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Journal articles on the topic 'Earthquake-resisting systems'
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1
Eberhard, M. O., and B. E. Meigs. "Earthquake-Resisting System Selection Statistics for Reinforced Concrete Buildings." Earthquake Spectra 11, no. 1 (February 1995): 19–36. http://dx.doi.org/10.1193/1.1585801.
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To document current practice in selecting earthquake-resisting systems for reinforced concrete buildings, a survey was sent to consulting firms located in the United States, Canada, Chile, Colombia, Mexico and Peru. The respondents documented the earthquake-resisting systems for 4700 cast-in-place buildings that they had designed during the last five years. In addition, the respondents listed the factors that most affect the selection of earthquake-resisting systems. This paper presents a statistical summary of the responses and compares the responses collected from three U.S. geographical regions (Northern California, Pacific Northwest and Southern California) and among the six surveyed countries.
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GUAN, ZhongGuo, and JianZhong LI. "Advances in earthquake resisting systems for long-span bridges." SCIENTIA SINICA Technologica 51, no. 5 (July 28, 2020): 493–504. http://dx.doi.org/10.1360/sst-2020-0105.
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Rahgozar, Navid, Nima Rahgozar, and Abdolreza S. Moghadam. "Equivalent linear model for fully self-centering earthquake-resisting systems." Structural Design of Tall and Special Buildings 28, no. 1 (November 7, 2018): e1565. http://dx.doi.org/10.1002/tal.1565.
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Baird, A., A. Palermo, S. Pampanin, P. Riccio, and A. S. Tasligedik. "Focusing on reducing the earthquake damage to facade systems." Bulletin of the New Zealand Society for Earthquake Engineering 44, no. 2 (June 30, 2011): 108–20. http://dx.doi.org/10.5459/bnzsee.44.2.108-120.
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Earthquake engineering is facing an extraordinarily challenging era. These challenges are driven by the increasing expectations of modern society to provide low-cost, architecturally appealing structures with high seismic performance. Modern structures need to be able to withstand a design level earthquake with limited or negligible damage such that disruption to business be minimised because of the economic consequences of such downtime.
Technological solutions for seismic resisting structural systems are emerging. However, within the goal of developing a seismic-resisting building, not only the structural skeleton of the building but the entire system must be fully protected from damage. This includes the non-structural components of the building such as the claddings, ceilings and contents. Substantial studies are still required to develop technological solutions and design methods capable of achieving such an earthquake resistance structure.
This paper presents a review of current technology for facades, including design guidelines for seismic-resistant non-structural components and the steps made towards a performance-based design framework. Alternative conceptual strategies and technical solutions to reduce the damage to non-structural elements will also be introduced.
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Filiatrault, André, Robert Tremblay, and Assawin Wanitkorkul. "Performance Evaluation of Passive Damping Systems for the Seismic Retrofit of Steel Moment-Resisting Frames Subjected to Near-Field Ground Motions." Earthquake Spectra 17, no. 3 (August 2001): 427–56. http://dx.doi.org/10.1193/1.1586183.
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Passive friction and viscous damping systems for retrofitting steel moment-resisting frames located along the west coast of the United States are considered. First, preliminary design procedures are presented for friction as well as linear and nonlinear viscous damping systems. Thereafter, nonlinear dynamic analyses are performed on a six-story moment-resisting frame designed according to seismic provisions for California prior to the 1994 Northridge earthquake. A flexural strength degradation model is considered to account for the brittle behavior of pre-Northridge welded beam-to-column connections. The structure was subjected to three different earthquake ensembles including near-field records developed for major crustal earthquakes in California. The results of a parametric study indicate that, although both friction and viscous damping systems reduce significantly the response of the structure, they are unable by themselves to prevent fracture of welded beam-to-column joints. Connection retrofit measures of the types elaborated after the Northridge earthquake would still be required.
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Asadolahi, Seyyed Morteza, and Nader Fanaie. "Performance of self-centering steel moment frame considering stress relaxation in prestressed cables." Advances in Structural Engineering 23, no. 9 (January 21, 2020): 1813–22. http://dx.doi.org/10.1177/1369433219900940.
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Buildings can be designed to limit the earthquake-induced damage to members that can easily be repaired. Self-centering moment-resisting frames can be used as effective structural systems for this purpose. Self-centering moment-resisting frames with prestressed cables are able to return the structure to its original position after the earthquake. The internal forces in self-centering moment-resisting frames are transferred between the beam and the column by post-tensioned cables. As a main member of self-centering connections, prestressed cables play a significant role in such systems. Cable tension decreases over time due to the effect of stress relaxation on the performance of the system. Stress relaxation is a time-dependent phenomenon causing stress reduction over time in the members prestressed at a constant strain. Therefore, the effect of stress relaxation on the performance of self-centering moment-resisting frames can be significant. In this article, after simulating and validating a moment-resisting frame with self-centering connections, stiffness and moment–rotation hysteresis diagrams were analyzed after 0, 1, 5, 10, and 20 years of cable prestressing. According to the results, two equations were presented to estimate the reduction in the connection stiffness and dissipated energy by the system based on prestressing level and the time after prestressing. The proposed equations could be used to model semi-rigid connections.
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Rodriguez, Mario E. "Damage Index for Different Structural Systems Subjected to Recorded Earthquake Ground Motions." Earthquake Spectra 34, no. 2 (May 2018): 773–93. http://dx.doi.org/10.1193/021117eqs027m.
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This study quantifies the damage index previously proposed by the writer ( Rodriguez 2015 ) for different structural systems subjected to a set of earthquake ground motions recorded during 12 strong earthquakes in different countries. Damage spectra were also computed using this seismic damage index. This study revisits the previously proposed index and shows that this index can also be interpreted as a ratio of velocities in the structural system responding to the earthquake demand. In addition, this study gives a more general damage analysis interpretation than that of the previous study since damage spectra were computed to assess the damage potential of a given recorded earthquake ground motion for different types of earthquake-resisting systems. The results from the damage analysis are consistent with the findings from previous research: most structural wall buildings show satisfactory earthquake performance, whereas frame buildings frequently show severe damage and collapse.
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Tremblay, Robert, André Filiatrault, Peter Timler, and Michel Bruneau. "Performance of steel structures during the 1994 Northridge earthquake." Canadian Journal of Civil Engineering 22, no. 2 (April 1, 1995): 338–60. http://dx.doi.org/10.1139/l95-046.
