Structural Engineering

Climate change and demographical increase in developing countries are inducing us to reconsider the way we build the buildings. Concrete and steel have already reshaped our cities for 2 centuries but problems related to the non-sustainable aspects of steel and concrete are now appearing in their productive system, characteristics, creation process and energy demands. It is necessary to find new solutions, especially regarding high-rise buildings which will be one of the main typologies of construction in a more and more urban future scenario. The only structural material that can tackle the future demand of building is wood as Mass Timber Products. There are already several successful examples of how this material could answer architectural challenges. As architects, we have the power to choose how the building is built and realized. On our profession stands a great chance to increase the realization of sustainable buildings. Since the beginning of mankind, wood structure was one of the most common types and this trend was decreased only in the last 2 centuries thanks to the rise of steel and concrete structures. The 21st century can be instead the century of the renaissance of wood an the motifs are really a lot. Sustainable, renewable, zero impact and other qualities certified that it must be considered as possible solution. The context of the competition Wien Heiligendstadt Wohnen und Arbeiten is a pretext to show how an international competition can adopt Mass Timber as technological solution compared with a concrete solution. Showing the plus points and demerits of wood as a structural material is the main aim of this Master Thesis. Additionally, this Master Thesis aims to demonstrate the feasibility of an on field context rather than a theoretical solution, while also displaying the current status of wood technology.

Design of shear reinforcement for beams and columns as per IS:13920 : 1993 is too laborious as it involves computation of moments of resistance of beam sections for the actual area of top and bottom reinforcement provided, since it is an iterative method. The computations are prohibitively time consuming. It was, therefore, felt necessary to formulate design aids. An attempt has been made in this paper to present a concept of design aids which can ease the computation of design shear forces due to formation of plastic hinges at both ends of a beam. Such design aids are expected to greatly simplify the design office work.

This paper presents a numerical analysis of a short circular hollow column using ABAQUS software. Circular hollow sections have high structural efficiency due to lack of major or minor axes. Such sections are also effective in areas with limited spaces.This paper provides an examination of their performance under axial loading using numerical analysis

This research work is embarked upon to prevent developing areas from such problems as flood hazard, road deterioration, and soil erosion. Stormwater runoff is the direct response of a watershed to precipitation and includes the surface and subsurface flow that enters a ditch, storm drain, stream or other concentrated flow during and following the precipitation. In this study, the rational method was adopted in estimating the volume of runoff. Manning's Formula was adopted in designing and sizing the stormwater drains and culverts for a catchment area of 98 hectares. The area was divided into seven (7) sub-catchments. The estimated flow for the sub

An efficient and new but non-intrusive method to detect the fluctuation in gear load may be the motor current signature analysis (MCSA). In this paper, a multi-stage transmission gearbox (with and without defects) has been studied in order to replace the conventional vibration monitoring by MCSA. It has been observed through FFT analysis that low frequencies of the vibration signatures have sidebands across line frequency of the motor current whereas high frequencies of vibration signature are difficult to be detected. Hence, discrete wavelet transform (DWT) is suggested to decompose the current signal, and FFT analysis is carried out with the decomposed current signal to trace the sidebands of the high frequencies of vibration

Wind energy is one among the most promising renewable energy sources, and hence there is fast growth of wind energy farm implantation over the last decade, which is expected to be even faster in the coming years. Wind turbine blades are complex structures considering the different scientific fields involved in their study. Indeed, the study of blade performance involves fluid mechanics (aerodynamic study), solids mechanics (the nature of materials, the type of solicitations …), and the fluid coupling structure (IFS). The scope of the present work is to investigate the mechanical performances and structural integrity of a large offshore wind turbine blade under critical loads using blade element momentum. The resulting pressure was applied to the blade by the use of a user subroutine “DLOAD” implemented in ABAQUS finite element analysis software. The main objective is to identify and predict the zones which are sensitive to damage and failure as well as to evaluate the potential of c...

