Artículos de revistas: "Nonstructural damage"

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McKevitt, W. E., P. A. M. Timler y K. K. Lo. "Nonstructural damage from the Northridge earthquake". Canadian Journal of Civil Engineering 22, n.º 2 (1 de abril de 1995): 428–37. http://dx.doi.org/10.1139/l95-051.

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The occurrence of the January 17, 1994, Northridge earthquake prompted site visits by teams of Canadian engineers to study the effects of the earthquake. This paper summarizes the observations of nonstructural damage to commercial, institutional, industrial, and utility facilities in the Northridge area. The performance of nonstructural components recorded in this paper is correlated to available estimates of ground acceleration at each site. Nonstructural damage was extensive throughout the area. The examples chosen include a broad range of representative damage. Some examples of well-performed systems are also included. Key words: earthquake, seismic, Northridge, nonstructural, codes, reconnaissance.

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Wang, Duo Zhi y Jun Wu Dai. "Research Status for Nonstructural Components under Severe Earthquake". Applied Mechanics and Materials 477-478 (diciembre de 2013): 1042–45. http://dx.doi.org/10.4028/www.scientific.net/amm.477-478.1042.

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This paper introduces the seismic damage of nonstructural system under severe earthquake at home and abroad. Then seismic research on nonstructural system is little, and that does not match to severe damage, especially the nonstructural system cost high proportions of total price. Damage of nonstructural system has affected people in the life and property safety in the earthquake. Moreover, the paper pays more attention to ceiling system under seismic.

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3

Xu, Zhen, Huazhen Zhang, Wei Wei y Zhebiao Yang. "Virtual Scene Construction for Seismic Damage of Building Ceilings and Furniture". Applied Sciences 9, n.º 17 (22 de agosto de 2019): 3465. http://dx.doi.org/10.3390/app9173465.

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A valid seismic damage scene for indoor nonstructural components is critical for virtual earthquake safety drills which can teach occupants how to survive in earthquakes. A virtual scene construction method for the seismic damage of suspended ceilings and moveable furniture is proposed based on FEMA P-58 and a physics engine. First, a modeling framework is designed based on building information modeling (BIM) to create consistent structural and scene models for the subsequent structural time-history analysis (THA) and scene construction. Subsequently, FEMA P-58 is employed to determine the damage states of nonstructural components based on the results of the THA. Finally, the physical models on the movements of the damaged components are designed using a physics engine and are also validated through the experiments such as an existing shaking table test. Considering a six-story building as a case study, a virtual earthquake scene of the indoor nonstructural components is constructed and applied in an earthquake safety drill. The outcome of this study provides well-founded scenes of the seismic damage to indoor nonstructural components for performing virtual earthquake safety drills.

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4

Chu, Xin, James M. Ricles y Shamim N. Pakzad. "Seismic Fragility Analysis of the Smithsonian Institute Museum Support Center". Earthquake Spectra 33, n.º 1 (febrero de 2017): 85–108. http://dx.doi.org/10.1193/123115eqs193m.

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This paper presents the seismic fragility assessment of the Smithsonian Institute Museum Support Center (MSC), which sustained appreciable damage during the 2011 Virginia earthquake. A three-dimensional (3-D) finite element model (FEM) for the building was created and validated using measured dynamic characteristics determined from field vibration test data. Two suites of bidirectional ground motions at different hazard levels were applied to the FEM to generate fragility curves for structural as well as nonstructural (storage cabinets) damage. The effect of brace yielding strength on structural and nonstructural damage is also investigated to provide recommendations for future retrofit. The fragility curves show that the spectral acceleration to cause structural damage to the building is not high. Due to low seismicity, however, the probability for the structure to be damaged at the design basis earthquake is small. Nevertheless, the probability for nonstructural damage is considerable, which is an important issue related to the seismic performance of the building.

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5

Nitta, Yoshihiro, Akira Nishitani, Atusmi Iwasaki, Morimasa Watakabe, Shinsuke Inai y Iwao Ohdomari. "Damage Assessment Methodology for Nonstructural Components with Inspection Robot". Key Engineering Materials 558 (junio de 2013): 297–304. http://dx.doi.org/10.4028/www.scientific.net/kem.558.297.

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This paper proposes a damage assessment methodology for the non-structural elements, especially ceiling elements of a building, utilizing an inspection robot. The developed inspection robot equipped with a wireless camera and data processing function has a capability of providing valuable information for the repair and maintenance decision making of a damaged structure. The inspection robots will be able to estimate the damage condition without any process of engineers on-site-inspection involved. The robots also can gather the static data of the nonstructural elements from the sensor, which are distributed on the nonstructural elements. To demonstrate the effectiveness of the inspection robot, the robot is utilized to estimate the ceiling of a real structure damaged by the 2011 off the Pacific coast of Tohoku Earthquake. And conceptual experiment is also conducted for the purpose of evaluating the proposed damage assessment methodology in cooperation with the smart sensor and the inspection robot. The proposed methodology will provide useful information to the maintenance and repair planning of a damaged structure.

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6

Graham, Wayne J. y Chih Ted Yang. "Dam Safety and Nonstructural Damage Reduction Measures". Water International 21, n.º 3 (septiembre de 1996): 138–43. http://dx.doi.org/10.1080/02508069608686507.

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7

Wang, Duo Zhi y Jun Wu Dai. "Seismic Damage of Suspended System in Lushan Earthquake". Applied Mechanics and Materials 477-478 (diciembre de 2013): 1038–41. http://dx.doi.org/10.4028/www.scientific.net/amm.477-478.1038.

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The seismic damage of nonstructural system is severely, and has affect escaped from building and rescue. Suspending system is the typical one of the nonstructural system. This paper investigated the seismic damage of suspending system in Lushan earthquake. Suspending system of many buildings are failure, especially for the hospital and gymnasium which is used for disadvantaged group and rescue. Moreover, design of suspending systerm is lack of industrial standards, so much attention should be paid.

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8

Miranda, Eduardo, Gilberto Mosqueda, Rodrigo Retamales y Gokhan Pekcan. "Performance of Nonstructural Components during the 27 February 2010 Chile Earthquake". Earthquake Spectra 28, n.º 1_suppl1 (junio de 2012): 453–71. http://dx.doi.org/10.1193/1.4000032.

