Academic literature on the topic 'Three-dimensional steel building frames'

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Journal articles on the topic "Three-dimensional steel building frames"

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Chiu, Chien Kuo, and Heui Yung Chang. "A Risk-Based Approach to Determine the Optimal Service Life of Steel Buildings in Seismically Active Zones." Applied Mechanics and Materials 284-287 (January 2013): 1446–49. http://dx.doi.org/10.4028/www.scientific.net/amm.284-287.1446.

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The object of this study is to propose, develop and apply a risk-based approach to determine the optimal service life for steel framed buildings in seismically active zones. The proposed framework uses models for seismic hazards, structural fragility and loss functions to estimate the system-wide costs owing to earthquake retrofitting and recovery. With the seismic risk curves (i.e. the expected seismic loss and probability of exceeding the loss), the optimal service life can be determined according to the probable maximum loss (PML) defined by the building’s owner. The risk-based approach is further illustrated by examples of 6- and 20-story steel framed buildings. The buildings have three kinds of different lateral load resisting systems, including moment resisting frames, eccentrically braced frames and buckling restrained braced frames. The results show that for the considered PML (i.e. 40% initial construction cost) and risk acceptance (e.g. 90% reliability), steel braced frames can effectively improve seismic fragility and lengthen service life for a low-rise building. However, the same effects cannot be expected in a high-rise building.
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Shugyo, Minoru. "Elastoplastic Large Deflection Analysis of Three-Dimensional Steel Frames." Journal of Structural Engineering 129, no. 9 (2003): 1259–67. http://dx.doi.org/10.1061/(asce)0733-9445(2003)129:9(1259).

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LI, Yuguang, Hideki UESUGI, and Takao WAKAMATSU. "THREE DIMENSIONAL ANALYSIS OF DEFLECTION BEHAVIOUR ABOUT STEEL FRAMES EXPOSED TO FIRE." Journal of Structural and Construction Engineering (Transactions of AIJ) 70, no. 595 (2005): 151–58. http://dx.doi.org/10.3130/aijs.70.151_2.

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Bandyopadhyay, Milan, Atul Krishna Banik, and Tushar Kanti Datta. "Progressive Collapse of Three-Dimensional Semi-Rigid Jointed Steel Frames." Journal of Performance of Constructed Facilities 30, no. 3 (2016): 04015051. http://dx.doi.org/10.1061/(asce)cf.1943-5509.0000796.

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Dogan, Erkan, and Aybike Ozyuksel Ciftcioglu. "Weight optimization of steel frames with cellular beams through improved hunting search algorithm." Advances in Structural Engineering 23, no. 5 (2019): 1024–37. http://dx.doi.org/10.1177/1369433219884456.

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Hunting search method–based optimum design algorithm is presented to investigate the weight optimization of steel frames with cellular beams. Unlike practical applications where rolled sections are assigned to both the beams and columns, built-up sections are used for beams. Design specifications including the design of steel frames and that of cellular beams are taken from Load and Resistance Factor Design–American Institute of Steel Construction. The algorithm presented selects optimal W-sections to be used for the members of the unbraced plane frame from the ready section pool of the same code. In addition, number of holes and hole diameter of the beams are selected for optimal frame by the algorithm for satisfying the design constraints and making the weight of the frame to be minimum. Besides, Levy Flight procedure is also adopted to the simple hunting search method for better designs. Optimized steel frames with cellular beams are then analyzed by ABAQUS three-dimensional finite element software. The results attained from nonlinear finite element analysis of the steel frames are then taken into account for comparison with optimization outcomes. Results reveal that designing the beam members as cellular beams reduces the weight of the frame.
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Abou-Elfath, H., and A. Ghobarah. "Behaviour of reinforced concrete frames rehabilitated with concentric steel bracing." Canadian Journal of Civil Engineering 27, no. 3 (2000): 433–44. http://dx.doi.org/10.1139/l99-092.