The Olympiapark in Munich, Germany, is an Olympic Park which was constructed for the 1972 Summer Olympics. Found in the area of nothern Munich known as the "Oberwiesenfeld", the Park continues to serve as a venue for cultural, social, and religious events such as events of worship.
The term Olympiapark designates the overall area, that comprises different separate subareas, among which the Olympic Area, that includes the Olympic sports facilities such as the Olympic Stadium, the Olympic Swim Hall and Olympic Event Hall, whose covering wide tensilestructure is the topic of this article.
The first prize of the architectural competition was awarded to the Stuttgart architects Behnisch and Associates in 1967, Frei Otto and Fritz Leonhardt, both Professors at the Faculty of Civil Engineering at the University of Stuttgart, while not having participated in the design, were encharged of the realisation of the proposed lightweight structure. The entire roof was then prefabricated and mounted by the company “Arge Stahlbau”.
Researching source literature, which can help us to understand how this architecture represent innovation: the illustrated book “Tensile structure: design, structure, and calculation of buildings of cables, nets, and membranes”, written by Frei Otto himself, a copy of which can be found in the Continuing Education Center of the TU Wien, help us in the understanding of the ground principles which rule a cable net strutcture; while the book “Olympic Architecture Munich 1972 : 2nd Special Issue, Progress Report Autumn 1970”, written by Carl Mertz, which can be found in the TU Wien main library, well explain the construction principles and the construction components; The “Official report of the Organizing Committee for the Games of the XXth Olympiad Munich 1972”, issued by pro Sport München, which can be found on the internet, offer us a detailed description of the construction chronicles; and finally the article “Lightweight Tensile Structures towards an Architectural-Engineering Integration”, written by Marios C. Phocas, which can be found on the internet, inform us about the developed calculation procedures in order to realize what at the time was an utopian project, and their conseguences for the future projects.
In addition, the first three, plus “Glasfassaden und ihre Tragkonstruktionen: Das Olympiastadion München”, by Steffen Braunholz, offer a significative photographic contribution by this way.

P1.1 A steel bar of rectangular cross section, 15 mm by 60 mm, is loaded by a compressive force of 110 kN that acts in the longitudinal direction of the bar. Compute the average normal stress in the bar. Solution The cross-sectional area of the steel bar is ()() 2 15 mm 60 mm 900 mm A = = The normal stress in the bar is ()() 2 110 kN 1,000 N/kN 122.222 MPa 900 m 12 m 2.2 MPa F A σ = = = = Ans.Solution Manual for Mechanics of Materials 4th Edition by Philpot.      Full file at https://testbanku.eu/