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The performance of concentrically braced steel frames and moment resisting steel frames during the January 17, 1994, Northridge, California, earthquake is examined. Most of the observations made during the reconnaissance visits confirmed the current knowledge on the inelastic response of these structural systems. This permits the anticipation of proper seismic behavior for buildings designed according to the seismic provisions that have been recently introduced in the Canadian building code and standard for steel structures. In some cases, however, the observed damage raised concerns that should be addressed in future investigations or next editions of these codes. Preventing potentially hazardous nonstructural damage, avoiding premature nonductile failures anywhere along the lateral load paths, limiting structural and nonstructural damage due to brace buckling, and accounting for the vertical ground motion are among those issues. Key words: earthquake, seismic, steel, concentrically braced frames, moment resisting frames, weld.
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Amirkardoust, Aliasghar, Seyed Azim Hosseini, Seyed Mohammad Seyedhosseini, Hamidreza Rabeifard, and Abbas Akbarpournickghalbrashti. "Reliability Assessment of Reinforced Concrete Buildings Using Field Data in Tehran." Journal of Applied Engineering Sciences 10, no. 1 (May 1, 2020): 39–44. http://dx.doi.org/10.2478/jaes-2020-0007.
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AbstractReinforced Concrete (RC) structures are a prevalent type of structure. In each year a lot of RC buildings are constructed and there is a large investment on RC buildings. Dual systems (containing RC shear walls and moment resisting frame) and moment resisting frame systems are the most common type of RC buildings in Iran. Earthquake can cause severe damages to RC buildings and it is important to identify which structural system has better performance under seismic excitation. Some researchers have studied seismic reliability of the bridges structures using field data. However, real field data are not used to analyze the reliability of RC buildings. In this study the reliability analysis is used to evaluate the performance of each structural system. The probability distribution of the concrete and steel bars strength are gathered by nun-destructive tests and bar tensile tests. The mentioned tests are done in 110 RC buildings in Tehran. A series of time history analysis are done to determine the probability of failure. Monte Carlo sampling is used for reliability analysis. The reliability of two prevalent RC structural systems are compared under different earthquake records. It is found that the dual system can have a better performance under seismic excitation and it can reduce damages in the earthquake.
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Lopes, Mário S., and Rita Bento. "Seismic Behavior of Dual Systems with Column Hinging." Earthquake Spectra 17, no. 4 (November 2001): 657–77. http://dx.doi.org/10.1193/1.1423655.
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In order that moment-resisting frames exhibit adequate ductile behavior under seismic actions, it is necessary that inelastic deformations spread throughout the height of the frames. It is widely accepted that this is only possible if vertical members remain essentially elastic, such as enforced in the most advanced codes of practice. The results of nonlinear dynamic analysis shown in this work demonstrate that this is not the case if frames resist earthquake ground motions together with structural walls. This was attributed to the fact that these elements prevent the development of sidesway mechanisms even if plastic hinges form at all column extremities at a given floor. As a consequence, it is proposed to relax the capacity design procedures for design of ductile frames that resist earthquake ground motions together with structural walls.
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Filiatrault, A., and S. Cherry. "Performance Evaluation of Friction Damped Braced Steel Frames under Simulated Earthquake Loads." Earthquake Spectra 3, no. 1 (February 1987): 57–78. http://dx.doi.org/10.1193/1.1585419.
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This paper presents the results obtained from tests of a new friction damping system, which has been proposed in order to improve the response of steel Moment Resisting Frames (MRF) and Braced Moment Resisting Frames (BMRF) during severe earthquakes. The system consists of a mechanism containing brake lining pads introduced at the intersection of frame cross-braces. Seismic tests of a three storey Friction Damped Braced Frame (FDBF) model were performed on an earthquake simulator table. The experimental results are compared with the findings of an inelastic time-history dynamic analysis. The results clearly indicate the superior performance of the FDBF compared to conventional building systems.
12
Charleson, A. W. "Vertical lateral load resisting elements for low to medium rise buildings." Bulletin of the New Zealand Society for Earthquake Engineering 26, no. 3 (September 30, 1993): 356–66. http://dx.doi.org/10.5459/bnzsee.26.3.356-366.
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This paper describes the development of a computer program for architects to provide guidance on wind and earthquake vertical lateral load resisting structure. The program, akin to an expert system, is suitable for designing low to medium-rise buildings in New Zealand at a preliminary design stage. Examples of design guides, providing more general lateral load resisting structural information for commonly used structural systems and materials, appropriate to a preliminary design stage, are also presented. Application of the program to the seismic design of a four storey reinforced concrete building is discussed.
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Abou-Elfath, Hamdy, Mostafa Ramadan, and Emad Elhout. "Evaluating the ductility reduction factors of SDOF self-centering earthquake-resisting structural systems." Bulletin of Earthquake Engineering 19, no. 3 (January 16, 2021): 1605–24. http://dx.doi.org/10.1007/s10518-021-01041-z.
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Milićević, Ivan, Marko Marinković, Nikola Blagojević, and Svetlana Nikolić-Brzev. "Performance of RC frames in 26.11.2019. Albania earthquake: Effects of irregularities and detailing." Gradjevinski materijali i konstrukcije 64, no. 3 (2021): 207–13. http://dx.doi.org/10.5937/grmk2103207m.
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The collapse and damage of large number of buildings during the November 26, 2019 (Mw 6,4) Albania earthquake caused 51 fatalities and injuries to at least 910 people. Most of collapsed or heavily damaged buildings were RC frame buildings. Although RC frame system is considered as very ductile seismic force-resisting system, its behaviour during earthquake highly depends on: (1) regularity in plan and elevation, and (2) global and local ductility. Based on the authors' visit to the earthquake-affected area on behalf of the Serbian Association of Earthquake Engineering and observations of collapsed and damaged buildings, it was concluded that among main reasons for underperformance of these flexible systems were inadequate analysis of interaction between infill walls and RC frames and reinforcement detailing of RC members.
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Kumar N, Sharath. "Study on Dynamic analysis of Diagrid and Outrigger Structures Subjected to Seismic and Wind Load." International Journal for Research in Applied Science and Engineering Technology 9, no. VII (July 30, 2021): 2813–28. http://dx.doi.org/10.22214/ijraset.2021.36975.
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A Comparative study of G+30 story regular, diagrid, outrigger structure is presented. A square shaped floor plan of 18 m × 18m size was considered. ETABS 2016 was used in modeling and analysis of structural members. All structural members were designed as per IS 456:2000, load combinations such as dead load, live load, earthquake and wind loads were considered for analysis and design of the structure. Later Regular, Diagrid and outrigger structural systems were compared; the key results like Base shear, story displacement and story drift are obtained. It is found that diagrid system is efficient in resisting seismic loads and outrigger system is found efficient in resisting wind loads.
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Tang, Ai Ping, Lian Fa Wang, and Ai Hua Wen. "Main Transportation System Earthquake Damages due to Slope Failure and near Fault Effection in 8.0 Wenchuan Earthquake." Applied Mechanics and Materials 90-93 (September 2011): 1659–63. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.1659.
