• 대한토목학회논문집
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• 제34권6호
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• pp.1831-1836
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• 2014

공학적 측면에서 확률론적 액상화 재해 작성법이 점차 요구됨에 따라, 본 연구에서는 실제 액상화 피해 현장의 액상화 가능 지수(Liquefaction Potential Index, LPI)를 이용한 로지스틱 회귀분석으로 액상화 피해 확률을 예측하였다. 또한 이 분석을 바탕으로 광역지역의 액상화 재해도 기법을 제시하였다. 사례 연구로서 미국 세인트루이스 지역 홍수평야의 표준관입시험(273 곳) 결과를 대상으로 LPI를 산정하였고 최대지반가속도를 코크리깅의 이차변수로 적용하여 보간하였다. 연구결과, 일부 구역에서 연약지반과 얕은 지하수위로 인해 LPI 값이 5이상으로 나타나, 액상화로 인한 지반 피해 확률이 0.5 이상으로 예측되었다.

• Earthquakes and Structures
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• 제22권1호
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• pp.95-107
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• 2022

This paper introduces a novel, rigorous, and efficient probabilistic methodology for the performance-based optimal design (PBOD) of semi-active tuned mass damper (SATMD) for seismically excited nonlinear structures. The proposed methodology is consistent with the modern performance-based earthquake engineering framework and aims to design reliable control systems. To this end, an optimization problem has been defined which considers the parameters of control systems as design variables and minimization of the probability of exceeding a targeted structural performance level during the lifetime as an objective function with a constraint on the failure probability of stroke length damage state associated with mass damper mechanism. The effectiveness of the proposed methodology is illustrated through a numerical example of performance analysis of an eight-story nonlinear shear building frame with hysteretic bilinear behavior. The SATMD with variable stiffness and damping have been designed separately with different mass ratios. Their performance has been compared with that of uncontrolled structure and the structure controlled with passive TMD in terms of probabilistic demand curves, response hazard curves, fragility curves, and exceedance probability of performance levels during the lifetime. Numerical results show the effectiveness, simplicity, and reliability of the proposed PBOD method in designing SATMD with variable stiffness and damping for the nonlinear frames where they have reduced the exceedance probability of the structure up to 49% and 44%, respectively.

• Earthquakes and Structures
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• 제15권3호
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• pp.319-334
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• 2018

In this paper, an analytical study was carried out to propose an optimum base-isolated system for the design of steel structures equipped with lead rubber bearings (LRB). For this, 5 and 10-storey steel moment resisting frames (MRFs) were designed as Special Moment Frame (SMF). These two-dimensional and three-bay frames equipped with a set of isolation systems within a predefined range that minimizes the response of the base-isolated frames subjected to a series of earthquakes. In the design of LRB, two main parameters, namely, isolation period (T) and the ratio of strength to weight (Q/W) supported by isolators were considered as 2.25, 2.5, 2.75 and 3 s, 0.05, 0.10 and 0.15, respectively. The Force-deformation behavior of the isolators was modelled by the bi-linear behavior which could reflect the nonlinear characteristics of the lead-plug bearings. The base-isolated frames were modelled using a finite element program and those performances were evaluated in the light of the nonlinear time history analyses by six natural accelerograms compatible with seismic hazard levels of 2% probability of exceedance in 50 years. The performance of the isolated frames was assessed in terms of roof displacement, relative displacement, interstorey drift, absolute acceleration, base shear and hysteretic curve.

• 한국지진공학회:학술대회논문집
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• 한국지진공학회 2005년도 학술발표회 논문집
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• pp.18-25
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• 2005

Stochastic ground-motion method is adopted to simulate horizontal PGA values for the offshore Uljin earthquake recorded at nationwide seismic stations. For this purpose, the Fourier spectra are calculated at every stations based on comprehensive results of wave propagation and site effect which were previously revealed through inversion process applied to large accumulated spectral D/B. In addition, the apparent source spectrum of the offshore Uljin earthquake is estimated by removing the path and site response from the observed spectra. The distance dependent time-duration model is revised by iteratively fitting the PGA values generated by using the raw spectra data to the observed PGA data. The stochastic ground-motion method predicts the observed PGA values within a error of ${\sigma}_{log10}=0.1$. Transfer functions of a site relative to another site are estimated based on the error residual of the inversion results and used to convert PGA values at multiple stations to expected PGA values at a reference station of TJN. The converted PGA values can be used as basic data to evaluate the ground-motion attenuation relations developed for seismic hazard analysis that concerns the large damaging earthquakes.

