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1
May, Peter J., i Nancy Stark. "Design Professions and Earthquake Policy". Earthquake Spectra 8, nr 1 (luty 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.
2
Zhang, Gui Ming, Wen Feng Liu i Zhi Hong Chen. "Seismic Displacement Design Method Comparison between Chinese, American, European and Japanese Seismic Design Codes". Advanced Materials Research 859 (grudzień 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.
3
Heidebrecht, A. C., i N. Naumoski. "Evaluation of site-specific seismic design requirements for three Canadian cities". Canadian Journal of Civil Engineering 15, nr 3 (1.06.1988): 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.
4
Kuramoto, Hiroshi. "Seismic Design Codes for Buildings in Japan". Journal of Disaster Research 1, nr 3 (1.12.2006): 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.
5
Sprague, Harold O., i Nicholas A. Legatos. "Nonbuilding Structures Seismic Design Code Developments". Earthquake Spectra 16, nr 1 (luty 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.
6
Spector, Tom. "Ethical Dilemmas and Seismic Design". Earthquake Spectra 13, nr 3 (sierpień 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 i 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.
8
Kawashima, Kazuhiko. "Introduction to Dr. Iwasaki’s Paper Entitled “Response Analysis of Civil Engineering Structures Subjected to Earthquake Motions”". Journal of Disaster Research 1, nr 2 (1.10.2006): 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.
9
Khose, Vijay Namdev, Yogendra Singh i Dominik H. Lang. "A Comparative Study of Design Base Shear for RC Buildings in Selected Seismic Design Codes". Earthquake Spectra 28, nr 3 (sierpień 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.
10
Nordenson, Guy J. P., i Glenn R. Bell. "Seismic Design Requirements for Regions of Moderate Seismicity". Earthquake Spectra 16, nr 1 (luty 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.
11
Tinco, Joel Moscoso, i Juan Alejandro Muñoz Pelaez. "SEISMIC ISOLATION OF HOSPITALS IN PERU: A CASE STUDY WITH DRAFT PERUVIAN CODE". NED University Journal of Research 3, Special Issue on First SACEE'19 (12.12.2019): 225–32. http://dx.doi.org/10.35453/nedjr-stmech-2019-0072.
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Seismic isolation is a seismic protection technique for buildings which has been recently introduced in Peru. More than twenty seismically isolated buildings exist in Peru, at present. Seismic isolators in many of these buildings have been designed using foreign codes developed for foreign seismic conditions in the absence of local design code. These conditions may not accurately represent Peruvian seismicity. The mandatory use of seismic isolators in new major hospital buildings has been established recently in the Peruvian seismic design code. Available studies in Peru indicate that most health centres may be temporarily affected after a rare seismic event. The seismic isolation Peruvian code is being developed taking into account the needs and implications of Peruvian seismicity. This paper presents the design procedure of the seismic isolation system of a representative four storey reinforced concrete hospital block. The requirements of the draft code for seismic isolation and the current seismic code have been used. The design process and verification show reasonable response of the structure in terms of drifts and acceleration even after including maximum and minimum modification factors of properties for the seismic isolation bearings.
12
Uang, Chia-Ming. "An Evaluation of Two-Level Seismic Design Procedure". Earthquake Spectra 9, nr 1 (luty 1993): 121–35. http://dx.doi.org/10.1193/1.1585708.
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The two-level design philosophy is recognized by modern seismic codes. When this philosophy is implemented in the code, the intensities of the two design earthquakes, the structural performance criteria, explicit versus implicit design approach, and the effectiveness to achieve the performance criteria vary considerably from one code to the other. For the ultimate limit state, the UBC was compared with seismic codes of Canada, Japan, and Eurocode. It was found that a trend to deviate from the UBC approach of using a single seismic force reduction factor (i.e., Rw) is apparent. Instead, an approach using a compound force reduction factor which considers the contribution of structural ductility and structural overstrength is preferred. For the serviceability limit state, a comparison of the level of design earthquakes and performance criteria of the UBC, Tri-Services Manual, and the Japanese code indicates that the UBC produces the most flexible structure, and that UBC does not control structural damage. It is suggested that the UBC adopts an explicit serviceability design procedure.
13
Kopenetz, Lajos György, Alíz Éva Máthé i Ferdinánd-Zsongor Gobesz. "Seismic Design Isues". Műszaki Tudományos Közlemények 11, nr 1 (1.10.2019): 117–20. http://dx.doi.org/10.33894/mtk-2019.11.25.
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Abstract Earthquake zones cover a significant part of our earth, therefore, when planning and designing residential areas, factories, or other human establishments, professionals have to take into account the seismic hazard of that area. The current earthquake standard in Romania is based on the European code. This paper presents, beside the most significant structural composition rules, the applicable methods that can be used to ensure sufficient load bearing requirements.
14
Zhou, Jing, i Xiao Dan Fang. "Comparison of Near-Fault Effect Considered in Seismic Design Codes for Building". Advanced Materials Research 378-379 (październik 2011): 270–73. http://dx.doi.org/10.4028/www.scientific.net/amr.378-379.270.
