Thesis (M.S.)--California Polytechnic State University, 2009. / Title from PDF title page; viewed on January 6, 2010. Major professor: Cole McDaniel, Ph.D., P.E. "Presented to the faculty of California Polytechnic State University, San Luis Obispo." "In partial fulfillment of the requirements for the degree [of] Master of Science in Architecture with a Specialization in Architectural Engineering." "November 2009." Includes bibliographical references (p. 63-64).

Thesis (Ph. D.)--Lehigh University, 2004. / Includes vita. Includes bibliographical references (leaves 408-413).

The effects that thermally induced forces and deformations have on the performance and safety of steel columns subjected to fire are not well understood and are not clearly treated in building codes and standards. This thesis investigates the behavior of steel columns subjected to fire, with an emphasis on studying the significance of thermally induced forces and deformations. The approach used in this research is to conduct a series of analyses of steel columns using the finite element computer program ABAQUS. Columns are modeled in ABAQUS using beam elements that include nonlinear geometry, nonlinear temperature dependent material properties, and initial geometric imperfections. Using the ABAQUS model, a series of analyses are conducted on the behavior of columns under axial compression for temperatures varying from room temperature up to 2400° F. A series of individual columns are analyzed with and without restraint to thermal expansion. A column that is part of a truss is also analyzed to study a simple case of a flexible restraint to thermal expansion. Finally, the behavior of columns that are part of multi-story steel moment frames are investigated. All of the analyses conducted in this research indicate that forces generated by restraint to thermal expansion can have a very large impact on the performance of a steel column in fire. When evaluating the safety of a column in a fire, it is important to recognize that the total axial force in the column is the sum of the force generated by external gravity load on the frame and the force generated by restraint to thermal expansion. The force generated by restrained thermal expansion can be very large, and neglecting this force can lead to unsafe designs. / text

Thesis (M. App. Sc.)--Carleton University, 2003. / Includes bibliographical references (p. 89-93). Also available in electronic format on the Internet.

Thesis (M.S.)--University of North Texas, Dec., 2008. / Title from title page display. Includes bibliographical references.

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. / 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.

In North America, the operation of buildings accounts for approximately one third of the total energy use and greenhouse gas emissions annually. Office buildings are responsible for roughly 35% of the total commercial/institutional secondary energy use in Canada, followed by retail buildings at 17% (NRCan, OEE, 2010). In recent years, a number of researchers from around the world have conducted life-cycle assessment (LCA) studies to investigate the impacts of buildings on the environment. Most studies have focused on three types of buildings: office buildings, single residential dwellings, and multi-unit residential apartments. There have been almost no comprehensive LCA studies of retail buildings, specifically single-storey retail buildings. This is a problem, since compared to office buildings, single residential dwellings, and multi-unit residential apartments, retail buildings consume approximately 1.2, 2.0, and 2.3 times more energy per floor area respectively (NRCan, OEE, 2010). In addition, retail buildings usually undergo major resource intensive renovations far sooner than other building types. Therefore, the primary goal of this study was to conduct a comprehensive LCA for the components of a single-storey retail building located in Toronto, Canada, to determine which building components contribute the most towards the total life-cycle energy use and global warming potential (GWP) after 50 years. Using the latest LCA techniques, the total life-cycle energy use and GWP was calculated for 220 different building components including: exterior infill walls, roofs, structural systems, floors, windows, doors, foundations, and interior partition walls. Also, a comprehensive LCA study was conducted for five single-storey retail buildings (including a pre-engineered steel building system which is lacking in the literature), in order to determine which components of a single-storey retail building are responsible for the most environmental damage. For a typical single-storey retail building located in Toronto, Canada, the operating energy (and GWP) accounts for about 91% (88%) and the total embodied energy (and GWP) accounts for about 9% (12%) of the total energy (and GWP) after 50 years. The roof alone is responsible for nearly half of the total embodied energy and GWP of the entire building. The LCA study also found that after 50 years, the total energy (and GWP) of the five case study buildings only differed at most by 6% (7%), regardless of the choice of structural system, or whether the building was made predominately of steel or wood building components. This thesis concludes with a prioritized list of recommendations for reducing the total life-cycle energy use and GWP of a single-storey retail building in Canada.

In North America, the operation of buildings accounts for approximately one third of the total energy use and greenhouse gas emissions annually. Office buildings are responsible for roughly 35% of the total commercial/institutional secondary energy use in Canada, followed by retail buildings at 17% (NRCan, OEE, 2010). In recent years, a number of researchers from around the world have conducted life-cycle assessment (LCA) studies to investigate the impacts of buildings on the environment. Most studies have focused on three types of buildings: office buildings, single residential dwellings, and multi-unit residential apartments. There have been almost no comprehensive LCA studies of retail buildings, specifically single-storey retail buildings. This is a problem, since compared to office buildings, single residential dwellings, and multi-unit residential apartments, retail buildings consume approximately 1.2, 2.0, and 2.3 times more energy per floor area respectively (NRCan, OEE, 2010). In addition, retail buildings usually undergo major resource intensive renovations far sooner than other building types. Therefore, the primary goal of this study was to conduct a comprehensive LCA for the components of a single-storey retail building located in Toronto, Canada, to determine which building components contribute the most towards the total life-cycle energy use and global warming potential (GWP) after 50 years. Using the latest LCA techniques, the total life-cycle energy use and GWP was calculated for 220 different building components including: exterior infill walls, roofs, structural systems, floors, windows, doors, foundations, and interior partition walls. Also, a comprehensive LCA study was conducted for five single-storey retail buildings (including a pre-engineered steel building system which is lacking in the literature), in order to determine which components of a single-storey retail building are responsible for the most environmental damage. For a typical single-storey retail building located in Toronto, Canada, the operating energy (and GWP) accounts for about 91% (88%) and the total embodied energy (and GWP) accounts for about 9% (12%) of the total energy (and GWP) after 50 years. The roof alone is responsible for nearly half of the total embodied energy and GWP of the entire building. The LCA study also found that after 50 years, the total energy (and GWP) of the five case study buildings only differed at most by 6% (7%), regardless of the choice of structural system, or whether the building was made predominately of steel or wood building components. This thesis concludes with a prioritized list of recommendations for reducing the total life-cycle energy use and GWP of a single-storey retail building in Canada.

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.

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.