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The seismic performance of low-rise nonductile reinforced concrete (RC) buildings rehabilitated using concentric steel bracing is investigated. A three-story building was analysed using various ground motion records. The effectiveness of the steel bracing in rehabilitating the three-story building was examined. The effect of the distribution of the steel bracing along the height of the RC frames on the seismic performance of the rehabilitated building was studied. The behaviour of the nonductile RC frame members is represented using a beam-column element capable of modelling the strength softening and the effects of the axial force on the yield moment and the deformation capacities at peak strength of these members. The performance of the building is evaluated in terms of global and story drifts and damage indices. A simplified approach is proposed for selecting the proper brace distribution.Key words: reinforced concrete, frame, nonductile, rehabilitation, concentric steel brace.
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Naaseh, Simin. "The Morgan Hill Earthquake of April 24, 1984—Performance of Three Engineered Structures." Earthquake Spectra 1, no. 3 (1985): 579–93. http://dx.doi.org/10.1193/1.1585279.

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The performance of three engineered buildings in San Jose during the 1984 Morgan Hill earthquake is reviewed. The lateral-load-resisting systems for these buildings are: (1) concrete shear walls, (2) concrete shear walls and moment frames in two orthogonal directions, and (3) perimeter steel moment frames. The concrete buildings performed satisfactorily with no damage. The steel building oscillated for a long period of time with low damping. There was some nonstructural and content damage and very limited structural damage to this building. The recorded responses of these buildings also showed excitations from two events with different characteristics.
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Ma, K. Y., and J. Y. Richard Liew. "Nonlinear Plastic Hinge Analysis of Three-Dimensional Steel Frames in Fire." Journal of Structural Engineering 130, no. 7 (2004): 981–90. http://dx.doi.org/10.1061/(asce)0733-9445(2004)130:7(981).

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Nguyen, Phu-Cuong, and Seung-Eock Kim. "Nonlinear inelastic time-history analysis of three-dimensional semi-rigid steel frames." Journal of Constructional Steel Research 101 (October 2014): 192–206. http://dx.doi.org/10.1016/j.jcsr.2014.05.009.

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Sivakumaran, K. S. "Lateral load response of unbraced steel building frames." Canadian Journal of Civil Engineering 17, no. 6 (1990): 974–86. http://dx.doi.org/10.1139/l90-109.

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The standard CAN3-S16.1-M84 "Steel structures for buildings — limit states design" recognizes three sets of assumptions in the analysis, design, and construction of steel buildings. In two of them the connections are assumed to be either fully rigid (continuous construction, clause 8.2) or completely free (simple construction, clause 8.3.1). In the third type of construction, termed here as "special simple construction" (clause 8.3.2), the beam-to-column connections are assumed to be completely free (pinned) to resist gravity loads and are assumed to be rigid to resist the lateral loads due to earthquake or wind. Such connnections are designed for moments due to lateral loads only, and thus they are more flexible and may yield at ultimate load levels. This paper illustrates the analysis and design of two (one 5-storey and the other 10-storey) office buildings assumed to be located in Hamilton, Ontario, on the basis of special simple construction. Using realistic connection behaviour, the influence of connection flexibility and strength on the performance of these buildings is studied. In the nonlinear static analysis, the buildings have been subjected to gravity loads and incremental lateral loads until failure. For comparison purposes, the building frames were also analysed and designed, based on continuous construction assumptions. The results showed increased drifts and decreased overall strength due to connection flexibility and strength. Thus, the system based on continuous construction structurally performs better than the system based on special simple construciton. As far as the economy is concerned both systems appear to be equivalent. Key words: building design, steel structures, flexible connections, analysis, wind load, earthquake load, strength.
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Dissertations / Theses on the topic "Three-dimensional steel building frames"

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Najjar, Samer Rida. "Three-dimensional analysis of steel frames and subframes in fire." Thesis, University of Sheffield, 1994. http://etheses.whiterose.ac.uk/1861/.

