally Determined Parameters of Eurocode 2 : A Comparison among Seven European Countries." Thesis, KTH, Bro- och stålbyggnad, 2011. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-41017.
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Since the main ambition of the European community is to create a Single Market among the European countries, a unified set of structural design codes recently became mandatory to use. These standards, the Eurocodes, contain Nationally Determined Parameters (NDPs) that have to be fixed by the National Standard Bodies in the various countries. The investigation of the adopted values for Eurocode 2 in seven European States has been carried out i this thesis for quantifying the differences that arise from the selected values of these parameters. The aim of this investigation was to find out which countries are advantaged or disadvantaged by the choice of the value of these parameters. The analysis has been limited to the Part 1-1 of Eurocode 2 that concerns “General Rules for Buildings” and the most important parts of Eurocode 0 and 1. The investigated countries were Denmark, Finland, France, Germany, Italy, Sweden and the United Kingdom. Even if these countries represent only seven out of 27 EU States, this comparison gives a good view of the European situations since they cover nearly half of the continental concrete consumption. The analysis includes a theoretical comparison of the national choices of all the 170 national parameters as well as their influence on the more important formulas contained in the Code. Five practical case studies concerning the design and the verification of some structural elements have been carried out in order to study the differences in real and common design situations. Through all the work, the different choices have been compared to the recommended values proposed by the Eurocode that have been used as a mean of comparison. Due to the large number of parameters and the complexity of the problem it has not been possible to estimate and quantify general trends of differences for the countries although Finland, France, Italy and the United Kingdom have been found to have, in general, more disadvantageous choices than the other States. Moreover, Denmark and Germany show variable trends (both above and below the recommended values) while Sweden is always close to the recommended values. The results that have been found show that still a lot of work and research has to be done in order to achieve an even set of structural standards for the design of concrete structures. A list of more important national parameters has been presented as well as a proposal to convert some national parameters to fixed ones. The analysis and the results that have been obtained give details and indications about the future works that need to be done for decreasing the differences among the European countries.
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Holmström, Tobias. "Comparison between BKR and Eurocode for the design of a hall building." Thesis, Linköpings universitet, Institutionen för teknik och naturvetenskap, 2011. http://urn.kb.se/resolve?urn=urn:nbn:se:liu:diva-93177.
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The purpose of this paper is to examine what kind of differences could be found in the design of a hall building in the transition from BKR to Eurocode. The paper responds to how the Eurocodes affects construction, how the prices will change, how the design and control will change and how that will affect the work of a construction engineer. The survey was conducted through literature reviews, interviews and by examining a project conducted by Fastec Sverige AB. The planning of the project was implemented in BKR and selected parts were compared with an equivalent design according to Eurocode. The studied project is a new building ordered by GJS Verktygs AB. Eurocodes are shared design rules for the EU and EFTA member countries. Some national adjustments are allowed in the form of nationally selected parameters, so called NDP. Chosen changes will be set out in the National Annex, NA. The Swedish version of the Eurocodes, NA, refers to Boverket's and Trafikverket's regulations EKS and VVFS. In comparision between Eurocode and BKR the most striking difference is the amplitude of the Eurocodes. Due to a higher level of details, the number of pages are significantly greater in Eurocode than in BKR. Another important difference is that other formulas for calculation are used in the Eurocodes. In dimensioning, no major changes to concrete or steel designs are expected. Thereby no increased costs are expected. In contrast, the glulam stucture dimensions will alter and costs increase. Indirect costs for companies like Fastec Sverige AB will also increase as the Eurocodes cost considerably´more to buy than the BKR. Initially, productivity will also lessen with the initial time it takes to learn how to use the new standards. Since no manuals regards steel and timber structures, designers must make their own interpretations of the Eurocodes.Syftet med denna uppsats ar att undersoka vilka skillnader pa konstruktionen av en hallbyggnad som uppkommer vid overgangen till Eurokod. Uppsatsen svarar pa hur Eurokoderna paverkar konstruktionen, hur priset forandras, hur utforande och kontroll forandras och hur en konstruktors arbete forandras pa grund av Eurokoderna. Undersokningen har genomforts genom litteraturstudier, intervjuer samt genom att en projektering genomford av Fastec Sverige AB har studerats. Projekteringen ar genomford enligt Boverkets konstruktionsregler, BKR, och utvalda delar har jamforts med en likvardig projektering enligt Eurokod genomford av forfattaren. Det studerade projektet ar en nybyggnation at GJS Verktygs AB. Eurokoder ar gemensamma konstruktionsregler for EUs samt frihandelsorganisationen EFTAs medlemslander. Viss nationell anpassning far goras i form av nationellt valda parametrar, sa kallade NDP. Valen aterges i den nationella bilagan, NA. De svenska versionerna av Eurokoderna hanvisar i NA vidare till Boverkets och Trafikverkets foreskrifter EKS och VVFS. I Eurokoderna uppkommer en rad forandringar mot tidigare regelverk. Mest slaende ar omfattningen. Pa grund av en hogre detaljeringsgrad ar antalet sidor betydligt storre an for BKR. Skillnaderna bestar ocksa i att Eurokoderna anvander andra formler vid berakningar. Vid dimensioneringen framkommer att inga storre forandringar av betong- eller staldimensioner kan forvantas, saledes bor inte kostnaderna oka. Daremot kommer limtrastommens dimensioner oka vilket gor att kostnaden for stommen okar. Indirekta kostnader for foretag liknande Fastec Sverige AB okar ocksa eftersom Eurokoderna kostar betydligt mer i inkop an vad BKR har gjort. BKR har kunnat laddas ned gratis fran Boverkets hemsida eller bestallas i tryckt kopia till sjalvkostnadspris. Inledningsvis blir dessutom produktiviteten samre da det tar tid att lara sig de nya standarderna. Eftersom det inte finns nagra handbocker till stal- och trakonstruktioner maste konstruktorerna gora sina egna tolkningar av texten i Eurokoderna.
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Hansson, David, and Fredrik Landelius. "Dimensioning of combined reinforced piled slab according to Eurocode and Swedish Standards." Thesis, Linköpings universitet, Kommunikations- och transportsystem, 2015. http://urn.kb.se/resolve?urn=urn:nbn:se:liu:diva-119961.
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2011 slutade man i Sverige att använda det nationella regelverket, Boverkets konstruktionsregler (BKR) och tillhörande Boverkets handbok om betongkonstruktioner (BBK 04) vid dimensionering av bärande konstruktioner, då de ersattes av Eurokonstruktionsstandard (EKS) som är en europeisk standard och skall användas av EU:s medlemsländer. Även om Eurokoder (EK) skall används av företag vid dimensionering av bärande konstruktioner, behandlar inte någon av eurokoderna kombinationsarmerad betong. Armeringsmetoden innefattar användandet av både armeringsjärn och fiberarmering. Med hänsyn till detta publicerade Swedish Standards Institute 2014 en standard för fiberbetong (SS 812310) som samverkar med eurokoder, med syftet att underlätta dimensionering av dessa konstruktioner. Då det tidigare inte har funnits någon nationell standard använder vissa företag fortfarande dimensioneringsmetoder som inte utgår från eurokoder och svensk standard. Syftet med studien är att undersöka skillnader av beräkningar, parametrar och resultat mellan en icke aktuell dimensioneringsmall för en kombinationsarmerad pålunderstödd platta enligt BKR, BR4 och BR13 och en som bygger på EK och svensk standard (SS). I SS 812310 finns två olika metoder för att beräkna momentkapaciteten, en förenklad och en generell metod. I studien används den förenklade metoden, på grund av den generella metodens komplexitet. Efter att respektive dimensioneringsmetod för en kombinationsarmerad pålunderstödd platta har granskats, skapades dimensioneringsmallen enligt EK och SS. Mallen krävde en ny statikberäkningsmetod med hänsyn till SS 812310. Konsekvensen blev att konstruktionen påverkades av en större tvärkraft vid stöd, men erhöll en mindre nedböjning i fält. Även jämförelsen av beräkningsmetoder och parametrar blev på grund av statiken begränsad. Total utnyttjandegrad av momentkapaciteten blev densamma i båda dimensioneringsmallarna vid samma armeringsinnehåll, men på grund av ett icke uppfyllt töjningsvillkor i fält enligt SS 812310 krävdes här ett högre armeringsinnehåll. Ett högre armeringsinnehåll medför en lägre utnyttjandegrad, vilket inte är eftertraktat då det innebär att armeringen inte kommer att utnyttjas fullt ut. Slutsatsen blev att tillämpbarheten är begränsad för den förenklade metoden i SS 812310 om töjningsvillkoret inte uppfylls och att man istället måste använda den generella metoden för fortsatt dimensionering. Konsekvenserna om villkoret inte uppfylls kan vara att större sprickor uppkommer än dem som erhölls vid balktester.
