The behaviour, overview of damage and retrofit of steel buildings after the earthquakes of September 1985

1987 ◽  
Vol 20 (1) ◽  
pp. 30-41 ◽  
Author(s):  
Enrique Martinez-Romero
Keyword(s):  
Mexico City ◽  
Seismic Performance ◽  
Seismic Design ◽  
Steel Structures ◽  
The Other ◽  
Design Codes ◽  
Steel Buildings ◽  
Steel Construction ◽  
History Of

A brief introduction on the earthquake history of Mexico is made. A description of the various types of steel structures built in Mexico City is made, including comparisons of the other types of steel construction with more modern practices. Performance of steel buildings in the September 1985 earthquake are discussed and related to the local geotechnical conditions, including foundation behaviour. The evolution of seismic design Codes in Mexico City is presented and the Emergency Provisions recently issued, are discussed. Finally, some ideas of repairing damaged steel structures to improve their seismic performance meeting the higher demands of the reformed Code, are given as a retrofit.

Performance of Steel Structures in the September 19 and 20, 1985 Mexico Earthquakes

1987 ◽  
Vol 3 (2) ◽  
pp. 329-346 ◽  
Author(s):  
R. D. Hanson ◽  
H. W. Martin
Keyword(s):  
Mexico City ◽  
Steel Structures ◽  
Steel Buildings ◽  
Research Issues ◽  
Steel Construction ◽  
Earthquake Resistant Design ◽  
Earthquake Resistant

A description of the various types of steel structures built in Mexico City includes comparisons of the older types of steel construction with more modern buildings. Performance of steel buildings in the September 1985 earthquake was related to the local geotechnical conditions including foundation behavior. The collapses of the Edificio 21 Atlas and Conjunto Pino Suarez buildings raise important earthquake resistant design and research issues.

scholarly journals The Effect of Long Duration Earthquakes on the Overall Seismic Behavior of Steel Structures Designed According to Eurocode 8 Provisions

Vibration ◽  
2020 ◽  
Vol 3 (4) ◽  
pp. 464-477
Author(s):  
Panagiota Katsimpini ◽  
Foteini Konstandakopoulou ◽  
George A. Papagiannopoulos ◽  
Nikos Pnevmatikos ◽  
George D. Hatzigeorgiou
Keyword(s):  
Seismic Performance ◽  
Time History ◽  
Steel Structures ◽  
Eurocode 8 ◽  
Steel Buildings ◽  
Long Duration ◽  
Base Steel ◽  
Fixed Base ◽  
Permanent Settlement ◽  
Nonlinear Time History

Premature and simultaneous buckling of several steel braces in steel structures due to the prolonged duration of a seismic motion is one of the issues that must be addressed in the next version of Eurocode 8. In an effort to contribute towards the improvement of the seismic design provisions of Eurocode 8, an evaluation of the overall behavior of some steel building-foundation systems under the action of long duration seismic motions is performed herein by means of nonlinear time-history seismic analyses, taking into account soil–structure interaction (SSI) effects. In particular, the maximum seismic response results—in terms of permanent interstorey drifts, overturning moments and base shears of the steel buildings as well as of the permanent settlement and tilting of their foundations—are computed. It is found that the seismic performance of steel buildings when subjected to long duration seismic motions is: (i) acceptable for the two and five-storey fixed base steel buildings and for the two-storey steel buildings with SSI effects included; (ii) unacceptable for the eight-storey fixed base steel buildings and for the five and eight-storey steel buildings with SSI effects included. In all cases of steel buildings with SSI effects included, the seismic performance of the mat foundation, as expressed by the computed values of residual settlement and tilting, is always acceptable.

Seismic design of steel buildings: lessons from the 1995 Hyogo-ken Nanbu earthquake

1996 ◽  
Vol 23 (3) ◽  
pp. 727-756 ◽  
Author(s):  
Robert Tremblay ◽  
Andre Filiatrault ◽  
Michel Bruneau ◽  
Masayoshi Nakashima ◽  
Helmut G. L. Prion ◽  
...  
Keyword(s):  
Seismic Design ◽  
Steel Structures ◽  
Structural Systems ◽  
Braced Frames ◽  
Steel Buildings ◽  
Concentrically Braced Frames ◽  
Framed Structures ◽  
Concentrically Braced ◽  
Moment Resisting ◽  
Column Bases

