A tool for analyzing and understanding the behavior of structural systems based on the principle of virtual work was developed by Dr. Finley Charney in the early 1990s. The program was called DISPAR, which stands for DISplacement PARticipation factors, and was written to work in accordance with SAP90 and ETABS. This program became outdated once newer versions of SAP90 and ETABS were released. Starting with version 11 of SAP2000, Computers and Structures released an Open Application Programming Interface (OAPI) which allowed programmers efficient access to the information in SAP2000. With this release came the motivation to update the program DISPAR to work with SAP2000 version 11 and other versions to follow. This thesis provides an overview of how the new version of DISPAR was programmed using VB.Net and OpenGL. This thesis starts off with an in depth discussion and literature review on the development of the principle of virtual work. The literature review covers how virtual work can be used as a tool to understand structural behavior as well as optimize structural performance. The updated version of DISPAR (DISPAR for SAP2000) was then used to analyze the behavior of metal building frames under various loadings. The focus of this study was to determine the effect modeling the column base connection as partially rigid has on wind drift in metal building frames. Before beginning the study, a literature review was conducted on the rotation stiffness provided by typical column base connections. The information obtain in the literature review was then used to create a finite element model of a typical column base connection in a metal building. Once the finite element model was completed, DISPAR for SAP2000 was used to conduct a study on the sensitivity of the rotational stiffness of the column base connection. / Master of Science

In a typical light metal building, the structural members are designed for the forces and moments obtained from the wind drift analysis, which assumes pinned connections at the base. The pinned connections provide no moment at the base and have zero rotational stiffness. However, in reality every connection provides some restraint and has some rotational stiffness. Hence, by considering a modeling assumption of pinned condition, the actual behavior of the connection is not captured and this results in overestimation of lateral drifts and appearance of larger moments at the knee of the gable frames. Since the structural components are designed on the basis of these highly conservative results, the cost of the project increases. This thesis investigates the real behavior of the column base connection and tries to reduce the above stated conservatism by developing a computer program or "wizard" to calculate the initial rotational stiffness of any column base connection. To observe the actual behavior of a column base connection under different load cases, a number of finite element models were created in SAP2000. Each finite element model of the column base connection contained base plate, column stub, anchor bolts and in some cases grout as its components. The model was mainly subjected to three load cases, namely gravity, wind and gravity plus wind. After performing many analyses, the influence of flexibility of each component on the flexibility of the connection was observed and a list of parameters was created. These parameters are the properties of above mentioned components which characterizes any column base connection. These parameters were then used as inputs to model any configuration of the column base connection in the developed wizard. The wizard uses OpenSees and SAP2000 to analyze the modeled configuration of the connection and provides values of the initial rotational stiffness and maximum bearing pressure for the provided loads. These values can be further used in any structural analysis which is done to calculate the lateral drift of a frame under lateral loads. This will also help in getting results which are less conservative than the results which one gets on assuming pinned condition at the base. / Master of Science