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Varennes, Maxime. "Design of a single-track railway network arch bridge : According to the Eurocodes." Thesis, KTH, Bro- och stålbyggnad, 2011. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-40484.
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A constant research of more ecological and efficient structures has enabled bridges to be more innovative through the years. Nowadays, as the need is greater than ever, a new kind of bridge is expanding in the entire world: the network arch bridges. The concept was developed by professor and engineer Per Tveit in 1955 and has been improved since then. But it is only for 10 years that many bridges of this sort have been built. The aim of the thesis is to investigate the structural behavior of these bridges and their efficiency comparing to traditional bridges. It is also proving the efficiency of the network arches used for rail traffic. To do so, a single-track railway network arch has been designed according to the Eurocodes. A 2D model has been designed to be optimal and tested under Abaqus for the loads defined in the Eurocodes. Guidelines from the literature and Per Tveit’s work have been used to determine the optimal geometry of the bridge. The steel weight needed for the 75 meters long bridge is assessed from the final design and is the main parameter to compare and evaluate the network arch structural efficiency. These results are compared with Tveit’s statements and with other structures.
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Eriksson, Andreas. "Brandteknisk dimensionering av oskyddade träförband : En jämförelse mellan Eurocode 5 och alternativa metoder." Thesis, Mittuniversitetet, Avdelningen för ekoteknik och hållbart byggande, 2013. http://urn.kb.se/resolve?urn=urn:nbn:se:miun:diva-19511.
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Hirani, Aliasgar, George John, and Henry Mupeta. "Resistance of Members to Flexural Buckling According to Eurocode 3 : - Focus on Imperfections." Thesis, Linnéuniversitetet, Institutionen för maskinteknik (MT), 2015. http://urn.kb.se/resolve?urn=urn:nbn:se:lnu:diva-46636.
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This work focuses mainly on the resistance of members to flexural buckling according to Eurocode 3. The work provides the mathematical backgrounds to the equations and buckling curves presented in Eurocode 3. The work also, attempts to reveal how different imperfections influence the flexural buckling resistance which is demonstrated through Finite Element (FE) simulations. The work presents modeling and analysis on a steel column in ABAQUS 6.14. Linear and non-linear buckling analyses of the steel column, with the influence of imperfections, are implemented in this work. Specifically, the imperfections considered in this study are material plasticity, initial bow and residual stress. The influence of initial bow imperfection of 0.1% of the length of the column considering flexural buckling was found to be 45.28% of the Euler buckling load. The influence of residual stresses, with a magnitude of maximum about 13% in the flange and 35% in the web, of the yielding strength, on flexural buckling is about 31.9% of the design Euler buckling load. The combined effect of residual stress and initial bow imperfection on flexural buckling is about 45.34% of the design Euler buckling load.
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Romano, Victor Pereira. "Dimensionamento de ligações viga-coluna com chapa de topo : modelo do Eurocode 3." reponame:Repositório Institucional da UFOP, 2001. http://www.repositorio.ufop.br/handle/123456789/6286.
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Programa de Pós Graduação em Engenharia Civil. Departamento de Engenharia Civil, Escola de Minas, Universidade Federal de Ouro Preto.Submitted by giuliana silveira (giulianagphoto@gmail.com) on 2016-01-29T16:08:06Z No. of bitstreams: 1 DISSERTAÇÃO_DimensionamentoLigaçõesChapa.pdf: 2214163 bytes, checksum: 63f369f7c7a4e90976c64db8681603a9 (MD5)
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Este trabalho apresenta o modelo proposto pelo Anexo J do EUROCODE 3, para o dimensionamento de ligações parafusadas com chapa de topo e para a determinação da sua rigidez à rotação. Faz-se a análise do embasamento teórico e das verificações propostas comparando-as às recomendações da NBR 8800 (1986). Compara-se o modelo de dimensionamento em relação à fundamentação teórica do modelo de dimensionamento apresentado pelo Manual Brasileiro de Construção Metálica. Em particular avalia-se a veracidade do modelo de dimensionamento apresentado, utilizando-se resultados experimentais conhecidos. Finalmente apresentam-se as conclusões obtidas bem como tabelas de dimensionamento para vigas e pilares elaboradas a partir de um programa computacional, segundo a metodologia de dimensionamento apresentada. _________________________________________________________________________________
ABSTRACT : This work presents the proposed model of Annex J of EUROCODE 3, to design of bolted connections with extended end plate and to determination of its rotation stiffness. It’s analysed the background theory and the proposed verification. Comparisons are made between design model and the Brazilian Standard (NBR 8800) recommendations. It’s also compared the Annex J model in relation to background theory of Brazilian Manual of Steel Construction model. Special attention is paid to evaluate the behaviour of the presented model using experimental results already knew. Finally, the remarks and conclusion are presented. It’s also presented design tables for beams and columns and a computational program obtained by Annex J model.
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Dharasura, Snehith. "Buckling analysis of steel H beam-columns using Finite Elements, British Standards and Eurocodes." Master's thesis, Alma Mater Studiorum - Università di Bologna, 2018.
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Steel is undoubtedly the most common material in construction. Most of the structures in the world are built with steel and all of them comprise of small and slender elements which are used for the framing of the structure. The elements are classified based on the forces that are expected on them. So, these elements form an integral part of the structure and have to be designed against all the forces that may act on them in their lifetime so that the structure serves its intended purpose without causing any architectural damages while keeping the safety and convenience of the people using the structure as the priority. Since structures play a key role in everyday life and involve a lot of money and safety of people, a structural designer must follow the regulations adopted and accepted by the country which confirms the quality of the structures where the structure is going to be built. To ensure the safety of the structure Each country follows regulations which are formulated depending on a spectrum of local conditions prevailing in that country.
After the standardization of Structural design in Europe, UK shifted from their traditional British Standards to Eurocodes. In most of the cases, Eurocodes is more sophisticated than British Standard since it is meant to be improvement of the latter.
In British Standards, BS5950 deals with the Steel design while in its counterpart Eurocodes, the design of steel is discussed in EC3. But, many have concerns with the method discussed in the Eurocode for the Buckling problem of the Beam-Columns because it is so complicated and is hectic to perform, while the method mentioned in the British Standard is simple and direct. Since there is not much research published in this area, the aim of this Project is to compare both the codes with the FEA results of the Beam-Columns of various cross-sections and lengths subjected to a range of load-moment combinations to check if the complexity offered by the Eurocode is justified.
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Hamodi, Sara, and Sadi Taha Fahandezh. "Analysis of Tension-Zone Resistance in Bolted Steel Connections : Component Method according to Eurocode3." Thesis, KTH, Stålbyggnad, 2017. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-213723.