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A Ms=8.0 earthquake striked the most of the China on May 12th, 2008, and brought about near 90,000 deaths and about 700 billion dollars of direct economic losses. This earthquake impacted all kind of transportation system including highway, railway, airline and water carriage systems in a huge area. This paper provides many records of observed damage to transportation system by site investigation. The seismic performances related to transportation system in meizoseismal zonation were described in details in this paper. Occurring in a mountainous region, this earthquake severely damaged the transportation system because of strong earthquake motion, near the active faults, trigged landslides and debris, rock and soil collapses, and large ground deformation. Transportation system performance degradation was due to not only physical damages of equipments and buildings, but also the shortage of the electric powers and supporting from other lifeline systems. some statitical laws among transportation system , slope failure and fault distance, and some valuable measures for resisting strong earthquake motion, secondary earthquake-induced geological disaster and lessons learned for damage prevention and system recovery to lifeline system were also discussed in this paper.
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Zhang, Pin Le. "Nonlinear Dynamic Analysis Model for RC Shear Wall." Applied Mechanics and Materials 275-277 (January 2013): 1020–23. http://dx.doi.org/10.4028/www.scientific.net/amm.275-277.1020.
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Shear wall systems are the most commonly used lateral-load resisting systems in high-rise buildings. The building of nonlinear dynamic analysis model is the basis for calculating earthquake response. The work further investigates several nonlinear dynamic analysis models at home and abroad for RC shear wall. Classified and brief comments about the existing drawbacks of these models are conducted. Hysteretic rules, relative parameters and the applicability of these models are also discussed in detail. Lastly, some useful suggestions are proposed for the further research.
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Fleischman, Robert B., Jose I. Restrepo, Stefano Pampanin, Joseph R. Maffei, Kim Seeber, and Franz A. Zahn. "Damage Evaluations of Precast Concrete Structures in the 2010–2011 Canterbury Earthquake Sequence." Earthquake Spectra 30, no. 1 (February 2014): 277–306. http://dx.doi.org/10.1193/031213eqs068m.
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The 2010–2011 Canterbury earthquake sequence provides a rare opportunity to study the performance of modern structures designed under well-enforced, evolving seismic code provisions and subjected to severe ground shaking. In particular, New Zealand makes widespread use of precast concrete seismic systems, including those that are designed to respond identically to cast-in-place concrete structures (emulative systems) and, in more recent years, those that take advantage of the unique jointed properties of precast construction. New Zealand building construction also makes extensive use of precast elements for gravity systems, floor systems, stairs, and cladding. Although not always classified as part of the primary seismic force-resisting system, these “secondary” elements must undergo the compatible displacements imposed in the earthquake. Damage evaluations for several of these structures subjected to strong shaking provide the ability to examine the differences in seismic performance for systems of distinct design intent and standards, including the performance of secondary elements.
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Tremblay, Robert, Andre Filiatrault, Michel Bruneau, Masayoshi Nakashima, Helmut G. L. Prion, and Ron DeVall. "Seismic design of steel buildings: lessons from the 1995 Hyogo-ken Nanbu earthquake." Canadian Journal of Civil Engineering 23, no. 3 (June 1, 1996): 727–56. http://dx.doi.org/10.1139/l96-885.
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Past and current seismic design provisions for steel structures in Japan are presented and compared with Canadian requirements. The performance of steel framed structures during the January 17, 1995, Hyogo-ken Nanbu earthquake is described. Numerous failures and examples of inadequate behaviour could be observed in buildings of various ages, sizes, and heights, and braced with different structural systems. In moment resisting frames, the damage included failures of beams, columns, beam-to-column connections, and column bases. Fracture of bracing members or their connections was found in concentrically braced frames. The adequacy of the current Canadian seismic design provisions is examined in view of the observations made. Key words: earthquake, seismic design, steel structures.
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Ghosh, S. K., and Ned M. Cleland. "Performance of Precast Concrete Building Structures." Earthquake Spectra 28, no. 1_suppl1 (June 2012): 349–84. http://dx.doi.org/10.1193/1.4000026.
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The Precast/Prestressed Concrete Institute (PCI) sent an assessment team to Chile, which visited the areas affected by the 27 February 2010 earthquake between 26 and 30 April 2010. This paper reports on the team's observations on the performance of precast/prestressed concrete structures. The precast concrete building systems observed by the PCI team generally performed well. In some cases, the lateral force-resisting system performed satisfactorily, but the absence or weakness of diaphragm framing resulted in local failures. Overall, the PCI team found a mature and sophisticated precast concrete industry that has successfully considered and solved issues of earthquake resistance without some of the constraints imposed on U.S. practice by restrictive building code provisions.
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Utomo, Junaedi, and Antonius. "Improving resilience of moment frames using steel pipe dampers." MATEC Web of Conferences 195 (2018): 02014. http://dx.doi.org/10.1051/matecconf/201819502014.
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Earthquake resiliency of moment resisting frames, either new or existing ones, are important for maintaining community functionality. Improving earthquake resiliency needs a strong initiative in reducing earthquake risk. Steel pipe dampers can be used to increase earthquake resiliency. Steel pipe dampers, when installed at strategic locations in the moment frame structures, dissipate most of the earthquake energy in structures through inelastic deformation so that other components of the structure are protected. Steel pipe dampers control vibration in moment frame structures and are a disposable component in structures so that the damaged dampers can be replaced easily. Steel pipe dampers are cheap and require low workmanship, therefore the recovery time after disasters is short and the cost of recovery is low. Utilizing steel pipe dampers in passive energy dissipation systems help maintain community functionality during and after disasters. Lateral displacements were quantified and used as performance indicators. Significant drift and inter story drift reduction were achieved during a numerical study. All structural components, except the steel pipe dampers, remain elastic, indicating the effectiveness of the dampers in reducing the losses due to earthquakes.
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Chou, Chung Che, Ying Chuan Chen, Ping Ting Chung, Dinh Hai Pham, and Jia Hau Liu. "Low-Damage Earthquake-Resisting Systems Using Sandwiched Buckling-Restrained Braces and Dual-Core Self-Centering Braces." Applied Mechanics and Materials 353-356 (August 2013): 1946–58. http://dx.doi.org/10.4028/www.scientific.net/amm.353-356.1946.
