scholarly journals Determination of floor response spectra for the Brookhaven HFBR reactor building structure

1978 ◽  
Author(s):  
M. Subudhi ◽  
H. Goradia
Keyword(s):  
Response Spectra ◽  
Building Structure ◽  
Floor Response Spectra ◽  
Reactor Building

Reanalysis of the floor response spectra of the Ignalina Nuclear Power Plant Reactor Building

2017 ◽  
Vol 324 ◽  
pp. 260-268
Author(s):  
Gintautas Dundulis ◽  
Rimantas Kačianauskas ◽  
Darius Markauskas ◽  
Eugeniuš Stupak ◽  
Stanislav Stupak ◽  
...  
Keyword(s):  
Power Plant ◽  
Nuclear Power Plant ◽  
Nuclear Power ◽  
Response Spectra ◽  
Floor Response Spectra ◽  
Reactor Building ◽  
Plant Reactor

Parametric Study on the Floor Response Spectra and the Damage Potential of Aircraft Impact Induced Vibratory Loading

2010 ◽  
Vol 5 (4) ◽  
pp. 417-425 ◽  
Author(s):  
Anton Andonov ◽  
◽  
Kiril Apostolov ◽  
Dimitar Stefanov ◽  
Marin Kostov
Keyword(s):  
Response Spectra ◽  
Time Function ◽  
Damage Potential ◽  
Floor Response Spectra ◽  
Factors Influencing ◽  
Reactor Building ◽  
Impact Area ◽  
Motion Parameters ◽  
The Impact ◽  
Large Aircraft

Assessment of the effects of a large aircraft impact on a NPP reactor building are the basic topics of the present work. The focus is on the dynamic response of the internal sub-structures, by means of floor response spectra. Factors influencing the floor response spectra, as the nonlinearities of the impact area, load time function shape and the impact velocity are pointed out and subsequent conclusions are made. Alternative motion parameters for assessment of the damage potential and procedure for indirect assessment of the equipment capacity are also discussed.

scholarly journals Towards Seismic Design of Nonstructural Elements: Italian Code-Compliant Acceleration Floor Response Spectra

2021 ◽  
Vol 2021 ◽  
pp. 1-18
Author(s):  
Beatrice Chichino ◽  
Simone Peloso ◽  
Davide Bolognini ◽  
Claudio Moroni ◽  
Daniele Perrone ◽  
...  
Keyword(s):  
Seismic Design ◽  
Earthquake Engineering ◽  
Response Spectrum ◽  
Response Spectra ◽  
Building Structure ◽  
Reinforced Concrete Frame ◽  
Dynamic Simulations ◽  
Concrete Frame ◽  
Floor Response Spectra ◽  
Frame Building

Seismic risk reduction of a building system, meant as primary building structure and nonstructural elements (NSEs) as a whole, must rely upon an adequate design of each of these two items. As far as NSEs are concerned, adequate seismic design means understanding of some basic principles and concepts that involve different actors, such as designers, manufacturers, installers, and directors of works. The current Italian Building Code, referred to as NTC18 hereinafter, defines each set of tasks and responsibilities in a sufficiently detailed manner, rendering now evident that achieving the desired performance level stems from a jointed contribution of all actors involved. Bearing in mind that seismic design is nothing else than proportioning properly seismic demand, in terms of acceleration and/or displacement, and the corresponding capacity, this paper gives a synthetic and informative overview on how to evaluate these two parameters. To shed some light on this, the concept of acceleration floor response spectrum (AFRS) is firstly brought in, along with basics of building structure-NSEs interaction, and is then deepened by means of calculation methods. Both the most rigorous method based on nonlinear dynamic simulations and the simplified analytical formulations provided by the NTC18 are briefly discussed and reviewed, trying to make them clearer even to readers with no structural/earthquake engineering background because, as a matter of fact, NSEs are often selected by architects and/or mechanical or electrical engineers. Lastly, a simple case study, representative of a European code-compliant five-storey masonry-infilled reinforced concrete frame building, is presented to examine differences between numerical and analytical AFRS and to quantify accuracy of different NTC18 procedures.