En pelarfot är en stål-till-betongknutpunkt som består av en fotplåt med insvetsad stålpelare och grundskruvar som gjuts ner i betonggrundkonstruktionen. Pelarfoten används till att överföra lasten från bärande pelare ner till grunden och grundskruvarna hjälper till att ta upp skjuvkrafter samt dragkrafter som uppstår av böjmoment. Vid dimensionering av pelarfötter finns principer och råd för beräkning att hämta från Eurokoderna. Dock kan det ta tid att hitta alla anvisningar som finns spridda mellan olika Eurokoder. I praktiken är det effektivt att använda något av de designprogram som är specialiserade förknutpunktermed automatisk beräkningsfunktion. I denna rapport studeras beräkningsprinciper enligt Eurokoderna som underlag förförståelse av dimensionering av en pelarfot. Sedan används designprogram för att dimensionera pelarfoten. Målet är att ta reda på vilket eller vilka program som är lämpligast för dimensionering av pelarfötter. Programmen som används är Peikko Designer, IDEA StatiCa och FEM-Design Steel Joint där alla har sina egna beräkningsrutiner för att uppfylla Eurokoderna. Utvärderingen gjordes endast för pelarfotstypen PF3 med samma lastkombinationer i tre fallstudier. För grundskruvar användes standardskruvar från Peikkos sortiment vid förankringen. Resultatet visade sig att programmen är lämpligast för sitt användningssyfte. Peikko Designer är lämpligast för beräkning av sina egna grundskruvar. IDEA StatiCa är lämpligast för dimensionering av pelarfötter i allmänhet med större noggrannhet med hjälp av FEM. FEM-Design Steel Joint är däremot inte längre lämpligt vid användning på grund av en gammal standard. / A column base is a steel-to-concrete connection that consists of a base plate welded to a steel column and anchor bolts casted into the concrete foundation. The column base is used to transfer loads from the load-bearing column to the foundation and the anchor bolts help to absorb shear forces as well as tensile forces that arise from bending moments. When designing a column base, there are calculation principles and advice to be taken fromtheEurocodes. However, it can take time to find all the instructions indifferent to Eurocodes. In practice, it is efficient to use design programs that specialize in steel connections with automatic calculation functions. In this report, calculation principles according to the Eurocodes are studied as a basis for understanding the design of a column base. Then design programs are used to verify the column base. The goal is to find out which program or programs are most suitable for practical use.  The programs used are Peikko Designer, IDEA StatiCa and FEM-Design Steel Joint, where all of which have their own calculation routines for complying with the Eurocodes. The evaluation was made only considering the column base type PF3with the same load combinations in three case studies. For anchor bolts, Peikko’s standard anchor bolts are used for anchoring. The result showed that the programs are most suitable for their intended use. Peikko Designer is most suitable for calculating its own anchor bolts. IDEA StatiCa is most suitable for design of column bases in general with greater accuracy using FEM. However, the FEM-Design Steel Joint is no longer suitable for use due to implementation of an old standard.

Yes / CDW-based concrete requires alkali-activators to generate geopolymerization process. These alkali-activators are difficult to be handled at the construction site and one of the rational ways to built reinforced geopolymer structures is the prefabricated construction. The connection of the precast structures is the most vulnerable component under the effect of seismic actions. Proper detailing and design of connections are crucial for sufficiently-ductile performance under seismic loading. Additionally, to achieve the disassembling and reusing of structural members, a demountable connection, i.e., dry connection, should be used instead of a wet connection. In this study, four novel fully-demountable connections for reinforced construction and demolition waste-based (CDW) geopolymer concrete members are developed. Seismic performances of these different demountable connections and one reference monolithic connections are experimentally investigated. The connections are subjected to reversed cyclic lateral displacements under constant axial loading. Comparisons are made referring to observed damage patterns, connection strengths, moment–curvature relations, initial stiffnesses, plastic hinge lengths, and energy dissipation characteristics of the proposed demountable connections and the monolithic connection. The results of the experimental study indicate that one proposed demountable connection exhibited larger lateral capacity and better seismic performance than its monolithic counterpart, whereas the other three proposals showed less performance than the monolithic counterpart. / The authors gratefully acknowledge the financial assistance of the European Union’s Horizon 2020 research and innovation programme under grant agreement No: 869336, ICEBERG / The full-text of this article will be released for public view at the end of the publisher embargo on 31 May 2024.

The aim of this thesis is to create a design of a grandstand steel roof structure with ground plan dimensions of 15 x 116 m in Frýdek-Místek. The roof size must meet all the required dimensions, so that the comfort of sitting spectators is not disturbed. The transverse connection is FORMED by trusses, which are hinged on columns. The spacing between inner connections is 12 m and 10 m between outer connections. The columns are interlocked in the base. The rigidity is secured by a system of brace rods and truss purlins. The steel columns are composed of rolled profiles designed according to ČSN EN standards. The structure consists of steel S355, some parts are then made from S235 or S460 (ordinary steel).