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This paper compares the provisions of near-fault effect factors considered in the representative design codes in the world. It is found that the different codes carry out different near-fault effect values. Chinese, American, and New Zealand seismic design codes clearly present the near-fault effect factors, and Chinese seismic design code relatively presents the smallest near-fault effect values among the three codes. While Japanese code accounts for near-fault effect using empirical method and strong motion evaluation employing earthquake source model. The consideration of the near-fault effects in European Standard is the simplest among the five codes.
15
Fenwick, Richard, David Lau i Barry Davidson. "A comparison of the seismic design requirements in the New Zealand Loadings Standard with other major design codes". Bulletin of the New Zealand Society for Earthquake Engineering 35, nr 3 (30.09.2002): 190–203. http://dx.doi.org/10.5459/bnzsee.35.3.190-203.
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A series of ductile moment resisting reinforced concrete frames are sized to meet the minimum seismic provisions of the New Zealand Loadings Standard, NZS 4203-1992, the Draft NZ/Australian Loadings Standard, the Uniform Building Code, UBC-1997, the International Building code, IBC 2000 (1998 draft) and Eurocode 8 (1998 draft). The results of the analyses allow valid comparisons to be made between the different codes. It is shown that comparisons of individual clauses can be misleading due to the many interactions that occur between clauses.
Comparative analyses were made for the buildings described above located in both high and low seismic regions. It is shown that the strength and stiffness requirements for both the New Zealand Loadings Standard and the Draft Standard are low compared with the other codes of practice in the high seismic zone. It is recommended that the required design strengths in the Draft NZ/Australian Standard be increased.
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Hu, Jiang Chun, Hong Fang Wang i Chen Li. "Analysis on the Discrimination Method of Seismic Liquefaction". Applied Mechanics and Materials 275-277 (styczeń 2013): 1441–45. http://dx.doi.org/10.4028/www.scientific.net/amm.275-277.1441.
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Seismic liquefaction is a major geological hazard of earthquakes. In the paper, the earthquake liquefaction of subway engineering in GUANGZHOU is calculated based on the standard penetration test method according to the rules of code for seismic design of buildings, specifications of earthquake resistant design for highway engineering, code for water resources and hydropower engineering geological investigation as well as the railway engineering anti-earthquake design specification. It is concluded that different code have very different result on sand liquefaction discrimination. And the data selection is a key factor when we discriminate sand liquefaction. The shortage of codes is evaluating the site liquefaction according to the data of points. The conclusions have positive role for engineering seismic liquefaction discrimination and the seismic liquefaction mechanism research.
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Ghiţă, Ana-Maria. "Seismic Design Of Low-Rise Office Buildings According To Romanian Seismic Codes. Case Study." Mathematical Modelling in Civil Engineering 11, nr 2 (1.05.2015): 10–18. http://dx.doi.org/10.1515/mmce-2015-0007.
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Abstract The paper presents a study case and highlights the changes made by the new, in force, seismic Code P100-1/2013 in comparison with the former P100-1/2006, concerning the reinforced concrete frame structural systems design. Different seismic designed RC frames systems, compatible with modern office requirements, were studied. The influence of the earthquake codes provisions on design of regular buildings, having openings fitted for open spaces, with a story height of 3.50m, was assessed. The benefits of tubular structures, with rigid frames made of closely spaced columns on the building perimeter, were analyzed as well. The results of the study case are presented emphasizing the consequences of the application of the new seismic Code on the computation of the reinforced concrete frame structures.
18
Zhao, Qian Yu, Rui Sun i Yu Run Li. "The Evolution and Discriminate Analysis of the SPT Discrimination Methods in Code of Seismic Design of Building in China". Advanced Materials Research 842 (listopad 2013): 801–4. http://dx.doi.org/10.4028/www.scientific.net/amr.842.801.
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By collecting the China mainland liquefied survey record, analyzed the constitution of the SPT data. Have an in-depth understanding of the SPT liquefaction discrimination model in the Code of Seismic Design of Building in China. Reviews the development and evolution of the discrimination formula in the seismic code, and analyzed the results of the methods adopted in seismic codes of different versions by liquefaction survey data in mainland China, then discuss the reliability and feasibility of the current code. Eventually provide support for the amendments to the specification liquefaction method of our country.
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Lu, Ben Yan, i Gang Wang. "A Comparative Study of Seismic Performance Defined by Chinese Code and Eurocode8 on Seismic Design of Bridges". Applied Mechanics and Materials 90-93 (wrzesień 2011): 3108–16. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.3108.
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Earthquake codes have been revised and updated in recent years. The issue and implementation of the guidelines for seismic design of bridges have attracted interests and attentions of many researchs at home and abroad. The most important aspect of the code rests on its main approach incorporating “performance-based seismic design”. The main purpose of this study is to investigate the differences caused by the use of guidelines for seismic design of highway bridges and Eurocode8 for bridges in performance criteria, seismic design categories, ground types, response spectrum, earthquake action and detailing of ductile piers. The differences in expressions and some important points for performance criteria, seismic design categories, ground types, response spectrum, earthquake action and detailing of ductile piers by codes are briefly illustrated in tables and figures. Based on the lessons learned from significant earthquakes in the last few years, the existing problems of the current code are pointed, and the trends of future study are discussed.
