• Proceedings of the Korea Concrete Institute Conference
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• 2001.05a
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• pp.565-570
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• 2001

Base shear and roof drift relation was acquired from experiment of 3 story ordinary moment resisting frame which was designed using gravity loads. To evaluate the dynamic behavior of the frame, analytical model was generated from experimental result. Dynamic analysis was performed using the analytical model subjected to earthquake ground motions with 500, 1000, and 2400 years of return period. And capacity spectrum method was adopted to find the performance points of the frame. Both dynamic analysis and CSM showed that the performance of the frame meet the life safety objectives suggested by FEMA 273 and ATC 40.

• Earthquakes and Structures
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• v.19 no.5
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• pp.379-393
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• 2020

The purpose of this study is to first evaluate the seismic behavior of ageing arch bridges by using the Intensity Measure - based demand and DCFD format, which is referred to as the fragility-hazard format. Then, an investigation is performed for their seismic vulnerability. Analytical models are created for bridges concerning different features and these models are subjected to Incremental Dynamic Analysis (IDA) analysis using a set of 22 earthquake records. The hazard curve and results of IDA analysis are employed to evaluate the return period of exceeding the limit states in the IM-based probabilistic performance-based context. Subsequently, the fragility-hazard format is used to assess factored demand, factored capacity, and the ratio of the factored demand to the factored capacity of the models with respect to different performance objectives. Finally, the vulnerability curves are obtained for the investigated bridges in terms of the loss ratio. The results revealed that decreasing the span length of the unreinforced arch bridges leads to the increase in the return period of exceeding various limit states and factored capacity and decrease in the displacement demand, the probability of failure, the factored demand, as well as the factored demand to factored capacity ratios, loss ratio, and seismic vulnerability. Finally, it is derived that the probability of the need for rehabilitation increases by an increase in the span length of the models.

• Journal of the Korean Geotechnical Society
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• v.35 no.2
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• pp.5-17
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• 2019

Dynamic centrifuge model test was conducted to evaluate the dynamic stability of the pile-supported slab track method during dynamic railway loading and earthquake loading. The centrifuge tests were carried out for various condition of embankment height and soft ground depth. Based on test results, we found that the bending moment was increased with embankment height and decreased with soft ground depth. In addition, it was confirmed that the pile-supported slab track system could have dynamic stability for short-period seismic loading. However, in case of long-period seismic loading, such as Hachinohe earthquake, the observed maximum bending moment reached to pile cracking moment at the return period of 2,400 year earthquake. The criterion of ratio between embankment height and soft ground depth was suggested for dynamic stability of pile-supported slab track system.

• Journal of the Korean Society of Hazard Mitigation
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• v.2 no.2 s.5
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• pp.73-83
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• 2002

HAZUS developed by FEMA is applied to estimation on seismic hazard in Chung-Nam Province using basic data on general building, population, and geology of well-logging. Through the investigation on historical and instrumental earthquakes in Korean Peninsula seismic hazard is estimated in Chung-Nam Province in two ways for calculation of acceleration, deterministically and probabilistically. In deterministic method seismic hazard in Chung-Nam Province is estimated by generation of the maximum event that occurs in Hongsung and has magnitude of 6.0. According to the result, Hongsung Gun, Yesan Gun, and Boryung City are the most severe in building damage. The expected number of people who need hospitalization in Hongsung Gun and Yesan Gun due to the earthquake are 1.1 and 0.4, respectively. In probabilistic(return period of 5,000 year) method seismic hazard in Chung-Nam Province is estimated. According to the result, Gongju City is the most severe in building damage. The expected number of people who need hospitalization in Gongju City and Nonsan City due to the earthquake are 0.1 and 0.15, respectively.

• The Journal of Engineering Geology
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• v.5 no.1
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• pp.45-58
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• 1995

A probabilistic seismic risk in the Korean Peninsula is calculated from the instrumental eaathquake data. For the purpose, an instrumental earthquake catalogue since 1905 m which parameters are readjusted to have uniformity and homogeneity in description is cornpiled through the review of all available data. The maximum potential earthquake expected in the Korean Peninsula for 100, 1000, and 4000 years are estimated to be 6.3, 7.2 and 7.8 in magnitude, respectively, from Gumbel's extreme value theory. In addition, contour rnaps representing the maximum ground acceleration expected for 100 and 1000 years are prepared using the return period method. Seismic hazart] curves in which maximum ground acceleration expressed in terms of probability of occurrence are also presented for the major populated areas.

• Proceedings of the Earthquake Engineering Society of Korea Conference
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• 1997.10a
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• pp.11-26
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• 1997

It has knows that the seismicity of the Korean Peninsula is relatively inactive than those of adjacent northern China and southwestern Japan. Recently the review of long term historical records and recent seismicity. In addition, it is considered that the modern society is more vulnerable to seismic hazard because of high urbanization and industrialization. From this viewpoint, the improvement and modification of the present regulation for aseismic design is strongly proposed. The purpose of the present study is to prepare seismic hazard maps for Korea to be used in improving the present regulation. The present study was performed as a cooperative project of eight Korean seismologists. Each seismologist calculated independently seismic hazard value at the given grid points based on his own judgement about methodology and seismicity. Then the values are unified with equal weight to produce a seismic hazard map. Seven seismic hazard maps for peak acceleration with 10 percentile probability of exceedance in 5, 10, 20, 50, 100, 250, 500 years are presented. This probability of exceedancd in such years corresponds to return period of 48, 95, 190, 475, 950, 2373, 4747 years, respectively. It is recommended to use a hazard map to be selected on the basis of the importance and the design level of structures.

