The dynamic analysis of an apartment building

1966 ◽  
Vol 56 (1) ◽  
pp. 13-34
Author(s):  
R. Shepherd
Keyword(s):  
Seismic Design ◽  
Dynamic Characteristics ◽  
Response Spectra ◽  
Design Codes ◽  
Apartment Building ◽  
Electronic Digital Computer ◽  
Earthquake Resistant ◽  
Earthquake Resistant Structures ◽  
Design Loads ◽  
Mode Response

abstract The normal-mode, response-spectra approach to the design of earthquake resistant structures forms the background to many design codes including the New Zealand one. In order to apply these codes, and thus establish the seismic design loads, predictions of the elastic dynamic characteristics of a building must be made as part of the design process. This paper describes the analysis undertaken using an electronic digital computer for the purpose of predicting the dynamic characteristics of one of New Zealand's tallest apartment buildings, the sixteen story Jerningham Apartments in Oriental Bay, Wellington.

scholarly journals Strong motion earthquake records

1974 ◽  
Vol 7 (2) ◽  
pp. 53-61
Author(s):  
P. W. Taylor
Keyword(s):  
Strong Motion ◽  
Response Spectra ◽  
Elementary Level ◽  
Acceleration Response ◽  
Earthquake Intensity ◽  
Earthquake Records ◽  
Earthquake Resistant ◽  
Earthquake Resistant Structures ◽  
San Fernando ◽  
Initial Concept

This article reviews, at an elementary level, the ways in which information from strong-motion earthquake records may be presented. The various methods of presentation are illustrated with reference to the strong-motion records obtained at Pacoima Dam, in the San Fernando earthquake of 1971. As acceleration response spectra from the basis of most codes for the design of earthquake resistant structures, the historical development of response spectra is traced from the initial concept. Simplification of presentation by the use of 'pseudo' response spectra, and the use of spectra to define earthquake intensity are outlined.

Tohoku Tsunami-Induced Building Failure Analysis with Implications for U.S. Tsunami and Seismic Design Codes

2013 ◽  
Vol 29 (1_suppl) ◽  
pp. 99-126 ◽  
Author(s):  
Gary Chock ◽  
Lyle Carden ◽  
Ian Robertson ◽  
Michael Olsen ◽  
Guangren Yu
Keyword(s):  
Seismic Design ◽  
Design Codes ◽  
Fluid Loading ◽  
Flow Equations ◽  
Structural Details ◽  
Design Loads ◽  
And Performance ◽  
American Society ◽  
Benchmark Structures ◽  
Tohoku Tsunami

The structural details of numerous damaged buildings in the Tohoku region were documented soon after the 11 March 2011 Tohoku-oki earthquake and tsunami by a reconnaissance team sponsored by the American Society of Civil Engineers. Tsunami flow depths and velocities were determined based on analysis of video records and the observed effects on simple benchmark structures in the flow. Equations for various conditions of fluid loading were then validated through failure analyses completed for several buildings, using finite element modeling and LiDAR scans. These analysis tools were applied full-scale to buildings with clearly identified failure mechanisms to validate methodologies to be included in a new chapter on “Tsunami Loads and Effects” in the ASCE 7-2016 Standard, Minimum Design Loads for Buildings and Other Structures. These findings, together with an analysis of the inherent seismic inelastic capacities of mid-rise buildings, are relevant for establishing the loadings and performance objectives proposed for the new chapter on “Tsunami Loads and Effects” in the ASCE 7 Standard.

scholarly journals A Short Note for Dr. Watabe’s Review in 1974

2006 ◽  
Vol 1 (3) ◽  
pp. 357-357
Author(s):  
Hiroshi Kuramoto ◽  
Keyword(s):  
Seismic Design ◽  
Short Note ◽  
Building Design ◽  
Structural Systems ◽  
Design Codes ◽  
Comprehensive Understanding ◽  
Basic Principles ◽  
Preceding Article ◽  
High Rise ◽  
Earthquake Resistant

In the preceding article, I reviewed two seismic design codes of the Building Standard Law of Japan, revised in 1981 and 2000, with the transition of Japanese seismic design codes. Having read the 1974 review by Dr. Makoto Watabe, I was most impressed by his comprehensive understanding of seismic structural systems for buildings – an understanding that is fresh even today, more than 3 decades later. He moves from the basic principles for seismic building design to earthquake-resistant properties of building. The general seismic design principles of buildings he has reviewed are very sound and introduced both in current seismic design codes I have reviewed and the seismic design of super high-rise buildings over 60 m high.

scholarly journals Seismic design of timber structures study group review, March 1986

1986 ◽  
Vol 19 (1) ◽  
pp. 40-47 ◽  
Author(s):  
R. Williams
Keyword(s):  
New Zealand ◽  
Seismic Design ◽  
Elastic Limit ◽  
Ductile Failure ◽  
Seismic Loading ◽  
Design Codes ◽  
Timber Structures ◽  
Structural Walls ◽  
Code Of Practice ◽  
Design Loads

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.

