Relevant bibliographies by topics / Seismic design code

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  1. Journal articles
  2. Dissertations / Theses
  3. Books
  4. Book chapters
  5. Conference papers
  6. Reports

Academic literature on the topic 'Seismic design code'

Author: Grafiati
Published: 4 June 2021
Last updated: 17 February 2022

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Journal articles on the topic "Seismic design code"

1

May, Peter J., and Nancy Stark. "Design Professions and Earthquake Policy." Earthquake Spectra 8, no. 1 (February 1992): 115–32. http://dx.doi.org/10.1193/1.1585673.

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This article addresses the role of the design professions in enhancing seismic safety as evidenced by interviews with design professionals in the Pacific Northwest. Key policy issues of relevance to this discussion concern the role of codes and other regulatory efforts in influencing design practices. The findings indicate seismic design practices are driven by seismic codes and related norms of “good” engineering and seismic design. Economic and liability considerations constrain practices beyond those of code provisions. As a consequence, policy reforms for seismic risk reduction are highly dependent upon seismic code revision. Variation in seismic design practice is reduced through professional educational efforts, professional licensing and registration requirements, and code enforcement. These findings serve as qualified endorsement of the current federal “limited regulatory” strategy in working with private code-setting authorities to improve seismic code provisions. The qualifications concern the disjunctive impacts of the limited regulatory strategy.
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Zhang, Gui Ming, Wen Feng Liu, and Zhi Hong Chen. "Seismic Displacement Design Method Comparison between Chinese, American, European and Japanese Seismic Design Codes." Advanced Materials Research 859 (December 2013): 43–47. http://dx.doi.org/10.4028/www.scientific.net/amr.859.43.

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Seismic displacement design method and allowable values of story drift are compared between Chinese, American, European and Japanese seismic design codes. An engineering example's seismic displacement is calculated in the methods given by the four codes, and story drift are compared. Researches show that allowable story drift of Chinese code under rare earthquake action is approximately close to that of American with a 10% probability of exceedance in 50 years, and allowable story drift of Japanese code is more rigorous than other three codes. For three-story three-span reinforced concrete frame structure, in the condition of same intensity, displacement of Chinese under the earthquake action with 2~3% exceeding probability of 50-year is greater than that of American and European with 10% exceeding probability of 50-year. However, intensity plays no role in Japan's displacement calculation, and the calculation result of displacement of Japanese code is less than other three codes.
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Heidebrecht, A. C., and N. Naumoski. "Evaluation of site-specific seismic design requirements for three Canadian cities." Canadian Journal of Civil Engineering 15, no. 3 (June 1, 1988): 409–23. http://dx.doi.org/10.1139/l88-056.

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Siesmic design requirements as specified in building codes normally use a generic approach in which the seismic response is independent of the site location, except for a single intensity-related parameter used to define the severity of the expected ground motion. In reality, the characteristics of earthquakes that influence structural response depend on both the level of seismic motion and the seismo-tectonic environment at the specific location. This paper describes a methodology for determining seismic design requirements that uses both magnitude (M) and epicentral distance (R) to define the seismo-tectonic environment. Ensembles of actual seismic strong motion records are selected to match the combinations of M and R that dominate the seismic risk at a specific location. These time histories are used to determine both response spectra and seismic response factors (as used in the 1985 edition of the National Building Code, NBCC 1985) for the location in question. This paper applies this methodology to Vancouver, Ottawa, and Quebec City and compares the results with the response spectra and seismic response factors specified in NBCC 1985. The results indicate that a site-specific investigation of seismic design requirements is important in distinguishing between locations having different seismo-tectonic environments. Key words: structures, design, seismic, code, dynamic, acceleration, velocity, spectra, magnitude, epicentral distance.
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Kuramoto, Hiroshi. "Seismic Design Codes for Buildings in Japan." Journal of Disaster Research 1, no. 3 (December 1, 2006): 341–56. http://dx.doi.org/10.20965/jdr.2006.p0341.

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Two revised seismic design codes in the Building Standard Law of Japan, which were revised in 1981 and 2000, are simply reviewed with the transition of Japanese seismic design code in this paper. The central feature of the seismic code revised in 1981 was the introduction of a two-phase earthquake design. Allowable stress design was employed for first-phase earthquake design targeting the safety and serviceability of buildings during medium-level earthquake activity. Second-phase earthquake design, which is ultimate strength design, was added to provide safety against severe earthquake motion. On the other hand, the seismic code revised in 2000 precisely defines performance requirements and verification based on accurate earthquake response and limit states of a building. The capacity spectrummethod is used for evaluating the earthquake response. The code is applicable to any type of material and buildings such as seismic isolation systems as long as material properties are well defined and structural behavior is appropriately estimated.
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Sprague, Harold O., and Nicholas A. Legatos. "Nonbuilding Structures Seismic Design Code Developments." Earthquake Spectra 16, no. 1 (February 2000): 127–40. http://dx.doi.org/10.1193/1.1586087.