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This paper presents a sandwiched buckling-restrained brace (BRB) and a dual-core self-centering brace (SCB) for seismic resistance. The sandwiched BRB has two components: (1) a steel core plate that carries axial forces and (2) two restraining members that sandwich the core plate with A490 bolts. The proposed BRB can be disassembled easily in the field, which not only means that the core plate can be replaced independently of the restraining members but also provides an opportunity for inspection of the core after a large earthquake. Cyclic tests of five sandwiched BRBs and five BRB frames were conducted to verify their good cyclic performances up to a drift of 2.5%. To minimize residual deformations of structural systems under earthquakes, a new steel dual-core self-centering brace (SCB) with flag-shaped hysteretic responses is developed. The axial deformation capacity of the SCB is doubled by serial deformations of two sets of tensioning elements arranged in parallel. The mechanics and cyclic behavior of the brace are first explained; three 5350-mm long dual-core SCBs are tested and modeled to evaluate their cyclic performances. SCBs exhibit excellent performance up to a drift of 2.5% with a maximum axial load of 1300 kN. Test results showed that the application of dual cores in SCBs reduces significant strain demands on tensioning elements and enables self-centering responses to large deformation. Nonlinear time history analyses were conducted on three BRB and SCB frames to obtain seismic demands under both design and maximum considerable levels of earthquake motions. SCB frames generally exhibit smaller peak interstory drifts and residual drifts than BRB frames.
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Searer, Gary R., and Eduardo A. Fierro. "Criticism of Current Seismic Design and Construction Practice in Venezuela: A Bleak Perspective." Earthquake Spectra 20, no. 4 (November 2004): 1265–78. http://dx.doi.org/10.1193/1.1806831.
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During a recent visit to Caracas, Venezuela, the authors discovered that while Venezuela has adopted a building code with modern seismic provisions (Norma Covenin 1756-98) and does in fact enforce a majority of these provisions, significant conceptual errors in the design of the lateral force-resisting systems of new buildings are recurring on a near-universal level, often as a result of ignoring the potential adverse effects of nonstructural elements on the structural system. In the event of a large earthquake, this design philosophy will have substantial economic and life-safety repercussions unless the typical design philosophy of Venezuelan engineers and architects changes. It is hoped that this paper will serve as a call to action for engineers of all countries to recognize the potential adverse effects of nonstructural elements on the behavior of the lateral force-resisting system.
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Naaseh, Simin. "The Morgan Hill Earthquake of April 24, 1984—Performance of Three Engineered Structures." Earthquake Spectra 1, no. 3 (May 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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Kam, Weng Y., Stefano Pampanin, and Ken Elwood. "Seismic performance of reinforced concrete buildings in the 22 February Christchurch (Lyttelton) earthquake." Bulletin of the New Zealand Society for Earthquake Engineering 44, no. 4 (December 31, 2011): 239–78. http://dx.doi.org/10.5459/bnzsee.44.4.239-278.
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Six months after the 4 September 2010 Mw 7.1 Darfield (Canterbury) earthquake, a Mw 6.2 Christchurch (Lyttelton) aftershock struck Christchurch on the 22 February 2011. This earthquake was centred approximately 10km south-east of the Christchurch CBD at a shallow depth of 5km, resulting in intense seismic shaking within the Christchurch central business district (CBD). Unlike the 4 Sept earthquake when limited-to-moderate damage was observed in engineered reinforced concrete (RC) buildings [35], in the 22 February event a high number of RC Buildings in the Christchurch CBD (16.2 % out of 833) were severely damaged. There were 182 fatalities, 135 of which were the unfortunate consequences of the complete collapse of two mid-rise RC buildings.
This paper describes immediate observations of damage to RC buildings in the 22 February 2011 Christchurch earthquake. Some preliminary lessons are highlighted and discussed in light of the observed performance of the RC building stock. Damage statistics and typical damage patterns are presented for various configurations and lateral resisting systems. Data was collated predominantly from first-hand post-earthquake reconnaissance observations by the authors, complemented with detailed assessment of the structural drawings of critical buildings and the observed behaviour.
Overall, the 22 February 2011 Mw 6.2 Christchurch earthquake was a particularly severe test for both modern seismically-designed and existing non-ductile RC buildings. The sequence of earthquakes since the 4 Sept 2010, particularly the 22 Feb event has confirmed old lessons and brought to life new critical ones, highlighting some urgent action required to remedy structural deficiencies in both existing and “modern” buildings. Given the major social and economic impact of the earthquakes to a country with strong seismic engineering tradition, no doubt some aspects of the seismic design will be improved based on the lessons from Christchurch. The bar needs to and can be raised, starting with a strong endorsement of new damage-resisting, whilst cost-efficient, technologies as well as the strict enforcement, including financial incentives, of active policies for the seismic retrofit of existing buildings at a national scale.
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López-Barraza, Arturo, Edén Bojórquez, Sonia E. Ruiz, and Alfredo Reyes-Salazar. "Reduction of Maximum and Residual Drifts on Posttensioned Steel Frames with Semirigid Connections." Advances in Materials Science and Engineering 2013 (2013): 1–11. http://dx.doi.org/10.1155/2013/192484.
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The aim of this paper is to study the seismic performance of self-centering moment-resisting steel frames with posttensioned connections taking into account nonlinear material behavior, for better understanding of the advantages of this type of structural system. Further, the seismic performance of traditional structures with rigid connections is compared with the corresponding equivalent posttensioned structures with semirigid connections. Nonlinear time history analyses are developed for both types of structural systems to obtain the maximum and the residual interstory drifts. Thirty long-duration narrow-banded earthquake ground motions recorded on soft soil sites of Mexico City are used for the analyses. It is concluded that the structural response of steel buildings with posttensioned connections subjected to intense earthquake ground motions is reduced compared with the seismic response of traditional buildings with welded connections. Moreover, residual interstory drift demands are considerably reduced for the system with posttensioned connections, which is important to avoid the demolition of the buildings after an earthquake.
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Misnon, Aina Noor, Shannon Abeling, John Hare, Devina Shedde, Reza Jafarzadeh, Jason Ingham, and Dmytro Dizhur. "Seismic performance of a retrofitted heritage unreinforced masonry building during the 2010/2011 Canterbury earthquakes." Earthquake Spectra 37, no. 3 (February 11, 2021): 2205–22. http://dx.doi.org/10.1177/8755293020988026.
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The Heritage Hotel (formerly Old Government Buildings) is one of the architectural heritage icons of Christchurch, New Zealand. Seismic retrofitting was undertaken on the structure in 1995 to achieve the earthquake loading provisions of the 1992 standard for design loadings (NZS 4203:1992). This building is a distinguished 1909 unreinforced masonry Italian High Renaissance palazzo building. The retrofit work included the installation of new lateral load-resisting structural systems, refurbishment of individual building elements, and partial building demolition with a total cost of approximately NZ$3.75 million. Detailed observations following the 2010/2011 Canterbury earthquakes showed that the building was subject to only minor damage during the September 2010 earthquake, whereas the February 2011 event caused some damage to exterior stonework and flooding in the basement due to liquefaction. This damage was easily repaired, and the building was fully functional by September 2013. Reported herein are details showcasing the success of the seismic retrofit and post-earthquake performance observations.