• Earthquakes and Structures
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• 제25권2호
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• pp.135-148
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• 2023

The structure-soil-structure interaction (SSSI) effect in adjacent structures may affect the liquefaction-induced damage of shallow foundation structures. The existing studies only analysed the independent effects on the structural dynamic response but ignored the coupling effect of height difference and distance of adjacent structures (F) on liquefied foundations on the dynamic response. Therefore, this paper adopts finite element and finite difference coupled dynamic analysis method to discuss the effect of the F on the seismic response of shallow foundation structures. The results show that the effect of the short structure on the acceleration response of the tall structure can be neglected as F increases when the height difference reaches 2 times the height of the short structure. The beneficial effect of SSSI on short structures is weakened under strong seismic excitations, and the effect of the increase of F on the settlement ratio gradually decreases, which causes a larger rotation hazard. When the distance is smaller than the foundation width, the short structure will exceed the rotation critical value and cause structural damage. When the distance is larger than the foundation width, the rotation angle is within the safe range (0.02 rad).

• Earthquakes and Structures
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• 제3권6호
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• pp.869-887
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• 2012

Ground motion scaling techniques are actively debated in the earthquake engineering community. Considerations such as what amplitude, over what period range and to what target spectrum are amongst the questions of practical importance. In this paper, the effect of various ground motion scaling approaches are explored using three reinforced concrete prototypical building models of 8, 12 and 20 stories designed to respond nonlinearly under a design level earthquake event in the seismically active Southern California region. Twenty-one recorded earthquake motions are selected using a probabilistic seismic hazard analysis and subsequently scaled using four different strategies. These motions are subsequently compared to spectrally compatible motions. The nonlinear response of a planar frameidealized building is evaluated in terms of plasticity distribution, floor level acceleration and uncorrelated acceleration amplification ratio distributions; and interstory drift distributions. The most pronounced response variability observed in association with the scaling method is the extent of higher mode participation in the nonlinear demands.

• 콘크리트학회논문집
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• 제19권1호
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• pp.91-102
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• 2007

최근 세계 각 지역의 지진피해를 계기로 철근콘크리트 교량 구조물의 비탄성 거동 능력에 기초한 새로운 내진설계법의 필요성이 대두되었다. 본 연구는 철근콘크리트 교량에 대한 성능에 기초한 취약도 해석 결과를 제시하였다. 철근콘크리트 교량의 비선형 시간이력해석을 위해 몬테칼로시뮬레이션(Monte carlo simulation) 기법이 이용되었다. 취약도 곡선을 산출하기위해 로그정규분포(log-normal distribution)를 보이는 두 변수를 이용하였으며 이러한 취약도 변수는 철근콘크리트 교각의 손상을 각각의 손상 기준에 따라 최대우도법(maximum likelihood method)을 이용하여 산출하였다. 취약도 곡선을 산출하기위하여 5종의 손상 상태를 교각의 내진성능에 가장 큰 영향을 미치는 변위연성도와 곡률연성도로 제시하였다. 각각의 손상 상태는 여러 실험 결과를 토대로 연성도를 이용하여 정량적으로 제시하였다. 따라서, 본 연구에서는 철근콘크리트 교각의 성능에 기초한 취약도 곡선을 제시하였다. 이러한 취약도 분석 기법은 다양한 교량 구조물의 지진에 의한 손상확률을 도출할 수 있으며 나아가 지진 재해도를 작성할 수 있을 것으로 판단된다.

• Earthquakes and Structures
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• 제23권2호
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• pp.129-138
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• 2022

One of the objectives to prevent building pounding between two adjacentstructures is to considerseparation distance or decrease relative displacement during seismic excitation. Although the majority of building codes around the world have basically suggested some equations or approximately recommended various distances between structuresto avoid pounding hazard, but a lot of reportsin zone of pounding have obviously shown thatsafety situation or economic consideration are not always provided due to the collisions between buildings and the cost of land, respectively. For this purpose, a dynamic MDOF model by having base isolation system is numerically considered and using various earthquake records, relative displacements are mathematically investigated. Different equations to determine the value of damping ratio are collected and the results of evaluations are listed for comparison among them to present a new equation for determination of impact damping ratio. Presented equation is depends significantly on impact velocity before and after impact based on artificial neural network, which the accuracy of them is investigated and also confirmed. In order to select the optimum equation, hysteresisloop of impact between base of building and rubber bumper is considered and compared with the hysteresis loop of each impact, calculated by different equations. Finally, using representative equation, the effect of thickness, number and stiffness of rubber bumpers are numerically investigated. The results of analysis indicate that stiffness and number of bumpers have significantly affected in zone of impact force while the thickness of bumpers have not shown significant influence to calculate impact force during earthquake. For instance, increasing the number of bumpers, gap size between structures and also the value of stiffness is caused to decrease impact force between models. The final evaluation demonstrates that bumpers are able to decrease peak lateral displacement of top story during impact.

