The diploma thesis concerns with the design and static analysis of the heliport steel construction, which has the height of 20 m. The heliport is situated in Prague, Na Františku as a part of the hospital. The technical report and drawings are included in the thesis as well. The thesis consists of the determination of the heliport total load (including permanent, live and climate loads) and, its implementation in the SCIA Engineer 2015.3 computer software. The stress analysis of selected rods and, joints was consequently carried out by means of the manual calculation.

Mit der Entwicklung von Bewertungssystemen für das Nachhaltige Bauen und der Zertifizierung von Gebäuden gewinnen Kriterien ergänzend zur Funktionalität, Wirtschaftlichkeit und Standsicherheit zunehmend an Bedeutung. Neben der Aufarbeitung wesentlicher Hintergründe dieser Systeme bedarf es Verfahren für die Praxis, Gebäude nach Nachhaltigkeitskriterien zu planen und zu bauen. Im Rahmen der vorliegenden Dissertation „Nachhaltige Bürogebäude in Stahl- und Stahlverbundbauweise“ werden Methoden zur Optimierung von Tragkonstruktionen in Stahl- und Verbundbauweise nach ökologischen und ökonomischen Kriterien vorgestellt. Auf der Basis umfangreicher Parameterstudien werden Empfehlungen zur Konstruktion und Bemessung nachhaltiger Decken- und Stützensysteme für Bürogebäude abgeleitet. Ausgehend von den deutschen Bewertungssystemen DGNB und BNB werden die Grundlagen und Methoden zur Bewertung der ökologischen und ökonomischen Nachhaltigkeit von Tragkonstruktionen abgeleitet. Als Basis der Parameterstudien werden Ökobilanzdaten von Baumaterialien und -produkte, Herstellungsprozesse und Transporte aus generischen Daten, Datenbanken und Umweltproduktdeklarationen mit dem Ziel einer möglichst vollständigen Lebenszyklusanalyse zusammengestellt. Ergänzend hierzu werden Kosten für Baumaterialien und -prozesse auf der Basis von Baukostenkatalogen und Expertenbefragungen ermittelt. Es folgen Parameterstudien zu Unterzugs- und Flachdecken, Stützen und Anschlüssen, bevor die Decken-Stützen-Systemen von Geschossbauten in ihrer Gesamtheit untersucht werden. Dabei werden die Bauweisen, Rastermaße, Materialgüten, Konstruktionsformen und Nutzlasten variiert, um den Einfluss der jeweiligen Parameter isoliert und in Kombination zu verdeutlichen. Zusammenfassend werden aus den Ergebnissen Empfehlungen zur nachhaltigen Gestaltung der Tragkonstruktionen für Bürogebäude in Stahl- und Stahlverbundbauweise abgeleitet.:Inhaltsverzeichnis 1 Einleitung 1.1 Problemstellung und Zielsetzung 1.2 Aufbau der Arbeit 2 Bürogebäude 2.1 Allgemein 2.2 Büroorganisationsformen 2.3 Grundriss und Höhenentwicklung 2.3.1 Grundrissgestaltung 2.3.2 Höhenentwicklung 3 Bausysteme in Stahl- und Stahlverbundbauweise 