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Taylor, Craig E., Lawrence D. Reaveley, Craig W. Tillman i Allan R. Porush. "Seismic Code Decisions under Risk: The Wasatch Front Illustration". Earthquake Spectra 8, nr 1 (luty 1992): 35–55. http://dx.doi.org/10.1193/1.1585669.
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Regions of low-to-moderate seismicity but high catastrophic earthquake loss potential pose special issues with respect to seismic design codes as well as other significant policy decisions. These seismic design code decisions hinge on the amount of initial costs and on the size and certainty of benefits from increased design requirements. Since these decisions are made by government officials, these costs and benefits are distributed among various stakeholders in the community. This paper explains this perspective and clarifies earthquake risk methods needed to address these seismic design force level decisions in the Wasatch Front, Utah and, as a point of comparison, to the City of Los Angeles. These applications strengthen the case for a seismic zone 4 designation along the Wasatch Front but also raise issues about the roles of life-safety protection and certainty of benefits in seismic code decisions.
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Shao, Chang Jiang, Hua Ping Yang i Yong Jiu Qian. "Performance-Based Seismic Design of Long-Span Railway Arch Bridge". Applied Mechanics and Materials 178-181 (maj 2012): 2329–32. http://dx.doi.org/10.4028/www.scientific.net/amm.178-181.2329.
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New requirement is claimed for the seismic design method of long-span railway bridges with the rapid development of high-speed railway construction in China during the last decade. However, the present design code of our country seems not keep pace with the engineering practice. The existing method, although embodying the philosophy of performance-based earthquake resistance design framework, in ‘the seismic design code of railway engineering’ is only applicable to those girder bridges with spans smaller than 150m. Therefore, the authors introduce the anti-seismic design measures of highway bridges from the Current China Specification to check the seismic safety of a long-span railway arch bridge as an applying example. Different seismic fortification criterions and property objects of the structural system and components are supplied in order to optimize the anti-seism performance of this bridge. The numerical results show that this kind of approach is helpful to improve the dynamical properties and seismic performances of large span railway bridges.
22
Williams, R. "Seismic design of timber structures study group review, March 1986". Bulletin of the New Zealand Society for Earthquake Engineering 19, nr 1 (31.03.1986): 40–47. http://dx.doi.org/10.5459/bnzsee.19.1.40-47.
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Timber structures have had a reputation for performing comparatively well in earthquakes. However other structural materials now have design codes and recommendations that considerably improve their performance during earthquakes. In addition the form of timber structures has changed considerably in recent years, typically with less timber, bigger spans and less non-structural walls. Design recommendations and codes need to be reviewed and rewritten to ensure adequate performance is achieved.
In 1965 New Zealand Standards issued NZS 1900 Chapter 8, Design Loads. This code of practice set the basic levels of seismic loading to be designed for in New Zealand, and while they have been modified and refined, the principles established still exist in our present code (NZS 4203:1984) today. The 1965 code was the first code to make reference to the principle of ductility, the abi1ity of some materials and structures to be deformed briefly beyond their elastic limit without catastrophic failure. The ability to withstand large displacements temporarily permitted design loadings to be used which are considerably lower than would have been the case had the structure been assumed to be brittle and thus been required to remain elastic through any seismic disturbance. A corollary is that non-ductile failure of any member must be suppressed by consideration of the capacity loads on it that can be generated by the yielding mechanism.
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Deierlein, Gregory G. "New Provisions for the Seismic Design of Composite and Hybrid Structures". Earthquake Spectra 16, nr 1 (luty 2000): 163–78. http://dx.doi.org/10.1193/1.1586089.
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While there have been significant advances in the design and construction of composite steel-concrete building structures, their use in regions of high seismicity has been hindered by the lack of design criteria in building codes and specifications. This has prompted initiatives in the Building Seismic Safety Council and the American Institute of Steel Construction to develop seismic design provisions for composite structures. The 1997 edition of the AISC Seismic Provisions includes a new section with requirements for composite steel-concrete structures that are cross-referenced by the general seismic loading and design criteria in the 1997 NEHRP Provisions and the 2000 International Building Code (final draft). Intended to complement existing provisions for steel, reinforced concrete and composite structures in the AISC-LRFD Specification and the ACI 318 Building Code, these new provisions provide an important resource for seismic design of composite structural systems, members, and connections.
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Cruz, Ernesto F. "Present State of Seismic Design and Analysis Regulations in Chile". Earthquake Spectra 5, nr 4 (listopad 1989): 661–74. http://dx.doi.org/10.1193/1.1585548.