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In order to predict the behaviour of bolted steel connections, different methods can be applied to calculate the design tension resistance. In this thesis, the tension resistance is evaluated in the context of the so called Component Method according to Eurocode 3 part 1-8. The design approach establishes a unified procedure of modelling steel joints. Each joint configuration is decomposed into its basic components depending on loading type. In order to design the resistance of components subjected to tensile forces, a simple substitute model, the so-called Tstub flange is adopted. The Component Method is rather complicated to apply for all joint configurations. Therefore, the aim of this thesis is to create a brief and facilitated handbook covering the most common types of connections Kadesjös’ engineers deal with. The topic to be studied is rather comprehensive. Thus, this work is only focusing on the resistance calculation of components located in tension zone of HEA-sections in order to go deeper into the equivalent T-stub approach. To get a complete view about the designing procedure, general information about the Component Method are gathered by a literature study. Thereafter, the technical rules for calculation introduced in codes and standards were used to generate a general solution algorithm for two different connection configurations. The calculations have been performed using Mathcad, and the obtained results from a parametric analysis for particular profiles in each example are then summarised in tables and diagrams using Microsoft Excel.Att förutse skruvförbands beteende kan kräva tillämpning av diverse metoder. Metoderna används för att kalkylera den dimensionerande lastkapaciteten. I denna avhandling värderas lastkapaciteten i enlighet med den så kallade Komponentmetoden från del 1-8 i Eurokod 3. Denna dimensioneringsmetod fastslår en enhetlig procedur när det gäller modelleringen av stålförband. Varje förbandstyp bryts ner till sina baskomponenter med avseende på belastningstypen. För att beräkna den dimensionerande lastkapaciteten för dragbelastade komponenter används en förenklad substitutionsmodell en så kallad T-knut. Komponentmetoden är något komplicerad att tillämpa för alla former av skruvförband. Därmed är den huvudsakliga ambitionen med arbetet att skapa en kortfattad handbok vars syfte är att täcka de vanligaste typerna av skruvförband som Kadesjös konstruktörer använder sig av. Ämnet som kommer att studeras är relativt omfattande, således bestämdes det att i huvudsak sätta fokus på bärförmågan hos komponenter i dragzonen för HEA-profiler och därav dyka djupare i den ekvivalenta T-knutmetodiken. För att få en helhetsbild av dimensioneringsprocessen samlades allmän information om komponentmetoden genom litteraturstudier. Därefter användes dimensioneringsreglerna, presenterade i koder och standarder, för beräkning av lastkapacitet. Dessa utnyttjades för att generera en lösningsalgoritm för två skilda förband. Beräkningen genomfördes med hjälp av beräkningsprogrammet Mathcad. De erhållna resultaten, från en parametrisk analys för särskilda profiler i varje exempel, sammanfattades i form av tabeller och diagram med hjälp av Microsoft Excel.
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Barbaranelli, Andreas, and Andreas Wallin. "Seismic Analysis of Norra Tornen : A Comparison Based on the Requirements in Eurocode 8." Thesis, KTH, Bro- och stålbyggnad, 2019. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-253823.
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In Sweden, buildings are not designed to withstand earthquakes due to the rarity of an earthquake event and its consequential damage. However, the aim of this thesis was to study the seismic performance of some of the highest buildings in Stockholm, called Innovationen and Helix. The purpose of the study was to get an understanding of earthquake engineering for high rise buildings and to compare the behavior of the two towers during seismic action. In order to compare the two buildings and get an understanding of what will affect the seismic performance, Eurocode 8 was used. The Eurocode standard lists several properties that impacts the seismic resistance of buildings. One of the goals was to study how those factors influence the behavior of Innovationen and Helix and finally compare the results to each other in order to draw valid conclusions. The method to perform the analysis was a modal analysis using a finite element analysis program. The program used contains predefined response spectra’s based on Eurocode 8 which is used to define the seismic load acting on the structures. The extracted results are listed below: - Frequencies and mode shapes - Modal masses - Level and total masses - Accelerations - Displacements The conclusion of the study was that Innovationen and Helix have similar properties and some points from Eurocode 8 were better fulfilled by Helix and others by Innovationen: - Uniformity, symmetry and redundancy (Innovationen fulfills the requirements better than Helix) - Bi-directional resistance and stiffness (Innovationen fulfills the requirements better than Helix) - Torsional resistance and stiffness (Helix fulfills the requirements better than Innovationen) - Adequate foundation (Helix fulfills the requirements better than Innovationen) Of the two parameters studied, the height was the one with the most influence on seismic resistance.
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Aziz, Daniel. "Dimensionering av högprofilerad plåt : Analys av tillgängliga programvaror." Thesis, Karlstads universitet, Fakulteten för hälsa, natur- och teknikvetenskap (from 2013), 2017. http://urn.kb.se/resolve?urn=urn:nbn:se:kau:diva-55070.
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Benistand, Thibault. "Caractérisation mécanique des bois feuillus Français en vue de leur meilleure intégration aux Eurocodes 5." Electronic Thesis or Diss., Université de Lorraine, 2019. http://www.theses.fr/2019LORR0225.
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Bien que la forêt française soit composée au deux tiers de bois feuillus et d’un tiers de bois résineux la construction bois mobilise principalement les essences résineuses (sapin, pins, épicéa, douglas…) provenant de France et d’Europe. Le code de calcul des structures en bois : l’EUROCODE 5 est basé sur les recherches et publications réalisées principalement sur les bois résineux au cours des 70 dernières années. Une meilleure valorisation des bois feuillus ne peut se faire qu’en conduisant des études similaires sur ces essences. Le projet ANR EFEUR 5 a ainsi pour objectifs d’améliorer la connaissance des propriétés mécaniques des bois feuillus avec le plus fort potentiel de valorisation (chêne, hêtre et peuplier) pour lever les freins à leur mise en œuvre. Dans cette optique, cette thèse s’intéresse dans un premier temps aux corrélations qui encadrent la prédiction des propriétés mécaniques dites secondaires (résistance en traction, compression, cisaillement…) en fonction des propriétés mécaniques principales (résistance en flexion, masse volumique et module d’élasticité). Dans un second temps le comportement mécanique des assemblages a été étudié afin de réduire le nombre d’organe dans les assemblages réalisés en bois feuillus. Finalement à partir des résultats une analyse des pistes de valorisation des bois feuillus a été réalisée et éprouvée dans le cadre d’un projet démonstrateurAlthough the French forest is composed of two-thirds of hardwoods and one-third of softwoods, timber construction mainly uses softwood species (fir, pine, spruce, douglas fir ...) that come from France and Europe. Design standard for wood construction (EUROCODE 5) is based on researches and publications carried out mainly on softwood in the last 70 years. A better valuation of hardwoods can only be done by conducting similar studies on these species. The aim of the ANR EFEUR 5 project is to improve the knowledge of mechanical properties of hardwoods with the highest potential (oak, beech and poplar) in order to remove the obstacles to their utilization in construction. In this perspective, this thesis focuses on the relation bewteen so-called secondary mechanical properties (tensile, compression and shear strength, etc.) as a function of the principal mechanical properties (bending strength, density and modulus of elasticity). In a second time the mechanical behavior of joints has been studied in order to reduce the number of dowels in joints made with hardwood. Finally, from the results, an analysis of the recovery routes for hardwood has been carried out and tested as part of a demonstrator project
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Drivas, Georgios Valdemar. "Cost Evaluation of Seismic Load Resistant Structures Based on the Ductility Classes in Eurocode 8." Thesis, KTH, Betongbyggnad, 2014. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-157137.
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Most people do not associate Scandinavia with seismic activity and earthquakes; however, there is in fact seismic activity in the region. Although in comparison with southern Europe the return periods of earthquakes with large magnitudes are quite long, itis critical to consider earthquake impact when designing structures. Earthquake impact is difficult to predict, but building standards provide guidance to safely designstructures based on statistical and empirical data specific to regional conditions andcircumstances. Crucial for the final impact and response of a structure is not only theground acceleration, but also the ground type, which can amplify seismic vibrationsand ultimately cause unfortunate damage to the structural elements. Since 2010 Eurocode 8, the European standards for seismic design has been in effectfor building structures in Norway. The main difference with the application of thestandards in Norway compared to Southern Europe is the choice between elastic andductile design in some cases. Presumably, the same design regulations are applicablefor design of structures in Sweden, because parts of Sweden share similar conditionsas in Norway. This master thesis examines the results of selecting between elastic andductile design based on an arbitrary finite element model, and ultimately, presentsthe differences in cost efficiency in both quantitative and qualitative measures. In the arbitrary structure that is analyzed, the lateral bearing system contains a concrete wall shaft. In order to evaluate profitability, the cost development of reinforcement in the walls, is analyzed based on ground acceleration and ductility class. Thestudy ultimately implies a breaking point when structures in ductility class mediumare more cost efficient than structures in ductility class low and vice versa, with thecondition that the governing lateral force is the seismic vibration and that the normalized axial force is less than 15%Skandinavien förknippas inte i första hand med seismisk aktivitet och jordbävningar.I regionen förekommer seismisk aktivitet, dock är returperioderna för jordbävningarmed stor magnitud förhållandevis lång i relation till södra Europa. Jordbävningslasterär svåra att förutse, men byggnormerna vägleder till säkert utformande och dimensionering mot dess påverkan, baserat på statistiska och empiriska data för regionala förutsättningar och omständigheter. En avgörande faktor för konstruktioners inverkan och respons är inte endast markaccelerationen utan även marktypen som kanförstärka de seismiska vibrationerna och eventuellt orsaka skada på byggnader. I Norge används sedan 2010 de europeiska normerna för jordbävningsdimensionering, Eurokod 8. Den väsentliga skillnaden jämfört med utförandet av konstruktioneri södra Europa är att valet mellan elastiska och duktila utformanden ges i vissa fall.Hypotetiskt kan samma normer användas för dimensionering av byggnader i Sverige,eftersom vissa regioner i Sverige har samma förutsättningar som i Norge. I detta examensarbete undersöks valet mellan elastisk och duktil dimensionering medhjälp av finita element modellering av en godtycklig konstruktion samt en jämförelseav de två fallen som slutligen leder till en analys av kostnadseffektiviteten, både kvantitativt och kvalitativt. Det horisontella bärsystemet i den använda modellen är ett schakt bestående av betongväggar. För att kunna uppskatta lönsamheten analyseras kostnadsutvecklingenav armeringsinnehållet, beroende av markacceleration och duktilitetsklass. Studienhar resulterat i definitionen av en brytpunkt som anger när dimensionering enligtduktilitetsklass medium är effektivare än dimensionering enligt duktilitetsklass lågoch vice versa, under förutsättning att jordbävningslasten är dimensionerande ochden normaliserade axialkraften är lägre än 15%.