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The aim of the present work is to develop a sophisticated analytical model for columns within three-dimensional assemblies in fire conditions. A preliminary investigation into this problem resulted in the development of a simplified approach for the analysis of isolated columns in fire. This model is based on the Perry-Robertson approach to defining critical loads of imperfect columns at ambient temperature. It takes into account uniform and gradient temperature distributions across the section of an isolated pin-ended column. It also accounts for initial out-of-straightness, load eccentricity and equal end-moments. A three-dimensional finite element model has subsequently been developed for the analysis of frames in fire conditions. This model is based on a beam finite element with a single node at each end of the element. At each node eight degrees of freedom are introduced. The finite element solution of the problem is obtained using an incremental iterative procedure based on the Newton-Raphson method, adapted to account for elevated temperature effects. The developed procedure offers a unique treatment of the thermal effects which allows solutions to be arrived at regardless of the problem's boundary conditions. The finite element formulation takes into consideration geometrical and material nonlinearities, initial out-of-straightness and residual stresses. It allows for virtually any temperature distribution across and along the structural members, and the analysis can handle any three-dimensional skeletal steel structure. The developed model allows the material mechanical properties to be expressed either as trilinear or continuous functions which vary with temperature. A computer program, 3DFIRE, has been developed based on the above-mentioned formulation and validated extensively against a wide range of previous analytical and experimental work. This program has then been used to perform parametric studies to establish the most prominent features of column behaviour in fire whether as isolated members or as part of structural assemblies. These studies have yielded a large amount of data from which generalised conclusions have been made. The analysis has been extended recently to include composite beams within the structural assembly. This development was undertaken to enable analytical studies on the test building at Cardington, in which fire tests are planned to take place in the near future.
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Krishnan, Swaminathan. "Three-Dimensional Nonlinear Analysis of Tall Irregular Steel Buildings Subject to Strong Ground Motion." Thesis, Pasadena : California Institute of Technology, Earthquake Engineering Research Laboratory, 2004. http://caltecheerl.library.caltech.edu.

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Thesis (Ph. D.)--California Institute of Technology, 2003.<br>"September 2003." Includes bibliographical references. EERL report series available at their website: http://caltecheerl.library.caltech.edu.
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Akah, Ebiji Anthony. "Experimental and Analytical Collapse Evaluation of an Existing Building." The Ohio State University, 2015. http://rave.ohiolink.edu/etdc/view?acc_num=osu1437620552.

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Τζίμας, Άγγελος. "Νέα υβριδική μέθοδος δυνάμεων/μετατοπίσεων αντισεισμικού σχεδιασμού χωρικών μεταλλικών κατασκευών". Thesis, 2013. http://hdl.handle.net/10889/6297.