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The 27 February 2010 Chile earthquake caused widespread nonstructural damage in practically all types of buildings. While few commercial, residential, office, and industrial buildings suffered structural damage, the functionality of many more facilities was disrupted, and significant economic losses were reported due mainly to nonstructural damage. Design requirements for nonstructural components in Chilean design codes are rarely enforced, unless explicitly requested by owners. In addition, construction predating modern codes has not been upgraded to current standards, even for such critical facilities as hospitals. This earthquake highlights that more attention should be devoted to enforcing regulations and improving the seismic performance of nonstructural components whose failure can lead to injuries, substantial economic losses, and partial or total loss of functionality. This is especially important for facilities critical to the response and recovery, such as hospitals and airports that should remain operational even after strong earthquakes.

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9

Barbosa, Andre R., Larry A. Fahnestock, Damon R. Fick, Dipendra Gautam, Rajendra Soti, Richard Wood, Babak Moaveni, Andreas Stavridis, Michael J. Olsen y Hugo Rodrigues. "Performance of Medium-to-High Rise Reinforced Concrete Frame Buildings with Masonry Infill in the 2015 Gorkha, Nepal, Earthquake". Earthquake Spectra 33, n.º 1_suppl (diciembre de 2017): 197–218. http://dx.doi.org/10.1193/051017eqs087m.

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Following the 25 April 2015 Mw 7.8 Gorkha, Nepal, earthquake and subsequent aftershocks, field surveys were conducted on medium-to-high rise reinforced concrete (RC) frame buildings with masonry infill located in the Kathmandu Valley. Rapid visual assessment, ambient vibration testing, and ground-based lidar (GBL) showed that these buildings suffered damage ranging from light to severe, where damage occurred in both structural and nonstructural elements, but was most prevalent in nonstructural masonry infills. Finite-element structural analyses of selected buildings corroborate field observations of only modest structural damage. The lack of severe structural damage in this relatively limited class of engineered medium-to-high rise RC infill frame buildings illustrates the impact of modern seismic design standards and stands in stark contrast to the severe damage and collapse observed in low-rise nonengineered RC infill frame buildings. Nonetheless, the nonstructural damage hindered many of these buildings from being occupied for many months following the earthquake and subsequent aftershocks.

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10

Wang, Duozhi, Junwu Dai y Xiaoqing Ning. "Shaking table tests of typical B-ultrasound model hospital room in a simulation of the Lushan earthquake". Bulletin of the New Zealand Society for Earthquake Engineering 49, n.º 1 (31 de marzo de 2016): 116–24. http://dx.doi.org/10.5459/bnzsee.49.1.116-124.

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Earthquakes have again highlighted the vulnerability of China’s health facilities. The current investigation of the seismic status of hospital facilities was conducted after the Lushan MW6.6 earthquake, and both structural and nonstructural damage are listed. Structural and nonstructural damage of four typical hospitals and clinics are discussed here. Structural damage is here described alongside damage to architectural elements, equipment, and furnishings caused by earthquakes. This investigation indicated that the hospital facilities can lose partial or full functionality due to nonstructural damage or even limited structural damage. Although none of the objects inside were knocked over and only a few decorations fell down, many sets of equipment were severely damaged because of the strong floor vibration. This resulted in great economic losses and delays in rescue operations after the earthquake. Shaking table tests on a full scale model of a B-ultrasound room were conducted to investigate the seismic performance of a typical room in a hospital. The tests results showed that the acceleration responses of the building contents with or without trundles demonstrated different behaviour. Without trundles, the peak acceleration and the peak displacement of building contents first increased with increasing PGA and then decreased when the acceleration exceeded a particular value. Then they both changed a little. Because of the rapid turning trundles, the response of building contents increased only slightly as PGA increased, or even decreased or remained roughly steady.

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11

Achour, Nebil, Masakatsu Miyajima, Masaru Kitaura y Andrew Price. "Earthquake-Induced Structural and Nonstructural Damage in Hospitals". Earthquake Spectra 27, n.º 3 (agosto de 2011): 617–34. http://dx.doi.org/10.1193/1.3604815.

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The Sichuan (China) and L'Aquila (Italy) earthquakes have again highlighted the question of our preparedness for natural hazards. Within a few seconds, an earthquake can demolish many buildings, destroy infrastructure, and kill and injure thousands of people. In order to reduce the impact of earthquakes on human life and to prepare hospitals to cope with future disasters, this paper discusses earthquake-related damage to healthcare facilities. It investigates the damage to 34 healthcare facilities in seven countries caused by nine earthquakes between 1994 and 2004, in order to determine common and specific issues. The investigation shows that structural and architectural damage tended to be different and specific to the situation, while utility supplies and equipment damage were similar in most cases and some common trends emerged.

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12

Peng, Miao y Wei Jian Cui. "Study on Seismic Dynamic Response of Shallow-Buried Subway Station Structure and Ancillary Facilities". Civil Engineering Journal 4, n.º 12 (23 de diciembre de 2018): 2853. http://dx.doi.org/10.28991/cej-03091203.

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Strong earthquakes can cause damages to structural members and also yield non-negligible damages to nonstructural facilities, the latter being closely related to earthquake-induced inertial forces. At present, the acceleration response regularity of shallow-buried subway station structure is not very clear. Using the finite-element software ABAQUS, a dynamic soil-structure interaction model for a two-story subway station structure is established. The distribution of the peak acceleration response of the structure is obtained, and the damage assessment of non-structural facilities is carried out based on the structural acceleration response. The results demonstrate that, in general, the peak acceleration responses of the subway station structure increase from lower to upper story levels, while the peak acceleration responses at the same height are practically equal. Moreover, the peak accelerations of a shallow-buried subway station structure are generally less than or close to the peak ground acceleration. Furthermore, the nonstructural facilities are slightly damaged when subjected to a peak bedrock input acceleration of 0.1 g, and moderately damaged under a peak bedrock input acceleration in the range 0.2 – 0.6 g. Based on the acceleration response characteristics, it is proposed that the peak surface acceleration can be used as an index to evaluate the damage of non-structural facilities in shallow-buried subway station structure, which is simple, practical and basically meets the precision requirements.

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13

Bagnoli, Matteo, Ernesto Grande y Gabriele Milani. "Reinforced Concrete Infilled Frames". Encyclopedia 2, n.º 1 (9 de febrero de 2022): 473–85. http://dx.doi.org/10.3390/encyclopedia2010030.