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The building code development process has traditionally given little effort to developing the seismic design process of nonbuilding structures. This has created some unique problems and challenges for the structural engineers that design these types of structures. The intended seismic performance requirements for “building” design are based on life safety and collapse prevention. Structural elements in buildings are allowed to yield as a method of seismic energy dissipation. The seismic performance of nonbuilding structures varies depending on the specific type of nonbuilding structure. Nonlinear behavior in some nonbuilding structures is unacceptable while other nonbuilding structures may be allowed to yield during an earthquake. Nonbuilding structures comprise a vast myriad of structures constructed of all types of materials, with markedly different dynamic characteristics, and with a wide range of performance requirements. This paper discusses the development of codes, design practices, and future of the seismic design criteria for nonbuilding structures.
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6

Spector, Tom. "Ethical Dilemmas and Seismic Design." Earthquake Spectra 13, no. 3 (August 1997): 489–504. http://dx.doi.org/10.1193/1.1585959.

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Most research in the ongoing effort to improve building seismic safety has been devoted to improving building code methodology by refining the techniques of analysis and prediction of seismic forces. This agenda has left little room for the observation that how the code is regarded and interpreted by structural designers may have as much to do with overall seismic safety as do the code's written provisions. The purpose of this investigation is to look at both how the seismic code is viewed by practicing professional engineers and explore a range of ethical dilemmas entailed by interpreting the code. In conclusion, a case is made to consider interpretation of the seismic code to be an ethical, as well as technical matter; one that can be successfully addressed by a community of professionals acting together.
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Zhiquan, Ding, Wang Zhizhao, and Li Bo. "General Comparison of Seismic Design between the Chinese Code and the European code." E3S Web of Conferences 276 (2021): 01031. http://dx.doi.org/10.1051/e3sconf/202127601031.

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To promote overseas projects, it is necessary for designers to understand and distinguish the similarities and differences between the Chinese standard GB50011(Edition 2016) and the European standard EN1998. By referring to relevant papers, comparing the ground types, response spectrum, structural importance factors, seismic precaution level and seismic zoning between the GB50011(Edition 2016) and EN1998, it can be concluded that the overall seismic design concepts in the Chinese and European codes are similar but there are some small differences in ground type classification, impact of ground type on seismic action, response spectrum, importance factor, seismic precautionary criterion, seismic precautionary measures, and seismic zone.
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Kawashima, Kazuhiko. "Introduction to Dr. Iwasaki’s Paper Entitled “Response Analysis of Civil Engineering Structures Subjected to Earthquake Motions”." Journal of Disaster Research 1, no. 2 (October 1, 2006): 272–73. http://dx.doi.org/10.20965/jdr.2006.p0272.

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Seismic design of Japanese bridges started in 1925, triggered by the extensive damage of the 1923 Kanto earthquake. "Drafted Structural Details of Road Structures," issued by Japan's Ministry of the Interior in 1925, recommended the use of static seismic analysis based on working stress design, which was used for a long time. "Design Specifications of Steel Bridges," issued by the Japan Road AssoCiation in 1964, was an important code used for design of a number of bridges during restoration after World War II and the early high economic growth periods that followed. There was no independent seismic design code in those days, so only limited descriptions were provided for seismic design, e.g., pages in the code related to seismic design numbered only 2 or 3, and seismic knowledge was limited. Most bridges damaged in the 1995 Kobe earthquake were designed based on this code. Extensive damage in the 1964 Niigata earthquake initiated intensified research on the structural response and seismic design of bridges. Accomplishments of research were reflected in the 1971 "Guide Specifications on Seismic Design of Bridges" (Japan Road Association), the first design guidelines focusing on the seismic design of bridges. Pages of the main text and explanations related to seismic design increased to 30, and included the natural period dependent lateral seismic coefficient and preliminary evaluation of soil liquefaction assessment and unseating prevention devices. This was the first time that preliminary liquefaction assessment and unseating prevention devices innovated by Japanese bridge engineers were included in bridge codes. The 1971 Guide Specification of Seismic Design of Bridges was compiled with other design codes and issued in 1980 as "Part V Seismic Design" of "Design Specifications of Highway Bridges" (Japan Road Association). Assessment of soil liquefaction based on FL was introduced in Part V, but other parts remained almost unchanged. Part V was completely revised in 1990 to include (1) new static analysis evaluating lateral force in continuous bridges based on the stiffness of superstructures and substructures, (2) safety evaluation (level 2) ground motion for the design of reinforced concrete columns, and (3) design response spectra and design-spectra-compatible ground acceleration for dynamic response analysis. This was the first in Japan to include safety evaluation ground motion and static design for ductility evaluation of bridge columns. Pages on code related to seismic design increased to 96 greatly enhanced as a modern seismic design code. Based on the extensive damage sustained in the 1995 Kobe earthquake, Part V on seismic design was further revised in 1996 and 2002 to include lessons learned from this damage. Pages of code related to seismic design increased to 227 in the 1996 code and 280 in the 2002 code. Figure 1 shows the increase in the number of pages related to seismic design. Extensive improvement was conducted in 1990 and 1996. Although we have had over 80 years in experience of seismic bridge design, only in the last 15 years has seismic bridge design been enhanced to include modern requirements. Codes before the 1971 Guide Specification and the 1980 Part V on seismic design had insufficient scientific knowledge, although they were used for design in a number of bridges. The paper by Dr. Iwasaki has contributed much to establishing modern seismic design codes for bridges. His contributions include, but are not limited to, the clarification of dynamic response characteristics of bridges based on extensive field measurements, the deployment of strong motion recording networks, the development of soil liquefaction evaluation based on FL, and the development of ground motion attenuation equations. All of his activities and research helped enhance seismic design codes for bridges in Japan.
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Khose, Vijay Namdev, Yogendra Singh, and Dominik H. Lang. "A Comparative Study of Design Base Shear for RC Buildings in Selected Seismic Design Codes." Earthquake Spectra 28, no. 3 (August 2012): 1047–70. http://dx.doi.org/10.1193/1.4000057.