Past and current seismic design provisions for steel structures in Japan are presented and compared with Canadian requirements. The performance of steel framed structures during the January 17, 1995, Hyogo-ken Nanbu earthquake is described. Numerous failures and examples of inadequate behaviour could be observed in buildings of various ages, sizes, and heights, and braced with different structural systems. In moment resisting frames, the damage included failures of beams, columns, beam-to-column connections, and column bases. Fracture of bracing members or their connections was found in concentrically braced frames. The adequacy of the current Canadian seismic design provisions is examined in view of the observations made. Key words: earthquake, seismic design, steel structures.

scholarly journals Damage assessment and seismic behavior of steel buildings during the Mexico earthquake of 19 September 2017

2020 ◽  
Vol 36 (1) ◽  
pp. 250-270 ◽  
Author(s):  
Edgar Tapia-Hernández ◽  
J. Salvador García-Carrera
Keyword(s):  
Mexico City ◽  
Damage Assessment ◽  
Structural Damage ◽  
Steel Structures ◽  
Structural Elements ◽  
Steel Buildings ◽  
Ground Shaking ◽  
Design Procedures ◽  
Mexico Earthquake ◽  
Epicentral Region

During the 19 September 2017 earthquake, steel buildings in the States of Morelos, Puebla, Mexico, and Mexico City were subjected to severe ground shaking. Despite in some cases, moderate damages in non-structural elements were developed; generally, null or minor structural damage was reported. The notable exceptions are (1) a three-stories building located at the southern area of Mexico City and (2) some schools near to the epicentral region in the State of Morelos. The behavior of these buildings is analyzed in detail. Conclusions are drawn on the demands imposed on steel structures considering the actual demands in order to underline the relevance of the normative design procedures.

History of Seismic Design Codes for Piers and Wharves

TCLEE 2009 ◽  
2009 ◽  
Author(s):  
Gayle. S. Johnson ◽  
Stephen P. Hardy
Keyword(s):  
Seismic Design ◽  
Design Codes ◽  
History Of

The Effect of Seismic Design Methods on Design Eccentricities in Building with Planar Irregularities

2015 ◽  
Vol 764-765 ◽  
pp. 1149-1153
Author(s):  
Kwang Ho Lee ◽  
Seong Hoon Jeong ◽  
Seung Woo Han ◽  
Kang Su Kim
Keyword(s):  
Seismic Design ◽  
Amplification Factor ◽  
The Other ◽  
Lateral Stiffness ◽  
Design Codes ◽  
Dynamic Amplification Factor ◽  
Accidental Eccentricity ◽  
Aspect Ratios ◽  
Dynamic Amplification ◽  
Code Provisions

Seismic provisions have utilized design eccentricities to reduce planar irregularities in lateral stiffness of buildings. In calculating a design eccentricity, the dynamic amplification factor may be applied either to accidental eccentricity or to both inherent and accidental eccentricities according to design codes. In this paper, different code provisions and their impact on torsional responses of buildings are investigated using example buildings with various aspect ratios and eccentricities. It was found that dynamic amplification is underestimated if the inherent eccentricity is small, when buildings are designed by seismic provisions using dynamic amplification factors for both to inherent and accidental eccentricities. On the other hand, the design eccentricity determined by applying the dynamic amplification factor only to accidental eccentricity reflects torsional amplification accurately.

scholarly journals Evaluation of Seismic Response Modification Factor (R) for Moderate-Rise RC Buildings with Vertical Irregular Configurations

2021 ◽  
Author(s):  
Momen Mohamed Ahmed ◽  
Mohamed Abdel-Basset Abdo ◽  
Waleed Abo El-Wafa Mohamed
Keyword(s):  
Seismic Performance ◽  
Seismic Design ◽  
Numerical Models ◽  
Lateral Load ◽  
Design Stage ◽  
Design Codes ◽  
Rc Buildings ◽  
Response Modification Factor ◽  
Modification Factor ◽  
R Value