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ANDRÉN, JAKOBSSON NICOLINA, and SIMON BOHMAN. "A Generative Design of TimberStructures According to Eurocode : Development of a Parametric Model in Grasshopper." Thesis, KTH, Bro- och stålbyggnad, 2019. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-255661.
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The interest of timber structures has in recent years increased, primarily due tothe environmental benets of timber. This has created an increased demand forstructural engineers with timber expertise. At the same time the concept of structuralparametric design have become more popular. This new way of working withdesigns enables for architects and engineers to explore dierent geometries in earlystages of a project. However, the combination of a parametric workow and timberdesign have so far been limited due to the complexity of the material.This thesis aims to create an parametric workow within the visual programmingenvironment Grasshopper. This enables analysis of structural design simultaneouslywith a cross sectional and topological optimization of timber structures. The structuralanalysis is performed with Karamba which is a plug-in tool to the Grasshopperenvironment. The design verication based on Eurocode EN-1995 have been manuallyscripted in python components. The parametric model have been applied to acase where the main bearing bearing of a glass roof is to be designed. Three dierentgeometries have been evaluated with regard to cross sectional dimensions andgeometrical shape.The framework with a truss turned out to be a preferable design if only consideringweight, deection and utilization. The truss frame provides the lowest weight and thesecond smallest displacement. Furthermore, a comparison of the structural analysisand design have been performed with the FEM-program Robot. The compassionshow similar results, increasing the reliability of the Grasshopper model and theresults from this tool. It conrms it is possible to perform generative design oftimber structures within the same interface.The Grasshopper model is limited and can not handle all variations of 2D timberstructures. The complexity and variation of such calculations in conjunction with theEurocode have not been implemented during the time-span of this thesis. However,it is general within the limitations of the case study meaning a variety of framegeometries can be evaluated.
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Schirén, Whokko, and Trixie Swahn. "Vibrations in residential timber floors : A comparison between the current and the revised Eurocode 5." Thesis, Linnéuniversitetet, Institutionen för byggteknik (BY), 2019. http://urn.kb.se/resolve?urn=urn:nbn:se:lnu:diva-89293.
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The European standard Eurocode 5, a design method for timber structures,is currently under revision. In this study the draft for a reviseddesign method for vibrations in timber floors was compared to the currentmethod. The hypothesis of the thesis was that the revised designmethod might force some changes to the present construction practiceand that these changes may carry with them increased costs for the industry.Six common floor structures used in Sweden today were identifiedand for these floors design calculations were made according to the currentand the revised design method. It was checked whether the floorspassed the criteria in the two design methods and a comparison was madefor the only criterion which could be compared between the methods, thepoint load deflection. Floor structures could pass or fail the current designmethod based on two criteria, the point load deflection and the unitimpulse velocity response. All floors passed the current design methodexcept one which had a fundamental frequency below 8 Hz, because ofthe low frequency the current design method was not applicable to thefloor structure. In the revised design method the final result is a responsefactor and based on the response factor floors are given floor performancelevels. The seven step scale for the floor performance level go from I toVII where I is excellent and VII is unacceptable. All floor structures excepttwo achieved an acceptable floor performance level according to therevised design method. The two floors which failed were floors commonlyused in single family houses, they failed for a span length commonly usedtoday. A limited parametric study was performed where it was found thatthe modal mass used had a larger impact on the floor performance levelthan the mass per square meter included. For floors with a fundamentalfrequency above 8 Hz, including a higher mass per square meter resultedin a lower, i.e. better, response factor in all cases except one. For floorswith a fundamental frequency between 4.5 and 8 Hz, a higher mass resultedin a higher, i.e. worse, response factor. The study found that notall floor structures used in Sweden today are acceptable according to therevised design method therefore changes may have to be implemented andthese changes could result in an increased cost.
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Paulse, Sheryl Dawn. "Analysis and comparison of the South African and Eurocode live load models for railway bridges." Master's thesis, University of Cape Town, 2018. http://hdl.handle.net/11427/29698.
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This dissertation is an analytical study that compares the South African Transport Services (SATS) and Eurocode (EC) live load models for railway bridges. The study is specifically concerned with the critical load effects of shear and bending moment. The load models are simulated as moving loads over the full length of simply supported and continuous railway systems with speeds not exceeding 180km/h. The study is limited to short to medium spans ranging from 5m – 40m analysed in increments of 5m. The position of the maximum load effects for simply supported systems was determined using the frame analysis module in Prokon. Maximum load effects were determined using the influence line method. Maximum load effects for the continuous systems were determined using the moving load option in STRAP. It was found that SATS live load models imposed on single span railway bridges, produce conservative load effects for short span bridges but become over conservative with an increase in span, when compared with characteristic values of the EC load model 71 (LM71). For heavy loads (α = 1,10) in LM71, there is a good comparison with that of the EC for static and design moment (for a track with standard maintenance) with values of 5% lower at 10m but become moderately conservative (2% - 5%) with an increase in span. In the case of design bending moment (for a carefully maintained track) the SATS code is moderately conservative (6% - 8%) over the full range of spans for a carefully maintained track. For heavy loads (α = 1,10) in LM71, there is a good comparison with that of the Eurocode for static and design shear (for a carefully maintained track) with values of 4% lower at 10m but becoming moderately conservative (1% - 5%) with an increase in span. In the case of design shear (for a track with standard maintenance) the SATS code compares well with that of the EC, with values of 5% lower at 10m but becoming moderately conservative (4% - 13%) with an increase in span. Live traffic loads imposed on equal span (limited to 2) continuous railway bridges, produce conservative static and design shear load effects (for a carefully maintained track) in the mid-range of spans but become moderately conservative with increase in span for heavy loads (α = 1,10) for load model SW/0. There is a good comparison with that of the EC for design shear force (for a carefully maintained track) with moderately conservative (1% - 9%) for short span and long span systems for heavy loads (α = 1,10) for load model SW/0. A similar comparison occurs for heavy loads (α = 1,21) for SW/0 for static and design shear for a carefully maintained track. Live traffic loads imposed on equal span (limited to 2) continuous railway bridges produce over conservative static bending moment load effects for short span and long span bridges (2 x 30m – 2 x 40m) for characteristic values and heavy loads (α = 1,10 and α = 1,21) for load model SW/0. Generally, there is not a good comparison with that of the EC for static and design bending moment, for two span continuous railway bridges. Live traffic loads imposed on equal span (limited to 3) continuous railway bridges produce moderately conservative static shear force effects for heavy loads (α = 1,10 and α = 1,21) for load model SW/0. The only significant value is at the 3 x 5m span (21% higher) and the 3 x 15 – 3 x 20m range of spans (9% - 10% lower) for heavy loads (α = 1,10) and (α = 1,21) respectively. A similar comparison is observed for design shear effects for both types of track for heavy loads (α = 1,10) and (α = 1,21) for a carefully maintained track. Generally, there is not a good comparison with that of the Eurocode for static and design bending moment, for three span continuous railway bridges.