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A summary of the different provisions existing in Chile is given. The codes related to earthquake engineering practice are divided into two major groups: the first defining the loads and actions, and the other dealing with materials behavior, resistance, and detailing requirements. The overall characteristics of these codes are discussed. Special emphasis is given to the seismic design code provisions that define the level of earthquake action to expect, depending on building characteristics and site soil conditions. No seismic risk map is included in the code. Two different analysis procedures are allowed: an equivalent lateral forces procedure where torsion is considered through an amplification of the static torsion in the building; and the standard response spectrum analysis method with a three degree of freedom per story model of the building. The maximum responses of the different modes are combined using a special combination rule. Additional restrictions are imposed to torsional effects, and to overall building deformations. Finally, the basic ideas being discussed in the revision that is actually being done to the code are presented.
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Lu, Ben Yan, Bo Quan Liu, Ming Liu i Guo Hua Xing. "Comparison and Research on Seismic Performance between Guidelines for Seismic Design of Highway Bridges and Eurocode 8 for Seismic Design of Bridges". Advanced Materials Research 163-167 (grudzień 2010): 4395–400. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.4395.
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Earthquake codes have been revised and updated in recent years. The issue and implementation of the guidelines for seismic design of bridges have attracted interests and attentions of many researchs at home and abroad. In this paper, it is compared that the provisions about performance criteria, seismic design categories, response spectrum and earthquake action between guidelines for seismic design of highway bridges and Eurocode 8 for bridges. The main purpose of this study is to investigate the differences caused by the two codes in performance criteria, seismic design categories, response spectrum and earthquake action. The results indicate that it is similar in performance criteria, seismic design categories and response spectrum between guidelines for seismic design of highway bridges and Eurocode 8 for bridges. Based on the lessons learned from significant earthquakes in the last few years, the existing problems of the current code are pointed, and the trends of future study are discussed.
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Tena-Colunga, Arturo. "International Seismic Zone Tabulation Proposed by the 1997 UBC Code: Observations for Mexico". Earthquake Spectra 15, nr 2 (maj 1999): 331–60. http://dx.doi.org/10.1193/1.1586044.
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The Uniform Building Code (UBC) is perhaps one of the most advanced seismic codes worldwide. The 1997 version of the Uniform Building Code (UBC-97) has important modifications with respect to previous versions, among other changes, the introduction of structural overstrength, redundancy and reliability factors for the design of structural elements. In addition, the UBC-97 code revises seismic zoning for areas outside the United States under Division III, Section 1653. In fact, practically the entire world is zoned by the UBC-97 under this section, and many practicing engineers worldwide may feel confident to use the UBC code for the design of civil structures in countries other than the United States, particularly because it is written in this section that “Note: This division has been revised in its entirety”. This paper discusses whether or not Section 1653 of the UBC-97 code has any justification for Mexico, by comparing the UBC design criteria with the criteria established by ruling Mexican codes. According to Mexican authorities, only the referenced Mexican building codes should be used for the design of civil structures in Mexico, so the UBC-97 cannot be used for the seismic design of civil structures in Mexico legally.
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Adrian-Alexandru, Savu. "Influence of Superior Vibration Modes on the Seismic Response of Reinforced Concrete Structures with Eigen-Periods Near Code Control Periods". Romanian Journal of Transport Infrastructure 9, nr 1 (1.07.2020): 108–22. http://dx.doi.org/10.2478/rjti-2020-0007.
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Abstract The current paper studies the effect of superior eigen-modes on the seismic response for a series of reinforced concrete structures having eigen-periods near code control periods. Although the structural design is based on Romanian seismic design codes (“P100-1/2013 - Seismic design code - Part 1 - Design provisions for buildings” and “SR-EN 1998/2004 - Design of structures for earthquake resistance”), it carries some importance for other countries with similar seismic design spectra. A total of twenty-four models for structures were considered by varying their location (through control period values), three-dimensional regularity, overall dimensions and height regime. Results were compared and conclusions were drawn based on percentage values of relative displacements (storey drifts) and base shear forces.
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Inaba, Makoto, Masatoshi Ikeda i Nobuyuki Shimizu. "New Seismic Design Criteria of Piping Systems in High-Pressure Gas Facilities". Journal of Pressure Vessel Technology 126, nr 1 (1.02.2004): 9–17. http://dx.doi.org/10.1115/1.1638789.
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After the Great Hyogoken-nanbu Earthquake (1995), the Seismic Design Code for High-Pressure Gas Facilities of Japan was amended. This amended code requires two-step seismic assessments, that is, the evaluation of the Level 1 Required Seismic Performance for Level 1 earthquakes and that of the Level 2 Required Seismic Performance for Level 2 earthquakes. Seismic design of piping systems is newly included within the scope of the code. For Level 2 earthquakes, possible ground displacement due to liquefaction is taken into account. The evaluation method of the Level 1 Required Seismic Performance is specified in the amended code and that of the Level 2 Required Seismic Performance is proposed in the guideline. The evaluation of the former is based on elastic design and that of the latter on elastoplastic design. The propriety of the design criteria of piping systems with respect to ground displacement was confirmed by large deformation tests. In this paper, seismic design criteria of piping systems in the amended code and the evaluation method of the Level 2 Required Seismic Performance proposed in the guideline are introduced, and the results of the large deformation tests are reported.