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Στην παρούσα εργασία παρουσιάζεται μία νέα βασισμένη στην επιτελεστικότητα μέθοδος αντισεισμικού σχεδιασμού χωρικών μεταλλικών κατασκευών, οι οποίες υπόκεινται σε σεισμικές διεγέρσεις μακρινού πεδίου. Η μέθοδος αυτή συνδυάζει τα πλεονεκτήματα της μεθόδου σχεδιασμού με βάση τις δυνάμεις και με βάση της μετατοπίσεις και γι’ αυτό ονομάζεται υβριδική δυνάμεων-μετατοπίσεων (ΥΔΜ) μέθοδος. Για τη δημιουργία της προτεινόμενης μεθόδου γίνεται παραμετρική σεισμική μελέτη κανονικών καμπτικών μεταλλικών κτιρίων με και χωρίς τυχηματικές εκκεντρότητες, καθώς και μεταλλικών κτιρίων τα οποία εμφανίζουν γεωμετρικές μη κανονικότητες λόγω ανομοιόμορφης καθ’ ύψος κατανομής μάζας και λόγω παρουσίας εσοχών. Αρχικά γίνεται μια βιβλιογραφική ανασκόπηση για τις ήδη υπάρχουσες μεθόδους, όσον αφορά στο σχεδιασμό και στην εκτίμηση της ανελαστικής σεισμικής απόκρισης επίπεδων και χωρικών κατασκευών. Στη συνέχεια περιγράφεται η επιλογή των παραμέτρων και η όλη διαδικασία που ακολουθήθηκε για τη δημιουργία μίας βάσης δεδομένων σεισμικής απόκρισης η οποία απαίτησε 43176 μη γραμμικές δυναμικές αναλύσεις. Με βάση την στατιστική επεξεργασία που έγινε προέκυψαν εμπειρικές σχέσεις αντισεισμικού σχεδιασμού, οι οποίες καθιστούν δυνατό τον έλεγχο της βλάβης κατά το σχεδιασμό νέων κατασκευών και οι οποίες λαμβάνουν υπόψη την επιρροή διαφόρων παραμέτρων, όπως ο αριθμός ανοιγμάτων, ο αριθμός ορόφων, η μορφή της κάτοψης, καθώς και η μη κανονικότητα της κατασκευής. Επιπλέον εξετάστηκε η επιρροή της φυσικής μονοαξονικής εκκεντρότητας, μεταξύ κέντρου μάζας και κέντρου δυσκαμψίας στην ανελαστική σεισμική απόκριση χωρικών κατασκευών με μεικτό σύστημα ανάληψης σεισμικών δυνάμεων. Ωστόσο, επειδή ο αριθμός των κτιρίων που χρησιμοποιήθηκαν ήταν μικρός, δεν έγινε προσπάθεια κατασκευής κάποιων εμπειρικών σχέσεων από τα αποτελέσματα που προέκυψαν για αυτήν την περίπτωση. Τα πλεονεκτήματα της νέας ΥΔΜ μεθόδου αντισεισμικού σχεδιασμού, παρουσιάζονται μέσω τριών παραδειγμάτων, όπου η προτεινόμενη μέθοδος συγκρίνεται με τη μέθοδο σχεδιασμού με βάση τις δυνάμεις στην οποία βασίζονται όλοι σχεδόν οι υπάρχοντες αντισεισμικοί κανονισμοί. Από τη σύγκριση που γίνεται προκύπτει ότι, σε αντίθεση με τη μέθοδο των δυνάμεων, η ΥΔΜ μέθοδος μπορεί να κάνει κατά το σχεδιασμό άμεσο έλεγχο της βλάβης.<br>This dissertation proposes a preliminary performance-based seismic design method for three-dimensional steel building frames under ordinary (i.e., without near fault effects) ground motions. This method combines the advantages of the well-known force-based and displacement-based seismic design methods in a hybrid force/displacement design scheme. The proposed method was developed based on the results of an extensive parametric study involving the inelastic seismic response of regular and irregular moment resisting frames (MRFs). The regular MRFs are structures with and without the presence of accidental eccentricities, whereas the irregular MRFs, are structures with vertical mass irregularities and structures with setbacks. In total 146 buildings have been studied. The results of 43176 nonlinear dynamic analyses were post-processed in order to create a databank with the response quantities of interest. The main parameters that affect the inelastic response of the examined structures were recognised after the statistical analysis of the created response. Based on regression analysis, a procedure in terms of simple formulae for estimating the maximum roof displacement, the maximum interstorey drift ratio and the maximum rotation ductility along the height of the frame was developed. In addition, the inelastic seismic response of 20 buildings with natural eccentricities has been studied, which combines MRFs with buckling restrained braces. However, the conclusions of this case cannot be generalized, because only few cases were investigated. Comparison of the proposed method with the procedures adopted in current seismic design codes demonstrated the efficiency of the former. The results revealed that the proposed procedure seems to be more rational and efficient than the procedures used in the current seismic design codes. Nonlinear time history analyses proved the consistency of the proposed method to accurately estimate inelastic deformation demands and the tendency of the current seismic design codes to overestimate the maximum roof displacement and underestimate the maximum interstorey drift ratio along the height of the frames.
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Liao, Ting-yi, and 廖庭億. "Optimal Design of Three Dimensional Steel Frames Using Genetic Algorithm." Thesis, 2009. http://ndltd.ncl.edu.tw/handle/18393179421491173196.

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碩士<br>義守大學<br>土木與生態工程學系碩士班<br>97<br>Traditionally, the steel structure design usually uses the trial-and-error method. Although the results can meet the requirements of the design specification, they are not the most economic. Besides, the design results also need to be manually adjusted to fit the size of existing structural steel shapes in the market. Therefore, it usually fails to reach the goal of automatic design. The main purpose of this thesis is to use the genetic algorithm combined with the finite element method to obtain the optimal and automatic design of steel structures. The designed structures not only meet the specifications, but also are at the lowest cost. In this thesis, the objective function is to minimize the total weight of steel. The design variables are the size of W-shape steels. Constrains are formulated based on the requirements of the domestic steel design code and earthquake resistant code, mainly considering the axial force, moment and shear force of members. The parameters of the genetic algorithm are set as follows: the binary coding with the length of 6 bits; the initial population of 500; 200 generations; the crossover rate 0.9; mutation rate 0.09. The "elite strategy" is also applied. The optimal design of three-dimensional ordinary moment-resisting frames is taken as examples in this thesis, where four load combinations are considered: 1.4DL, 1.2DL+1.6LL, 1.2DL+0.5LL+2.42Ex and 1.2DL+0.5LL+2.42Ey. The results obtained from the genetic algorithm are compared with those from SAP2000 structural analysis software. The former always has better results, hence the genetic algorithm combined with the finite element method described in this thesis to optimize the steel frame design is proved to be feasible and have great effectiveness.
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Carlson, Anders Elof. "Three-dimensional nonlinear inelastic analysis of steel moment-frame buildings damaged by earthquake excitations." Thesis, 1999. https://thesis.library.caltech.edu/8086/1/Carlson-AE-1999.pdf.