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Modern seismic building design codes tend to converge on issues of design methodology and the state-of-the-art. However, significant differences exist in basic provisions of various codes. This paper compares important provisions related to the seismic design of RC buildings in some of the major national seismic building codes viz. ASCE 7, Eurocode 8, NZS 1170.5, and IS 1893. Code provisions regarding the specification of hazard, site classification, design response spectrum, ductility classification, response reduction factors, and minimum design base shear are compared and their cumulative effect on design base shear is studied. The objective component of overstrength contributed by the material and load factors is considered to normalize the design base shear. It is observed that every code has merit over the other codes in some aspect. The presented discussion highlights the major areas of differences which need attention in the process of harmonization of different codes of the world.
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10

Nordenson, Guy J. P., and Glenn R. Bell. "Seismic Design Requirements for Regions of Moderate Seismicity." Earthquake Spectra 16, no. 1 (February 2000): 205–25. http://dx.doi.org/10.1193/1.1586091.

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The need for earthquake-resistant construction in areas of low-to-moderate seismicity has been recognized through the adoption of code requirements in the United States and other countries only in the past quarter century. This is largely a result of improved assessment of seismic hazard and examples of recent moderate earthquakes in regions of both moderate and high seismicity, including the San Fernando (1971), Mexico City (1985), Loma Prieta (1989), and Northridge (1994) earthquakes. In addition, improved understanding and estimates of older earthquakes in the eastern United States such as Cape Ann (1755), La Malbaie, Quebec (1925), and Ossippe, New Hampshire (1940), as well as monitoring of micro-activity in source areas such as La Malbaie, have increased awareness of the earthquake potential in areas of low-to-moderate seismicity. Both the hazard and the risk in moderate seismic zones (MSZs) differ in scale and kind from those of the zones of high seismicity. Earthquake hazards mitigation measures for new and existing construction need to be adapted from those prevailing in regions of high seismicity in recognition of these differences. Site effects are likely to dominate the damage patterns from earthquakes, with some sites suffering no damage not far from others, on soft soil, suffering near collapse. A number of new seismic codes have been developed in the past quarter century in response to these differences, including the New York City (1995) and the Massachusetts State (1975) seismic codes. Over the same period, the national model building codes that apply to most areas of low-to-moderate seismicity in the United States, the Building Officials and Code Administrators (BOCA) Code and the Southern Standard Building Code (SSBC), have incorporated up-to-date seismic provisions. The seismic provisions of these codes have been largely inspired by the National Earthquake Hazard Reduction Program (NEHRP) recommendations. Through adoption of these national codes, many state and local authorities in areas of low-to-moderate seismicity now have reasonably comprehensive seismic design provisions. This paper will review the background and history leading up to the MSZ codes, discuss their content, and propose directions for future development.
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Dissertations / Theses on the topic "Seismic design code"

1

Xiang, Li. "Seismic performance evaluation of French Creek Bridge based on Canadian Highway Bridge Design Code 2015." Thesis, University of British Columbia, 2016. http://hdl.handle.net/2429/57917.

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Built in 1993, the French Creek Bridge is located on highway 19 on Vancouver Island, BC, Canada. The bridge is part of the British Columbia Smart Infrastructure Monitoring System (BCSIMS), funded by the Ministry of Transportation and Infrastructure (MoTI) BC, Canada. The BCSIMS is a real-time seismic monitoring program that continuously assesses the seismic conditions of the selected bridges in BC. As part of this seismic monitoring program, the seismic performance and nonlinear dynamic behavior of the FCB was evaluated by developing the 3D Finite Element (FE) model of the bridge in SAP2000. The model was updated based on the modal properties extracted from an Ambient Vibration (AV) test. The nonlinear behavior of the bridge was modeled by adding plastic hinges on the ductile components. Then the FE model was used to perform the seismic performance evaluation in accordance with the latest Canadian Highway Bridge Design Code 2015. The evaluation result shows that during major earthquake, no primary members of the bridge were damaged, the bridge will maintains repairable and operational, and should be capable of supporting the dead load and live load after earthquake.
Applied Science, Faculty of
Civil Engineering, Department of
Graduate
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2

Kabir, Md Rashedul. "Critical seismic performance assessment of concrete bridge piers designed following Canadian Highway Bridge Design Code." Thesis, University of British Columbia, 2017. http://hdl.handle.net/2429/63369.