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Masonry-Infilled Reinforced Concrete Frames are a very widespread structural typology all over the world for civil, strategic or productive uses. The damages due to these masonry panels can be life threatening to humans and can severely impact economic losses, as shown during past earthquakes. In fact, during a seismic event, most victims are caused by the collapse of buildings or due to nonstructural elements. The damage caused by an earthquake on nonstructural elements, i.e., those not belonging to the actual structural body of the building, is important for the purposes of a more general description of the effects and, of course, for economic estimates. In fact, after an earthquake, albeit of a low entity, it is very frequent to find even widespread damages of nonstructural elements causing major inconveniences even if the primary structure has reported minor damages. In recent years, many territories have been hit worldwide by strong seismic sequences, which caused widespread damages to the nonstructural elements and in particular to the masonry internal partitions and the masonry infill panels of the buildings in reinforced concrete, with damage to the floor and out-of-plane expulsions/collapses of single layers. Unfortunately, these critical issues have arisen not only in historic, but also in recent buildings with reinforced concrete, in many cases exhibiting inadequate seismic behavior, only partly attributable to the intrinsic vulnerability of the masonry panels against seismic actions. Such problems are due to the following aspects: lack of attention to construction details in the realization of the construction, use of poor-quality materials, and above all lack of design tools for the infill masonry walls. In 2018, regarding the design of nonstructural elements, the formulation of floor spectra has been recently introduced in Italy. This entry article wants to focus on all these aspects, describing the state of the art, the literature studies and the design problems to be solved.

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14

Arnold, C. "The seismic response of nonstructural elements in buildings". Bulletin of the New Zealand Society for Earthquake Engineering 24, n.º 4 (31 de diciembre de 1991): 306–16. http://dx.doi.org/10.5459/bnzsee.24.4.306-316.

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This paper reviews some current aspects of the problems of nonstructural earthquake damage and hazard mitigation. The paper reviews some of the axiomatic thinking about the problem and discusses some recent experience, primarily the Loma Prieta earthquake of 1989. A summing-up expresses some opinions and conclusions. One finding is that as long as the present seismic code philosophy continues, nonstructural damage, and in particular, considerable contents upset, will be sustained.

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15

Chimamphant, Sarun y Kazuhiko Kasai. "Performance Evaluation of Base-Isolated Structures". Journal of Disaster Research 10, n.º 4 (1 de agosto de 2015): 647–54. http://dx.doi.org/10.20965/jdr.2015.p0647.

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Seismic isolation systems have been recognized for their effectiveness in protecting building and their contents. Despite costly technology, seismic isolation has been used in several countries, including Japan. Base-isolated building response could be substantially reduced, which is very favorable compared to conventional fixed-base buildings. Several studies have focused on base-isolated building response and the effects of isolation properties, for example, but none has talked about performance in ways that nonengineers such as building owners could understand. The slight damage from an earthquake may protect a building’s structural integrity, but it may also damage nonstructural components and disrupt ongoing building functionalityCF. The PEER methodology framework used to considerCFdamage to nonstructural components uses a nonstructural component fragility curve, taking into account building location, and produces results in the form of a return period, in years, indicating how long the building may be expected to exceed that specified damage state. Several building structures are investigated and discussed.

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16

Saatcioglu, Murat, Robert Tremblay, Denis Mitchell, Ahmed Ghobarah, Dan Palermo, Rob Simpson, Perry Adebar, Carlos Ventura y Hanping Hong. "Performance of steel buildings and nonstructural elements during the 27 February 2010 Maule (Chile) Earthquake". Canadian Journal of Civil Engineering 40, n.º 8 (agosto de 2013): 722–34. http://dx.doi.org/10.1139/cjce-2012-0244.

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This paper presents performance of steel buildings and nonstructural elements during the 27 February 2010 Maule Earthquake in Chile. Structural steel buildings are not common in Chile, due to the relatively high cost of material. The majority of damage to steel structures was observed in industrial facilities. In general, the structural steel buildings performed well. Limited damage was observed in some of the older buildings. Extensive damage was sustained by nonstructural elements, including masonry infill walls, suspended ceilings, partition walls, and architectural features. Brick masonry partition walls, commonly used in Chilean buildings, suffered damage when used in frame buildings with little drift control. The paper presents a summary of observed damage and a comparison of Chilean and Canadian design practices for steel buildings, with lessons drawn from observed structural performance.

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17

Levine, Nathaniel M. y Billie F. Spencer. "Post-Earthquake Building Evaluation Using UAVs: A BIM-Based Digital Twin Framework". Sensors 22, n.º 3 (24 de enero de 2022): 873. http://dx.doi.org/10.3390/s22030873.

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Computer vision has shown potential for assisting post-earthquake inspection of buildings through automatic damage detection in images. However, assessing the safety of an earthquake-damaged building requires considering this damage in the context of its global impact on the structural system. Thus, an inspection must consider the expected damage progression of the associated component and the component’s contribution to structural system performance. To address this issue, a digital twin framework is proposed for post-earthquake building evaluation that integrates unmanned aerial vehicle (UAV) imagery, component identification, and damage evaluation using a Building Information Model (BIM) as a reference platform. The BIM guides selection of optimal sets of images for each building component. Then, if damage is identified, each image pixel is assigned to a specific BIM component, using a GrabCut-based segmentation method. In addition, 3D point cloud change detection is employed to identify nonstructural damage and associate that damage with specific BIM components. Two example applications are presented. The first develops a digital twin for an existing reinforced concrete moment frame building and demonstrates BIM-guided image selection and component identification. The second uses a synthetic graphics environment to demonstrate 3D point cloud change detection for identifying damaged nonstructural masonry walls. In both examples, observed damage is tied to BIM components, enabling damage to be considered in the context of each component’s known design and expected earthquake performance. The goal of this framework is to combine component-wise damage estimates with a pre-earthquake structural analysis of the building to predict a building’s post-earthquake safety based on an external UAV survey.

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18

Rodgers, Janise, Wael Hassan, Christopher Motter y John Thornley. "Impacts of the 2018 M7.1 Anchorage earthquake on schools". Earthquake Spectra 37, n.º 3 (10 de marzo de 2021): 1849–74. http://dx.doi.org/10.1177/8755293020988022.