3.1 Allgemeines 3.2 Deckensysteme 3.3 Stützen 3.4 Anschlüsse 3.5 Systemwahl und Rastermaße 4 Technische Anforderungen 4.1 Lastannahmen 4.2 Korrosionsschutz 4.3 Brandschutz 4.4 Schallschutz 4.5 Technische Gebäudeausrüstung 5 Nachhaltigkeit von Bürogebäuden 5.1 Begriff Nachhaltigkeit 5.2 Richtlinien und Gesetze 5.3 Normative Grundlagen 5.4 Bewertungssysteme für Bürogebäude 5.5 Ökologische Nachhaltigkeit 5.5.1 Methodik zur Ökobilanzierung 5.5.2 Auswahl der Bewertungskriterien 5.5.3 Datengrundlagen 5.5.4 Bewertungssystem für Tragkonstruktionen 5.6 Ökonomische Nachhaltigkeit 6 Bemessung 6.1 Allgemeines 6.2 Grenzzustand der Tragfähigkeit 6.2.1 Decken 6.2.2 Unterzugsträger als Verbundträger 6.2.3 Schweißprofile 6.2.4 Slim-Floor-Träger 6.2.5 Stützen 6.2.6 Anschlüsse 6.3 Grenzzustand der Gebrauchstauglichkeit 6.3.1 Begrenzung der Verformungen 6.3.2 Verformungen von Decken 6.3.3 Verbundträger 6.3.4 Slim-Floor-Träger 6.3.5 Rissbreitenbegrenzung 6.3.6 Schwingungen 6.4 Bemessung im Brandfall 6.4.1 Normative Grundlagen 6.4.2 Brandschutzprodukte 6.4.3 Decken 6.4.4 Unterzugsträger 6.4.5 Slim-Floor-Träger 6.4.6 Stützen 6.4.7 Anschlüsse 7 Programmdokumentation 7.1 Überblick 7.2 Programmstruktur im Allgemeinen 7.3 Decken 7.3.1 Stahlbetondecken und Spannbetonhohldielen 7.3.2 Verbunddecken 7.4 Deckensystem 7.4.1 Unterzugsdecken mit Walzprofilen 7.4.2 Unterzugsdecken mit Schweißprofilen 7.4.3 Slim-Floor-Konstruktionen 7.5 Stützen 8 Nachhaltige Material- und Konstruktionswahl 8.1 Erläuterungen zu den Parameterstudien 8.2 Decken 8.2.1 Stahlbetondecken aus Ortbeton 8.2.2 Verbunddecken 8.2.3 Decken im Vergleich 8.3 Unterzugsdecken 8.3.1 Variation der Trägerabstände 8.3.2 Variation der Nutzlasten 8.3.3 Vergleich Ein- und Zweifeldträger 8.3.4 Variation der Stahlgüte und der Durchbiegungsbegrenzung 8.3.5 Variation der Betongüte 8.3.6 Schweißprofile 8.4 Slim-Floor-Konstruktionen 8.4.1 Variation der Trägerabstände und des Deckentyps 8.4.2 Variation der Querschnittstypen 8.4.3 Untersuchung von Deckensystemen mit Einfeldträgern 8.4.4 Variation der Nutzlast 8.5 Vergleich von Unterzugsdecken und Slim-Floor-Konstruktionen 8.6 Stützen 8.6.1 Querschnittswahl 8.6.2 Materialgüten 8.6.3 Einfluss der Stützenhöhe 8.6.4 Berücksichtigung von Maßnahmen zum Brandschutz 8.7 Anschlüsse 8.8 Tragkonstruktion 8.8.1 Tragkonstruktionen mit Unterzugsdecken 8.8.2 Tragkonstruktionen mit Slim-Floor-Systemen 8.8.3 Vergleich der Tragsysteme mit Unterzugsdecken und Slim-Floor 9 Zusammenfassung und Ausblick 9.1 Allgemeines 9.2 Unterzugsdecken 9.3 Slim-Floor-Konstruktionen 9.4 Stützen 9.5 Anschlüsse 9.6 Ausblick 10 Quellenverzeichnis 11 Anhang Anhang A Büroorganisationsformen Anhang B Schallschutz Anhang C Datengrundlagen Anhang D Bemessung und Produktdaten Anhang E Anschlüsse