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Performance-based design (PBD) method is gradually taking over the traditional force-based design (FBD) for designing bridges in North America. Considering the importance of bridge structures in the transportation network, quantitative performance criteria were adopted in Canadian Highway Bridge Design Code (CHBDC) in 2014 and a supplement to CHBDC 2014 was published in 2016. In this study, a lifeline bridge pier is designed following the FBD method from CHBDC 2010 and PBD approach following CHBDC 2014 and the supplement to CHBDC 2014 to understand the impression of changes in bridge design codes. The dominating performance criteria in the new supplement to CHBDC 2014 for a lifeline bridge is the maintenance of repairable damage at a seismic event of 975 years return period. The performances of the designed bridge piers are assessed using 20 near-fault ground motions through incremental dynamic analysis. Fragility curves for the bridge piers are plotted to perform the seismic vulnerability analysis of the bridge piers designed following three different alternatives. A lifeline bridge pier is also designed following PBD from CHBDC 2014 using different ASTM grade steel of varying strength and fracture elongation in combination with different concrete strength. Performances of the designed bridge piers are evaluated for site-specific ground motion suits. Moreover, the impact of changing reinforcement strength on the designed bridge piers' seismic behavior is checked by fragility analysis. PBD from the supplement to CHBDC 2014 shows the highest damage probability. Whereas, the FBD from CHBDC 2010 and the PBD from CHBDC 2014 substantially reduce the risk of damage and improve the performance of the bridge pier. Practicing high strength steel reinforcement (HSR) in PBD of bridge piers can reduce the required percentage of reinforcement by 50% compared to conventionally used Grade 60 reinforcement. Construction difficulties can be avoided due to less congestion of rebars and cost of construction can be cut down without compromising the seismic performance. Damage vulnerability related to longitudinal steel strain reduces remarkably, and the collapse performance decreases when HSR are practiced in the design of bridge piers. Incorporation of high strength concrete can marginally improve the collapse performance.
Applied Science, Faculty of
Engineering, School of (Okanagan)
Graduate
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3

Rahman, Muhammad Mostafijur. "Seismic Design of Reinforced Concrete Buildings Using Bangladesh National Building Code (BNBC 1993) and Comparison with Other Codes (ASCE 7-10 And IS 1893-2002)." University of Cincinnati / OhioLINK, 2017. http://rave.ohiolink.edu/etdc/view?acc_num=ucin150487859306952.

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Kostecki, Jodi. "Comparison of simulated ground motion peak accelerations with the 2006 International Building Code design response spectra for the New Madrid Seismic Zone /." Available to subscribers only, 2008. http://proquest.umi.com/pqdweb?did=1594486011&sid=4&Fmt=2&clientId=1509&RQT=309&VName=PQD.

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5

Idir, Achour. "Justification du coefficient de comportement sismique des structures en béton armé par des approches statiques équivalentes." Châtenay-Malabry, Ecole centrale de Paris, 1997. http://www.theses.fr/1997ECAP0508.

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Le calcul des constructions vis-à-vis du séisme en prenant en compte la réponse élastique linéaire conduit le plus souvent à des dimensionnements qui ne vont pas dans le sens de l'économie. Afin de permettre à l'ingénieur de tenir compte des différentes non linéarités, la plupart des règlements modernes (règles françaises PS92, règles européennes EC8, etc. ) ont préconisé de réduire les forces issues d'un calcul élastique linéaire par un coefficient appelé : coefficient de comportement. Un logiciel d'évaluation automatique de ce coefficient a été établi, selon la méthode préconisée par les règles ps92, basée sur les critères d'égalité de déplacement et d'énergie. Dans sa phase actuelle, le logiciel traite des structures planes isostatiques encastrées à la base (type brochette). Un calcul statique équivalent est effectue. On recherche de façon itérative la valeur du coefficient de comportement qui satisfait à l'un ou l'autre des critères précédents. A chaque étape de calcul, on dimensionne le ferraillage correspondant à la valeur du coefficient de comportement Q. En plus de cette option, il est possible d'imposer un ferraillage donné et de vérifier la valeur de Q correspondante. D'autres options complémentaires, utiles au niveau de la recherche, ont été introduites. Des exemples de bâtiments à murs en béton armé et d'une pile de pont ont été traités et les valeurs du coefficient de comportement obtenues sont comparées à celles issues d'un calcul dynamique effectue à l'aide d'un programme établi antérieurement au CEBTP et à celles préconisées par les règles PS92. Le calcul statique équivalent donne des valeurs de Q dont les tendances confirment les résultats des calculs dynamiques non-linéaires. Les valeurs forfaitaires réglementaires sont soit trop sévères soit pas assez: la tendance est gouvernée par plusieurs paramètres (période, pourcentage d'armatures, contrainte moyenne de compression,). Dans la plupart des calculs, la convergence du calcul est obtenue avec un nombre d'itérations relativement bas
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Kazaz, Ilker. "Dynamic Characteristics And Performance Assessment Of Reinforced Concrete Structural Walls." Phd thesis, METU, 2010. http://etd.lib.metu.edu.tr/upload/3/12611712/index.pdf.

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The analytical tools used in displacement based design and assessment procedures require accurate strain limits to define the performance levels. Additionally, recently proposed changes to modeling and acceptance criteria in seismic regulations for both flexure and shear dominated reinforced concrete structural walls proves that a comprehensive study is required for improved limit state definitions and their corresponding values. This is due to limitations in the experimental setups, such that most previous tests used a single actuator at the top of the wall, which does not reflect the actual loading condition, and infeasibility of performing tests of walls of actual size in actual structural configuration. This study utilizes a well calibrated finite element modeling tool to investigate the relationship between the global drift, section rotation and curvature, and local concrete and steel strains at the extreme fiber of rectangular structural walls. Functions defining more exact limits of modeling parameters and acceptance criteria for rectangular reinforced concrete walls were developed. This way a strict evaluation of the requirements embedded in the Turkish Seismic Code and other design guidelines has become possible. Several other aspects of performance evaluation of structural walls were studied also. Accurate finite element modeling strategies and analytical models of wall and frame-wall systems were developed for seismic response calculations. The models are able to calculate both the static and dynamic characteristics of wall type buildings efficiently. Seismic responses of wall type buildings characterized with increasing wall area in the plan were analyzed under design spectrum compatible normal ground motions.
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Farsi, Mohammed Naboussi. "Identification des structures de génie civil à partir de leurs réponses vibratoires : vulnérabilité du bâti existant." Université Joseph Fourier (Grenoble), 1996. http://www.theses.fr/1996GRE10257.