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The 2018 M7.1 Anchorage earthquake damaged over 120 schools in the Anchorage and Matanuska-Susitna (Mat-Su) School Districts. Many remained closed for a week or more for cleanup and repairs, primarily due to nonstructural damage. Major structural damage occurred in three of 132 school buildings across both districts, and a number of additional schools had minor to moderate damage. Most observed damage was to nonstructural components, including suspended ceilings, lighting, architectural finishes, building utility systems, and equipment. Middle and high schools were in session at the time of the earthquake. Despite ceiling damage and fallen ceiling tiles, books, and supplies (heavy furniture was anchored) and objects swinging from the ceiling, both districts reported very few injuries. Statements by the school districts and administrators, media reports, and available video indicate that most students dropped, covered, and held on as practiced in regular drills. The combination of life-safety structural performance (with a few exceptions) due in part to moderate shaking, as well as anchoring of heavy furnishings, and student preparedness and drills to practice protective action, appears to have protected students. Both districts’ experiences provide evidence that school seismic safety programs are valuable, even if efforts to mitigate risks from older, vulnerable schools are in process and more work remains.

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Lara, Mauricio A. "The San Salvador Earthquake of October 10, 1986—Detailed Evaluation of the Performance of Eight Engineered Structures". Earthquake Spectra 3, n.º 3 (agosto de 1987): 543–62. http://dx.doi.org/10.1193/1.1585445.

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Eight engineered buildings in San Salvador were selected to provide detailed descriptions of structures that performed both poorly and well during the 1986 earthquake. The buildings selected were all of reinforced concrete construction, both moment-frame and shear-wall, and were in the range of three to eight stories in height. The earthquake performance of the eight buildings ranged from the moderately severe structural and nonstructural damage to the El Salvador Sheraton Hotel, which will require retrofitting, to the negligible nonstructural damage to the VIP Building at the Sheraton Hotel complex. Comparison of the performance of the various buildings clearly shows that newer buildings, especially those built since 1973, revealed less damage than older buildings designed a-d constructed under less stringent codes.

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Myrtle, Robert C., Sami F. Masri, Robert L. Nigbor y John P. Caffrey. "Classification and Prioritization of Essential Systems in Hospitals under Extreme Events". Earthquake Spectra 21, n.º 3 (agosto de 2005): 779–802. http://dx.doi.org/10.1193/1.1988338.

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This paper presents a classification and prioritization of nonstructural systems, including medical equipment, in hospitals based upon the results of extensive surveys of effects of major seismic events. Surveys included damage surveys, interviews of medical and administrative personnel, and solicitation of expert opinion. As part of a larger study on nonstructural mitigation in hospitals, this effort sought to identify the importance and interdependence of various nonstructural systems subjected to earthquakes and other extreme events. Focused information was obtained for the 1994 Northridge earthquake. Additional information was obtained from experiences in the 1995 Kobe earthquake, the 1999 Chi-Chi earthquake, and the 1999 Kocaeli earthquake. Survey results led to a prioritized list of hospital nonstructural systems that can aid mitigation efforts in maximizing the continued functionality of essential medical facilities when exposed to extreme events.

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Rojas, Hugo A., Shahram Pezeshk y Christopher M. Foley. "Performance-Based Optimization considering Both Structural and Nonstructural Components". Earthquake Spectra 23, n.º 3 (agosto de 2007): 685–709. http://dx.doi.org/10.1193/1.2754002.

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Development of performance-based design (PBD) methodologies for buildings and a better understanding of the performance and damage to nonstructural components during ground motion events give rise to design problems that involve structural and nonstructural component performance. The current research effort is geared toward development of an automated PBD environment to optimize structural system performance. FEMA-350 and HAZUS procedures are used to evaluate confidence levels associated with the probability of a structure not meeting targeted performance levels. A genetic algorithm (GA) is used to solve this complex optimization problem where confidence levels are incorporated into a GA fitness function along with initial construction cost in a series of optimal design scenarios. Inelastic time-history analysis is used to evaluate the designs under different levels of hazard during execution of the evolutionary algorithm. Different optimization formulations are studied in order to explore the symbiotic relationship between seismic hazard magnitude, initial construction cost, and confidence levels for damage exceedance for structural and nonstructural components.

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22

Suzuki, Yasuyuki, Ikuo Fukuda y Shigeyuki Nakaji. "The Operating Room During a Severe Earthquake: Lessons From the 2011 Great East Japan Earthquake". Disaster Medicine and Public Health Preparedness 8, n.º 2 (11 de marzo de 2014): 123–29. http://dx.doi.org/10.1017/dmp.2014.16.

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AbstractObjectiveThe Great East Japan Earthquake occurred at 14:46 on March 11, 2011, producing serious and widespread damage. To assess damages in hospital operating departments during and after the earthquake, we surveyed hospitals in this region.MethodsQuestionnaires were sent to 415 acute care hospitals in Tohoku and east Kanto areas. The questionnaires elicited the number of perioperative patients when the earthquake hit, obstacles to continuing surgery, structural and nonstructural damage to the operating department, and the effect on routine surgery after the earthquake.ResultsOf the 213 hospitals (51%) that completed questionnaires, 474 patients were undergoing operations during the earthquake, and 222 operations were canceled afterward. Risk factors for continuing operations, as reported by 102 hospitals, were tremors and electrical blackouts (odds ratio [OR]: 79.3 and 110.5; P < .01). In 154 hospitals, difficulties in performing operations after the earthquake were reported. Significant obstacles to the management of operations after the earthquake were characterized by infrastructure disorder scores, seismic intensity, disruption of electrical power and air conditioning, and damage to out-of-hospital telecommunications (OR, 0.46; P = .04).ConclusionsTremors and electrical blackouts were important risk factors for performing operations. Nonstructural damage, especially to out-of-hospital telecommunications, affected the management of the operating rooms. Hospital logistics are very important to achieve appropriate disaster management. (Disaster Med Public Health Preparedness. 2014;0:1–7)

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23

Hosseini, Mahmood. "Behavior of Nonstructural Elements in the 2003 Bam, Iran, Earthquake". Earthquake Spectra 21, n.º 1_suppl (diciembre de 2005): 439–53. http://dx.doi.org/10.1193/1.2098829.

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Regarding the importance of nonstructural elements in the vulnerability of buildings and their seismic safety level, on one hand, and the extensive damage to some of these elements in the 26 December 2003 Bam earthquake, on the other, this paper reviews the particular features of nonstructural elements in Iranian buildings and then presents the results of a thorough survey of their behavior and the damage they sustained in the city of Bam. Finally, based on the results of this survey, some recommendations are made that will be useful for modification of the “Guidelines for the Seismic Retrofit of Existing Buildings,” which is the only official reference on this topic used currently in Iran.