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Tagawa, Hiroyuki, and Gregory A. MacRae. "Seismic Simulation of U.S. and Japanese Type Steel Moment-Resisting Frame Structures Using Practical FEM Macro Models." Key Engineering Materials 763 (February 2018): 557–65. http://dx.doi.org/10.4028/www.scientific.net/kem.763.557.
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Building structures around the world have been designed using various framing methods. In Japan, the two-way moment-resisting frame structure, which is designed as a 3D seismic frame with beams connected to the columns, with moment connections in both directions, is traditionally constructed. In contrast, in the United States and many other countries in high seismic regions, the one-way moment-resisting frame structure, which is designed as separate seismic and gravity frame structure with only a few expensive moment connections in seismic frames, is typically constructed. Structures with these different framing systems are likely to exhibit different seismic response and collapse mechanism when subjected to large earthquake excitation. However, the simulation up to complete collapse has almost not been conducted and safety margin to complete collapse of these different framing systems has not been sufficiently understood. In this study, seismic simulation of U.S. and Japanese type three-story steel moment-resisting frame structures is conducted using general-purpose finite element analysis program. Practical macro models used for the simulation are based on beam and shell elements. It is found that composite effects of floor slab accelerate column yielding in both U.S. and Japanese type steel frame structures and drift concentration may occur at relatively small ground motion level and eventually result in complete collapse.
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Wang, Qi Wen, Bin Zhou, and Dun Sheng Niu. "Structural Design of Shenzhen Stock Exchange Plaza." Advanced Materials Research 374-377 (October 2011): 1663–75. http://dx.doi.org/10.4028/www.scientific.net/amr.374-377.1663.
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Shenzhen Stock Exchange (SSE) plaza, being constructed in Shenzhen of China, is a complex high-rise building with a raised podium above ground level. The podium extends outwards from the tower structure at a maximum cantilever span of 36 meters. The lifted podium is a new concept conceived by architects but a big challenge confronting structural engineers. In this paper, the structural systems, including tower lateral resisting system, podium supporting system, floor system and foundation, are introduced. In order to evaluate the structural performance under the action of three earthquake levels specified by Chinese code, three models using MIDAS, ETABS and ABAQUS have been built; the results from the three software presented. It has been shown that the performance targets of all three design earthquake levels can be attained
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Suryadi, Tri, Arvila Delitriana, Zdenek Fukar, and Rusri Tjendana. "Seismic isolation system of two hinged arch suspended-deck bridge: a case study on Kalikuto bridge - Indonesia." E3S Web of Conferences 156 (2020): 05024. http://dx.doi.org/10.1051/e3sconf/202015605024.
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Seismic isolation systems are widely used in buildings, bridges, and industrial structures all over the world. The system is known for the efficiency to reduce earthquake demand and thus provide better seismic performance of the structures. In particular to application in an arch suspended-deck bridge, seismic isolation system can be a solution for the seismic resisting system due to the incapability of the cable hangers to transfer horizontal forces from excitation mass on the hanging deck to the main compression arches. Kalikuto arch bridge that is built in 2018 has implemented both Lead Rubber Bearings and Seismic Rubber Expansion Joints as the part of its seismic resisting system. These two seismic isolation devices were designed and engineered accurately to fulfil the seismic design requirements of the Kalikuto bridge. Finally, several performance tests were conducted to evaluate the design compliance of the manufactured devices.
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Khademi, Yaseer, and Mehdi Rezaie. "Comparison Study of CBFs and EBFs Bracing in Steel Structures with Nonlinear Time History Analysis." Civil Engineering Journal 3, no. 11 (December 10, 2017): 1157. http://dx.doi.org/10.28991/cej-030945.
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Steel concentrically braced frames (CBFs) and Steel eccentricity braced frames (EBFs) are frequently used as efficient lateral load resisting systems to resist earthquake and wind loads. This paper focuses on high seismic applications where the brace members in CBFs and EBFs dissipate energy through repeated cycles of buckling and yielding. The present study evaluates in detail the design philosophies and provisions used in the United States for these systems. The results of a total of 176 analysis of nonlinear history of seismic behavior of CBFs and EBFs braces have been presented. Notable differences are observed between the performances of the CBFs and EBFs designed using American provisions. The similarities and differences are thoroughly discussed.
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Das, Satrajit, and James M. Nau. "Seismic Design Aspects of Vertically Irregular Reinforced Concrete Buildings." Earthquake Spectra 19, no. 3 (August 2003): 455–77. http://dx.doi.org/10.1193/1.1595650.
Full textAbstract:
Seismic building codes such as the Uniform Building Code (UBC) do not allow the equivalent lateral force (ELF) procedure to be used for structures with vertical irregularities. The purpose of this study is to investigate the definition of irregular structures for different vertical irregularities: stiffness, strength, mass, and that due to the presence of nonstructural masonry infills. An ensemble of 78 buildings with various interstory stiffness, strength, and mass ratios is considered for a detailed parametric study. The lateral force-resisting systems (LFRS) considered are special moment-resisting frames (SMRF). These LFRS are designed based on the forces obtained from the ELF procedure. The results from linear and nonlinear dynamic analyses of these engineered buildings exhibit that most structures considered in this study performed well when subjected to the design earthquake. Hence, the restrictions on the applicability of the equivalent lateral force procedure are unnecessarily conservative for certain types of vertical irregularities considered.
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LI, BING, and TSO-CHIEN PAN. "SEISMIC BEHAVIOR OF NON-SEISMICALLY DETAILED REINFORCED CONCRETE STRUCTURAL SYSTEMS AND COMPONENTS — WHAT HAVE WE BEEN LEARNING?" Journal of Earthquake and Tsunami 01, no. 02 (June 2007): 139–59. http://dx.doi.org/10.1142/s1793431107000092.
Full textAbstract:
In regions of low to moderate seismic hazard and low wind speed, such as Singapore and Malaysia, buildings with relatively weak lateral load resisting structural system are likely to represent a large portion of the building inventory. Although ground motions, due to long distance earthquakes centered in Sumatra, have occurred in Singapore and Malaysia, there has been no record of earthquake damage locally. Recent post-earthquake investigations indicated that extensive damage has occurred as a result of excessive shear deformation and severe strength degradation of the structural components in non-seismically detailed buildings, thus leading to their full collapse. Therefore, it is of great concern that the strength, ductility, and energy dissipation capacity of these structures are adequate to sustain earthquake-induced loads in regions of low to moderate seismicity. The need for evaluating and improving the detailing of existing structures is obvious. Problems have been encountered when assessing the seismic behavior of non-seismically detailed buildings. They are mainly due to the absence of a theoretical basis for evaluating the element and joint behaviors which are supported by a comprehensive test data. This paper provides an overview of simulated seismic load tests conducted on reinforced concrete beam-column joint subassemblies; columns, and shear walls at the Nanyang Technological University (NTU), Singapore. These investigations attempt to gain a better understanding of the general behaviors of these structural components when subjected to seismic loading.