This diploma thesis mainly deals with valuation of steel structures from the perspective of an investor. Today there are several types of steel constructions, which assemble is partly done in workshop, so called “bridge-workshop”, and the rest of the assembling is done directly at the building site. That is the main difference from the construction industry. This fact makes financial valuation of whole thesis very difficult, because construction companies often do not state detailed breakdown of their activities. The main goal of this thesis is to suggest procedure how to value steel constructions in a phase of documentation processing, workshop production, transportation and technological equipment construction at the site.

Thesis (MEng)--Stellenbosch University, 2014. / ENGLISH ABSTRACT: Lateral-torsional buckling (LTB) is an important failure mode that needs to be taken into account during the design of steel beams. The fundamental equation for determining the elastic critical moment of a beam was derived with the assumption that the beam is subjected to a uniform bending moment distribution. Loads on steel structures generate a great variety of bending moment distributions. The effect of the bending moment distribution is taken into account by a parameter known as the equivalent moment factor. The procedure outlined in the South African National Standard for limit-states design of hot-rolled steel work, SANS 10162-1:2011, for determining the equivalent moment factor was originally developed for a bending moment that is uniformly or linearly distributed, however it is currently used for all bending moment distributions. A Finite Element (FE) model was developed in this investigation for determining the equivalent moment factor. The numerical model included residual stresses and initial geometric imperfections commonly found in hot-rolled steel beams. To validate the assumptions made during the development of the FE model an in-depth experimental investigation was conducted on simply supported beams. Three different load configurations were considered in the experimental study in order to simulate various bending moment distributions. A comparison of the equivalent moment factor between the numerical results and the results obtained from various steel specifications, including SANS 10162-1:2011, was carried out in an attempt to quantify the positive and negative attributes of the various methods employed by steel design specifications. The experimental investigation concluded that the FE model is able to successfully represent a simply supported beam with realistic characteristics that include residual stresses and imperfections. The comparative study illustrated that for a bending moment distribution with a constant moment gradient, SANS 10162-1:2011 provides excellent results. However, for the other distributions considered in this investigation highly conservative results were obtained for the equivalent moment factor. The relevance of these findings were made clear by considering three design cases found in steel structures. The resistance moment of the beams in each of these cases was calculated according to each of the steel specifications. It was found that the use of a highly conservative procedure for determining the equivalent moment factor can lead to the uneconomical design of a structure. / AFRIKAANSE OPSOMMING: Laterale-torsie knik is ’n belangrike falings modus wat in ag geneem moet word tydens die ontwerp van staal balke. Die fundamentele vergelyking vir die bepaling van die elastiese kritieke moment van ’n balk is afgelei met die aanname dat die balk onderworpe is aan ’n eenvormige buigmoment verdeling. Belastings op staalstrukture genereer ’n groot verskeidenheid van buigmoment verdelings. Die effek van hierdie buigmoment verdelings word in ag geneem deur ’n parameter wat bekend staan as die ekwivalente moment faktor. Die prosedure uiteengesit in die Suid-Afrikaanse Nasionale Standaard vir die ontwerp van warm-gewalste staalwerk, SANS 10162-1:2011, vir die bepaling van hierdie faktor is oorspronklik ontwikkel vir ’n buigmoment wat uniform of linieêr verdeel is oor die lengte van die balk, maar dit word tans gebruik vir alle buigmoment verdelings. ’n Eindige Element (FE) model is ontwikkel in hierdie ondersoek vir die bepaling van die ekwivalente moment faktor. Die numeriese model sluit die residuele spannings en aanvanklike geometriese imperfeksies wat in die algemeen teenwoordig is in warm-gewalste profiele in. Die aannames wat gemaak is tydens die ontwikkeling van die FE model is bevestig met ’n in diepte eksperimentele ondersoek oor die gedrag van eenvoudig opgelegde balke. Drie verskillende las konfigurasies is oorweeg in die eksperimentele studie om verskeie buigmoment verspreidings na te boots. ’n Vergelyking van die ekwivalente moment faktor tussen die numeriese resultate en die resultate verkry van verskeie staal spesifikasies, insluitend SANS 10162-1:2011, is uitgevoer in ’n poging om die positiewe en negatiewe eienskappe van die verskillende metodes wat gebruik word in verskillende staal ontwerp spesifikasies, te kwantifiseer. Die eksperimentele ondersoek het tot die gevolgtrekking gelei dat die FE model in staat is om ’n eenvoudige opgelegte balk te verteenwoordig, met realistiese eienskappe wat residuele spannings en imperfekies insluit. Die vergelykende studie toon dat SANS 10162-1:2011 uitstekende resultate bied vir ’n buigmoment verdeling met ’n konstante moment gradiënt. Dit was egter gevind dat vir ander verdelings wat in hierdie ondersoek oorweeg is, SANS 10162-1:2011 hoogs konserwatiewe resultate bied. Die toepaslikheid van hierdie bevindinge is duidelik gemaak deur drie ontwerp gevalle wat algemeen in staalstrukture gevind word te bestudeer. Die weerstandsmoment is in elk van die gevalle bereken volgens elke staal spesifikasies. Daar is gevind dat die gebruik van ’n hoogs konserwatiewe prosedure vir die bepaling van die ekwivalente moment faktor kan lei tot die ontwerp van ’n onekonomiese struktuur.