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24

Tremblay, Robert, André Filiatrault, Peter Timler y Michel Bruneau. "Performance of steel structures during the 1994 Northridge earthquake". Canadian Journal of Civil Engineering 22, n.º 2 (1 de abril de 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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25

Djalali, Ahmadreza, Ali Ardalan, Gunnar Ohlen, Pier Luigi Ingrassia, Francesco Della Corte, Maaret Castren y Lisa Kurland. "Nonstructural Safety of Hospitals for Disasters: A Comparison Between Two Capital Cities". Disaster Medicine and Public Health Preparedness 8, n.º 2 (abril de 2014): 179–84. http://dx.doi.org/10.1017/dmp.2014.21.

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AbstractObjectiveHospitals are expected to function as a safe environment during disasters, but many become unusable because of nonstructural damage. This study compares the nonstructural safety of hospitals to disasters in Tehran and Stockholm.MethodsHospital safety in Tehran and Stockholm was assessed between September 24, 2012, and April 5, 2013, with use of the nonstructural module of the hospital safety index from the World Health Organization. Hospital safety was categorized as safe, at risk, or inadequate.ResultsAll 4 hospitals in Stockholm were classified as safe, while 2 hospitals in Tehran were at risk and 3 were safe. The mean nonstructural safety index was 90% ± 2.4 SD for the hospitals in Stockholm and 64% ± 17.4 SD for those in Tehran (P = .014).ConclusionsThe level of hospital safety, with respect to disasters, was not related to local vulnerability. Future studies on hospital safety should assess other factors such as legal and financial issues. (Disaster Med Public Health Preparedness. 2014;0:1-6)

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Bucciero, Bianca, Tatiana Pali, Maria Teresa Terracciano, Vincenzo Macillo, Luigi Fiorino y Raffaele Landolfo. "Shake Table Testing of Lightweight Steel Drywall Nonstructural Components". Key Engineering Materials 763 (febrero de 2018): 423–31. http://dx.doi.org/10.4028/www.scientific.net/kem.763.423.

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Damages of non-structural components during a seismic event can involve risks for the human life, interruption of ordinary activities and significant economic losses. Therefore, the understanding of the seismic behaviour of non-structural components is a fundamental prerequisite for their use. In this context, a cooperation between the University of Naples "Federico II" and KnaufGips KG Company, aimed to the knowledge of seismic response of lightweight steel drywall non-structural components was carried forward. In this framework, shake table tests were carried out on protoypes composed by indoor partition walls, outdoor façade walls and suspended continuous ceilings. The influence on seismic response of basic and enhanced anti-seismic solutions, corresponding to the use of fixed or sliding connections at the walls and ceilings perimeter, was investigated. The seismic response in terms of damage occurrence was also evaluated by fragility curves, which show that enhanced solutions have a better seismic response than basic solutions and indoor partition walls have a higher seismic “fragility” than outdoor façade walls.

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27

Porter, Keith A., Anne S. Kiremidjian y Jeremiah S. LeGrue. "Assembly-Based Vulnerability of Buildings and Its Use in Performance Evaluation". Earthquake Spectra 17, n.º 2 (mayo de 2001): 291–312. http://dx.doi.org/10.1193/1.1586176.

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Assembly-based vulnerability (ABV) is a framework for evaluating the seismic vulnerability and performance of buildings on a building-specific basis. It utilizes the damage to individual building components and accounts for the building's seismic setting, structural and nonstructural design and use. A simulation approach to implementing ABV first applies a ground motion time history to a structural model to determine structural response. The response is applied to assembly fragility functions to simulate damage to each structural and nonstructural element in the building, and to its contents. Probabilistic construction cost estimation and scheduling are used to estimate repair cost and loss-of-use duration as random variables. It also provides a framework for accumulating post-earthquake damage observations in a statistically systematic and consistent manner. The framework and simulation approach are novel in that they are fully probabilistic, address damage at a highly detailed and building-specific level, and do not rely extensively on expert opinion. ABV is illustrated using an example pre-Northridge welded-steel-moment-frame office building.

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28

Wieser, Joseph, Gokhan Pekcan, Arash E. Zaghi, Ahmad Itani y Manos Maragakis. "Floor Accelerations in Yielding Special Moment Resisting Frame Structures". Earthquake Spectra 29, n.º 3 (agosto de 2013): 987–1002. http://dx.doi.org/10.1193/1.4000167.

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Severe damage to acceleration sensitive nonstructural components in recent earthquakes has resulted in unprecedented losses. Recent research has been aimed at increasing the understanding of acceleration demands on nonstructural components in buildings. This investigation subjects a set of four special moment resisting frame (SMRF) building models to a suite of 21 far-field ground motions using the incremental dynamic analysis procedure. Full three-dimensional models including floor slabs are used to extract both the horizontal and vertical responses. Floor acceleration response spectra are generated to assess the acceleration demands on elastic nonstructural components. Changes to the current code provisions that include the influence of structural period are proposed. An alternative design approach that directly amplifies the ground acceleration spectrum to achieve the desired floor acceleration spectrum is presented.

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29

Eshghi, Sassan y Mehran S. Razzaghi. "Performance of Industrial Facilities in the 2003 Bam, Iran, Earthquake". Earthquake Spectra 21, n.º 1_suppl (diciembre de 2005): 395–410. http://dx.doi.org/10.1193/1.2098810.

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Several industries suffered minor to heavy damage during the 26 December 2003 Bam earthquake. The damage sustained by electrical and mechanical equipment, special structures (e.g. ongrade steel tanks), industrial buildings, and nonstructural and secondary components caused several industrial complexes to be put out of commission. Damage to industrial facilities not only caused direct losses, but several indirect economic and social impacts also occurred due to the work stoppage at industries.

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30

Piran Aghl, Payam, Clay J. Naito y H. Ronald Riggs. "A simplified model for estimating axial impact forces resulting from debris with non-uniform nonstructural mass". Advances in Structural Engineering 20, n.º 6 (13 de septiembre de 2016): 963–75. http://dx.doi.org/10.1177/1369433216668361.