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Lykvist, Peter, and Mathias Blom. "Utmattning av vägbroar i armerad betong enligt eurokoder." Thesis, KTH, Byggteknik och design, 2011. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-49147.
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Since 1 January 2010 it is a requirement to use the European standards, Eurocodes, in Sweden when constructing bridges. One chapter that has caused an extra amount of problems for the engineers is the one about fatigue analysis, which resulted in us doing this thesis. To do this we had to read all of the Eurocodes that direct, or indirect deals with fatigue and calculating of such. We have read the background documents for the Eurocodes and master’s thesis in the subject. We also studied the calculations of bridges constructed by different construction firms. We have chosen to limit the thesis to discuss only road bridges made of concrete due to the lack of method for verification of concrete in the national appendix. There is a need for clarification of what method to use. To make sure that this thesis will be of use to the constructors, we have presented easy-to-use instructions for how to calculate fatigue on reinforced concrete bridges. We have also calculated an example of a bridge in two spans where we present the calculations in Excel more thoroughly. Fatigue of concrete is in many cases not the critical factor and it can most often be verified by simple methods. The concrete reinforcement is more often the subject to fatigue, but verification can relatively easy be done with the method described in the national appendix if a good Excel- or MathCAD sheet is used.Sedan den 1 januari 2010 är det krav i Sverige att för bro- och anläggningskonstruktioner använda de nya europeiska standarderna, eurokoder, för dimensionering. Ett kapitel som vållat stora problem för brokonstruktörer är kapitlet om utmattningslaster och dimensionering för dessa vilket ledde till att vi gjorde detta examensarbete. Vi har läst igenom de eurokoder som direkt och indirekt behandlar utmattning och utmattningsberäkningar, granskat bakgrundsdokument till eurokoderna samt läst examensarbeten som handlar om utmattning. Dessutom har vi också granskat beräkningar från ett flertal broar som olika konsultföretag konstruerat. Vi har valt att avgränsa arbetet till att enbart handla om utmattning av vägbroar i armerad betong. Detta har vi gjort för att metoder för verifiering av betongen i vägbroar inte är definierade i de nationella tilläggen till eurokoderna. Därför behövs ett förtydligande av vilka metoder som är lämpliga att använda. För att konstruktörer ska ha praktisk nytta av detta examensarbete, har vi redovisat en beräkningsgång med kommentarer och dessutom utfört egna beräkningar för en förenklad variant av en plattbro i två spann där vi redovisar beräkningarna i Excel mer ingående. Vad vi har kommit fram till är att armeringen ofta är mer utsatt för utmattning än betongen men verifieringsmetoden beskriven för armeringen i det nationella tillägget är en metod som är relativt lätt att använda med ett bra Excel eller MathCAD-ark.
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Dymiotis, Christiana. "Probabilistic seismic assessment of reinforced concrete buildings with and without masonry infills." Thesis, Imperial College London, 2000. http://hdl.handle.net/10044/1/8666.
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Johansson, Erika. "Krympning och krypning av STT/F-bjälklagselement : en jämförelse mellan verkliga effekter och beräkning enligt Eurocode 2." Thesis, Mälardalens högskola, Akademin för hållbar samhälls- och teknikutveckling, 2010. http://urn.kb.se/resolve?urn=urn:nbn:se:mdh:diva-11876.
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Detta examensarbete behandlar STT/F-bjälklagselementens krympning och krypning. Arbetet har utförts på uppdrag av Strängbetong AB, med Örjan Pettersson som initiativtagare och handledare. STT/F-bjälklagselement är en prefabricerad förspänd betongprodukt bestående av två spända balkar med en ovanpåliggande armerad platta. De används som bjälklag i yttertakskonstruktioner och har, tack vare tunna balkliv och en sadelformad platta, låg vikt och kan uppnå spännvidder närmare 30 meter. Förspända element förändras efter gjutning på grund av krympning, krypning samt stålets relaxation. Förutsättningarna varierar med bland annat olika betongkvalitet, förspänningsnivå, temperatur och luftfuktighet. Vid dimensionering tas hänsyn till dessa parametrar för att säkerställa maximal spännvidd och upplagslängd. Syftet med detta examensarbete har varit att jämföra bjälklagselementens verkliga förändringar med de beräknade. På Strängbetongs fabrik i Kungsör har mätningar utförts under olika årstider med varierande luftfuktighet och temperatur. Rörelsen samt överhöjningen hos elementen har noterats; först i form före gjutning och därefter under lagring, för att sedan jämföras med beräkningar enligt den gemensamma europeiska beräkningsstandarden Eurocode 2. Vid krypningsberäkningar har Strängbetongs beräkningsprogram för betongelement SbEle 3.10 delvis använts. Vid jämförelse, efter avslutade mätningar och beräkningar, kan fastställas att de uppmätta värdena överensstämmer väl med de beräknade vad gäller rörelsen. 0,5 + 0,5 promille är rimliga värden att anta på autogen respektive uttorkningskrympning. Överhöjningen är jämförelsevis också väl överensstämmande, med undantag för två av bjälklagselementen med en högre spänningsnivå. Eurocode 2 kan anses vara fullt tillämpbart som beräkningsmetod för STT/F-bjälklagselement.
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Mohammadi, M. Sajad, and Rishiraj Mukherjee. "Wind Loads on Bridges : Analysis of a three span bridge based on theoretical methods and Eurocode 1." Thesis, KTH, Bro- och stålbyggnad, 2013. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-125349.
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The limitations lying behind the applications of EN-1991-1-4, Eurocode1, actions on structures-general actions-wind load-part 1-4, lead the structural designers to a great confusion. This may be due to the fact that EC1 only provides the guidance for bridges whose fundamental modes of vibration have a constant sign (e.g. simply supported structures) or a simple linear sign (e.g. cantilever structures) and these modes are the governing modes of vibration of the structure. EC1 analyzes only the along-wind response of the structure and does not deal with the cross wind response. The simplified methods that are recommended in this code can be used to analyze structures with simple geometrical configurations. In this report, the analytical methods which are used to describe the fluctuating wind behavior and predict the relative static and dynamic response of the structure are studied and presented. The criteria used to judge the acceptability of the wind load and the corresponding structural responses along with the serviceability considerations are also presented. Then based on the given methods the wind forces acting on a continuous bridge whose main span is larger than the 50 meters (i.e. > 50 meter requires dynamic assessment) is studied and compared with the results which could be obtained from the simplified methods recommended in the EC1.
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Andersson, Lucas. "Shadow effects in open cross-sections : An analysis of steel temperatures with COMSOL Multiphysics, TASEF and Eurocode." Thesis, Luleå tekniska universitet, Byggkonstruktion och brand, 2018. http://urn.kb.se/resolve?urn=urn:nbn:se:ltu:diva-70086.
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Steel is a material commonly used in various constructions such as high-rise buildings, sport arenas, ships etc. Steel is a versatile building material due to its isotropic characteristics, e.g. both high tensile- and compressive strength. This allows steel to be formed into open section profiles which reduces material usage but simultaneously allows the tensile- and compressive stress resistance to be high in directions were loads are applied. Although steel has a high stress resistance its sensitivity to fire is larger than other building materials due to its high thermal conductivity. The strength of the material is reduced at higher temperatures and thereby makes the dimensioning of beams in fire cases vital in fire safety design of structural elements. An aspect to consider when dimensioning open section building elements in steel is the shadow effect. The shadow effect is the result of the open cross-section geometrical shape of beams and columns, e.g. H-profiles. The interior of the profile is screened from thermal radiation caused by fire which makes the characteristics of the thermal exposure different from closed cross-section profiles. A common way to estimate the temperatures of steel after a certain time of fire exposure is to use numerical calculations described in Eurocode. In these calculations the shadow effect is applied as a reduction of the total heat exchange, i.e. both convection and thermal radiation, from the fire exposure. A more realistic approach is to separate these boundary conditions and treat them as independent quantities. Wickström (2001) argues that a void is created within the flanges and that reduction factor thereby only should be applied to the radiative part of the total heat exchange, acting as a reduction of surface emissivity within the profile. This, since the convection is not affected by the shadow effect. Wickströms (2001) suggestion of application has been investigated in this thesis and has showed a better correlation than the approach suggested in Eurocode when compared to experimental tests. Shadow effects calculated on the premises of separated boundary conditions for the total heat exchange has of yet only been investigated in detail with TASEF+-simulations, but these simulations predicts steel temperatures with satisfactory results. It is possible to reproduce a similar setup in the program COMSOL Multiphysics in two-dimensional simulations, and further three-dimensional simulations. This possibility has been investigated in this thesis. COMSOL Multiphysics has proven to be an adequate tool when it comes to simulate fire exposure on slender steel beam with shadow effects considered. Both three- and two-dimensional models produced simulation results correlating well to simulations conducted in TASEF. Additionally, adequate correlations with experimental tests were obtained for COMSOL Multiphysics as well. Further work regarding fire simulations with the utilisation of COMSOL Multiphysics is thereby suggested.