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Ehsan, Salimi Firoozabad, K. Rama Mohan Rao i Bagheri Bahador. "Determination of Time Period of Vibration Effect on Seismic Performance of Building". Applied Mechanics and Materials 330 (czerwiec 2013): 878–83. http://dx.doi.org/10.4028/www.scientific.net/amm.330.878.
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Most seismic codes specify empirical formulas to obtain the fundamental period of buildings. The equations specified in present IS codes, are according to the available data on the time period of buildings measured from their recorded accelerograms. Shear-wall dominant reinforced concrete buildings, constructed, using codes specification are commonly built in different countries, facing a substantial seismic risk, in spite of their high resistance against ground motions. Current seismic code provisions including the Uniform Building Code (International Conference of Building Officials, Whittier, CA, 1997) and the Indian Seismic Code (Criteria for earthquake resistant design of buildings, fifth revision, 2002) are considered to evaluate the effect of time period on seismic behavior of building.In this study, time period obtained by code formulas are compared with those obtained by modal analysis in SAP2000. Also the top story displacement (as an adequate parameter of determination the seismic performance of building) correspond to the values of mentioned time period are estimated using uniform building code and software respectively. It is observed that current empirical equation for calculating the time period of RCC buildings is rather inaccurate. Also it is shown that the time period has very effective influence on seismic performance of building.
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Oh, Heunggyoo, i Sehong Min. "Seismic Design Optimization Method of Fire Hydrants". Journal of the Korean Society of Hazard Mitigation 21, nr 2 (30.04.2021): 81–90. http://dx.doi.org/10.9798/kosham.2021.21.2.81.
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As per the revisions to the Korean Building Code and the Seismic Design Code for fire protection systems in accordance with the Common Applications of the Seismic Design Code by the Ministry of the Interior and Safety, earthquake load and structural safety of a non-structural element are considered as important parameters for a fire protection system. In Richter scale 5.0 or higher earthquake damage cases occurring in Gyeongju (2016) and Pohang (2017), walls and hydrant boxes were broken or deformed such that their doors could not be opened. Therefore, the breakage, deformation, and detachment of hydrants and internal devices without the seismic design caused malfunction and increased the fire risk. In this study, the earthquake load was calculated according to the seismic design regulation on the hydrant box and the structural stability was verified by 3D model review, structural analysis simulation, the structural member, and the anchorage for performance. Moreover, an optimized seismic design plan was proposed by analyzing and comparing the simulation result for the factors governing the seismic design performance of a fire hydrant box.
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Krawinkler, Helmut. "Seismic code development for steel structures". Bulletin of the New Zealand Society for Earthquake Engineering 20, nr 2 (30.06.1987): 127–33. http://dx.doi.org/10.5459/bnzsee.20.2.127-133.
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This paper discusses revisions proposed by the Structural Engineers Association of California for the seismic design of steel structures. Several of the new provisions are drastic departures from current practice and are expected to have a considerable impact on design. The proposed changes are discussed from the perspectives of the practising engineer, the researcher, and the committee that drafted the new provisions.
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Humar, JagMohan, Soheil Yavari i Murat Saatcioglu. "Design for forces induced by seismic torsion". Canadian Journal of Civil Engineering 30, nr 2 (1.04.2003): 328–37. http://dx.doi.org/10.1139/l02-029.
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Eccentricities between the centres of rigidity and centres of mass in a building cause torsional motion during an earthquake. Seismic torsion leads to increased displacement at the extremes of the building and may cause distress in the lateral load-resisting elements located at the edges, particularly in buildings that are torsionally flexible. For an equivalent static load method of design against torsion, the 1995 National Building Code of Canada specifies values of the eccentricity of points through which the inertia forces of an earthquake should be applied. In general, the code requirements are quite conservative. They do not place any restriction on the torsional flexibility, however. New proposals for 2005 edition of the code which simplify the design eccentricity expressions and remove some of the unnecessary conservatism are described. The new proposals will require that a dynamic analysis method of design be used when the torsional flexibility of the building is large. Results of analytical studies, which show that the new proposals would lead to satisfactory design, are presented.Key words: torsional response to earthquake, natural torsion, accidental torsion, design for torsion, National Building Code of Canada, interdependence of strength and stiffness.
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Yang, Lei. "Study on Optimization Seismic Design of Tall Building Structure". World Construction 4, nr 2 (28.06.2015): 17. http://dx.doi.org/10.18686/wc.v4i2.47.
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<p>The heavy casualties and property losses caused by the earthquake this huge disaster, making high-rise building seismic become the focus of attention. Our new building seismic design code (GB50011-2001) (hereinafter referred to as "Seismic Design Code”) continue to be used (GBJ-89) specification to determine the "three earthquake performance objectives, two-stage design step" seismic design, and made many important supplement and perfect. The new seismic design of buildings in terms of requirements for introducing means as constraints optimization design, optimization design closer to engineering practice.</p>
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Yang, Lei. "Study on Optimization Seismic Design of Tall Building Structure". World Construction 4, nr 2 (28.06.2015): 17. http://dx.doi.org/10.18686/wcj.v4i2.5.