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The impact forces resulting from the debris strikes during tsunami and flood events can lead to extreme damage to the structures located in inundation zones. It is important to estimate reliably such impact demands in order to design structures safely. This study is aimed to develop a simplified one-dimensional model to predict the impact force and duration for axial impact of the debris with non-uniformly distributed nonstructural mass. The focus herein is on in-air impact. An experimental study is carried out on a 6.1-m rectangular steel tube with different configurations of rigidly attached nonstructural mass under elastic response. A nonlinear dynamic finite element model of a steel tube with nonstructural mass is also developed and validated by comparing with the experimental data. Parametric studies are carried out to investigate the effect of nonlinearity on impact demands. The results reveal that the peak impact force is sensitive to the location of the nonstructural mass. It is also observed that the peak impact force is not affected by the magnitude of nonstructural mass during inelastic response. The experimental and simulation results are also used to assess the applicability of the simplified design-oriented one-dimensional model. It is found that the debris impact demands are well represented by the proposed one-dimensional model.

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31

Hu, Shuling, Songye Zhu y Wei Wang. "Hybrid self-centering companion spines for structural and nonstructural damage control". Engineering Structures 266 (septiembre de 2022): 114603. http://dx.doi.org/10.1016/j.engstruct.2022.114603.

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32

Buss, Larry S. "Nonstructural Flood Damage Reduction Within the U.S. Army Corps of Engineers". Journal of Contemporary Water Research & Education 130, n.º 1 (1 de mayo de 2009): 26–30. http://dx.doi.org/10.1111/j.1936-704x.2005.mp130001005.x.

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33

Wang, Duozhi, Xudong Zhi, Fangxu Zhu y Yixing Wang. "Seismic Fragility of Chinese Light-Gauge Steel Keel Gypsum Board Partition Walls". Shock and Vibration 2021 (1 de junio de 2021): 1–13. http://dx.doi.org/10.1155/2021/8875486.

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A quasi-static experimental program of light-gauge steel keel gypsum board partition walls (LSKGBPW) was carried out to evaluate the seismic damage phenomena, failure mechanisms, and fragility. The 15 specimens in five groups were designed per current Chinese codes and engineering practice. Then, three damage states were defined based on the damage and repair measures, and the fragility data of each group were presented, providing basic data for the estimation of seismic damage and consequential loss of nonstructural components.

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34

Rojas, Hugo A., Christopher Foley y Shahram Pezeshk. "Risk-Based Seismic Design for Optimal Structural and Nonstructural System Performance". Earthquake Spectra 27, n.º 3 (agosto de 2011): 857–80. http://dx.doi.org/10.1193/1.3609877.

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An automated performance-based design methodology to optimize structural and nonstructural system performance is outlined and it is shown that it can be used to enhance understanding of structural steel system design for minimum life-cycle costs. Performance is assessed using loss probability with direct economic loss expressed as a percentage of the building replacement cost. Time-based performance assessment is used to compute the expected annual loss of a given steel framing system assuming exposure to three seismic hazard levels. Damage to the structural system, nonstructural displacement-sensitive components, and nonstructural acceleration-sensitive components is characterized using fragility functions. A steel building with three-story, four-bay topology taken from the literature is used to demonstrate application of the algorithm with subsequent comparison of designs obtained using the proposed methodology and others found in the literature.

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35

Chen, Michelle C., Elide Pantoli, Xiang Wang, Rodrigo Astroza, Hamed Ebrahimian, Tara C. Hutchinson, Joel P. Conte et al. "Full-Scale Structural and Nonstructural Building System Performance during Earthquakes: Part I – Specimen Description, Test Protocol, and Structural Response". Earthquake Spectra 32, n.º 2 (mayo de 2016): 737–70. http://dx.doi.org/10.1193/012414eqs016m.

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A landmark experimental program was conducted to advance the understanding of nonstructural system performance during earthquakes. The centerpiece of this effort involved shake table testing a full-scale five-story reinforced concrete building furnished with a broad variety of nonstructural components and systems (NCSs) including complete and operable egress, mechanical and electrical systems, facades, and architectural layouts. The building-NCS system was subjected to a suite of earthquake motions of increasing intensity, while base-isolated and then fixed at its base. In this paper, the major components of the test specimen, including the structure and its NCSs, the monitoring systems, and the seismic test protocol are described in detail. Important response and damage characteristics of the structure are also presented. A companion paper describes the damage observed for the various NCSs and correlates these observations with the structure's response.

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36

Mattola, Salla, Kari Salokas, Vesa Aho, Elina Mäntylä, Sami Salminen, Satu Hakanen, Einari A. Niskanen et al. "Parvovirus nonstructural protein 2 interacts with chromatin-regulating cellular proteins". PLOS Pathogens 18, n.º 4 (8 de abril de 2022): e1010353. http://dx.doi.org/10.1371/journal.ppat.1010353.

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Autonomous parvoviruses encode at least two nonstructural proteins, NS1 and NS2. While NS1 is linked to important nuclear processes required for viral replication, much less is known about the role of NS2. Specifically, the function of canine parvovirus (CPV) NS2 has remained undefined. Here we have used proximity-dependent biotin identification (BioID) to screen for nuclear proteins that associate with CPV NS2. Many of these associations were seen both in noninfected and infected cells, however, the major type of interacting proteins shifted from nuclear envelope proteins to chromatin-associated proteins in infected cells. BioID interactions revealed a potential role for NS2 in DNA remodeling and damage response. Studies of mutant viral genomes with truncated forms of the NS2 protein suggested a change in host chromatin accessibility. Moreover, further studies with NS2 mutants indicated that NS2 performs functions that affect the quantity and distribution of proteins linked to DNA damage response. Notably, mutation in the splice donor site of the NS2 led to a preferred formation of small viral replication center foci instead of the large coalescent centers seen in wild-type infection. Collectively, our results provide insights into potential roles of CPV NS2 in controlling chromatin remodeling and DNA damage response during parvoviral replication.

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37

Pantoli, Elide, Michelle C. Chen, Xiang Wang, Rodrigo Astroza, Hamed Ebrahimian, Tara C. Hutchinson, Joel P. Conte et al. "Full-Scale Structural and Nonstructural Building System Performance during Earthquakes: Part II – NCS Damage States". Earthquake Spectra 32, n.º 2 (mayo de 2016): 771–94. http://dx.doi.org/10.1193/012414eqs017m.