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Spross, Johan. "Observationsmetodens tillämpning på inläckande grundvatten i bergtunnlar Fallstudie: Norra länken i Stockholm." Thesis, KTH, Jord- och bergmekanik, 2011. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-51332.
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På senare år har samhället ställt allt högre miljökrav, när nya tunnlar ska anläggas. Ett område där kraven har höjts, är dräneringen av grundvatten på grund av inläckage till tunneln. Detta kan ge upphov till bland annat sinande brunnar, sättningsskador på byggnader samt påverkan på vegetation och naturmiljö. För att minimera problemen genomförs ett omfattande tätningsarbete i tunneln. Fullständig täthet uppnås dock sällan. Därför måste mätningar och kontroller utföras, både av grundvattennivåerna i närområdet och av det inläckande grundvattenflödet i tunneln. Eftersom hanteringen av grundvattenfrågan länge varit nedprioriterad i branschen, behöver både planeringen och utförandet av mätningarna utvecklas, för att kunna möta samhällets allt hårdare miljökrav på området. Syftet med det här examensarbetet var att undersöka hur ramverket till den så kallade observationsmetoden, kan användas till hanteringen av grundvatteninläckage vid tunnelbyggnad i berg. I denna metod förbereder man i projekteringen en preliminär design av konstruktionen. Samtidigt planerar man för åtgärder att sätta in, om mätningar (observationer) under byggtiden indikerar att designen behöver förändras. Därmed kan konstruktionen under projektets utförande anpassas till de faktiska förhållandena i marken. För att undersöka om observationsmetoden är tillämpbar på hanteringen av inläckande grundvatten, studerades tunnelprojektet Norra länken i Stockholm. En jämförelse gjordes mellan hur grundvattenfrågan löstes i detta projekt och hur observationsmetoden definieras i Eurokoden samt i det tillhörande svenska tillämpningsdokumentet för geoteknik. Resultatet av den jämförande studien visade att utförandet i Norra länken till stor del överensstämde med hur observationsmetoden definieras i Eurokoden och med skrivningarna i tillämpningsdokumentet. Den ena skillnaden gällde mätanordningarnas tillförlitlighet. Den andra låg i hur det visas att det är tillräckligt hög sannolikhet, att den preliminära designen kommer att klara uppsatta krav. Med utveckling av dessa områden, borde det vara möjligt att fullt ut tillämpa observationsmetodens ramverk på hanteringen av grundvatteninläckage. Det visades dock att Eurokodens observationsmetod inte nödvändigtvis erbjuder den bästa lösningen, utan att varianter på denna också kan utgöra fullgoda alternativ. Examensarbetet visade också på några områden där förändringar kan göras, för att ge en bättre hantering av grundvattenfrågan i framtiden. Exempelvis borde bergtekniker komma in tidigt i projekteringen, för att göra kunskapsbilden mer komplett när de hydrogeologiska modellerna tas fram. Det borde också utredas om det finns bättre alternativ till injektering, när det är stor risk att detta inte är tillräckligt för att ge en tät konstruktion. Slutligen konstaterades det att det vore gynnsamt för alla inblandade parter om grundvattenfrågan hanterades på ett mer konsekvent sätt, eftersom detta skulle bidra till en ökad förutsägbarhet och överskådlighet. Att följa det ramverk som Eurokodens observationsmetod erbjuder, är ett sätt att göra detta.
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Akhondi, Mehdi. "Pelletäppan, tennishall med bristfällig konstruktion : En fallstudie av massiv limträkonstruktion." Thesis, KTH, Bro- och stålbyggnad, 2014. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-146752.
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Detta arbete bygger på en jämförelse mellan Boverkets Byggregler och Eurokoder för en befintlig limträkonstruktion. Referensobjektet är en tennishall belägen i Botkyrka kommun. Objektet byggdes under början på 90-talet i form av en treledsram med taktäckning av PVC duk som vilar direkt på limträbalkarna, inklusive en inre duk med mellanliggande isolering och luftspalt. Under de senaste åren har konstruktionen uppvisat tecken på svagheter med bl.a. stora sprickor i limträbalkarna, dessa skador kulminerade i att på begäran av kommunen stänga av anläggningen för fortsatta spel. Oavsett om beräkningarna utförs med BKR eller Eurokoder som är norm idag så har stommen inte tillräckligt bärighet för sin egentyngd och dagens snölast. Detta kan tyckas vara märkligt men förklaringen kan vara att man utförde byggnaden med tanke på att snön glider av hallen och inte ackumuleras. Med detta i åtanke skulle snön glida av om yttertaken hade hållits varm, mycket tyder på att så skulle ha varit fallet om fläktarna som luftar spalten i takkonstruktionen hade varit igång. Enligt Roger Vintemar, verksamhetschef för Idrott och Anläggning på Botkyrka kommun, har fläktaggregatets på/av knapp placerats lättillgängligt i spelargången och det finns anledning att misstänka att fläktaggregatet har varit avstängd vid långa perioder. Sprickorna i bågarna kan bero på överlast eftersom snön har ackumulerats och inte glidit av. Med avseende på hur konstruktionen är utformad och att det har blivit vattenansamlingar på spelbanan är det inte orimligt att ifrågasätta dragstagets rostskydd. Skulle dragstaget som håller ihop de två bågarna brista finns det en överhängande risk för s.k. sprött brott med ett snabbt ras till följd.
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Khamisi, Ali. "Stability of Tubular Steel Structures : Buckling and Lateral Torsional Buckling." Thesis, Université de Lorraine, 2016. http://www.theses.fr/2016LORR0172.
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Ce sujet est d’actualité suite à une évolution rapide des types de conception de structures élancées utilisées dans les installations provisoires. C’est seulement depuis une vingtaine d’années que ces structures sont préfabriquées en cadres multidirectionnels (de sections tubulaires en acier ou en aluminium). Ces structures sont légères et leur stabilité réside seulement dans les raideurs internes au niveau des files de montants et au niveau horizontal par les planchers ainsi que dans les liaisons avec l’ouvrage. Ce travail concerne l’étude des instabilités (flambement-déversement) en tenant compte de différents types d’imperfections. De nouvelles courbes de flambement ainsi que les facteurs d’imperfection associés sont proposés dans cette thèse. Ces courbes sont obtenues en imposant une déformée initiale représentant les défauts géométriques et mécaniques (contraintes résiduelles). Les résultats expérimentaux confrontés avec les prévisions théoriques de l’Eurocode 3 montrent que les valeurs des imperfections figurant dans la littérature sont extrêmement exagérées. Les valeurs préconisées dans ce travail pourraient présenter un certain intérêt pour une modification éventuelle des courbes européennes de flambement pour ce type de structure. En ce qui concerne l’instabilité latérale, une méthodologie originale d’essais en vraie grandeur de poutres à treillis formés d’éléments tubulaires a été également mise au point. Le système de chargement à « roues libres » développé permet de libérer le point d’application de l’effort dès le début de l’instabilité. Cette technique conduit à des mesures plus précises du moment critique de déversementThis subject becomes topical following a rapid evolution of design procedures for slender structures used widely in the temporary installations. Only through the last twenty years that these structures are prefabricated of multidirectional frames (steel or aluminium tubular sections). These structures are lightweight and their stability lies only in the internal stiffness at rows of posts and horizontally by the planking as well as the links with the building. This work concerns the study of instabilities (buckling - lateral torsional buckling) taking into account different types of imperfections. New buckling curves and the associated imperfection factors are proposed in this thesis. These curves are obtained by imposing an initial deformed representing the geometrical and mechanical defects (residual stress). The experimental results were confronted with theoretical predictions of Eurocode 3 which show that the values of the imperfections in the literature are extremely exaggerated. The values advocated in this work could be of interest for a possible adjustment of the European buckling curves for this type of structure. Regarding the lateral instability, an original methodology in real scale tests of trusses consist of tubular elements was also developed. The developed loading system of "free wheels" allows releasing the point of application of the force from the beginning of instability. This technique leads to more accurate measurements of the critical lateral torsional buckling moment
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Kim, Dong Keon. "A Database for Composite Columns." Thesis, Georgia Institute of Technology, 2005. http://hdl.handle.net/1853/7126.
