The Mexico Earthquake of September 19, 1985—Design Spectra for Mexico's Federal District

1989 ◽  
Vol 5 (1) ◽  
pp. 273-291 ◽  
Author(s):  
E. Rosenblueth ◽  
Mario Ordaz ◽  
F. J. Sánchez-Sesma ◽  
S. K. Singh
Keyword(s):  
Seismic Design ◽  
Federal District ◽  
Building Code ◽  
Design Spectra ◽  
Mexico Earthquake

We describe the methods used to obtain seismic design spectra adopted for different zones of Mexico's Federal District in 1987 Building Code. Paper exposes the two approaches followed in the study, deterministic and probabilistic. The assumptions adopted are presented and justified. Several aspects that require detailed scrutiny are pointed out.

On calculating equivalent static seismic forces in the 2005 National Building Code of Canada

2011 ◽  
Vol 38 (4) ◽  
pp. 476-481
Author(s):  
Patrick Paultre ◽  
Éric Lapointe ◽  
Sébastien Mousseau ◽  
Yannick Boivin
Keyword(s):  
Seismic Design ◽  
Lateral Force ◽  
Building Code ◽  
Force Distribution ◽  
Static Force ◽  
Building Height ◽  
Design Spectra ◽  
Earthquake Design ◽  
Seismic Forces

Several major changes were introduced in the seismic design provisions of the 2005 edition of the National Building Code of Canada (NBCC). The lateral earthquake design force at the base and the lateral force distribution along the building height depend on the design spectra and on modification factors that, in most cases, require a large number of interpolations and calculations. This note presents a spreadsheet that facilitates determination of the 2005 NBCC seismic design forces from the equivalent static force procedure.

scholarly journals Loss assessment of building and content damages from potential earthquake risk in Seoul, Korea

2018 ◽  
Author(s):  
Wooil Choi ◽  
Jae-Woo Park ◽  
Jinhwan Kim
Keyword(s):  
Seismic Design ◽  
Korean Peninsula ◽  
Financial Stability ◽  
Building Code ◽  
Earthquake Risk ◽  
Design Code ◽  
Loss Assessment ◽  
Damage State ◽  
Damage Functions ◽  
Seismic Design Code

Abstract. After the 2016 Gyeongju earthquake and the 2017 Pohang earthquake struck the Korean peninsula, securing financial stability for earthquake risk has become an important issue in Korea. Many domestic researchers are currently studying potential earthquake risk. However, empirical analysis and statistical approach are ambiguous in the case of Korea because no major earthquake has ever occurred on the Korean peninsula since Korean Meteorological Agency started monitoring earthquakes in 1978. This study focuses on evaluating possible losses due to earthquake risk in Seoul, the capital of Korea, by using catastrophe model methodology integrated with GIS (Geographic Information System). The building information such as structure and location is taken from the building registration database and the replacement cost for building is obtained from insurance information. As the seismic design code in KBC (Korea Building Code) is similar to the seismic design code of UBC (Uniform Building Code), the damage functions provided by HAZUS-MH are used to assess the damage state of each building in event of an earthquake. 12 earthquake scenarios are evaluated considering the distribution and characteristics of active fault zones in the Korean peninsula, and damages with loss amounts are calculated for each of the scenarios.

Seismic design spectra for different soil classes

2013 ◽  
Vol 46 (2) ◽  
pp. 79-87 ◽  
Author(s):  
Rajesh P. Dhakal ◽  
Sheng-Lin Lin ◽  
Alexander K. Loye ◽  
Scott J. Evans
Keyword(s):  
Seismic Design ◽  
Soft Soil ◽  
Response Analysis ◽  
Seismic Demand ◽  
Analysis Tool ◽  
Spectral Acceleration ◽  
Acceleration Response ◽  
Design Spectra ◽  
Nonlinear Site Response ◽  
Short Period

This paper investigates the validity of the soil class dependent spectral shape factors used to calculate seismic design actions in the New Zealand seismic design standard NZS1170.5, which currently specifies seismic design spectra corresponding to five different soil classes. According to the current provisions stipulated in NZS1170.5, for all natural periods, the seismic demand for structures on soft soil is either equal to or greater than that for structures on hard soil. This is opposite to the basic structural dynamics theory which suggests that an increase in stiffness of a system results in an increase in the acceleration response. In this pretext, a numerical parametric study is undertaken using a nonlinear site response analysis tool in order to capture the effect of soil characteristics on structural seismic demand and to scrutinize the validity of the current site specific seismic design spectra. It is identified that the level of input ground motion intensity and shear stiffness of the soil deposit (represented by its shear wave velocity Vs) greatly affect the maximum acceleration and frequency content of the surface motion. The study found some shortfalls in the way the current code defines seismic design demand, in particular the hierarchy of soil stiffness at low structural periods. It was found that stiff soils generally tend to have a higher spectral acceleration response in comparison to soft soils although this trend is less prominent for high intensity bed rock motions. It was also found that for medium to hard soils the spectral acceleration response at short period is grossly underestimated by the current NZS1170.5 provisions. Based on the outcomes of the parametric numerical analyses, a revised strategy to determine structural seismic demand for different soil classes is proposed and its application is demonstrated through an example.