This project involves a failure analysis of the internal structural collapse that occurred in World Trade Center 5 (WTC 5) due to fire exposure alone on September 11, 2001. It is hypothesized that the steel column-tree assembly failed during the heating phase of the fire. The results of this research have serious and far-reaching implications, for this method of construction is utilized in approximately 20,000 existing buildings and continues to be very popular. Catastrophic failure during the heating phase of a fire would endanger the lives of firefighters and building occupants undergoing extended egress times (e.g., high-rise buildings), or relying upon defend-in-place strategies (e.g., hospitals). Computer software was used to reconstruct the fire event and predict the structural performance of the assembly when exposed to the fire. Results from a finite element, thermal-stress model confirms this hypothesis, for it is concluded that the catastrophic, progressive structural collapse occurred approximately 2 hours into the fire exposure.

Kranlaster som verkar på kranbanor varierar med tiden och kan inte behandlas som statiska laster, detta gör att en statisk beräkning inte är tillräckligt säker, därför bör kranbalkar utformas på så sett att den klarar av statiska såväl som dynamiska kranlaster. Arbetet valdes efter förstudier som gjordes på internet för att få grundläggande kunskap om ämnet. Informationen söktes på svenska, engelska och tyska för att kunna hitta relevanta och pålitliga källor som behandlar traverskranbanor enligt eurokod. Tack vare råd från Björn Åsted från Stålbyggnadsinstitutet (SBI), kunde en bok på tyska hittas. För att kunna jämföra resultaten används ett svenskt program CraneGirder EC3 under arbetet. Rapporten innehåller en beräkningsmodell för en valsad profil balk, beräkningar baserades på eurokod ekvationer och föreskrifter vilket var som dimensionerings underlag för arbetet. I denna rapport hänvisas hur en kranbana skall dimensioneras med hög utnyttjandegrad, ett antal kontroller gjordes för att säkerställa att balken och dess detaljer, såsom räl och svets är säkert utformade mot utmattning och deformation. Dimensioneringen utgick ifrån lastberäkningar för traverskranen. Handberäkningar visade hur olika kranlaster kan kombineras i lastgrupper för att åstadkomma högsta inverkan på balken, handberäknings resultat visade att HEB 280 och dimensioneringen dominerades enbart av lastgrupp 1 och 5. Med hjälp av beräkningsprogram stämde resultaten i hög grad överens med programmet men med några avvikelser. För den avgränsningen som antogs i arbetet verkade utmattningen inte ha en dominerande inverkan. / Crane Loads acts on runways which varies with time and cannot be treated as static loads, this allows that the static estimation is not secure enough, therefore the crane runways should be designed in such terms that it can handle static as well as dynamic crane loads. The work was chosen after feasibility studies which were made on the internet to get basic knowledge on the subject. The information was sought in Swedish, English and German in order to find relevant and reliable sources which deal with overhead crane runway according to Eurocode. Thanks to advice from Björn Åsted from the Steel Construction Institute (SBI), a book in German was found. In order to compare the results, a Swedish software CraneGirder EC3 was used during the project. The report contains a calculation method for a rolled section girder, calculations were based on Eurocode equations and regulations which were the design basis for the project. The report refer to how a crane runway must be designed with a high utilization level, a number of controls were made to ensure that the beam and its details, such as rail and welding are surely designed to fatigue and deformation. The design was based on load calculations for the overhead crane. Traditional calculations showed how different crane loads can be combined in load groups to achieve the highest impact on the beam, calculations showed that HEB 280 and dimensioning dominated only by load group 1 and 5. With the help of calculation software the results were largely consistent with the program but with some differences. For the delimitation that was assumed in the project the fatigue seemed to have an effect especially on some small details like weld.