Wissenschaftliche Untersuchungen des Tragverhaltens von Stahlbeton haben am Institut für Baustatik und Konstruktion der Eidgenössischen Technischen Hochschule Zürich eine lange Tradition. Seit 1960 hat sich eine eigentliche “Zürcher Schule” entwickelt, die sich durch die systematische Anwendung der Plastizitätstheorie, die Überprüfung mit Grossversuchen und die Aufbereitung der Forschungsergebnisse für die praktische Anwendung auszeichnet.
Die bis 1990 vorliegenden Erkenntnisse wurden in den letzten Jahren in verschiedener Hinsicht ergänzt und erweitert. Im Zentrum stand die bessere Erfassung des Verformungsvermögens. Vertiefte Untersuchungen des Verbundverhaltens, die Verknüpfung mit plastizitätstheoretischen
Modellvorstellungen sowie der Einbezug bruchmechanischer Betrachtungen führten zu ersten Fortschritten, die nun mit diesem Fortbildungskurs dargestellt werden sollen.
Für die sorgfältige Ausarbeitung ihrer Beiträge und die Zusammenarbeit bei der Vorbereitung und Durchführung des Fortbildungskurses bin ich den Herren Manuel Alvarez, Walter Kaufmann und Viktor Sigrist zu grossem Dank verpflichtet.
Die organisatorische Vorbereitung lag in den Händen von Frau Regina Nöthiger. Sie wirkte auch bei der Herstellung meiner Manuskripte mit, für deren Bildteil Herr Matthias Schmidlin
verantwortlich war. Für ihre umsichtige und präzise Arbeit möchte ich den beiden Genannten herzlich danken. Ein weiterer herzlicher Dank ergeht an alle meine heutigen Mitarbeiter für ihre Mithilfe, insbesondere für die Vorbereitung und Durchführung der Demonstrationsversuche.
Schliesslich möchte ich auch allen meinen ehemaligen Mitarbeiterinnen und Mitarbeitern meinen Dank aussprechen. Durch ihre theoretischen und experimentellen Arbeiten haben sie wesentlich zum heutigen Kenntnisstand beigetragen.
Die diesem Fortbildungskurs zugrundeliegenden Forschungsarbeiten wurden von der ETH Zürich, vom Schweizerischen Nationalfonds zur Förderung der wissenschaftlichen Forschung, von der Stiftung für wissenschaftliche, systematische Forschungen auf dem Gebiet des Beton und Eisenbetonbaus des Verbands der Schweizerischen Cementindustrie (Cemsuisse) sowie vom Bundesamt für Strassenbau finanziell unterstützt. Ausser der Förderung der Stahlbetonbauweise ermöglichten diese Beiträge die wissenschaftliche Weiterbildung einer stattlichen Zahl junger
Mitarbeiterinnen und Mitarbeiter. Dafür möchte ich allen Verantwortlichen aufrichtig danken.

Zürich, September 1999
Peter Marti

This  Steel Technical Information and Product Services (Steel TIPS) report focuses on providing information to steel fabricators, detailers and structural engineers on detailing gusset plates in special concentrically braced frames. Current seismic design requirements (AISC, 2005c) for Special Concentric Braced Frames (SCBFs) permit braces,  that buckle out of plane of the gusset, to be designed as having pinned ends if a detail can be provided that allows for the expected end rotation from brace buckling. Tests by Astaneh-Asl, Goel and Hanson (1982) using hinge zone length of zero, t, 2t, and 4t showed that the length of 2t  is sufficient to accommodate the expected cyclic rotation of end of the bracing member as it undergoes cyclic buckling. The specimens with hinge zone length of less than 2t did not perform in a sufficiently ductile manner to be qualified for use in Special Concentrically Braced Frames.  Satisfying this requirement in design office or fabricating shop can be an iterative and sometimes a time-consuming process.  The main goal of this report is to provide assistance in this regard by presenting simple and closed-form equations that can be used in detailing the gusset plate without a need for iterations.  In addition, a number of suggested ”Preferred Details” of gusset plates for Special Concentrically Braced Frames are provided  that can assist design professionals as well as steel fabricators and erectors in proper and economical detailing of the gusset plate for Special Concentrically Braced Frames.

The aim of this book is to introduce the European Standards - Eurocodes for structural steel design. The basic principles for design of steel structures according to EN 1993-1-1 General rules and rules for buildings and EN 1993-1-18 Design of joints are summarized. The design procedures and application of freely available tools are demonstrated through worked examples in this book.

In the book, a few design parameters are determined based on national choices. In this respect, these Nationally Determined Parameters are adopted according to recommended values in standards, which are those values applicable in most European countries. Singapore standards generally adopt the same values as those from the UK. Hence, in most cases, the Nationally Determined Parameters for Singapore Annex can be found in the UK Annex. In the fourth chapter, worked examples are in accordance with Singapore National Annex. The numbering of chapters in this book follows those in the text of standards EN 1993-1-1 and EN 1993-1-8.

Topics Covered
Structural Design and Standards
Rules for Buildings and Structural Analysis
Connections Design
Worked Examples

Readership: Researchers, engineers and practitioners in the field of structural and civil engineering.