Floor Response Spectra of Loviisa NPP Reactor Buildings

2010 ◽  
Author(s):  
Jukka Ka¨hko¨nen ◽  
Pentti Varpasuo
Keyword(s):  
Material Properties ◽  
Nuclear Power ◽  
Ground Motions ◽  
Response Spectra ◽  
Primary Circuit ◽  
Fe Model ◽  
Floor Response Spectra ◽  
Modal Damping ◽  
Reactor Building ◽  
Circuit Components

For the updated seismic probabilistic risk assessment of the Loviisa nuclear power plant in Finland, knowledge of reactor building floor response spectra were needed. For this purpose a large finite element (FE) model of the reactor building was constructed. The model included all the major primary circuit components. The FE -model was parameterized and the Latin hypercube method was utilized to construct sixty samples of reactor building. Parameters used were material properties for concrete and steel, modal damping and the ground motion. The ground motions were derived from the seismic studies conducted for the Loviisa site. Following results were achieved in this analysis: The probabilistic spectra were determined for different elevations in the reactor building as well as for the representative locations in the main mechanical components that were explicitly modeled.

Inclusion of Aircraft Crash into NPP Design Bases and Probabilistic Justification of Loads on Civil Structures and Equipment

2020 ◽  
pp. 35-47
Author(s):  
Nikita Chernukha
Keyword(s):  
Nuclear Power ◽  
Response Spectra ◽  
Mechanical Action ◽  
Exceedance Probability ◽  
Civil Structures ◽  
Method Of Calculation ◽  
Floor Response Spectra ◽  
Aircraft Trajectory ◽  
Probabilistic Justification ◽  
Aircraft Crash

The article is about nuclear power plant (NPP) safety analysis in case of aircraft crash. Specifically, the article considers the following problems: inclusion of aircraft crash into NPP design bases regarding calculation of frequency of an aircraft crash into NPP; aspects of justification of loads on NPP structures, systems and components (SSCs) caused by mechanical action of a primary missile – aircraft fuselage impact. Probabilistic characteristics of such random parameters as frequency of aircraft crash and direction of aircraft trajectory are determined by the results of analysis of world statistics of aviation accidents. Method of calculation of aircraft crash frequency on structures, buildings and NPP as a whole is presented. It takes into account options of accidental and intentional aircraft crashes and various aircraft approach scenarios. Procedure of probabilistic justification of loads on civil structures under aircraft impact is described. The loads are specified so as not to exceed allowable value of failure probability of NPP as a whole. Calculation of failure frequency of civil structures of existing NPP is given as an example to show analysis in case of a crash of an aircraft heavier than considered in NPP design. Procedure of probabilistic justification of dynamic loads on NPP equipment in case of aircraft impact is described. Method of floor response spectra (FRS) calculation with the required non-exceedance probability is given. Probabilistically justified loads in case of intentional aircraft impact (act of terrorism) are also considered. Additionally it is presented how internal forces calculated with the use of FRS with the required non-exceedance probability can be summed to provide analysis of subsystems.

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.

Concurrent Design Forces in Structures under Three-Component Orthotropic Seismic Excitation

2002 ◽  
Vol 18 (1) ◽  
pp. 1-17 ◽  
Author(s):  
K. Anastassiadis ◽  
I. E. Avramidis ◽  
P. Panetsos
Keyword(s):  
Ground Motion ◽  
Design Procedure ◽  
Strong Motion ◽  
Response Spectra ◽  
Concurrent Design ◽  
Motion Model ◽  
Specific Point ◽  
Extreme Stress ◽  
Seismic Motion

According to the model of Penzien and Watabe, the three translational ground motion components on a specific point of the ground are statistically noncorrelated along a well-defined orthogonal system of axes p, w, and v, whose orientation remains reasonably stable over time during the strong motion phase of an earthquake. This orthotropic ground motion is described by three generally independent response spectra Sa, Sb, and Sc, respectively. The paper presents an antiseismic design procedure for structures according to the above seismic motion model. This design includes a) determination of the critical orientation of the seismic input, i.e., the orientation that gives the largest response, b) calculation of the maximum and the minimum values of any response quantity, and c) application of either the Extreme Stress Method or the Extreme Force Method for determining the most unfavorable combinations of several stress resultants (or sectional forces) acting concurrently at a specified section of a structural member.

Sign in / Sign up

Export Citation Format

Share Document