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<p>The Northridge earthquake of January 17, 1994, highlighted the two previously known problems of premature fracturing of connections and the damaging capabilities of near-source ground motion pulses. Large ground motions had not been experienced in a city with tall steel moment-frame buildings before. Some steel buildings exhibited fracture of welded connections or other types of structural degradation.</p> <p>A sophisticated three-dimensional nonlinear inelastic program is developed that can accurately model many nonlinear properties commonly ignored or approximated in other programs. The program can assess and predict severely inelastic response of steel buildings due to strong ground motions, including collapse.</p> <p>Three-dimensional fiber and segment discretization of elements is presented in this work. This element and its two-dimensional counterpart are capable of modeling various geometric and material nonlinearities such as moment amplification, spread of plasticity and connection fracture. In addition to introducing a three-dimensional element discretization, this work presents three-dimensional constraints that limit the number of equations required to solve various three-dimensional problems consisting of intersecting planar frames.</p> <p>Two buildings damaged in the Northridge earthquake are investigated to verify the ability of the program to match the level of response and the extent and location of damage measured. The program is used to predict response of larger near-source ground motions using the properties determined from the matched response.</p> <p>A third building is studied to assess three-dimensional effects on a realistic irregular building in the inelastic range of response considering earthquake directivity. Damage levels are observed to be significantly affected by directivity and torsional response.</p> <p>Several strong recorded ground motions clearly exceed code-based levels. Properly designed buildings can have drifts exceeding code specified levels due to these ground motions. The strongest ground motions caused collapse if fracture was included in the model. Near-source ground displacement pulses can cause columns to yield prior to weaker-designed beams. Damage in tall buildings correlates better with peak-to-peak displacements than with peak-to-peak accelerations.</p> <p>Dynamic response of tall buildings shows that higher mode response can cause more damage than first mode response. Leaking of energy between modes in conjunction with damage can cause torsional behavior that is not anticipated.</p> <p>Various response parameters are used for all three buildings to determine what correlations can be made for inelastic building response. Damage levels can be dramatically different based on the inelastic model used. Damage does not correlate well with several common response parameters.</p> <p>Realistic modeling of material properties and structural behavior is of great value for understanding the performance of tall buildings due to earthquake excitations.</p>
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Fathieh, Amirahmad. "Nonlinear Dynamic Analysis of Modular Steel Buildings in Two and Three Dimensions." Thesis, 2013. http://hdl.handle.net/1807/42834.

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Modular construction is a relatively new technique where prefabricated units are assembled on-site to produce a complete building. Due to detailing requirements for the assembly of the modules, these systems are prone to undesirable failure mechanisms during large earthquakes. Specifically, for multi-story Modular Steel Buildings (MSBs), inelasticity concentration in vertical connections can be an area of concern. Diaphragm interaction, relative displacements between modules and the forces in the horizontal connections need to be investigated. In this study, two 4-story MSBs with two different structural configurations were chosen to be analyzed. In the first model which was introduced in a study by Annan et al. (2009 a), some of the unrealistic detailing assumptions were challenged. To have a more accurate assessment of the structural capacity, in the second model, a more realistic MSB model was proposed. Using OpenSees, Incremental Dynamic Analyses (IDA) have been performed and conclusions were made.
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Books on the topic "Three-dimensional steel building frames"

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Kasal, Bohumil. A nonlinear three-dimensional finite-element model of a light-frame wood structure. 1992.

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Kasal, Bohumil. A nonlinear three-dimensional finite-element model of a light-frame wood structure. 1992.

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Book chapters on the topic "Three-dimensional steel building frames"

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Huang, Wen-ke, Xiao-ning Zhang, Hong-liu Rong, and Shao-fan Cai. "Study on numerical simulation of three-dimensional viscoelastic mechanics for steel deck asphalt pavement." In Green Building, Environment, Energy and Civil Engineering. CRC Press, 2016. http://dx.doi.org/10.1201/9781315375106-59.