The diploma thesis deals with the design and assessment of the steel supporting structure of the production hall. The transverse dimension of the hall is 21,00 m, the longitudinal dimension is 70,00 m, the height of the hall is 17,56 m. S355 steel is used as the main supporting material. The supporting part of the hall consists of columns on which is placed a truss and two crane tracks at two height levels. Three different types of purlins and pillars are considered in the design of the steel structure. For the selected variant, a static calculation of the main bearing elements, including selected details, is drawn up and drawings are drawn up.

The goal of this master´s thesis is to design load bearing structure of a sports hall. The thesis is elaborated in two variants of the structure design of the sports hall for common types of sports (handball, footsal, tennis, volleyball, basketball). The ground plan dimension is 42 to 72 meters and the construction height is 8 meters. The construction is designed for the district of Brno city. In the structural anlysis there were the following main load bearing structural elements designed and examined: glue laminated timber truss, wood purlins, steel beams, rods and bracing, columns, which together with the transverse girders are linked and foot and anchoring. The selected variant is also further developed. Part of the work is drawing documentation of the choosen variant, disposition drawing and drawings of the selected details.

Diploma thesis includes design and examination of steel load-carrying structure. Construction includes car deal warehouse and car repair shop with extension for car varnishing. Car deal warehouse has ground dimensions 22 x 30 m and total high 10 m. Main frame is composed of Vierendeel trusses with arc shape. Car repair shop has ground dimensions 20 x 30 m and total high 10 m. Main frame is composed of truss girders and web-plate columns. Frame extension has ground dimension 20 x 10 m and total high 6,4 m. Cladding is composed of sandwich panels. Store´s gable wall and a part of the roof are glass. Climatic load is intended for locality Ostrava.

Tradicionalmente, na análise e dimensionamento de estruturas de aço, assume-se que as ligações viga-coluna são rígidas ou flexíveis (rotuladas). Por outro lado, é de conhecimento geral que a grande maioria das ligações viga-coluna apresenta um comportamento intermediário, ou seja, semi-rígido. Inúmeros trabalhos de pesquisa têm sido desenvolvidos nos últimos vinte e cinco anos, de forma a estudar o comportamento desse tipo de ligação. Um dos principais objetivos desta investigação é o de propor uma metodologia de análise que represente de forma apropriada a influência do comportamento semi-rígido de placas de base e de ligações viga-coluna, sobre a resposta dinâmica (linear e não-linear) de estruturas de aço. Outra contribuição desta dissertação diz respeito à investigação do comportamento dinâmico (linear e não-linear) de pórticos de aço, a partir da consideração de ligações viga-coluna simétricas e não-simétricas e especialmente das placas de base. A análise estrutural é desenvolvida com base no emprego do programa de elementos finitos ANSYS [27]. Nos modelos em elementos finitos foram considerados os efeitos de não-linearidade geométrica (efeitos de segunda ordem), o comportamento não-linear das placas de base e das ligações viga-coluna e, bem como, o efeito de histerese que ocorre quando a estrutura é submetida a cargas cíclicas. Os resultados alcançados indicaram que o fenômeno físico da ressonância não ocorre no que se refere à resposta dinâmica dos modelos semi-rígidos não-lineares. A ressonância não ocorre na resposta dos modelos devido ao fato de que, na análise dinâmica não-linear, o efeito de histerese presente nas ligações (placas de base e viga-coluna), essencialmente com comportamento não-linear, provoca um amortecimento na resposta dinâmica da estrutura. / Traditionally, the steel portal frame design assumes that beam-to-column connections are rigid or pinned. Despite these facts, it is largely recognized that the great majority of joints does not exhibit such idealized behaviour. These connections are called semi-rigid, and their design should be performed according to their actual structural behaviour. Extensive research has been performed over the past twenty-five years to estimate the actual behaviour of such joints. One of the main objectives of this work is to propose an analysis methodology to properly represent the influence of the semi-rigid behaviour of base plates and beam-to-column joints on the dynamical response of steel structures (linear and non-linear). Another important investigated issue concerned the assessment of the steel frames dynamical behaviour (linear and non-linear) due to the presence of symmetrical and non-symmetrical beam-to-column semi-rigid joints and, especially, the column base plates. The structural analysis was made with the aid of the ANSYS [27] finite element program. The finite element model included geometric non-linearity, column base plates and beam-to-column non-linear behaviour and considered the influence of non-linear and hysteretic moment versus rotation curve of the joints. The results indicated that the resonance physical phenomenon was not reached in the nonlinear semi-rigid frames dynamic response. The resonance did not occurred in these systems due to the hysteretic damping induced by the energy dissipation of the non-linear hysteretic loops at the non-linear joints.