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Le but de ce travail est de developper des outils pour la determination des caracteristiques vibratoires des structures de genie civil, et leur application en vue d'une amelioration de la reglementation parasismique, voire d'une estimation de la vulnerabilite sismique. Une technique d'identification multi-excitations est presentee, permettant la prise en compte des couplages entre les differents types de mouvements, et egalement celle de l'interaction sol-structure. Elle est ensuite appliquee a deux types de donnees: le premier provient d'une experience sur table vibrante (donnees cassba), et le second d'un ensemble de 49 batiments californiens ayant subi divers seismes recents. L'analyses des donnees cassba montre, outre des non-linearites pour l'essentiel reversibles dependant du niveau d'excitation, un tres fort controle des mouvements par le decollement de la base. L'importance numerique du de donnees californiennes permet d'etablir des relations statistiques correlant la periode et l'amortissement des modes fondamentaux aux dimensions geometriques (dont la plus importante est la hauteur), et a la structure du batiment. Leur comparaison avec certaines formules reglementaires (ubc88, rpa88, afps90), montre clairement le caractere conservatif des formules francaises. Par ailleurs, l'analyse comparative des erreurs residuelles entre les identifications mono et multi-excitations suggere l'importance des couplages entre les mouvements transverses et longitudinaux, et, pour certains batiments, de l'interaction sol-structure. Un troisieme volet amorce une etude de vulnerabilite du bati existant dans l'agglomeration grenobloise. Les differentes methodes utilisees conduisent toutes a des resultats similaires, indiquant un risque sismique non-negligeable dans cette ville, compte tenu des phenomenes d'amplification qui affectent l'ensemble de la cuvette. En outre, les mesures de bruits de fond realises sur quelques dizaines de batiments grenoblois montrent d'une part la fiabilite de cette methode simple pour l'estimation des frequences propres et des deformees modales, et d'autre part, la meilleure representativite des formules afps90 pour les batiments a murs-voiles
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Acar, Emre. "Comparison Of Design Codes For Seismically Isolated Structures." Master's thesis, METU, 2006. http://etd.lib.metu.edu.tr/upload/12607015/index.pdf.

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This study presents information on the design procedure of seismic base isolation systems. Analysis of the seismic responses of isolated structures, which is oriented to give a clear understanding of the effect of base isolation on the nature of the structure
and discussion of various isolator types are involved in this work. Seismic isolation consists essentially of the installation of mechanisms, which decouple the structure, and its contents, from potentially damaging earthquake induced ground motions. This decoupling is achieved by increasing the horizontal flexibility of the system, together with providing appropriate damping. The isolator increases the natural period of the overall structure and hence decreases its acceleration response to earthquake-generated vibrations. This increase in period,together with damping, can reduce the effect of the earthquakes, so that smaller loads and deformations are imposed on the structure and its components. The key references that are used in this study are the related chapters of FEMA and IBC2000 codes for seismic isolated structures. In this work, these codes are used for the design examples of elastomeric bearings. Furthermore, the internal forces develop in the superstructure during a ground motion is determined
and the different approaches defined by the codes towards the &lsquo
scaling factor&rsquo
concept is compared in this perspective.
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Dunbar, Andrew James McLean. "Seismic Design of Core-Wall Systems for Multi-Storey Timber Buildings." Thesis, University of Canterbury. Civil and Natural Resources Engineering, 2014. http://hdl.handle.net/10092/9047.

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This thesis discusses the results of experimental tests on two post-tensioned timber core-walls, tested under bi-directional quasi-static seismic loading. The half-scale two-storey test specimens included a stair with half-flight landings. Multi-storey timber structures are becoming increasingly desirable for architects and building owners due to their aesthetic and environmental benefits. In addition, there is increasing public pressure to have low damage structural systems with minimal business interruption after a moderate to severe seismic event. Timber has been used extensively for low-rise residential structures in the past, but has been utilised much less for multi-storey structures, traditionally limited to residential type building layouts which use light timber framing and include many walls to form a lateral load resisting system. This is undesirable for multi-storey commercial buildings which need large open spaces providing building owners with versatility in their desired floor plan. The use of Cross-Laminated Timber (CLT) panels for multi-storey timber buildings is gaining popularity throughout the world, especially for residential construction. Previous experimental testing has been done on the in-plane behaviour of single and coupled post-tensioned timber walls at the University of Canterbury and elsewhere. However, there has been very little research done on the 3D behaviour of timber walls that are orthogonal to each other and no research to date into post-tensioned CLT walls. The “high seismic option” consisted of full height post-tensioned CLT walls coupled with energy dissipating U-shaped Flexural Plates (UFPs) attached at the vertical joints between coupled wall panels and between wall panels and the steel corner columns. An alternative “low seismic option” consisted of post-tensioned CLT panels connected by screws, to provide a semi-rigid connection, allowing relative movement between the panels, producing some level of frictional energy dissipation.
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10

Sadashiva, Vinod Kota. "Quantifying structural irregularity effects for simple seismic design." Thesis, University of Canterbury. Civil and Natural Resources Engineering, 2010. http://hdl.handle.net/10092/5309.