This report presents the work I did as part of my graduation project. It consists of designing, studying and dimensioning the JW Marriott Tower in Casablanca Marina.
Being one of the largest cities in Africa, Casablanca plans to develop its international character by enriching its heritage of skyscrapers which are the symbol of power, energy and splendour of cities.
Having a unique architecture for the first time in Morocco, the tower presents enormous difficulties in terms of design and study since they work on the limits of current standards and regulations.
In this project I present initially a dossier about towers, their construction systems and their most used materials. Subsequently I explain the final design I have developed in accordance with the architectural plans and then I present the geotechnical context of the area and define the general hypothesis.
In the study and dimensioning phase, I study the structure in two approaches: a static approach and a dynamic approach. The static approach consists in studying the static behaviour of the tower vis-a-vis the permanent the exploitation loadings before dimensioning the structural elements outside the bracing system. In the dynamic approach I study the different horizontal and vibratory stresses, starting with the wind and then the seismic calculation.
After determining these stresses, I study the seismic design of the plates and shells as well as the foundations and the retaining walls and their stabilities and justifications in accordance to the ultimate, service and accidental states.

This paper presents more convenient deflection function that properly substitutes slow converging series function by Naiver for simply supported quadrilateral thin plate. The formulation of the deflection function was conducted by using variational approach. During formulation, Rayleigh-Ritz procedures was used and coordinate function that satisfies kinematic boundary condition and the minimum potential energy principle was developed. In addition to coordinate function, modification factor was applied to the main function for curve fitting purpose. To validate the current study, comparisons were done with Navier's solution and finite element analysis. The results shown that the deviation for midpoint deflection of current study was very small, i.e. around 0.03%, from Navier's solution. Furthermore, it has been investigated that finite element analysis also resulted closer result with current study.

Seismic behavior of a structure is highly influenced by the response of foundation and ground. Hence, the modern seismic design codes recommend that the response analysis should be conducted by taking into consideration the whole structural system including the soil-structural interaction. 3D FEM analysis is appealing for soil-structure interaction problems as it can model soil continua and it takes into account the damping and inertial effect of soil. However, for a structure with a large number of piles, it is computationally difficult to carry out full 3D FEM analysis using solid elements for both structure and piles. This paper, investigates the use of 3-node fiber based beam elements for modeling of pile using full-scale lateral loading test on single pile and 3D FEM analysis of single pile and full-scaled bridge pier system. The finite element analysis carried out on the single pile and full-scale bridge pier exhibited that 3-node beam element can adequately simulate the behav...

The hanger systems of the footbridges are used in two vertical and inclined forms. Both systems have their own advantages and disadvantages. The inclined hangers are more prone to slackness and fatigue phenomenon and are stressed too much. There is no much slackness, fatigue phenomenon and overstress in the vertical system, but this system is more prone to vertical vibration at low frequencies than inclined ones. In recent years, a new modification has been made to eliminate deficiencies in the inclined hanger system. In the modified system, the slackness phenomenon has been removed completely and the force variations of two adjacent hangers have been reduced significantly. In this study, modeling and analysis of the footbridge was performed with CSI Bridge software and the disadvantages of the old modified hanger system are eliminated by proposing a new modified hanger system. A modal analysis was also carried out to compare the dynamic characteristic such as natural modes and freq...

Conventional concentrically braced frame (CBF) systems have limited drift capacity prior to brace buckling, and related damage leads to deterioration in strength and stiffness. CBFs are also susceptible to weak story failure. A pinsupported self-centering frictiondamped braced frame system with buckling-restrained columns (FDBF-BRC) is being developed to provide significant drift capacity while limiting damage due to residual drift and soft-story mechanisms. The FDBF-BRC system consists of beams, columns, and braces branching off a central column, with buckling restrained columns (BRCs) incorporated into the system at the first story external column positions. The BRCs and friction generated at lateral-load bearings at each floor level are used to dissipate energy to minimize the overall seismic response of the FDBF-BRC system. Vertically aligned post-tensioning bars provide additional overturning moment resistance and aid in self-centering the system to eliminate residual drift. Th...