Pełny tekst źródłaStreszczenie:
<p>The heavy casualties and property losses caused by the earthquake this huge disaster, making high-rise building seismic become the focus of attention. Our new building seismic design code (GB50011-2001) (hereinafter referred to as "Seismic Design Code”) continue to be used (GBJ-89) specification to determine the "three earthquake performance objectives, two-stage design step" seismic design, and made many important supplement and perfect. The new seismic design of buildings in terms of requirements for introducing means as constraints optimization design, optimization design closer to engineering practice.</p>
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Arroyo, Orlando, Abbie Liel i Sergio Gutiérrez. "Practitioner-friendly design method to improve the seismic performance of RC frame buildings". Earthquake Spectra 37, nr 3 (3.02.2021): 2247–66. http://dx.doi.org/10.1177/8755293020988019.
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Reinforced concrete (RC) frame buildings are a widely used structural system around the world. These buildings are customarily designed through standard code-based procedures, which are well-suited to the workflow of design offices. However, these procedures typically do not aim for or achieve seismic performance higher than code minimum objectives. This article proposes a practical design method that improves the seismic performance of bare RC frame buildings, using only information available from elastic structural analysis conducted in standard code-based design. Four buildings were designed using the proposed method and the prescriptive approach of design codes, and their seismic performance is evaluated using three-dimensional nonlinear (fiber) models. The findings show that the seismic performance is improved with the proposed method, with reductions in the collapse fragility, higher deformation capacity, and greater overstrength. Furthermore, an economic analysis for a six-story building shows that these improvements come with only a 2% increase in the material bill, suggesting that the proposed method is compatible with current project budgets as well as design workflow. The authors also provide mathematical justification of the method.
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Heidebrecht, A. C. "Seismic design implications of revisions to the National Building Code of Canada". Bulletin of the New Zealand Society for Earthquake Engineering 36, nr 2 (30.06.2003): 108–16. http://dx.doi.org/10.5459/bnzsee.36.2.108-116.
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This paper begins with a brief introduction to Canadian seismicity and the history of seismic code development in Canada; a summary of major changes planned for the 2005 edition of the National Building Code of Canada follows. Areas of major change include seismic hazard, site effects, irregularities, force reduction factors and methods of analysis (dynamic analysis now being preferred). The implications of the proposed changes are presented in terms of impact on seismic design force for several structural systems located in regions of high, moderate and low seismicity; implications for seismic level of protection and the seismic design process are also discussed. The paper concludes with a discussion of ongoing seismic code development issues.
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Deng, Hongyu, i Peiyu Ying. "Development and Contrast of Bottom Frame Structure in China's Code for Seismic Design of Buildings". E3S Web of Conferences 136 (2019): 04074. http://dx.doi.org/10.1051/e3sconf/201913604074.
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In order to strengthen the understanding and the development trend of seismic design of bottom frame structure, the similarities and differences of some seismic design provisions of bottom frame structure between "78 Code", "89 Code", "01 Code" and "10 Code" were compared. From the aspects of floor number and total height limit, spacing between seismic transverse walls and seismic effect in terms of methods of bottom floor and so on, the causes of development and changes were described. And the effects on practical projects were explained. On the whole, the code for masonry building with bottom frame-seismic wall is more and more strict, the requirements are more specific, and the design is more and more conservative. The masonry building with bottom frame-seismic wall will still exist for a long time under the current level of economic development in China, and reasonable seismic design and construction measures should be given full attention.
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Davis, Michael, i Keith Porter. "The Public's Role in Seismic Design Provisions". Earthquake Spectra 32, nr 3 (sierpień 2016): 1345–61. http://dx.doi.org/10.1193/081715eqs127m.
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Seismic design provisions in the United States reflect structural engineers’ experience, technical capabilities, and judgment of what is in the public's interest. Yet the American Society of Civil Engineers’ (ASCE) Code of Ethics implicitly requires civil engineers to make a reasonable effort to elicit and reflect the preferences of the public, whose lives and livelihoods are at stake, when setting performance objectives. The public seems capable of expressing its preferences clearly, as suggested by the San Francisco Community Action Plan for Seismic Safety and the residential code enhancement adopted by Moore, Oklahoma. And at least one public opinion survey suggests that people in earthquake country prefer better performance than the code intends for new buildings, namely, that buildings should largely remain functional or habitable after a large earthquake. The public also seems willing to pay more for new buildings that meet its expectations.
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Song, Can, i Hui Jun Zheng. "Introduction to ASCE7 Seismic Design and the Comparison with Chinese Code GB 50011-2010". Applied Mechanics and Materials 238 (listopad 2012): 881–85. http://dx.doi.org/10.4028/www.scientific.net/amm.238.881.
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Nowadays the design becomes more and more international. In order to effectively meet this trend, it is necessary to understand the similar or different concept and application of American code and Chinese code on seismic design. This article introduces the concept and design procedure of ASCE7 and compares the seismic analysis results of ASCE7 and GB 50011-2010 through a project example. The similarities and differences of American code and Chinese code on seismic design are summarized.
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Kircher, Charles A. "United States building code approach to variations in regional seismicity". Bulletin of the New Zealand Society for Earthquake Engineering 33, nr 1 (31.03.2000): 48–55. http://dx.doi.org/10.5459/bnzsee.33.1.48-55.