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This study was initiated to quantify the effect of different degrees of irregularity on structures designed for earthquake using simplified analysis. The types of irregularity considered were: (a) Vertical Irregularity • Mass • Stiffness -Strength (b) Horizontal (Plan) Irregularity • Diaphragm Flexibility Simple models were used to allow many analyses to be conducted in a relatively short time. For vertical irregularity studies, simple shear-type structures were designed according to the New Zealand design Standard, NZS1170.5, firstly as regular structures, and then they were redesigned as irregular structures to the same target drift. Both regular and irregular structures were then subjected to a suite of records, and vertical irregularity effects evaluated from the difference in response. For the flexible diaphragm effect study, simple models of structures were developed with: (a) a rigid diaphragm assumption; and (b) a flexible diaphragm assumption. Flexible diaphragm effects were evaluated by conducting time-history analyses and comparing the responses of structures with rigid and flexible diaphragms. A mechanics based approach was developed to quantify flexible diaphragm effects, which was shown to produce consistent results with those from time-history analyses. Relationships between the degree of irregularity and the change in behaviour were developed. This information facilitates designers and plan checkers to rapidly evaluate the likely effect of irregularity on structures. It provides guidance as to: (a) when the effect of structural irregularity can be ignored, and (b) the change in demands for different degrees of structural irregularity. The relations developed also provide a rigorous technical basis for future regularity provisions in the NZS1170.5 and other world-wide seismic design codes.
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Books on the topic "Seismic design code"

1

California. Legislature. Senate. Committee on Insurance. Code red ink: Hospitals struggle financially with seismic safety mandates. Sacramento, CA: Senate Publications, 2000.

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2

K, Ghosh S. Impact of the seismic design provisions of the International building code. Northbrook, IL: Structures and Codes Institute, 2001.

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3

Nudo, Raffaele, ed. Lezioni dai terremoti: fonti di vulnerabilità, nuove strategie progettuali, sviluppi normativi. Florence: Firenze University Press, 2012. http://dx.doi.org/10.36253/978-88-6655-072-3.

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This book is a collection of the academic contributions presented at the conference entitled "Lessons from earthquakes: sources of vulnerability, new design strategies and regulatory developments" which was held at Chianciano Terme on 8 October 2010. The issues addressed are central to Seismic Engineering and comprise a wide range of arguments on both consolidated subjects and innovative aspects in the sector. Among these, appropriate attention is devoted to: analysis of the structural instability revealed on the occasion of seismic events and the lessons that can be drawn from the same; the procedures of assessment of the existing buildings, starting from the phase of monitoring and diagnostics through to the definition of the most opportune intervention techniques; the use of composite materials and alternative methods of seismic protection; non-linear field modelling relating to regular and non-regular structures; and finally, the development of the methods of calculation that have characterised the evolution of the regulatory codes.
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P, Fajfar, and Krawinkler Helmut, eds. Seismic design methodologies for the next generation of codes: Proceedings of the International Workshop on Seismic Design Methodologies for the Next Generation of Codes, Bled, Slovenia, 24-27 June 1997. Rotterdam: Balkema, 1997.

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(ICC), International Code Council. 2006 IBC Structural/Seismic Design Manual Volume 1: Code Application Examples. International Code Council (IC, 2006.

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2000 IBC Structural/Seismic Design Manual - Volume 1: Code Application Examples. Intl Code Council, 2001.

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Seismic Design of Concrete Structures: Part I, the Ceb Model Code for the Seismic Design of Concrete Structures, Part Ii, Numerical Applications and. Gower Technical Press, 1987.

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Fajfar, P. Seismic Design Methodologies for the Next Generation of Codes. CRC Press LLC, 2019.

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Tanabe, Tada-aki. Comparative Performances of Seismic Design Codes for Concrete Structures. PERGAMON PRESS, 1999.

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Fajfar, P. Seismic Design Methodologies for the Next Generation of Codes. CRC Press LLC, 2019.

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Book chapters on the topic "Seismic design code"

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Morgan, Troy A. "Code-Based Design: Seismic Isolation of Buildings." In Encyclopedia of Earthquake Engineering, 1–25. Berlin, Heidelberg: Springer Berlin Heidelberg, 2015. http://dx.doi.org/10.1007/978-3-642-36197-5_304-1.

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Morgan, Troy A. "Code-Based Design: Seismic Isolation of Buildings." In Encyclopedia of Earthquake Engineering, 419–40. Berlin, Heidelberg: Springer Berlin Heidelberg, 2015. http://dx.doi.org/10.1007/978-3-642-35344-4_304.

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Anastasiadis, Anastasios, and Evi Riga. "Site Classification and Spectral Amplification for Seismic Code Provisions." In Earthquake Geotechnical Engineering Design, 23–72. Cham: Springer International Publishing, 2013. http://dx.doi.org/10.1007/978-3-319-03182-8_2.

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Mezzi, Marco, Fabrizio Comodini, and Leonardo Rossi. "Precast Industrial Buildings in Italy - Current Building Code and New Provisions Since the 2012 Earthquake." In Seismic Design of Industrial Facilities, 75–85. Wiesbaden: Springer Fachmedien Wiesbaden, 2013. http://dx.doi.org/10.1007/978-3-658-02810-7_7.