Analyzing and Comparing the Floor Response Spectra of the NPP Based on Different Soil Dynamic Numerical Models

2013 ◽  
Author(s):  
Xiu-yun Zhu ◽  
Rong Pan
Keyword(s):  
Power Plant ◽  
Nuclear Power Plant ◽  
Seismic Design ◽  
Nuclear Power ◽  
Numerical Models ◽  
Response Spectra ◽  
Site Conditions ◽  
Design Codes ◽  
Floor Response Spectra ◽  
Soil Dynamic

The traditional soil dynamic impedance models, recommended by the main international seismic design codes of the nuclear power plant (NPP), are only expressed by a single parallel connection system of spring and dashpot which can not reflect the dynamic stiffness varying with excitation frequencies, and also can not simulate the cases of non-homogeneous site conditions. With the recent development of soil-structure interaction (SSI) analysis, based on the damping-solvent extraction method (DSEM) and the lumped parameter models recommended by seismic design codes of ASCE4-98,RCCG which are all applicable to the homogeneous site and also massless foundation model and viscous-spring artificial boundary model of especially fit for the numerical simulation of non-homogeneous site, comparative study of both the direct method and sub-structure method is carried out in this paper. Finally, by taking the analysis of floor response spectra (FRS) for a certain CPR1000 reactor building as an example, comparative analyses of homogeneous and layered site conditions using various soil dynamic numerical models above-mentioned are performed. In addition, in order to validate the accuracy, the calculated results are compared to that of SASSI program. The results show that FRS in the horizontal direction are good agreement regardless for the homogeneous and layered site conditions, the shapes of FRS in the vertical direction change obviously in the homogeneous site condition. This paper provides some guidance and reference in the aspect of evaluation the seismic suitability for the site of nuclear power plant (NPP).

scholarly journals Ductility and Strength Reduction Factors for Degrading Structures Considering Cumulative Damage

2014 ◽  
Vol 2014 ◽  
pp. 1-7 ◽  
Author(s):  
Edén Bojórquez ◽  
Sonia E. Ruiz ◽  
Alfredo Reyes-Salazar ◽  
Juan Bojórquez
Keyword(s):  
Structural Properties ◽  
Seismic Design ◽  
Ground Motions ◽  
Strength Reduction ◽  
Cumulative Damage ◽  
Earthquake Resistant ◽  
Earthquake Resistant Structures ◽  
Simple Systems ◽  
Insight Into ◽  
Reduction Factors

The effect of cumulative damage on the strength requirements of degrading structures is assessed through the evaluation of the target ductility and corresponding strength reduction factors of simple degrading structures. While the reduction on ductility is established through the use of Park and Ang index, the suggestions given by Bojórquez and Rivera are used to model the degradation of the structural properties of the simple systems. Target ductilities and their corresponding reduced strength reduction factors are established for five sets of ground motions; most of them are recorded in California. The results given in this paper provide insight into all relevant parameters that should be considered during seismic design of earthquake-resistant structures. Finally, some recommendations to evaluate the effect of cumulative damage on seismic design are suggested.

An overview of Canadian code requirements for earthquake resistant concrete buildings

1978 ◽  
Vol 5 (3) ◽  
pp. 427-441 ◽  
Author(s):  
S. M. Uzumeri ◽  
S. Otani ◽  
M. P. Collins
Keyword(s):  
Seismic Design ◽  
Concrete Buildings ◽  
Earthquake Resistant ◽  
Design Loads ◽  
Code Provisions

After briefly reviewing the need for earthquake resistant construction in Canada, this paper summarizes the development of the Canadian code provisions for seismic design 'loads.' Canadian code provisions for detailing earthquake resistant concrete buildings and the manner in which some of these provisions are applied in practice are then described. A statement of the specific Canadian problems that still need to be solved conclude the paper.

Evaluation of floor acceleration demands from the 2017 Mexico City code seismic provisions using a continuous elastic model and records of instrumented buildings

2020 ◽  
Vol 36 (2_suppl) ◽  
pp. 213-237
Author(s):  
Miguel A Jaimes ◽  
Adrián D García-Soto
Keyword(s):  
Mexico City ◽  
Seismic Design ◽  
Soft Soil ◽  
Response Spectra ◽  
Elastic Model ◽  
Ground Acceleration ◽  
Nonstructural Components ◽  
Floor Response Spectra ◽  
Instrumented Buildings ◽  
Floor Acceleration

This study presents an evaluation of floor acceleration demands for the design of rigid and flexible acceleration-sensitive nonstructural components in buildings, calculated using the most recent Mexico City seismic design provisions, released in 2017. This evaluation includes two approaches: (1) a simplified continuous elastic model and (2) using recordings from 10 instrumented buildings located in Mexico City. The study found that peak floor elastic acceleration demands imposed on rigid nonstructural components into buildings situated in Mexico City might reach values of 4.8 and 6.4 times the peak ground acceleration at rock and soft sites, respectively. The peak elastic acceleration demands imposed on flexible nonstructural components in all floors, estimated using floor response spectra, might be four times larger than the maximum acceleration of the floor at the point of support of the component for buildings located in rock and soft soil. Comparison of results from the two approaches with the current seismic design provisions revealed that the peak acceleration demands and floor response spectra computed with the current 2017 Mexico City seismic design provisions are, in general, adequate.

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