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The United States contains regions of greatly varying seismicity ranging from a relatively narrow strip of very high seismicity along coastal California in the West to broad areas of low or moderate seismicity typical of the Central and Eastern United States. The United States currently has three major regional model building codes. While all three codes have traditionally used the concept of seismic zones to identify and distinguish between regions of different seismicity, they have not had a consistent basis for their seismic criteria. Beginning in the year 2000, the three model building codes will merge and become the new International Building Code (IBC) applicable to the whole United States. New seismic design criteria have been developed for the 2000 IBC that now define ground shaking for building design by spectral acceleration contours. This paper describes the background and basis for the new seismic design criteria of the 2000 IBC, and how these criteria address the large variation in seismic hazard across the United States.
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Priestley, M. J. N., J. H. Wood i B. J. Davidson. "Seismic design of storage tanks". Bulletin of the New Zealand Society for Earthquake Engineering 19, nr 4 (31.12.1986): 272–84. http://dx.doi.org/10.5459/bnzsee.19.4.272-284.
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A study group of the New Zealand National Society for Earthquake Engineering has recently completed recommendations for the Seismic Design of Storage Tanks, in a form suitable to be used as a code by the design profession. The recommendations cover design criteria, loading, actions and details and are based on a consistent philosophy of serviceability under the design level earthquake. This paper provides a review of the study group's recommendations.
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Malhotra, Praveen K. "Seismic Risk and Design Loads". Earthquake Spectra 22, nr 1 (luty 2006): 115–28. http://dx.doi.org/10.1193/1.2161185.
Pełny tekst źródłaStreszczenie:
The 2003 International Building Code seismic design procedures do not result in uniform risk throughout the country. A comparison is made between the expected lifetime damage to two identical buildings—one in the western United States and other in the central United States. The seismic design accelerations are the same for these buildings, but the expected lifetime damage is very different. The causes of this difference are discussed in the paper.
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Yongkang, Shen, i Wang Zhengzhong. "Seismic Performance Evaluation on Eccentrically Brace Steel Frame by Capacity Spectrum Method". Applied Mechanics and Materials 166-169 (maj 2012): 752–55. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.752.
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According to the seismic demand spectra form the code for seismic design of buildings, seismic performances of eccentrically braced steel frames (EBF) in frequently, fortification and seldom occurred different intensity earthquakes were evaluated by the Capacity Spectrum Method (CSM). The capacity curves derived from base force-top displacement curves of structures subjected to the lateral seismic load of seismic codes were obtained from pushover analysis by applying sap2000 software and transformed to the spectrum curves, seismic performance were evaluated according to the intersection between the seismic demand spectra and the capacity spectrum. Seismic performances of 15 EBFs designed according to the Chinese design codes were evaluated by CSM. The certain ductility and displacement capacity of EBF in accordance with the China corresponding design codes are shown and some reference is suggested.
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Finn, W. D. Liam, i Adrian Wightman. "Ground motion amplification factors for the proposed 2005 edition of the National Building Code of Canada". Canadian Journal of Civil Engineering 30, nr 2 (1.04.2003): 272–78. http://dx.doi.org/10.1139/l02-081.
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Foundation factors are used in seismic codes to capture the amplification effects of local soil conditions on ground motions and, hence, on seismic design forces. Recent developments in categorizing site conditions for seismic codes and assigning intensity- and frequency-dependent amplification factors to the various site classes are presented to provide a basis for understanding the new foundation factors proposed for the 2005 edition of the National Building Code of Canada.Key words: design spectra, site characterization, amplification factors.
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Zheng, Wen Yi, Jing Zhe Jin, Hai Gong i Peng Pan. "Study on Evaluating the Seismic Performance of Building According to Detail Seismic Condition". Applied Mechanics and Materials 777 (lipiec 2015): 121–29. http://dx.doi.org/10.4028/www.scientific.net/amm.777.121.
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In the performance- based seismic design, seismic performance of building is differently evaluated according to variant seismic conditions. Most of the application programs for structural design (ETABS, SAP, MIDAS, ANSYS etc.) calculate the performance points of building according to Federal Emergency Management Agency（FEMA）, Applied Technology Council -40 (ATC -40)’s seismic building code and parameters. On this paper, we evaluated the seismic performance of building according to our national seismic building code[1] and parameters and maked suggesti- -ons on the design practice.
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Graf, William P., i Yajie Lee. "Code-Oriented Damage Assessment for Buildings". Earthquake Spectra 25, nr 1 (luty 2009): 17–37. http://dx.doi.org/10.1193/1.3054367.
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In this study, we present a simple framework for the evaluation of the cost to repair building damage using engineering parameters related to current seismic building codes. Specifically, we envision relationships for building damage repair cost as a function of ground shaking spectral acceleration (Sa at structural period, T), design base shear coefficient (V/W), response modification factor (R), height, and framing system. This framework provides a flexible system for collecting and evaluating building damage from ground shaking, improving the building code, and predicting earthquake damage repair costs to new or existing, or retrofitted buildings, in a wide variety of seismic environments. In the absence of comprehensive statistical earthquake damage data, we resample the ATC-13 damage database to calibrate an initial damage model. We call the model CODA, for Code-Oriented Damage Assessment for Buildings.