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Mauer, R. J., and J. E. Beavers. "The International Building Code and the Tennessee Adoption Process." In Seismic Hazard Design Issues in the Central United States, 101–9. Reston, VA: American Society of Civil Engineers, 2014. http://dx.doi.org/10.1061/9780784413203.ch08.

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Sullivan, Timothy, Nigel Priestley, and Gian Michele Calvi. "Introduction to a Model Code for Displacement-Based Seismic Design." In Advances in Performance-Based Earthquake Engineering, 137–48. Dordrecht: Springer Netherlands, 2010. http://dx.doi.org/10.1007/978-90-481-8746-1_13.

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Redwood, R. G., and A. K. Jain. "Seismic design of concentrically braced frames - code com pan sons." In Earthquake Engineering, edited by Shamim A. Sheikh and S. M. Uzumeri, 133–40. Toronto: University of Toronto Press, 1991. http://dx.doi.org/10.3138/9781487583217-018.

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Hanafy, Ahmed Hossameldin, Mohammed Darwish, and Moustafa Baraka. "Egyptian Code Seismic Load Design Provisions for Moment Resisting Frames." In Facing the Challenges in Structural Engineering, 94–103. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-61914-9_8.

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Zhou, Fu Lin. "The Research, Application and Design Code of Seismic Isolation and Energy Dissipation in China." In Earthquake Hazard and Seismic Risk Reduction, 387–94. Dordrecht: Springer Netherlands, 2000. http://dx.doi.org/10.1007/978-94-015-9544-5_41.

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Dalban, C., R. Ioan, S. Dima, and St Spanu. "Romanian new Code for the design of steel structures subjected to seismic loads." In Behaviour of Steel Structures in Seismic Areas, 311–18. London: CRC Press, 2021. http://dx.doi.org/10.1201/9781003211198-43.

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Conference papers on the topic "Seismic design code"

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Kawashima, Kazuhiko, and Shigeki Unjoh. "Seismic Isolation Design Code for Highway Bridges." In ASME 2002 Pressure Vessels and Piping Conference. ASMEDC, 2002. http://dx.doi.org/10.1115/pvp2002-1449.

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This paper presents the seismic isolation design code for highway bridges. This is based on the 1996 Design Specifications for Highway Bridges, Part. V: Seismic Design, issued by the Japan Road Association in December 1996. This paper focuses on the outlines of the seismic isolation design code including the seismic design basic principles, design ground motion, and seismic isolation design.
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Handzhiyski, Lachezar V., and Kevin S. Moore. "Innovative Seismic Design using Performance-based Procedures." In IABSE Congress, New York, New York 2019: The Evolving Metropolis. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.2063.

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<p>In modern projects, performance based seismic design (PBD) procedures are often used to design buildings in areas of high seismic activity that meet defined performance objectives instead of prescriptive building code requirements or have certain features and configurations that are not normally permitted by the building codes. Evaluating buildings with PBD is computationally intensive and time-consuming, resulting in little opportunity for iteration during the design development phase. This paper illustrates how rigorous use of PBD can result in less expensive and more sustainable buildings that meet the intent of building codes with a higher degree of precision than typical code-compliant designs.</p><p>Several examples show the relative cost of a building designed using PBD procedures compared with that of a conventional code-based design. The first example compares a PBD concrete core-only system with a code- based dual system comprising concrete core walls and moment frames. The second example presents direct benefit resulting from PBD, reducing vertical and confining steel reinforcing in concrete wall buildings. The third example shows PBD reducing column and foundation demands in structural steel braced frame buildings. Project stakeholders can use the presented data to evaluate the economic viability of PBD for their structures.</p>
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Suzuki, Kenichi, and Hiroshi Abe. "Seismic Proving Test of Ultimate Piping Strength: Safety Margin of Seismic Design Code for Piping." In ASME 2005 Pressure Vessels and Piping Conference. ASMEDC, 2005. http://dx.doi.org/10.1115/pvp2005-71005.

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The proving test of a large-scale piping system and elasto-plastic analyses were conducted to assure safety margins of current and newly proposed seismic design codes for piping in Japanese nuclear power plants. Two test models were used, one for the design method confirmation test and one for the ultimate strength test. The allowable acceleration safety margin (MA) was defined as the ratio of Af/AS2, where Af is the maximum input acceleration corresponding to piping failure in a single seismic input, and AS2 is the maximum allowable input acceleration for the S2 seismic wave according to Japanese seismic design codes for Class 1 piping components. When the current code was applied to the design method confirmation test model, associated with the 10% broadened response spectrum of the S2 seismic wave for a PWR building, MA was revealed to be 9.6 for a frequency ratio (RW) of 0.7. Without the response spectrum broadening, MA decreases to 4.9. Redefined as the ratio in terms of the displacement and cyclic peak stress of the highest stressed component, the safety margins (MD, MFC) tend to change to 7.7 and 3.7, respectively. The newly proposed code includes the following modifications from the current code rules: 1) only the allowable stress limits to prevent fatigue failure is ruled for the “S2” seismic wave, 2) a new diagram of the Ke factor in the fatigue design analysis is implemented. The safety margin MA of the proposed code with the broadened spectrum was revealed to be still as high as 6.6 for RW = 0.7. Analytical evaluation was conducted to discuss the tendency of the safety margins for seismic input conditions that differ from RW = 0.7, and the degree of conservatism or margin included in design analysis methods, whose degree is related to the safety margins.
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Chen, Qichen, Bo Song, and Yongyan Yu. "Economic Analysis of Code for Seismic Design of Buildings." In 2009 International Conference on Management and Service Science (MASS). IEEE, 2009. http://dx.doi.org/10.1109/icmss.2009.5301857.