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A database of composite column tests was augmented and utilized to evaluate the proposed AISC 2005 provisions. The database consists of column and beam-column steel-concrete columns (or encased, SRC), circular concrete filled tubes (CCFT), and rectangular concrete filled tube (RCFT). Information on material and geometric properties on each specimen was summarized. The database includes 119 SRC columns, 136 SRC beam-columns, 312 circular CFT columns, 198 circular CFT beam-columns, 222 rectangular CFT columns and 194 rectangular CFT beam-columns. The database has a total of 1181 specimens, an addition of 451 specimens over those in the original database (Aho 1996).
The data on each specimen was analyzed and compared with current design provision for composite columns (AISC 1999 and Eurocode 4), and reassessed by the upcoming 2005 AISC specification. The data indicates that the Eurocode gives good predictions for columns and the AISC 2005 method performs very well for beam-columns. For rectangular CFT columns, all three methods predict the ultimate capacity very well. The main improvement for the AISC 2005 method is its ability to handle specimens which have high yield stress and/or high strength concrete.
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Åhsberg, Tobias, and Jonatan Ledin. "Övergång till Europastandard inom geoteknik." Thesis, Linköpings universitet, Institutionen för teknik och naturvetenskap, 2010. http://urn.kb.se/resolve?urn=urn:nbn:se:liu:diva-63568.
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Den första januari 2011 blir den Svenska övergången till Eurocode inom Geoteknik mer definitiv i samband med att Boverket antar det nya regelverket. Geotekniska handläggare och fält-/labtekniker får i och med övergången ett nytt ramverk för rapportering och redovisning att arbeta efter. Den nya standarden kommer leda till en förbättrad kvalité på arbetet då kraven på redovisningens innehåll samt tillgänglighet ökar. Den kommer även befrämja den fria marknaden, både nationellt och internationellt. Det rapporteringssystem som i dagsläget används kommer ersättas av ett nytt som innefattar fem olika dokumenttyper. Dessa dokumenttyper är: Underlagsrapport Försöksrapport Markteknisk undersökningsrapport Projekterings PM Förfrågningsunderlag. Innehållet i de nya rapporttyperna knyter i många avseenden an till innehållet i de som används idag. Den nya rapporteringsmodellen ställer dock ur ett dokumenteringsperspektiv högre krav på handläggare och tekniker. Modellen kommer provocera fram en mer detaljerad och innehållsrik kommunikation mellan fält, laboratorium och kontor. Tanken är att personer som inte varit inblandade i ett projekts tidigare skeden skall kunna ta till sig alla förutsättningar med hjälp av de nya dokumenten. Mer ansvar kommer läggas på lab-/fälttekniker vad avser kvalitet och dokumentation i projektens undersökningsfas. För att man från fält och lab. skall kunna ta fram rätt underlag till fortsatt projektering måste handläggare tydligare precisera vilken typ av information, utöver den traditionella, som måste finnas med i resultatredovisningen. För att övergången inte i för stor utsträckning skall påverka handläggningstid och projekteringskostnad måste företagen anpassa sin verksamhet efter de nya spelregler som Eurocode medför.
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De, Wit Annelies. "Behaviour and structural design of concrete structures exposed to fire." Thesis, KTH, Betongbyggnad, 2011. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-40444.
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Concrete has an excellent intrinsic behaviour when exposed to fire, especially when compared to other building materials. However, its fire resistance should not be taken for granted and a proper structural fire design is certainly necessary. This design is based on the understanding of both the material and the structural behaviour of concrete exposed to fire. A number of complex physicochemical reactions occur when concrete is heated, causing mechanical properties as strength and stiffness to deteriorate. Furthermore, the phenomenon of spalling causes pieces of concrete to break off from the surface, reducing the cross-section of an element and possibly exposing the reinforcing to the high temperatures. Spalling can be highly dangerous and is most common in high strength concrete. However, its mechanism is still not fully understood. The Eurocode provides a number of procedures in order to design concrete structures for the fire situation, both prescriptive as performance based. However, of the latter, only the basic principles are given and several gaps still need to be filled through research. Thus in practical design, either tabulated data or a simplified calculation method is used. In many cases, these design methods fail to predict the true behaviour of concrete structures in real fires. Firstly, the standard heating curve is not able to represent the wide variety of realistic fires. Furthermore, design should investigate the behaviour of the complete structure, including alternative failure modes, whereas member analysis ignores effects as incompatible thermal expansions which can cause high thermal stresses. Although a lot of research has been performed already, more in-depth study is needed. Several elements of the behaviour of heated concrete still need to be researched. A systematic study of the effects of realistic thermal exposures is needed and a lot more work is required in order to unravel the mystery of spalling. The study of the response of complete concrete structures presents another challenge, requiring large-scale fire tests. The goal is to develop a concrete model that reflects the true behaviour of concrete structures exposed to fire. This model should incorporate the fully coupled hygro-thermal-mechanical behaviour combined with a sophisticated structural analysis, including the effect of transient strain.
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Lindell, Wallgren Ida. "Alternativt material i behållare för konstgödselrampspridare : Förarbete för prototyp." Thesis, Högskolan i Skövde, Institutionen för ingenjörsvetenskap, 2015. http://urn.kb.se/resolve?urn=urn:nbn:se:his:diva-11654.
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Överums Bruk AB tillverkar jordbruksmaskiner såsom konstgödselrampspridaren Wing Jet. Wing Jet har idag en konstgödselbehållare tillverkad i rostfritt stål och företaget önskar veta om det är möjligt och lämpligt att tillverka behållaren i plast/plastkomposit i syfte att minska produktionskostnaden av behållaren samt dess vikt. Detta arbete är begränsat till behållaren, övriga konstgödselspridaren ska inte behöva några förändringar för att byta den rostfria behållaren till en i plast/plastkomposit och det ingår inte i arbetet att tillverka en prototyp. Rotationsgjutning och handuppläggningsmetoden (glasfiberarmering) är två tillverkningsmetoder som är lämpliga att använda vid tillverkning av så stora objekt. Simuleringar av en rotationsgjuten behållare i materialet högdensitetspolyeten (HDPE) i programmet SolidWorks Simulation Standard resulterar i maximala effektivspänningar strax över materialets brottgräns då ett tryck baserat på ekvationer från europastandarden Eurocode 1-4: 2006 (Silor) anläggs på behållarens insida. Det uppstår dock deformationer på flera centimeter vilket i sig inte är ett problem, men det gör behållaren mindre estetiskt tilltalande (släta sidor buktar utåt). Behållarens vikt minskar till ca hälften av dagens och den är billigare att tillverka. Material och tillverkningsmetoder som resulterar i en behållare med högre styvhet i avseende att minska deformationen är rekommenderat att undersökas som vidare arbete. Exempel på detta är glasfiberarmerad polyester eller epoxi och ”sandwich”-konstruktioner. En sandwich-konstruktion består av två (eller fler) lager av ett material med en kärna, av t.ex. ett skum, mellan. Genomförda simuleringar är linjärelastiska, medan plaster allmänt är olinjära, så olinjära simuleringar bör genomföras innan prototyp tillverkas.Överums Bruk AB manufactures agricultural equipment such as the fertilizer spreader Wing Jet. Wing Jet has a container which today is manufactured from stainless steel and the company wishes to know if it is possible and suitable to manufacture the container from plastic/plastic composite with the purpose to lessen the containers production costs and weight. This work is limited to the container, the rest of the fertilizer spreader should not need any changes to switch the stainless steel container for a plastic/plastic composite one and the work does not include manufacturing a prototype. Rotational molding and hand lay-up (glass-fibre reinforcement) are two manufacturing processes which are suitable to use when manufacturing such large objects. Simulations of a rotational molded container in the material high density polyethylene (HDPE) in the program SolidWorks Simulation Standard results in maximum effective stresses just above the materials tensile strength when a pressure based on equations from the European standard Eurocode 1-4: 2006 (Silos and Tanks) are applied on the containers inside. However, deformations of several centimeters occurs which in itself is not a problem, though it makes the container less esthetically appealing (smooth sides bulges outward). The containers weight decreases to approximately half of that of today and it is cheaper to manufacture. Materials and manufacturing processes which results in a container with higher stiffness in the purpose of lessen the deformation is recommended to investigate as future work. Examples of this are glass-fibre reinforced polyester or epoxy and “sandwich”-constructions. A sandwich-construction is comprised of two (or more) layers of a material with a core, of e.g. foam, between. The simulations carried out are linear elastic, whereas plastics generally are non-linear, so non-linear simulations should be carried out before a prototype in manufactured.