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Korkmaz, Kasim A., and Musa Uzer. "Seismic Behavior Investigation of Prefabricated Steel Industrial Buildings." Key Engineering Materials 763 (February 2018): 131–38. http://dx.doi.org/10.4028/www.scientific.net/kem.763.131.
Full textAbstract:
Prefabricated steel industrial buildings are designed with design standards against to earthquake loads. Several lateral systems are used to increase the strength of steel industrial buildings against earthquake loads. Most commonly used systems are braced frame systems. In the braced frame systems, the most important problem is the buckling of these members under compression loads. Currently, the cost for buckling restrained braced frame systems are too high. For steel industrial buildings, the buildings` cost are calculated by considering unit weight of steel. The main cost of the building is based on manufacturing of steel and erection of the building. On the other hand, masonry infilled wall systems are preferred to protect the inside. Masonry infill walls are the structural members resisting to compression loads. Masonry infill walls are commonly rigid systems on contrary to braced frame systems since the masonry infill walls are constructed during the both axes. The aim of this study is to evaluate the seismic behavior of prefabricated steel industrial buildings. These industrial buildings were considered in various combinations as bare, with tension strand systems as braced frame members and masonry infill walls which are used to resist lateral forces. Behavior of tension strand systems used as lateral resistance in prefabricated steel buildings comparing to bare and infill walled ones have been investigated. In the models with tension strand systems, various diameters and pretension loads were used for investigation of various cases of structural system.
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Kontoni, D. P. N., and A. A. Farghaly. "Seismic Evaluation of Mixed Steel and RC Columns in Hybrid High-Rise Buildings." Archives of Civil Engineering 65, no. 2 (June 1, 2019): 3–17. http://dx.doi.org/10.2478/ace-2019-0015.
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AbstractThe growth in high-rise building construction has increased the need for hybrid reinforced concrete and steel structural systems. Columns in buildings are the most important elements because of their seismic resistance. Reinforced concrete (RC) columns and steel columns were used herein to form hybrid structural systems combining their distinct advantages. Eleven 3D building models subjected to earthquake excitation with reinforced concrete beams and slabs of 12 floors in height and with different distributions of mixed columns were analyzed by the SAP2000 software in order to investigate the most suitable distributions of a combination of reinforced concrete and steel columns. Top displacements and accelerations, base normal forces, base shear forces, and base bending moments were computed to evaluate the selected hybrid structural systems. The findings are helpful in evaluating the efficiency of the examined hybrid high-rise buildings in resisting earthquakes.
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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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Dat, Bui Thanh, Alexander Traykov, and Marina Traykova. "Shear-lag effect and its effect on the design of high-rise buildings." E3S Web of Conferences 33 (2018): 02001. http://dx.doi.org/10.1051/e3sconf/20183302001.
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For super high-rise buildings, the analysis and selection of suitable structural solutions are very important. The structure has not only to carry the gravity loads (self-weight, live load, etc.), but also to resist lateral loads (wind and earthquake loads). As the buildings become taller, the demand on different structural systems dramatically increases. The article considers the division of the structural systems of tall buildings into two main categories - interior structures for which the major part of the lateral load resisting system is located within the interior of the building, and exterior structures for which the major part of the lateral load resisting system is located at the building perimeter. The basic types of each of the main structural categories are described. In particular, the framed tube structures, which belong to the second main category of exterior structures, seem to be very efficient. That type of structure system allows tall buildings resist the lateral loads. However, those tube systems are affected by shear lag effect - a nonlinear distribution of stresses across the sides of the section, which is commonly found in box girders under lateral loads. Based on a numerical example, some general conclusions for the influence of the shear-lag effect on frequencies, periods, distribution and variation of the magnitude of the internal forces in the structure are presented.
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Susanto, Sita Ramandhani Arumsari, and Koespiadi Koespiadi. "STRUCTURAL ANALYSIS OF APARTMENT BUILDING WITH SPECIAL RESISTING FRAME SYSTEM." IJEEIT : International Journal of Electrical Engineering and Information Technology 2, no. 1 (October 1, 2020): 9–15. http://dx.doi.org/10.29138/ijeeit.v2i1.1147.
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Indonesia has a high earthquake risk, therefore several buildings in Indonesia are designed with seismic retention systems where the column structure is designed to be stronger than the beam. The calculation of apartment building structure in this final design is based on SNI 1726:2012 and SNI 2847:2013. The method used in this calculation is the Special Moment Resisting Frame System (SMRFS) because the building area is included in the category of E seismic design which is a type of soft soil. The Special Moment Resisting Frame System is designed so that the building has more strength to withstand earthquakes, especially the column structure. This building is classified as a high-level building, therefore the analysis of seismic load is carried out by Spectrum Response Dynamic, using the SRSS (Square Root of the Sum Squares) method because the building structure has far-flung natural vibration times. In high-rise buildings, it is necessary to control the displacement between floors to reduce the large sway on each floor. The displacement between floors resulting from elastic analysis is less than the maximum allowable intersection between floors. so that the building structure is still safe against swaying.
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Jain, A. K., R. G. Redwood, and Feng Lu. "Seismic response of concentrically braced dual steel frames." Canadian Journal of Civil Engineering 20, no. 4 (August 1, 1993): 672–87. http://dx.doi.org/10.1139/l93-084.
Full textAbstract:
Concentrically braced steel frames are one of the most commonly used structural systems because of their structural efficiency, simplicity to analyze and design, and ease of construction and repair. Canadian design codes provide specifications for their design under seismic loading based on the large amount of knowledge related to their seismic response accumulated over the past two decades. This paper examines the impact of a dual system with a moment resisting frame acting in parallel with the concentrically braced frame. Four different frames were designed in accordance with the National Building Code of Canada and CSA-S16.1-M89, and their inelastic responses are studied under the action of both monotonically increasing load and seismic load. The relative strengths and stiffnesses of the frames comprising the dual systems were varied. The ductility demands on members, and overall building deflections and storey drifts, were examined under the action of ten earthquake records. It is concluded that improved performance such as reduced ductility demand and improved uniformity of the distribution of yield throughout the structure can be achieved. However, the stiffness and strength in the moment resisting frame necessary to provide marked improvement must be a significant proportion of those of the braced frame. Key words: structural engineering, earthquakes, inelastic analysis, concentric bracing, dual system, steel, buckling.