• Earthquakes and Structures
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• v.8 no.1
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• pp.57-76
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• 2015

The Performance-based Earthquake Engineering (PBEE) concept implies the definition of multiple target performance levels of damage which are expected to be achieved (or not exceeded), when the structure is subjected to earthquake ground motion of specified intensity. These levels are associates to different return period (RP) of earthquakes and structural behaviors quantified with adopted factors or indexes of control. In this work an 8-level PBEE study is carried out, finding different curves for control index or Engineering Demand Parameters (EDP) of levels that assess the structural behavior. The results and the curves for each index of control allow to deduce the structural behavior at an a priori unspecified RP. A general methodology is proposed that takes into account a possible optimization process in the PBEE field. Finally, an application to 8-level seismic performance assessment to structure in a Spanish seismic zone permits deducing that its behavior is deficient for high seismic levels (RP > 475 years). The application of the methodology to a low-to-moderate seismic zone case proves to be a good tool of structural seismic design, applying a more sophisticated although simple PBEE formulation.

• Journal of the Korean Geotechnical Society
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• v.38 no.4
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• pp.59-70
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• 2022

There is a growing interest in evaluating earthquake damage and determining disaster prevention measures due to the magnitude 5.8 earthquake in Pohang, Korea. Since the liquefaction phenomena occurred extensively in the residential area as a result of the earthquake, there was a demand for research on liquefaction phenomenon evaluation and liquefaction disaster prediction. Liquefaction is defined as a phenomenon where the strength of the ground is completely lost due to a sudden increase in excess pore water pressure caused due to large dynamic stress, such as an earthquake, acting on loose sand particles in a short period of time. The liquefaction potential index, which can identify the occurrence of liquefaction and predict the risk of liquefaction in a targeted area, can be used to create a liquefaction hazard map. However, since liquefaction assessment using existing field testing is predicated on a single borehole liquefaction assessment, there has been a representative issue for the whole targeted area. Spatial interpolation and geographic information systems can help to solve this issue to some extent. Therefore, in order to solve the representative problem of geotechnical information, this research uses the kriging method, one of the geostatistical spatial interpolation techniques, and constructs a geotechnical information database for liquefaction and spatial interpolation. Additionally, the liquefaction hazard map was created for each return period using the constructed geotechnical information database. Cross validation was used to confirm the accuracy of this liquefaction hazard map.

• Earthquakes and Structures
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• v.7 no.4
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• pp.571-586
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• 2014

This paper presents experimental and numerical study on seismic performance of a super tall steel tower structure. The steel tower, with a height of 388 meters, employs a steel space truss with spiral steel columns to serve as its main lateral load resisting system. Moreover, this space truss was surrounded by the spiral steel columns to form a steel mega system in order to support a 12-story platform building which is located from the height of 230 meters to 263 meters. A 1/40 scaled model for this tower structure was made and tested on shake table under a series of one- and two-dimensional earthquake excitations with gradually increasing acceleration amplitudes. The test model performed elastically up to the seismic excitations representing the earthquakes with a return period of 475 years, and the test model also survived with limited damages under the seismic excitations representing the earthquakes with a return period 2475 years. A finite element model for the prototype structure was further developed and verified. It was noted that the model predictions on dynamic properties and displacement responses agreed reasonably well with test results. The maximum inter-story drift of the tower structure was obtained, and the stress in the steel members was investigated. Results indicated that larger displacement responses were observed for the section from the height of 50 meters to 100 meters in the tower structure. For structural design, applicable measures should be adopted to increase the stiffness and ductility for this section in order to avoid excessive deformations, and to improve the serviceability of the prototype structure.

• Journal of the Computational Structural Engineering Institute of Korea
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• v.24 no.6
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• pp.617-627
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• 2011

This paper presents the results of analytical simulation of shake-table responses of a 1:5 scale 10-story reinforcement concrete(RC) residential building model by using the PERFORM-3D program. The following conclusion are drawn based on the observation of correlation between experiment and analysis; (1) The analytical model simulated fairly well the global elastic behavior under the excitations representative of the earthquake with the return period of 50 years. Under the design earthquake(DE) and maximum considered earthquake(MCE), this model shows the nonlinear behavior, but does not properly simulate the maximum responses, and stiffness and strength degradation in experiment. The main reason is considered to be the assumption of elastic slab. (2) Although the analytical model in the elastic behavior closely simulated the global behavior, there were considerable differences in the distribution of resistance from the wall portions. (3) Under the MCE, the shear deformation of wall was relatively well simulated with the flexural deformation being overestimated by 10 times that of experiment. This overestimation is presumed to be partially due to the neglection of coupling beams in modeling.