Abstract Most international design codes consider the nonlinear seismic performance of a structure by the concept of reduction/modification factor (R). Then, an elastic static force-based method can be normally used for seismic design to create earthquake resistant RC buildings. The response modification factor (R) is sensitive to many aspects such as overall ductility, over-strength, damping, and redundancy levels. Indeed, these factors are severely affected by geometric irregularity of the structural system. So, R-value does not become a constant number for the all types of structures with the same lateral load resisting system, as many standard codes noted. It depends on types, combination, and degrees of geometric vertical irregularity. This research assesses the actual values of R for regular and familiar vertical irregularity cases in RC buildings with moment-resisting frames (MRF) systems. Also, it takes into account the reduction percent that may occurs in R-value due to these studied vertical irregularities. The vertical irregularity cases, such as set-back and soft story, are essentially needed to be studied greater than ever due to the wide propagation of these types of buildings in Egypt, recently. In addition, the potential analytical methods that may be used to calculate R-value in comparison with Egyptian code’s value. Nonlinear static pushover analysis is carried out using ETABS via three-dimensional numerical models. The findings prove that vertical irregular models have poor seismic capacities, in comparison with regular one, due to their sudden change in lateral stiffness than that with regular aspect. So, the response modification factor (R) must be re-calculated or even scaled-down before design stage with 15% and 25% for single and combined vertical irregularity, respectively. In addition, this investigation derives a vital equation between R values with vertical irregularity ratios in each studied model. This equation shall be a guide for seismic design codes, structural design engineers, and researchers. Accordingly, the response modification factor R does not become a fixed value regardless vertical irregularity aspects of the buildings, but it has a variable value that depend on their inelastic seismic performance of the lateral load resisting systems.

Same Yet Different: A Comparison of Pipeline Industries in Canada and Australia

2000 ◽  
Author(s):  
Susan Jaques
Keyword(s):  
Oil And Gas ◽  
The Other ◽  
Design Codes ◽  
Long Distance ◽  
Construction Techniques ◽  
Operations And Maintenance ◽  
History Of ◽  
Cross Country ◽  
Pipeline Design ◽  
Better Than

Canada and Australia are remarkably similar countries. Characteristics such as geography, politics, native land issues, and population are notably similar, while the climate may be considered the most obvious difference between the two countries. The pipeline industries are similar as well, but yet very different in some respects too. This presentation will explore some of the similarities and differences between the pipeline industries in both countries. The focus of the discussion will be mainly on long-distance, cross-country gas transmission pipelines. The author of this paper spent 4 years working for TransCanada PipeLines in Calgary in a pipeline design and construction capacity, and has spent 2.5 years working for an engineering consultant firm, Egis Consulting Australia, in a variety of roles on oil and gas projects in Australia. Topics to be addressed include the general pipeline industry organisation and the infrastructure in both countries. The history of the development of the pipeline industry in each country provides insight as to why each is organised the way it is today. While neither system is “better” than the other, there are certain advantages to Canada’s system (nationally regulated) over Australia’s system (currently state-regulated). The design codes of each country will be compared and contrasted. The pipeline design codes alternate in level of detail and strictness of requirements. Again, it cannot be said that one is “better” than the other, although in some cases one country’s code is much more useful than the other for pipeline designers. Construction techniques affected by the terrain and climate in each country will be explored. Typical pipeline construction activities are well known to pipeliners all over the globe: clear and grade, trench, string pipe, weld pipe, coat welds, lower in, backfill and clean up. The order of these activities may change, depending on the terrain and the season, and the methods of completing each activity will also depend on the terrain and the season, however the principles remain the same. Australia and Canada differ in aspects such as climate, terrain and watercourse type, and therefore each country has developed methods to handle these issues. Finally, some of the current and future opportunities for the 21st century for the pipeline industry in both countries will be discussed. This discussion will include items such as operations and maintenance issues, Canada’s northern development opportunities, and Australia’s national gas grid possibilities.

The Effectiveness of Design Procedures for Fatigue Design of Welds

2014 ◽  
Vol 891-892 ◽  
pp. 1513-1518
Author(s):  
John W.H. Price
Keyword(s):  
Life Expectancy ◽  
Environmental Effects ◽  
The Other ◽  
Design Codes ◽  
Good Design ◽  
Design Procedures ◽  
Fatigue Design ◽  
Other Hand ◽  
History Of

This paper examines the link between the design codes, good design and the prevention of field failures. There are many design codes for the fatigue design of welds. They contain many differences influenced by the history of particular industries. Engineering may not be well served by these codes since on one hand they are normally conservative, thus creating excessively heavy structures. On the other hand the design codes often do not include the most important factors in the life expectancy of a weld namely the weld procedure, the quality of the weld and environmental effects. The paper concludes that a thorough review and unification of the industry design codes is overdue. The issue of manufacture of welds has to be put at the centre of the consideration of fatigue design.

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