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Nonstructural components and systems (NCSs) provide little to no load bearing capacity to a building; however, they are essential to support its operability. As a result, 75–85% of the initial building financial investment is associated with these elements. The vulnerability of NCSs even during low intensity earthquakes is repeatedly exposed, resulting in large economic losses, disruption of building functionality, and concerns for life safety. This paper describes and classifies damage to NCSs observed during landmark shake table tests of a full-scale five-story reinforced concrete building furnished with a broad variety of NCSs. This system-level test program provides a unique dataset due to the completeness and complexity of the investigated NCSs. Results highlight that the interactions between disparate nonstructural systems, in particular displacement compatibility, as well as the interactions between the NCSs and the building structure often govern their seismic performance.

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38

Baird, Andrew, Ali Sahin Tasligedik, Alessandro Palermo y Stefano Pampanin. "Seismic Performance of Vertical Nonstructural Components in the 22 February 2011 Christchurch Earthquake". Earthquake Spectra 30, n.º 1 (febrero de 2014): 401–25. http://dx.doi.org/10.1193/031013eqs067m.

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A survey of 217 multistory buildings carried out following the 22 February 2011 Christchurch Earthquake further confirmed many of the known vulnerabilities vertical nonstructural components (VNSC) have to seismic movements. VNSC include facades, claddings, external infills, and internal partitions. In order to improve the seismic performance of such components, this paper will outline issues identified during damage reconnaissance following the Canterbury earthquake sequence. Displacement-based demands have been obtained using nonlinear response history analyses of a set of code-compliant, post-1990s reinforced concrete buildings when subjected to recorded ground motions of the major Canterbury earthquakes. The corresponding expected damage to VNSC based on informative guidance given in design codes and damage limits obtained experimentally are compared against the damage observed in post-earthquake assessments.

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39

Lee, Su Hyeon, Tae Gu Cho, Hwan Taek Lim y Byong Jeong Choi. "Damage of Gyeongju 9.12 Earthquakes and Seismic Design Criteria for Nonstructural Elements". Journal of the Earthquake Engineering Society of Korea 20, n.º 7 Special (1 de diciembre de 2016): 561–67. http://dx.doi.org/10.5000/eesk.2016.20.7.561.

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40

Poole, Brian D., Violetta Kivovich, Leona Gilbert y Stanley J. Naides. "Parvovirus B19 Nonstructural Protein-Induced Damage of Cellular DNA and Resultant Apoptosis". International Journal of Medical Sciences 8, n.º 2 (2011): 88–96. http://dx.doi.org/10.7150/ijms.8.88.

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41

Durkin, Michael E. y John Hopkins. "The San Salvador Earthquake of October 10, 1986—Architecture and Urban Planning". Earthquake Spectra 3, n.º 3 (agosto de 1987): 609–20. http://dx.doi.org/10.1193/1.1585448.

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Major damage from the October 10 earthquake was concentrated in and around the capital city of San Salvador. Losses exceeded $900 million, or 25% of El Salvador's 1986 gross domestic product. Poor soil conditions, ineffective land use controls, and inadequate building practices combined with the severe shaking intensity to produce widespread damage to both engineered and nonengineered structures. Residential, institutional, and commercial buildings sustained heavy damage. Nonstructural damage and damage to building contents contributed to economic and operational loss. Government officials are making a deliberate attempt to incorporate new knowledge in reconstruction planning. However, recovery and reconstruction will be a slow process due to the current state of the economy.

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42

Del Vecchio, Ciro, Marco Di Ludovico, Stefano Pampanin y Andrea Prota. "Repair Costs of Existing RC Buildings Damaged by the L'Aquila Earthquake and Comparison with FEMA P-58 Predictions". Earthquake Spectra 34, n.º 1 (febrero de 2018): 237–63. http://dx.doi.org/10.1193/122916eqs257m.

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Recent seismic events are a unique opportunity to monitor and collect details of direct repair costs and the downtimes associated with massive reconstruction processes. This paper focuses on the actual repair costs of five RC buildings damaged by the 2009 L'Aquila earthquake. The repair costs for structural and nonstructural components that experienced different types of earthquake damage are discussed and then used as a benchmark for the predictions. The comparison at both the building and component levels revealed that the FEMA P-58 methodology is suitable, in general, for application to different types of building stock. Ad hoc upgrades to the FEMA fragility database for components that are typical of the Mediterranean area are required. When implementing the proposed modifications, a reasonable level of consistency is achieved in terms of actual and predicted repair costs (differences in the range of 30–48%). A discussion on the actual repair costs and the main differences with the predicted costs for infills and partitions, structural subassemblies, floor finishes, and other acceleration-sensitive nonstructural components is provided, along with suggestions for further improving.

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43

Karalar, Memduh y Murat Çavuşli. "Numerical investigation on damage performance of a reinforced concrete structure subjected to machine loads". Challenge Journal of Structural Mechanics 6, n.º 3 (8 de septiembre de 2020): 132. http://dx.doi.org/10.20528/cjsmec.2020.03.004.

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Investigation of carrying capacity performance of reinforced concrete (RC) structures is very important for structural engineering. In this study, it is aimed to examine the nonlinear carrying capacity performance of an RC laboratory structure by using three dimensional (3D) modelling approach. For this purpose, Zonguldak Bulent Ecevit University Laboratory Structure is selected and it is modeled as three dimensional by utilizing IDECAD static software. After modelling all beams, columns and floors according to 2018 Turkish earthquake code, concrete classes are determined for all bearing elements and specified concrete classes are defined for all elements of 3D model. Then, structure is analyzed for empty situation (Case 1) and structural performance of building is analyzed to this situation. In the past, a flat of this RC structure has been exposed to strong machine loads. For this reason, a machine which is fixed on the floor is placed in the 3D model and RC structure is analyzed considering nonstructural machine element loads (Case 2). According to analysis results, Case 1 is compared with Case 2 and it is clearly seen that nonstructural machine loads effect nonlinear carrying capacity performance of RC buildings.

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44

Youance, Suze, Marie-José Nollet y Ghyslaine McClure. "Effect of critical sub-system failures on the post-earthquake functionality of buildings: A case study for Montréal hospitals". Canadian Journal of Civil Engineering 43, n.º 10 (octubre de 2016): 929–42. http://dx.doi.org/10.1139/cjce-2015-0428.