• 한국방재학회 논문집
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• 제2권1호
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• pp.135-141
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• 2002

내진설계에 이용되는 지반진동과 관련된 주요 입력자료는 지진재해도 및 지반 응답스펙트럼 등이 있고 이러한 지진재해도 및 지반 응답스펙트럼을 평가하기 위하여 지역특성에 고유한 감쇠식이 필수적이다. 지역특성에 적합한 지반진동 감쇠식의 계수를 결정하기 위해 지진원 변수 및 지진파 전달특성 변수가 반드시 필요하고 본 논문에서는 지진원 변수 및 지진파 전달특성 변수를 평가하였다. 지진원 변수 및 지진파 전달특성 변수는 관측 지반 지진동에 대해 비선형적인 지배방정식을 이루고 있는 모델을 이용하였다. 이러한 비선형 지배방정식에 대한 수치해석 알고리즘을 통하여 지진원 변수 및 지진파 전달특성 변수 전체를 동시에 구하였다. 지반진동 자료는 주로 한반도 동남부 지역에서 발생하여 경상분지 주변 관측망에서 관측된 지반진동 자료를 이용하였다. 분석결과에 의하면 3개 지진원의 모멘트 지진규모(Mw)는 각각 2.9, 3.1 및 3.2로 분석되었다. 또한 3개 지진원의 코너 주파수는 각각 8.2, 6.9 및 8.3 Hz로 분석되었다. 그리고 지각 심부의 비탄성 감쇠율(Qo) 및 주파수 지수값 (${\eta}$)은 약 211 및 0.63으로 평가되었다. 지각 천부의 비탄성 감쇠율(${\kappa}$)은 각각의 관측소에서 약 0.02에서 약 0.06의 범위의 값을 가지고 있는 것으로 평가하였다. 결론적으로 하부지각 및 상부 지각의 비탄성 감쇠율 값을 미국 중동부와 서부와 비교할 경우 미국의 서부지역과 유사한 값을 보여주었다. 또한 지진원의 특성도 응력강하값 만을 고려한다면 역시 미국의 서부지역과 유사한 값을 보여주었다.TEX>의 범위로서 관측치와 거의 일치하였다. 그리고 분석유역의 양수 전의 모의발생분석 결과를 이용하여 지하등수두분포와 유속벡터를 산정한 결과 지하수 유동분포는 높은오름과 문석이오름 등에서 월랑봉, 용눈이오름 및 손자봉 등 각 방향으로 고르게 유출되고 있는 것으로 분석되었다. 이러한 분석결과는 MODFLOW모델과 비교할 때 일치된 결과를 나타내었다.기 등 벼 생육의 질적인 변화를 보이는 시기에 따라 나누어 분석하는 것이 변화추이를 더 잘 설명하는 것으로 나타났다. 모든 군에서 법랑질에 대한 광중합 복합레진의 미세전단 결합강도는 화학중합 복합레진보다 통계학적으로 높게 나타났다 (p < 0.05). 4. 모든 접착제와 법랑질 계면은 긴밀한 접합을 나타내어 화학중합 복합레진과 접착제 간에 비적합성이 나타나지 않았다.이를 나타내었다. (F = 49.705, p = 0.000) 3. B-IM군의 Ra 증감율은 F 군에 비해 210.72%감소되었으며, B-8 군과 B-15군의 Ra 증감율은 B-IM군에 비해 각각 35.49%와 51.35% 증가되었다. 4. FE-SEM 관찰에서 B-IM 군은 매우 평활한 복합레진 표면을 나타내었고, B-8 군은 전체적으로 평활한 복합레진 표면을 보였지만 표면에 수직으로 아주 얕은 흠집을 나타내었다. B-15 군은 복합레진 표면의 중앙에서 B-8군보다 더 넓고 불규칙한 수직의 흠집을 나타내었고, B-18군은 복합레진 표면 전체에 넓은 흠집을 나타내었다.교적 낮은 농도의 영양염류를 가지고 있고, 많은 처리수량을 요구하는 부영양화된 저수지의 수질개선을 위해서는 높은 수리학적 부하조건에서 시간당 정화량을 늘리는 관리방법이

• Earthquakes and Structures
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• 제16권3호
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• pp.311-320
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• 2019

Obelisks are historical monuments. There are several obelisks dating from ancient Egyptian period, located around various parts of the world. The city of Istanbul is a home to the Obelisk of Theodosius at the Hippodrome. Due to the expectation of a large event in the near future, the evaluation of seismic response of the Obelisk gets importance. Therefore, in this study structural dynamic behavior of the Obelisk was investigated using discrete element approach. Nonlinear dynamic analyses were performed using real and synthetic time series. Real and synthetic ground motions analyzed from this study seems consistent with the earthquake hazard levels that would be expected at the site of the Obelisk in the occurrence of an event of moment magnitude above 7.0 near Istanbul. Results are evaluated in terms of variation of displacement, relative displacement of adjacent blocks, normal stress and shear stress in time.