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Filiatrault, André, Robert E. Bachman, and Michael G. Mahoney. "Performance-Based Seismic Design of Pallet-Type Steel Storage Racks." Earthquake Spectra 22, no. 1 (February 2006): 47–64. http://dx.doi.org/10.1193/1.2150233.
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This paper develops a performance-based seismic design procedure for pallet-type steel storage racks located in areas accessible to the public. Performance objectives for racks consistent with current building code procedures in the United States are defined. The paper focuses on collapse prevention of racks in their down-aisle direction under the Maximum Considered Earthquake (MCE) ground motions at the site. The down-aisle lateral load-resisting systems of racks are typically moment frames utilizing special proprietary beam-to-column moment-resisting connections that may result in large lateral displacements when subjected to MCE ground motions. A simple analytical model that captures the seismic behavior of racks in their down-aisle direction is proposed. The model assumes that the beams and columns remain elastic in the down-aisle direction and that all nonlinear behavior occurs in the beam-to-column connections and the moment-resisting connections between the base columns and support concrete slab. Therefore the behavior is based on the effective rotational stiffnesses developed by the beam-to-column connectors and column-to-slab connections that vary significantly with connection rotation. The model is validated against the results of shake-table tests conducted on full-scale racks under several ground-motion intensities. Finally, the model is incorporated in a displacement-based procedure to verify collapse prevention of racks in their down-aisle direction under the MCE.
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Dubină, Dan, Florea Dinu, and Ioan Marginean. "Multi-Hazard Risk Mitigation through Application of Seismic Design Rules." Key Engineering Materials 763 (February 2018): 1139–46. http://dx.doi.org/10.4028/www.scientific.net/kem.763.1139.
Full textAbstract:
Multi-story buildings often use steel moment frames as lateral force resisting systems, because such systems would allow architectural flexibility, while providing the strength, stiffness, and ductility required to resist the gravity, wind, and seismic loads. Steel moment frames on which capacity design concepts are applied to resist earthquake induced forces, are generally considered robust structures, with adequate resistance against collapse for other extreme hazards, for example blast or impact. Starting from this point, the present paper summarizes the results of some recent studies carried out in the Department of Steel Structures and Structural Mechanics and CEMSIG Research Center from Politehnica University Timisoara, aiming to evaluate the influence of beam-to-column joints, designed to satisfy seismic design requirements, on the progressive collapse resistance of multi-story steel frame buildings.
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Saunders, C. Mark. "Design Guidelines for Steel Moment Frames for New Buildings." Earthquake Spectra 19, no. 2 (May 2003): 269–90. http://dx.doi.org/10.1193/1.1575771.
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The damage to steel moment frames observed in the Northridge earthquake of 1994 led to requirements in codes for use of tested connections, when these systems were to be employed in new buildings. One of the primary goals of the FEMA/SAC project was to develop guidelines for the design of steel moment frames that would return the design process to a relatively simple set of procedures similar to those used in the design of other lateral force-resisting systems. Recommended Seismic Design Criteria for New Steel Moment-Frame Buildings, FEMA-350, presents design guidelines for use of steel moment frames in new buildings, developed from the FEMA/SAC research. This paper provides a general summary of the criteria, and a description of the prequalified connections and recommendations for their use.
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Sabale, Arati Avinash. "Comparison of Static and Dynamic Analysis of Multi-Storied Building." International Journal for Research in Applied Science and Engineering Technology 9, no. VIII (August 15, 2021): 441–44. http://dx.doi.org/10.22214/ijraset.2021.37381.
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Vibration of ground is the main cause of earthquake damage to building structures. There are many factors responsible for the strength of earthquake shaking at a site including the earthquake's magnitude, the site's proximity to the fault, the local geology, and the soil type. The natural disasters have been fast recurring all over the world causing great concern and damage to man and their properties. Among these disasters Earthquake is an endogenous natural disaster, which occurs suddenly without any warning. The vast devastation of engineering systems and facilities during the past earthquakes has exposed serious deficiencies in the prevalent design and construction. Shear wall is one of the most commonly used lateral load resisting in high rise buildings. Shear wall can be used to simultaneously resist large horizontal load and support gravity load. In the study, one tall RCC building of 13 stories is assumed to be situated in seismic zone V is analysed using two methods (Static and Dynamic Analysis). The share walls are taken at different position of building. The comparison of the different shear wall models is studied in this work against the different parameters like time period, bending moment, shear force, storey drift, displacement
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Ganji, Mohammad, and Hossein Kazem. "Comparing Seismic Performance of Steel Structures Equipped with Viscous Dampers and Lead Rubber Bearing Base Isolation under Near-Field Earthquake." Civil Engineering Journal 3, no. 2 (March 1, 2017): 124–36. http://dx.doi.org/10.28991/cej-2017-00000079.
Full textAbstract:
In the present research, seismic behaviours of a steel frame equipped with either viscous damper or lead-core rubber bearings (LRB) isolator were evaluated and compared under the effect of near-fault earthquake records. For this purpose, three buildings of 5, 10, and 15 stories equipped with lateral bearing systems composed of steel moment-resisting frames were subjected to 7 near-fault earthquake accelerogram pairs at earthquake hazard levels 1 and 2, so as to evaluate their responses under three scenarios, namely without any energy dissipation system, with viscous damper, and with LRB isolator, using dynamic analysis of time history utilizing PERFORM 3D v5 software. The results were indicative of enhancement in seismic performance of the viscous damper-equipped structures at earthquake hazard level 1, as the corresponding performance level was enhanced from life safety to uninterrupted usability, while no significant seismic performance level enhancement was determined at seismic level 2. Seismic isolator-equipped structures were also associated with seismic performance level enhancement from life safety to uninterrupted usability at both earthquake hazard levels. Relative lateral displacement at floor levels in damper-equipped structures and seismic isolator-installed buildings were found to be about 29% and 68% improved over that of the structure with no energy dissipation system. Results of distribution of shear forces within structures equipped with viscous damper and seismic isolator, as compared against that of the structures with no energy dissipation system, indicted increased and decreased shear forces, respectively..
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Foutch, Douglas A., and James Wilcoski. "A Rational Approach for Determining Response Modification Factors for Seismic Design of Buildings Using Current Code Provisions." Earthquake Spectra 21, no. 2 (May 2005): 339–52. http://dx.doi.org/10.1193/1.1891168.