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Chaudhary, Muhammad Tariq A. "A study on sensitivity of seismic site amplification factors to site conditions for bridges". Bulletin of the New Zealand Society for Earthquake Engineering 51, nr 4 (31.12.2018): 197–211. http://dx.doi.org/10.5459/bnzsee.51.4.197-211.
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Seismic site amplification factors and seismic design spectra for bridges are influenced by site conditions that include geotechnical properties of soil strata as well as the geological setting. All modern seismic design codes recognize this fact and assign design spectral shapes based on site conditions or specify a 2-parameter model with site amplification factors as a function of site class, seismic intensity and vibration period (short and long). Design codes made a number of assumptions related to the site conditions while specifying the values of short (Fa) and long period (Fv) site amplification factors. Making these assumptions was necessary due to vast variation in site properties and limited availability of actual strong motion records on all site conditions and seismic setting in a region. This paper conducted a sensitivity analysis for site amplification factors for site classes C and D in the AASHTO bridge design code by performing a 1-D site response analysis in which values of site parameters like strata depth, travel-time averaged shear wave velocity in the top 30 m strata (Vs30), plasticity index (PI), impedance contrast ratio (ICR) and intensity of seismic ground motion were varied. The results were analyzed to identify the site parameters that impacted Fa and Fv values for site classes C and D. The computed Fa and Fv values were compared with the corresponding values in the AASHTO bridge design code and it was found that the code-based Fa and Fv values were generally underestimated and overestimated respectively.
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Kelly, Trevor E. "Tentative seismic design guidelines for rocking structures". Bulletin of the New Zealand Society for Earthquake Engineering 42, nr 4 (31.12.2009): 239–74. http://dx.doi.org/10.5459/bnzsee.42.4.239-274.
Pełny tekst źródłaStreszczenie:
Many new and existing buildings have insufficient weight to resist overturning loads due to earthquakes without uplift. Previous versions of the New Zealand loadings code allowed simplified procedures for the design of rocking structures provided the ductility factor was limited to not more than two. The new loadings code, NZS 1170.5, removed this exemption and requires that a special study be performed whenever energy dissipation through rocking occurs. This paper presents a tentative design procedure intended to substitute for the special study required by the code.
The resistance function of rocking walls was developed from the principles of engineering mechanics. The results from a series of time history analyses were used to develop a procedure to estimate maximum seismic displacements and empirical equations were derived to estimate the dynamic amplification of inertia forces. A substitute structure approach, using spectral displacements at an effective period calculated from the ductility factor, provided accurate predictions of the displacements from more sophisticated nonlinear analyses.
Four example designs were completed and the predicted response compared to time history results. The procedure provided a satisfactory estimate of response for regular structures, but it was less accurate where torsional effects were significant.
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Dong, Xin Mei, Yan Ming Wang, Pei Pei Guo i Ming Wei Li. "Application of Seismic Isolation Designing Method Based on China Building Seismic Code". Applied Mechanics and Materials 166-169 (maj 2012): 2088–91. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.2088.
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Based on China building seismic code (GB5011-2010), an overview about base-isolated designing method is presented in this paper. The composition of base-isolated structure, design process, design content, application in practical engineering are involved .The purpose of this paper is to make structural engineers have an overall understand about base-isolated structure design, and promote the further application of this kind of structure in China.
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Işık, Ercan. "A comparative study on the structural performance of an RC building based on updated seismic design codes: case of Turkey". Challenge Journal of Structural Mechanics 7, nr 3 (15.09.2021): 123. http://dx.doi.org/10.20528/cjsmec.2021.03.002.
Pełny tekst źródłaStreszczenie:
The destructive earthquakes and structural damages reveal the importance of the rules of earthquake-resistant structural design. The need of update and renewal of these rules periodically become inevitable as a result of scientific developments, innovations in construction technologies and building materials. Turkey which is an extremely region in terms of seismicity was adapted to these changes through time. The last five seismic design codes (1968, 1975, 1998, 2007 and 2018) were taken into account within the scope of this study. The differences in dimension and material grades of structural elements such as columns as beams have been compared in detail for each code. Three different analysis types have been performed for a 4-story reinforced-concrete model such as eigenvalue, pushover and dynamic time-history via the minimum conditions for these elements in each code. The natural vibration period of the building was obtained with empirical formulas stipulated in different codes for the sample RC building, additionally. The size and the type of the materials used in beams and columns within the last five codes have been changed. We see that the changes in these two important parameters which affect the behavior of buildings during an earthquake, enhance the performance of the building. It has been revealed that changes and renewals in seismic design codes are a necessity and gain. It has been clearly revealed that each amended code increases the stiffness and enhance the seismic capacity of a structure. Each updated seismic design code is aimed to complete the deficiency of the previous one. The results revealed that there are changes to be made to increase the seismic capacity of the structure at the point of reducing earthquake damage.