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Hvit, Erik. "Vertikala deformationer." Thesis, Mittuniversitetet, Avdelningen för ekoteknik och hållbart byggande, 2020. http://urn.kb.se/resolve?urn=urn:nbn:se:miun:diva-40173.
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Eurokoderna som tillsammans med EKS (Boverkets konstruktionsregler), utgör svenska normer för verifiering av bärförmåga, stadga och beständighet kan ibland vara svåra och tidsödande att tolka och tillämpa i konstruktionsarbetet. I bruksgränstillstånd finns oftast inte krav kvantifierade i eurokoden utan det är byggherrens eller konstruktörens ansvar att formulera dimensioneringskriterier för till exempel deformationer. Denna brist på tydliga krav och definitioner gör det svårt att få en samlad bild och tolkningar och kriterier tenderar till att bli individuella. Hur deformationsgränser och lastfall tolkas och tillämpas påverkar hur byggnadsdelar dimensioneras och utformas och därmed även materialåtgång, kostnad och miljö. Den här studien är gjord för att effektivisera hur AFRY arbetar med eurokoderna med avseende på bruksgränstillstånd och framför allt vertikala stomdeformationer. Studien visar även hur materialanvändningen påverkas av olika deformationskriterier och lastfall. För att kunna visa detta har några vanligt förekommande konstruktionslösningar studerats. Det som framkommit är att frånvarandet av deformationsgränser i de svenska eurokoderna är en brist som borde åtgärdas och kanske borde vi göra som andra länder som har med deformationsgränser i den generella delen av eurokoden. Eurokoderna kan även vara krångliga att läsa, och det är lätt att tappa helhetsbilden när informationen som eftersöks finns i olika stycken och eurokoder. Det har även framkommit att materialåtgången kan vara så stor som 66 procent beroende av hur eurokoderna tolkas och vilka deformationskrav som används. Det är dock en siffra som kan ha stora variationer beroende på konstruktionslösning och material, men resultatet ger dock en fingervisning på hur det kan se ut.
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Krepper, Martin, and Anders Reutermo. "Calculation program for timber connections." Thesis, Linköpings universitet, Kommunikations- och transportsystem, 2016. http://urn.kb.se/resolve?urn=urn:nbn:se:liu:diva-131977.
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Strand, Peter. "Analys av Specialutformade ingjutningsplåtar : Enligt Eurokod." Thesis, Högskolan i Halmstad, Sektionen för ekonomi och teknik (SET), 2011. http://urn.kb.se/resolve?urn=urn:nbn:se:hh:diva-15160.
Full textAbstract:
I detta arbete kommer ett antal speciellt utformade ingjutningsplåtar som används vid anslutning mellan plattbärlag i Abetongs prefabricerade element att analyseras och beräknas vid normal och tvärkraft utifrån gällande normer i Eurokoden. Från och med den första januari 2011 ersätts Boverkets Konstruktionsregler av Eurokoderna vilket innebär att man i dagsläget saknar värden på dessa ingjutningsplåtar hos Abetong. Så för att kunna använda dessa plåtar i sin tillverkning krävs det att de beräknas efter den nya standarden. Genom att beskriva plåtarna utifrån en interaktionsformel för samtidig normal och tvärkraft kan interaktionsdiagram ritas ut för att sedan snabbt kunna avläsas av konstruktör som då får ut ett värde på maximal tvärkraft utifrån antagen normalkraft eller vice versa. Som hjälpmedel för att genomföra detta kommer ett Excel-program skrivas som kan rita ut graferna för varje ingjutningsplåt. Arbetet har avgränsats till att endast titta på stålets egenskaper vilket innebär att eventuella begränsningar hos betongen eller hos kraftöverföringen mellan betongen och armeringen ej kommer att analyseras.In this essay a number of specially designed steel fasteners for use in concrete to connect between prefab slabs in Abetongs prefabricated elements are going to be analyzed and calculated for normal and shear force according to the norms of the Eurocode. As of January 1, 2011 the previous standard in Sweden that was Boverkets Byggregler is being replaces by the international standard that is the Eurocodes. This means in turn that at this moment Abetong has got no data for their fasteners. So to be able to use them once more in there production they need to be calculated according to the new standard. By describing the plates in an interaction formula of simultaneous normal and shear force, interaction diagrams can be plotted to be quickly read by a designer who then gets a value of maximum shear force based on assumption of normal force or vice versa. To be able to accomplish this, a program is written in excel which then can plot the graphs for each steel fastener. The work has been limited to only look at the properties of the steel, which then means that any restrictions of the concrete or in the transmission of force between the concrete and reinforcement will not be analyzed.
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Hagelin, Christoff, and Erik Karlsson. "Dimensionering av fästplåtar enligt Eurokod." Thesis, Högskolan i Halmstad, Sektionen för ekonomi och teknik (SET), 2011. http://urn.kb.se/resolve?urn=urn:nbn:se:hh:diva-15202.
Full textAbstract:
I dagsläget finns ingen bearbetad beräkningsmodell för fästplåtar enligt Eurokod. Syftet med detta examensarbete är att utforma en fungerande och lättförståelig beräkningsmodell för dessa fästplåtar. Arbetet har begränsats till fästplåtar med fyra och sex förankringar bestående av varmvalsat stål samt armeringsstänger som förankring. Beräkningsmodellen är uppbyggt med hjälp av studier på gamla beräkningar samt nya aspekter som anses vara relevanta som sedan översatts till Eurokod. Fästplåten har analyserats utifrån normalkraft, tvärkraft och moment samt samverkan mellan dessa krafter. Varje ingående konstruktionsdels kraftkapacitet har kontrollerats och sedan sammanställts till en totalt tillåten kraft. För att ytterligare underlätta beräkningsmodellen har ett beräkningsprogram i Excel utarbetats. För att slutligen verifiera beräkningsmodellen har verkliga tester utförts.In the current situation there´s no finished analytical model for fasteners according to Eurocode. The purpose of this paper is to develop a workable and comprehensive analytical model for these fasteners. The paper has been limited to fasteners with four and six anchors consisting of hot rolled steel and steel bars as anchorage. The analytical model is built with support from old calculations and new aspects considered relevant and then translated into Eurocode. The fasteners have been analyzed for normal force, shear force and moment, also the interaction between these forces have been taken into account. The force capacity of each detailed part has been checked and converted into a total force. To make the analytic model even easier to follow a computational program in Excel been designed. Real test were made to finally verify the analytical model.
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Andersson, Alexander, and Carl Bergman. "Underlag för fördelaktig upphängning av kylvattenledningar i en äldre byggnad." Thesis, Linnéuniversitetet, Institutionen för byggteknik (BY), 2014. http://urn.kb.se/resolve?urn=urn:nbn:se:lnu:diva-34815.
Full textAbstract:
Arbetet redovisar möjligheterna att hänga upp tyngre vattenledningar i en äldre industrilokal där en äldre byggnadsstandard användes vid uppförandet. Ett flertal alternativ har tagits fram och där de mest lämpade har arbetats vidare genom att jämföra fördelar och nackdelar.