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A short review of response modification factors currently found in code design provisions for seismic design of buildings is given. A proposal for a new, rational procedure for determining R factors is presented. It requires both experimental and analyses for implementation. It is based on a probabilistic foundation developed for the SAC Phase 2 project. The target threshold is to provide a 90% confidence level for satisfying the Collapse Prevention performance objective for an earthquake with a 2,475-year return period. Adoption of this procedure would result in a uniform level of safety against collapse over all materials and building systems. The method is applied to steel moment-resisting frame buildings as an example.
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Anjana, Elsa Alexander, R. Renjith, and Binu M. Issac. "Analytical Study on Effect of Geometry of Tall Buildings on Diagrid Structural Systems Subjected to Lateral Loads." Applied Mechanics and Materials 857 (November 2016): 47–52. http://dx.doi.org/10.4028/www.scientific.net/amm.857.47.
Full textAbstract:
Structural design of high rise buildings is governed by lateral loads due to wind or earthquake. As the height of building increases, the lateral load resisting system becomes more important than the structural system that resists the gravitational loads. Recently, diagrid structural system are widely used for tall buildings due to its structural efficiency and flexibility in architectural planning. Diagrid structural system is made around the perimeter of building in the form of a triangulated truss system by intersecting the diagonal and horizontal members. Diagonal members in diagrid structural systems can carry gravity loads as well as lateral loads. Lateral loads are resisted by axial action of the diagonals compared to bending of vertical columns in framed tube structure. The structural efficiency of diagrid system also helps in avoiding interior and corner columns, thereby allowing significant flexibility with the floor plan. In this paper, effect of lateral loads on steel diagrid buildings are studied. Square and rectangular buildings of same plan area with diagrid structural system is considered for the study. Diagrid modules extending upto 2,4,6,8 and 12 storeys are evaluated. Static analysis for the gravity loads, wind and earthquake and response spectrum analysis are carried out for these different combinations of plan shape and diagrid modules and performance of all these diagrid models i.e., storey displacement, storey drift and modal time period are evaluated and compared in this study.
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De-la-Colina, Jaime, and Cristina Almeida. "Probabilistic Study on Accidental Torsion of Low-Rise Buildings." Earthquake Spectra 20, no. 1 (February 2004): 25–41. http://dx.doi.org/10.1193/1.1646391.
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A probabilistic study on accidental torsion is presented. Multistory shear systems, representative of low-rise buildings and subjected to bidirectional earthquake ground motions are considered. Ductility demands of lateral resisting elements (LREs) due to uncertainties on (1) center-of-mass locations, (2) LRE stiffness, and (3) LRE yield forces were studied. Building code recommendations on accidental torsion as well as the effects of both eccentricity and lateral-force reduction factor are assessed. Results indicate that considering one random variable in the accidental torsion problem can lead to larger ductility-demand probabilities of exceedance than using two or more variables. Individual effects of each one of the variables considered are not superimposed when all variables take place at the same time. For systems designed for torsion, ductility demands of LREs decreases for increasing eccentricities. Increments of yield forces and decrements of probabilities of exceedance due to the use of increasing values of factor β associated with the accidental eccentricity are presented.
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Wijanto, Stefan, and G. Charles Clifton. "Experimental testing and design of BRB with bolted and pinned connections." Bulletin of the New Zealand Society for Earthquake Engineering 47, no. 4 (December 31, 2014): 264–74. http://dx.doi.org/10.5459/bnzsee.47.4.264-274.
Full textAbstract:
The recent series of damaging earthquakes in Christchurch, New Zealand has encouraged greater recognition of the post-earthquake economic impacts on New Zealand society and higher emphasis on low-damage earthquake resisting systems. Braced frames incorporating Buckling Restrained Braces (BRB) are seen as a significant contender for such a system.
This research project focuses on the development of a reliable design procedure and detailing requirements for a generic BRB system. To gauge the performance of the designed system and to ascertain the reliability of the developed procedure, a series of static and dynamic sub-assemblage tests on the BRB frame with two different brace connection configurations were performed. The results are presented and discussed herein.
The experimental tests generated stable and near symmetrical hysteresis loops, which is a principal characteristic of a well performing BRB system, albeit with the occurrence of slack in the connections. The experimental test results shows that several improvements need to be made to the proposed design procedure and detailing as outlined throughout the paper; especially the procedural modification to prevent slack from occurring in the two different connection systems. It is envisaged that applications will typically involve use of proprietary braces, however these need to be applied in accordance with the New Zealand design procedure; and determining the appropriate procedure was a key part of this project.
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Chey, M. H., Geoffrey W. Rodgers, J. Geoffrey Chase, and John B. Mander. "Using upper storeys as semi-active tuned mass damper building systems." Bulletin of the New Zealand Society for Earthquake Engineering 43, no. 2 (June 30, 2010): 126–33. http://dx.doi.org/10.5459/bnzsee.43.2.126-133.
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This paper presents an exploratory case study based analysis of the seismic performance of multi-storey passive and semi-active tuned mass damper (PTMD and SATMD) building systems are investigated for 12-storey moment resisting frames modelled as ‘10+2’ storey and ‘8+4’ storey. Segmented upper stories of the structure are isolated as a tuned mass, and a passive viscous damper or semi-active resetable device is adopted for energy dissipation. Optimum TMD control parameters and appropriate matching SATMD configurations are adopted from a companion study on a simplified two degree of freedom (2-DOF) system. Log-normal statistical performance results are presented for 30 probabilistically scaled earthquake records. The time history analysis and normalised reduction factor results show the response reductions for all seismic hazards. Thus, large SATMD systems can effectively manage seismic response for multi degree of freedom (MDOF) systems across a broad range of ground motions in comparison to passive solutions. This research demonstrates the validity of the TMD building systems for consideration in future design and construction. It also provides a template for the design and analysis of passive or semi-active TMD buildings utilising large masses, or more efficiently, added storys, for improving seismic response performance.
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De-la-Colina, Jaime. "Assessment of Design Recommendations for Torsionally Unbalanced Multistory Buildings." Earthquake Spectra 19, no. 1 (February 2003): 47–66. http://dx.doi.org/10.1193/1.1540998.
Full textAbstract:
Multistory models are studied to assess design recommendations for torsionally unbalanced multistory buildings. Structural systems are assumed as shear beams with nonlinear lateral-resisting elements oriented along two orthogonal directions and subjected to a bidirectional earthquake ground motion. Five-story rigid-diaphragm models with mass or stiffness eccentricity are considered in the study. Accidental eccentricity is not included in the modeling and, therefore, its related recommendations are not assessed. Design recommendations studied here are based on the simple static procedure and include two values and an expression for the amplification factor α to compute story eccentricities, three values of the torsion-shear reduction factor δ, an additional lateral force Ft to be applied at the building top level, and a minimal story eccentricity for the building. Design recommendations to control ductility demands of torsionally unbalanced multistory buildings are given.