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Eugenio, Chioccarelli, Pacifico Adriana, and Iervolino Iunio. "Italian Seismic Risk Maps Based on Code-Compliant Design." In Proceedings of the 31st European Safety and Reliability Conference. Singapore: Research Publishing Services, 2021. http://dx.doi.org/10.3850/978-981-18-2016-8_678-cd.

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Briseghella, Bruno, Junzhen Chen, Junqing Xue, Davide Lavorato, and Camillo Nuti. "Comparative study on seismic design and check of piers by Chinese and European Codes." In IABSE Congress, Christchurch 2021: Resilient technologies for sustainable infrastructure. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/christchurch.2021.0505.

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<p>The function of bridges would be significantly influenced by the damage of piers during the earthquake, which would affect the rescue and reconstruction after the earthquake. Therefore, it is of great significance to carry out the comparative study on the seismic design and check of piers by the Chinese and European codes. The results show that the seismic design concepts of piers in the Chinese and European codes are the same. The behaviour factor and the seismic importance factor are used to reduce the seismic action in the European code and the Chinese code, respectively. For the check of shear capacity, the contributions of stirrups and concrete are separately considered in the European code, while they are simultaneously considered in the Chinese code. The steel weight of the pier designing by using Chinese codes is lower than that using European codes. The requirement on the minimum transverse reinforcement ratio in the European code is higher than that in the Chinese code.</p>
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Liao, W. I., C. H. Loh, and J. F. Chai. "The Current Development of Seismic Design Code of Highway Bridges in Taiwan." In ASME 2002 Pressure Vessels and Piping Conference. ASMEDC, 2002. http://dx.doi.org/10.1115/pvp2002-1415.

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This paper describes the development of seismic design provisions of highway bridges will be revised in Taiwan reflecting the destructive damage in the 1999 Chi-Chi earthquake. After the Chi-Chi earthquake, the revised seismic design force and other related requirements in the seismic design code for highway bridges are developed in Taiwan. In addition to the conventional force based design, a capacity checking level is considered for the near-fault sites by limiting the ultimate capacity to exceed the maximum possible seismic demand. The development of seismic design force and the capacity check method are described.
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Fang, Shu-jin, and Bob Porthouse. "The New ACI 307-08 Chimney Code — Seismic Design Requirements." In Structures Congress 2009. Reston, VA: American Society of Civil Engineers, 2009. http://dx.doi.org/10.1061/41031(341)109.

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Mitchell, Denis. "Canadian Code Framework for Performance Based Seismic Design of Bridges." In IABSE Symposium, Vancouver 2017: Engineering the Future. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2017. http://dx.doi.org/10.2749/vancouver.2017.3167.

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Shibata, Heki, Kohei Suzuki, and Masatoshi Ikeda. "Developments of Seismic Design Code for High Pressure Gas Facilities in Japan." In ASME 2002 Pressure Vessels and Piping Conference. ASMEDC, 2002. http://dx.doi.org/10.1115/pvp2002-1392.

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The Seismic Design Code for High Pressure Gas Facilities was established in advance of other industrial fields in 1982. Only exception was that for nuclear power plants. In 1995, Hyogoken Nanbu earthquake brought approximately 6,000 deaths and more than 100,000 M$ loss or property in Kobe area, Japan. This unexpected serious event enforced us that industrial facilities should pay to special considerations of their damages including ground failure due to the liquefaction. Their strong ground motions brought serious damages to urban structures in the area. Thus, the Seismic Design Code of the High Pressure Gas Facilities were improved to include 2 step design assessments, that is, Level 1 earthquake (operating basisearthquake, the probable strong earthquake in the service life of the facilities), and Level 2 earthquake (safety shutdownearthquake, the possible strongest earthquake with extremely low probability of occurrence). For Level 2 earthquake, the ground failure by possible liquefaction shall be taken into account. In regard to Level 1 earthquake, the system must be remained safety without critical damage after the earthquake, in addition to no leakage of “gas”. In regard to Level 2 earthquake, the required seismic performance is that peventing systems must be remained without gas leakage, and stable. It means a certain non-elastic deformation without gas leakage may be allowed. The High Pressure Gas Safety Institute of Japan has set up the Seismic Safety Promotion Committee to modify their code in advance of other industries, and continue to investigate more reasonable seismic design practice for more than 5 years. Andthe final version of the guideline has been established for the design practices both in Level 1 and Level 2 earthquakes. This paper explains the activities of the committee, their new design concepts and scope of applications.
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Reports on the topic "Seismic design code"

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Adams, J., D. Young, and S. Halchuk. Estimated seismic design values for Canadian Missions abroad: equivalents to 2015 National Building Code of Canada. Natural Resources Canada/ESS/Scientific and Technical Publishing Services, 2020. http://dx.doi.org/10.4095/327582.

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Varma, Amit H. Improvement of Design Codes to Account for Accident Thermal Effects on Seismic Performance. Office of Scientific and Technical Information (OSTI), August 2018. http://dx.doi.org/10.2172/1470109.

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