[pt] Atualmente, o intercâmbio eletrônico de dados é uma importante ferramenta para as parcerias entre empresas de setores competitivos do mercado global. A indústria da construção civil também necessita usufruir os benefícios oferecidos pelo trabalho colaborativo, através de ferramentas desenvolvidas segundo os conceitos da Engenharia Simultânea, como sistemas integrados para planejamento e projeto em CAD. Este trabalho propõe um ambiente de integração de sistemas de planejamento e de projeto na construção de estruturas de aço. O princípio básico deste ambiente é facilitar a relação entre as diversas atividades, como o planejamento da construção, o projeto e a montagem da estrutura e a análise de custos. Uma das premissas adotadas é que as tarefas básicas do sistema integrado são executadas por programas já existentes e utilizados normalmente pelo mercado, com o objetivo de minimizar o impacto do uso deste padrão de desenvolvimento. A integração entre os diversos módulos é feita através dos recursos disponibilizados pela Internet. Tendo em vista a consolidação da Internet como um padrão de comunicação e um banco de dados como ponto central de toda a integração proposta, as principais tarefas deste trabalho consistem na definição de um modelo de dados utilizando um padrão estabelecido para a comunicação entre os diversos programas e o desenvolvimento de um protótipo da arquitetura proposta para a integração dos diversos módulos. Estudos amplos têm sido feitos para o desenvolvimento de um padrão completo para representação de dados de um projeto de estruturas de aço. Este trabalho utiliza o padrão CIS/2, publicado para o projeto CIMsteel, e que envolve o trabalho de diversas organizações representativas de várias áreas da indústria da construção civil. / [en] Nowadays, electronic data interchange is an important tool for the partnership between companies from global market competitive sectors. The steel construction industry can also benefit from the collaborative work, through tools developed according to the concepts of the Concurrent Engineering, such as CAD design integrated systems. This work proposes an environment for integration of steel construction design and building planning systems. The basic principle of this environment is to facilitate the relationship amongst the several activities involved, such as the construction planning, the structure project, structural assembly and the cost evaluation. One of the adopted proposition is that the basic tasks of the integrated system are executed by software already available in the market and used in current professional ativities, with the objective of minimizing the impact of the use of this development standard. System modules are integrated by the Internet resources. With the consolidation of the Internet as means of communication and a database as the central point of all the proposed integration, the main task of this work consists on the definition of a data model using an established procedure for the inter-programs communication. Another task is the development of a prototype of the proposed architecture for the several modules integration. Worldwide studies have been made for the development of a complete standard for representation of steel structures data. This work uses the CIS/2 pattern, published for the CIMsteel project, with involvement of several representative organizations of many construction industry areas.

This diploma thesis deals with design of the supporting steel structure of the building of the exhibition pavilion with 84 m length and 30 m width. Roofing structure is designed and examined in two versions. Variant A is designed like tubular truss girder with axis distance 6 m. Variant B is also designed like tubular truss girder, but with different look, with same axis distance. These versions are compared by weight, manufacturing complexity and appearance, preferable version is processed in detail. Drawing documentation includes an anchor plan, layout structure and truss production drawing.

The aim of the thesis is to design and appreciation steel load-bearing structure of motor show. The object is situated in Brno. The Structure consist of tubes and rolling sections. The breadth of construction is 36,5m, lenght 42m and height in the heihest point is 13,2m. The structrure is consists of three parts. Show room, offices and workshop. The height of show room is 20m, offices 8,5m and workshop 8m. The show room consist of arched truss girder. The distance of each cross links is 6 m. Structural design were perfomered by Scia Engineer 2017 and hand computation.

The aim of the diploma thesis is to construct a steel shopping mall hall. The construction is located in Frýdek-Místek. The whole object can be divided in two parts. One part of the building is an atrium with a cross bridge made from glass. The roof construction of the atrium is designed as system of cylindrical lattice girders within purlins are set up. The other part of the construction is multistoried shopping mall with terrace designed as composite steel and concrete structure. The whole ground plan size of the construction is 72 m x 120 m. The height of the construction above the ground is 12.06 m. The cross-links are built up to 6 m one. There were created two versions of the construction. The most convenient version is described in more details. The outcome of the thesis is a comparison of two above mentioned versions. The whole project is based on officially recognised standard ČSN EN. The construction was designed in RFEM programme.