Tradicionalmente, na análise e dimensionamento de estruturas de aço, assume-se que as ligações viga-coluna são rígidas ou flexíveis (rotuladas). Por outro lado, é de conhecimento geral que a grande maioria das ligações viga-coluna apresenta um comportamento intermediário, ou seja, semi-rígido. Inúmeros trabalhos de pesquisa têm sido desenvolvidos nos últimos vinte e cinco anos, de forma a estudar o comportamento desse tipo de ligação. Um dos principais objetivos desta investigação é o de propor uma metodologia de análise que represente de forma apropriada a influência do comportamento semi-rígido de placas de base e de ligações viga-coluna, sobre a resposta dinâmica (linear e não-linear) de estruturas de aço. Outra contribuição desta dissertação diz respeito à investigação do comportamento dinâmico (linear e não-linear) de pórticos de aço, a partir da consideração de ligações viga-coluna simétricas e não-simétricas e especialmente das placas de base. A análise estrutural é desenvolvida com base no emprego do programa de elementos finitos ANSYS [27]. Nos modelos em elementos finitos foram considerados os efeitos de não-linearidade geométrica (efeitos de segunda ordem), o comportamento não-linear das placas de base e das ligações viga-coluna e, bem como, o efeito de histerese que ocorre quando a estrutura é submetida a cargas cíclicas. Os resultados alcançados indicaram que o fenômeno físico da ressonância não ocorre no que se refere à resposta dinâmica dos modelos semi-rígidos não-lineares. A ressonância não ocorre na resposta dos modelos devido ao fato de que, na análise dinâmica não-linear, o efeito de histerese presente nas ligações (placas de base e viga-coluna), essencialmente com comportamento não-linear, provoca um amortecimento na resposta dinâmica da estrutura. / Traditionally, the steel portal frame design assumes that beam-to-column connections are rigid or pinned. Despite these facts, it is largely recognized that the great majority of joints does not exhibit such idealized behaviour. These connections are called semi-rigid, and their design should be performed according to their actual structural behaviour. Extensive research has been performed over the past twenty-five years to estimate the actual behaviour of such joints. One of the main objectives of this work is to propose an analysis methodology to properly represent the influence of the semi-rigid behaviour of base plates and beam-to-column joints on the dynamical response of steel structures (linear and non-linear). Another important investigated issue concerned the assessment of the steel frames dynamical behaviour (linear and non-linear) due to the presence of symmetrical and non-symmetrical beam-to-column semi-rigid joints and, especially, the column base plates. The structural analysis was made with the aid of the ANSYS [27] finite element program. The finite element model included geometric non-linearity, column base plates and beam-to-column non-linear behaviour and considered the influence of non-linear and hysteretic moment versus rotation curve of the joints. The results indicated that the resonance physical phenomenon was not reached in the nonlinear semi-rigid frames dynamic response. The resonance did not occurred in these systems due to the hysteretic damping induced by the energy dissipation of the non-linear hysteretic loops at the non-linear joints.