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Alimoradi, Arzhang, Shahram Pezeshk, and Christopher Foley. "Evolutionary Seismic Design for Optimal Performance." In Intelligent Computational Paradigms in Earthquake Engineering. IGI Global, 2007. http://dx.doi.org/10.4018/978-1-59904-099-8.ch003.

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The chapter provides an overview of optimal structural design procedures for seismic performance. Structural analysis and design for earthquake effects is an evolving area of science; many design philosophies and concepts have been proposed, investigated, and practiced in the past three decades. The chapter briefly introduces some of these advancements first, as their understanding is essential in a successful application of optimal seismic design for performance. An emerging trend in seismic design for optimal performance is speculated next. Finally, a state-of-the-art application of evolutionary algorithms in probabilistic performance-based seismic design of steel moment frame buildings is described through an example. In order to follow the concepts of this chapter, the reader is assumed equipped with a basic knowledge of structural mechanics, dynamics of structures, and design optimizations.
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Conference papers on the topic "Three-dimensional steel building frames"

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Ruiz Barba, Ulises, Juan Murcia-Delso, Oriol Arnau, David Muria-Vila, and Sergio M. Alcocer. "Seismic Response Analysis of a Retrofitted Concrete Building in Mexico City." In IABSE Congress, New York, New York 2019: The Evolving Metropolis. International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.1321.

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&lt;p&gt;This paper presents results of an ongoing study on the seismic performance of a retrofitted concrete building located in the soft soil area of Mexico City. The original structure consisted of reinforced concrete frames in two directions. The building was repaired and retrofitted after having been damaged during a moderate earthquake in 1979. The retrofit strategy consisted mainly of installing external steel braces in one direction of the building, and reinforced concrete infill walls in the other direction. The retrofitted structure showed minor damage after the 1985 and 2017 earthquakes. The goal of this investigation is to assess the structural response of the building and the effectiveness of the retrofit strategy by combining post-earthquake damage inspections, analytical modeling and ambient vibration testing. This paper focuses on the development and calibration of a three-dimensional analytical model of the building, and on the analysis of the vibration properties of the retrofitted structure. The analytical model has been calibrated using data from ambient vibration tests conducted after the 2017 event. The study of the vibration properties of the building has shown the strong influence of soil-structure interaction in the response of this building.&lt;/p&gt;
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Kageyama, Mitsuru, Tsutomu Iba, Takahiro Somaki, Hisako Hino, and Katsuhiko Umeki. "Development of Cable Reinforced 3-Dimensional Base Isolation Air Spring." In ASME 2002 Pressure Vessels and Piping Conference. ASMEDC, 2002. http://dx.doi.org/10.1115/pvp2002-1427.

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In Japan, the study on the development of a 3-dimensional base isolation system to be applied to a nuclear power plant, which requires supreme safety against severe earthquakes, has been carried out since 2000. An idea with the concept of a cable reinforced air spring was proposed as the 3-dimensional base isolation device. The dimension of the air spring applying to the actual power plant is 9 meters in the outer-diameter and 3.5 meters in height. The allowable half strokes are respectively 1.5 meters for the horizontal direction and 0.5 meters for the vertical directions. The supporting weight for a single device is 52MN, where the inner air pressure is about 1.2MPa. This device enables to realize three-dimensional base isolation with a single device, whose characteristics is a natural period of over 4 seconds in the horizontal direction and over 3 seconds in the vertical direction. Furthermore, this device does not require precision mechanical parts just common building materials, which are steel, cable wire, polyester fabric and a rubber sheet. Therefore, the construction cost for this device could be reduced effectively. In order to confirm the performance of the proposed device, experimental tests using the three dimensional shaking table were carried out on the proposed cable reinforced 3-dimensional base isolation air spring, whose outer diameter is 2 meters, being 1/4.5 scale of the actual size. The weight of approximately 392kN including a 4-story steel frame was loaded on the test specimen in order to create inner air pressure of 0.157MPa. As a result, the device was confirmed to function smoothly in three dimensions with natural periods of 1.8 seconds in the horizontal direction and 1.4 seconds in the vertical direction, and is considered that the proposed system can be applied to actual power plants.
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Li, Honghao. "Experimental Study on Robustness of Three-Dimensional Steel Moment-Resisting Frames." In Structures Conference 2018. American Society of Civil Engineers, 2018. http://dx.doi.org/10.1061/9780784481349.025.