The Mexico Earthquake of September 19, 1985—Performance of Low-Rise Buildings in Mexico City

1989 ◽  
Vol 5 (1) ◽  
pp. 121-143 ◽  
Author(s):  
E. Miranda ◽  
V. V. Bertero
Keyword(s):  
Reinforced Concrete ◽  
Mexico City ◽  
Soft Soil ◽  
Time History ◽  
Federal District ◽  
Excellent Performance ◽  
Soil Zone ◽  
Space Frames ◽  
Dynamic Analyses ◽  
Mexico Earthquake

This paper summarizes the results of analytical studies conducted to understand the observed performance of low-rise buildings located in the soft-soil zone of Mexico City during the 1985 Michoacan earthquake. Two low-rise reinforced concrete moment resistant space frames were designed in accordance with the 1976 Code for the Federal District of Mexico. They were subjected to a series of static and time history dynamic analyses. The results indicate that the designed buildings have significantly larger lateral strengths than required by the Code and that these overstrengths were the main reason for the excellent performance of most of the low-rise buildings in Mexico City during the 1985 Michoacan earthquake.

Inelastic Dynamic and Non-Linear Static Seismic Performance of a Building with RC Walls that Collapsed in the Chile’s Earthquake of February 2010 and a Building with RC Concrete Frame Designed in the Mexico City

2014 ◽  
Vol 627 ◽  
pp. 161-164
Author(s):  
Jorge A. Avila ◽  
David A. Lopez ◽  
Jorge Arturo Avila-Haro
Keyword(s):  
Seismic Performance ◽  
Seismic Design ◽  
Federal District ◽  
Seismic Responses ◽  
Concrete Wall ◽  
Structural Walls ◽  
Concrete Frame ◽  
Nominal Strength ◽  
Dominant Period ◽  
Chilean Earthquake

The objectives in this paper are the followings: evaluate the seismic performance of the three buildings and compare the elastic and inelastic seismic responses of the buildings, calculated with the records CCH-NS (Chilean earthquake 2010) and SCT-EW (Mexican earthquake 1985) of the cases of strengths elastic and inelastic with nominal strength and over-strength of each model. The building 1 is a real case of a concrete wall building that collapsed during the Chilean earthquake of February 27, 2010. The building 2 was analyzed and designed with the Chilean Norm “Seismic Design of Buildings” (NCH-433) and “Reinforced Concrete–Design and Calculus Requirements” (NCH-430). The analyses and design of the building 3 was realized with the Mexican Norms “Complementary Technical Norms for seismic design” (NTC-Seismic), “Complementary Technical Norms for Design and Construction of Concrete Structures” (NTC-Concrete) of the “Code of Constructions for the Federal District” (RCDF-04). The elastic and inelastic seismic responses of each building were calculated with the step by step dynamic method. Should be avoided that the fundamental period of vibration of the structures match with the dominant period of the ground (Ts). In the design of concrete structural walls is very important classified the walls according to its slenderness in order to recognize the behavior that will govern the wall, and with it determine the detailed of the steel reinforcement that could provide the best behavior when the wall be submitted to an important earthquake.

Code-Oriented Methodology for the Seismic Design of Regular Steel Moment-Resisting Braced Frames

2014 ◽  
Vol 30 (4) ◽  
pp. 1683-1709 ◽  
Author(s):  
Edgar Tapia-Hernández ◽  
Arturo Tena-Colunga
Keyword(s):  
Seismic Design ◽  
Time History ◽  
Federal District ◽  
Design Parameters ◽  
Braced Frames ◽  
Steel Buildings ◽  
Moment Frames ◽  
Concentrically Braced Frames ◽  
Design Spectrum ◽  
Moment Resisting

In order to help improve the seismic design of regular steel buildings structured with ductile moment-resisting concentrically braced frames (MRCBFs) using the general design methodology of Mexico's Federal District Code (MFDC-04), suitable design parameters were first assessed using the results of pushover analyses of 13 regular MRCBFs. In order to insure collapse mechanisms consistent with the assumptions implicit in a code-based design (strong-column/weak-beam/weaker-brace), it is proposed to relate the minimum strength ratio for the resisting columns of the moment frames and the bracing system. Improved equations are proposed for a more realistic assessment of ductility and overstrength factors. In a second stage, the effectiveness of the improved methodology was assessed with the design of six regular steel buildings with MRCBFs. Buildings were evaluated by performing both pushover and nonlinear time-history analyses under ten selected artificial ground motions related to the corresponding design spectrum.

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