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When an earthquake occurs, hospitals are expected to remain functional as they play a crucial role in emergency care operations. This ability to ensure the continuity of quality operations while ensuring the safety of occupants during and after an earthquake defines the concept of post-earthquake functionality. Hospital functionality relies on the good performance of a large number of critical sub-systems, components and equipment. Although the global seismic performance of building structures and their nonstructural components was extensively observed in several post-disaster reconnaissance surveys, there is limited and incomplete information on the effect of building and nonstructural damage on post-earthquake functionality. The objective of this paper is to present a methodology for the assessment of post-earthquake functionality of existing Montréal hospitals using fault-tree analysis. The study shows that using specific and accurate information on the vulnerability and fragility of structural and critical nonstructural components, a probabilistic index of post-earthquake functionality of the entire facility is computed which informs mitigation action for the critical failure processes through the system.

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45

Naaseh, Simin. "The Morgan Hill Earthquake of April 24, 1984—Performance of Three Engineered Structures". Earthquake Spectra 1, n.º 3 (mayo de 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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46

Kircher, Charles A., Aladdin A. Nassar, Onder Kustu y William T. Holmes. "Development of Building Damage Functions for Earthquake Loss Estimation". Earthquake Spectra 13, n.º 4 (noviembre de 1997): 663–82. http://dx.doi.org/10.1193/1.1585974.

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This paper describes building damage functions that were developed for the FEMA/NIBS earthquake loss estimation methodology (Whitman et al., 1997). These functions estimate the probability of discrete states of structural and nonstructural building damage that are used as inputs to the estimation of building losses, including economic loss, casualties and loss of function (Kircher et al., 1997). These functions are of a new form and represent a significant step forward in the prediction of earthquake impacts. Unlike previous building damage models that are based on Modified Mercalli Intensity, the new functions use quantitative measures of ground shaking (and ground failure) and analyze model building types in a similar manner to the engineering analysis of a single structure.

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47

D'Angela, Danilo, Gennaro Magliulo y Edoardo Cosenza. "Seismic damage assessment of unanchored nonstructural components taking into account the building response". Structural Safety 93 (noviembre de 2021): 102126. http://dx.doi.org/10.1016/j.strusafe.2021.102126.

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48

Kim, Sung-Wan, Bub-Gyu Jeon, Da-Woon Yun, Woo-Young Jung y Bu-Seog Ju. "Seismic Experimental Assessment of Remote Terminal Unit System with Friction Pendulum under Triaxial Shake Table Tests". Metals 11, n.º 9 (9 de septiembre de 2021): 1428. http://dx.doi.org/10.3390/met11091428.

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In recent years, earthquakes have caused more damage to nonstructural components, such as mechanical and electrical equipment and piping systems, than to structural components. In particular, among the nonstructural components, the electrical cabinet is an essential piece of equipment used to maintain the functionality of critical facilities such as nuclear and non-nuclear power plants. Therefore, damage to the electrical cabinet associated with the safety of the facility can lead to severe accidents related to loss-of-life and property damage. Consequently, the electrical cabinet system must be protected against strong ground motion. This paper presents an exploratory study of dynamic characteristics of seismically isolated remote terminal unit (RTU) cabinet system subjected to tri-axial shaking table, and also the shaking table test of the non-seismically isolated cabinet system was conducted to compare the vibration characteristics with the cabinet system installed with friction pendulum isolator device. In addition, for the shaking table test, two recorded earthquakes obtained from Korea and artificial earthquakes based on the common application of building seismic-resistant design standards as an input ground motions were applied. The experimental assessment showed that the various damage modes such as door opening, the fall of the wire mold, and damage to door lock occurred in the RTU panel fixed on the concrete foundation by a set anchor, but the damage occurred only at the seismic isolator in the seismically isolated RTU panel system. Furthermore, it was considered that the application of the seismic isolator can effectively mitigate the impact and amplification of seismic force to the RTU panel system during and after strong ground motions in this study.

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49

Kawashima, Kazuhiko y Ian Buckle. "Structural Performance of Bridges in the Tohoku-Oki Earthquake". Earthquake Spectra 29, n.º 1_suppl (marzo de 2013): 315–38. http://dx.doi.org/10.1193/1.4000129.

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Including minor nonstructural damage, over 1,500 highway bridges and numerous rail bridges were damaged during the Tohoku-oki earthquake of 11 March 2011. The causes of this damage can be broadly classified in two categories: ground shaking, including ground failure (liquefaction); and tsunami inundation. Damage included span unseating, column shear and flexural failures, approach fill erosion, liquefaction induced settlement, and failed steel and elastomeric bearings. Since many bridges in the north Miyagi-ken and south Iwate-ken suffered extensive damage during the 1978 Miyagi-ken-oki earthquake, bridge performance during the 2011 earthquake is of particular interest. Advances in design and retrofit may be assessed by looking at the performance of bridges designed to post-1990 codes and those retrofitted since the Kobe earthquake in 1995. In both categories, bridge damage due to ground shaking was minor, thus validating the provisions in the post-1990 codes and the Japan bridge retrofit program. Damage that did occur due to ground shaking was mainly to bridges not yet retrofitted or only partly so. Tsunami-related damage included complete loss of span and erosion of backfills. However, many bridges survived, despite being totally submerged, and their performance gives insight into the potential design of tsunami-resistant bridges.

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50

Mieler, Mike W., S. R. Uma y Judith Mitrani-Reiser. "Using failure analysis tools to establish seismic resilience objectives for building components and systems". Bulletin of the New Zealand Society for Earthquake Engineering 49, n.º 1 (31 de marzo de 2016): 86–97. http://dx.doi.org/10.5459/bnzsee.49.1.86-97.

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While modern building codes have proven effective at reducing casualties caused by structural collapse following several recent earthquakes, they have been less effective at preventing damage that can lead to loss of functionality, especially in ordinary buildings (e.g., offices, factories, hotels, etc.). Because the performance of these buildings can significantly impact community recovery and resilience, it is imperative that building codes expand their current focus on protecting life safety in rare earthquakes to include provisions and requirements that aim to prevent damage and minimize loss of functionality in more frequent events. Towards this end, this paper presents a conceptual framework that directly connects performance targets for structural and nonstructural components to global resilience objectives for an entire building. The framework uses fault trees, a common failure analysis tool, to: (1) model how damage to or failure of different components and systems within a building can affect overall building functionality, and (2) provide the quantitative underpinnings for deriving consistent performance targets for building components and systems. The paper then presents a demonstration of the proposed framework to study loss of functionality in a generic commercial building and derive a set of consistent performance targets for its structural and nonstructural components. Lastly, the paper discusses potential applications of the proposed framework, including providing risk-consistent foundations for future generations of building codes and engineering standards.

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