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Yang, Yang, and Albert P. C. Chan. "Driving factors and obstacles in adopting structural steel in Hong Kong: Case studies." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7984.

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The construction applications of structural steel mainly include super high-rise buildings and long-span structures. The advantages offered by structural steel to the construction sector and building environment have long been recognised, as evidenced by the increasing market share of structural steelwork in many marketplaces, but not in Hong Kong. The annual import quantity of fabricated steel structures in Hong Kong is 0.2 - 0.3 million tons, which indicates a low demand for structural steelwork in the local construction industry. This study aims to identify the major barriers and potential driving factors to the use of structural steel in Hong Kong. Interviews were conducted with a private developer, three main contractors, and two steel specialist contractors. These industry professionals offered four construction applications that addressed the major problems and driving factors for using steel-framed structures. The four cases included a Chinese opera centre, a swimming pool, a 24-story hotel, and a commercial building. These case studies reveal that steel-framed structures are adopted only for projects that have technical requirements. Otherwise, reinforced concrete structures are used because steel-framed structures are cost-efficient for super high-rise and long-span structures but not for normal types of buildings. The fast construction of structural steelwork can result in an early return on investment, which may outweigh the high construction cost. This advantage will be particularly significant for retail building projects with high land prices in Hong Kong. This study offers strategies for facilitating the fast construction of structural steelwork. If these strategies are implemented to resolve problems, then the application of steel-framed structures to many tall buildings in Hong Kong can be feasible.
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5

Midorikawa, M., T. Azuhata, and T. Ishihara. "Seismic response three-dimensional analyses of ten-story steel frames with column uplift." In ERES 2007. WIT Press, 2007. http://dx.doi.org/10.2495/eres070161.

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6

Palmer, Keith, Charles Roeder, Taichiro Okazaki, Carol Shield, and Dawn Lehman. "Three-Dimensional Tests of Two-Story, One-Bay by One-Bay, Steel Concentric Braced Frames." In Structures Congress 2011. American Society of Civil Engineers, 2011. http://dx.doi.org/10.1061/41171(401)266.

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7

Nonaka, Yusuke, Yusuke Nonaka, Yusuke Nonaka, and Yusuke Nonaka. "Proposal of New Yield Surface of Simplified Dynamic Model for Three-Dimensional Multi-Story Steel Moment Frames with Eccentricity." In 10th Pacific Structural Steel Conference (PSSC 2013). Research Publishing Services, 2013. http://dx.doi.org/10.3850/978-981-07-7137-9_133.

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8

NAKAMURA, Naohiro, Takuya SUZUKI, and Soshi NAKAMURA. "THREE-DIMENSIONAL SIMULATION ANALYSIS OF A FULL-SCALE 5-STORY BUILDING WITH STEEL DAMPERS." In 10th World Congress on Computational Mechanics. Editora Edgard Blücher, 2014. http://dx.doi.org/10.5151/meceng-wccm2012-18047.

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9

Liu, W., J. D. Givens, R. Kanitkar, and C. Blaney. "Seismic Evaluation and Rehabilitation of a Three Story Pre-Northridge Steel Frame Essential Service Facility." In ATC and SEI Conference on Improving the Seismic Performance of Existing Buildings and Other Structures. American Society of Civil Engineers, 2009. http://dx.doi.org/10.1061/41084(364)6.

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10

Venslavavičiūtė, Raminta, and Kęstutis Urbonas. "Analysis of second-order effects of constructions behaviour." In The 13th international scientific conference “Modern Building Materials, Structures and Techniques”. Vilnius Gediminas Technical University, 2019. http://dx.doi.org/10.3846/mbmst.2019.118.

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Abstract:
This paper presents the importance of the second-order effects in behaviour of steel frame structures. EN 1993-1-1 were distinguished three main methods: taking / without taking into account second order effects depending on the sensitivity of horizontal design effects and tolerance. Using these methods, the susceptibility of steel frame structures to second-order impacts is considered in accordance with EN 1993-1-1. The study was performed taking into account also the rotational stiffness of the joints of the frame structure. In this way, trying to determine the effect of the joint on the rotational rigidity makes the frame structure more sensitive to second order impacts. It is also considered a semi-rigid joints effects the general frame-tailed P-Δ and the second row stress. This establishes the link between the effects of the second-order and the semi-rigid joints in the overall (general) analysis. Frame-building sensitivity makes it possible to compare and measure the importance of such dependencies.
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