• Earthquakes and Structures
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• 제9권1호
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• pp.49-71
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• 2015

The present paper aims at evaluating damage and collapse behavior of low-rise buildings with unidirectional mass irregularities in plan (torsional buildings). In previous earthquake events, such buildings have been exposed to extensive damages and even total collapse in some cases. To investigate the performance and collapse behavior of such buildings from probabilistic points of view, three-dimensional three and six-story reinforced concrete models with unidirectional mass eccentricities ranging from 0% to 30% and designed with modern seismic design code provisions specific to intermediate ductility class were subjected to nonlinear static as well as extensive nonlinear incremental dynamic analysis (IDA) under a set of far-field real ground motions containing 21 two-component records. Performance of each model was then examined by means of calculating conventional seismic design parameters including the response reduction (R), structural overstrength (${\Omega}$) and structural ductility (${\mu}$) factors, calculation of probability distribution of maximum inter-story drift responses in two orthogonal directions and calculation collapse margin ratio (CMR) as an indicator of performance. Results demonstrate that substantial differences exist between the behavior of regular and irregular buildings in terms of lateral load capacity and collapse margin ratio. Also, results indicate that current seismic design parameters could be non-conservative for buildings with high levels of plan eccentricity and such structures do not meet the target "life safety" performance level based on safety margin against collapse. The adverse effects of plan irregularity on collapse safety of structures are more pronounced as the number of stories increases.

• Earthquakes and Structures
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• 제9권1호
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• pp.195-219
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• 2015

A partial (hybrid) seismic isolation scheme for precast girder bridges in the form of a "buffer-gap-elastomeric bearings" system has been endorsed in the literature as an efficient seismic design system. However, no guides exist to detail an optimal gap size for different configurations. A numerical study is established herein for different scenarios according to Euro code seismic requirements in order to develop guidelines for the selection of optimal buffer-gap arrangements for various design cases. Various schemes are hence designed for ductile and limited ductility behavior of the bridge piers for different seismic demand levels. Seven real ground records are selected to perform incremental dynamic analysis of the bridges up to failure. Bridges with typical short and high piers are studied; and different values of initial gaps at piers are also investigated varying from a zero gap (i.e., fully locked) condition up to an initial gap at piers that is three quarters the gap left at abutments. Among the main conclusions is that the as-built initial gaps at piers (and especially large gap sizes that are ${\geq}1/2$ as-built gaps at abutments) do not practically reduce the seismic design demand and do not affect the reserve capacity of the bridge against failure for bridges featuring long piers, especially when these bridges are designed a priori for ductile behavior. To the contrary, the "buffer-gap-elastomeric bearings" system is more effective for the bridge schemes with short piers having a large difference between the stiffness of the bearings and that of their supporting (much stiffer) squat piers, particularly for designs with limited ductility. Such effectiveness is even amplified for the case of larger initial as-built gap sizes at piers.

• Earthquakes and Structures
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• 제11권4호
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• pp.583-607
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• 2016

One of the main applications of seismic risk assessment is that an specific design could be selected for a bridge from different alternatives by considering damage losses alongside primary construction costs. Therefore, in this paper, the focus is on selecting the shape of pylon, which is a changeable component in the design of a cable-stayed bridge, as a double criterion decision-making problem. Different shapes of pylons include H, A, Y, and diamond shape, and the two criterion are construction costs and probable earthquake losses. In this research, decision-making is performed by using developed seismic risk assessment process as a powerful method. Considering the existing uncertainties in seismic risk assessment process, the combined incremental dynamic analysis (IDA) and uniform design (UD) based fragility assessment method is proposed, in which the UD method is utilized to provide the logical capacity models of the structure, and the IDA method is employed to give the probabilistic seismic demand model of structure. Using the aforementioned models and by defining damage states, the fragility curves of the bridge system are obtained for the different pylon shapes usage. Finally, by combining the fragility curves with damage losses and implementing the proposed cost-loss-benefit (CLB) method, the seismic risk assessment process is developed with financial-comparative approach. Thus, the optimal shape of the pylon can be determined using double criterion decision-making. The final results of decision-making study indicate that the optimal pylon shapes for the studied span of cable-stayed bridge are, respectively, H shape, diamond shape, Y shape, and A shape.

• 한국항행학회논문지
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• 제8권1호
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• pp.26-37
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• 2004

차분 위성 항법에 있어서 빈번한 동적 변화를 수반하는 항체에 대하여 편향되지 않은 위치 추정치를 생성하기 위해서는 위상 평활화 코드 필터가 널리 사용되고 있다. 위치추정, 오차해석, 고장진단, 그리고 미지정수 결정 등 보정위성항법시스템의 다양한 응용분야에 있어서 정확한 오차공분산 정보는 중요한 역할을 담당한다. 반면, 기존의 위상 평활화 코드 필터 알고리즘들은 대부분 누적위상 측정오차에 의한 시전달 오차를 무시하므로 실재에 비하여 낙관적인 오차공분산 정보를 생성할 위험성을 내포하고 있다. 위상 평활화 코드 기법의 활용에 있어서 일관성 있고 적절한 오차공분산 정보를 생성하기 위하여 본 논문에서는 Stepwise Optimal Position Projection Filter와 Stepwise Unbiased Position Projection Filter 알고리즘을 제안하였다. 제안된 필터는 기존의 필터에 비하여 누적위상의 특성에 기인하는 시전달 오차의 특성을 정확하고 상세하게 고려하여 주며 잦은 가시위성의 변화도 함께 고려할 수 있는 장점을 가진다. 몬테카를로 시뮬레이션에 의하여 수신기 Kalman 필터, 기존의 위상 평활화 코드 필터, 그리고 제안된 두 필터들의 성능을 비교 분석 하였다.

• Earthquakes and Structures
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• 제6권1호
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• pp.71-87
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• 2014

Interaction between closely-spaced buildings subject to earthquake induced strong ground motions, termed in the literature as "seismic pounding", occurs commonly during major seismic events in contemporary congested urban environments. Seismic pounding is not taken into account by current codes of practice and is rarely considered in practice at the design stage of new buildings constructed "in contact" with existing ones. Thus far, limited research work has been devoted to quantify the influence of slab-to-slab pounding on the inelastic seismic demands at critical locations of structural members in adjacent structures that are not aligned in series. In this respect, this paper considers a typical case study of a "new" reinforced concrete (R/C) EC8-compliant, torsionally sensitive, 7-story corner building constructed within a block, in bi-lateral contact with two existing R/C 5-story structures with same height floors. A non-linear local plasticity numerical model is developed and a series of non-linear time-history analyses is undertaken considering the corner building "in isolation" from the existing ones (no-pounding case), and in combination with the existing ones (pounding case). Numerical results are reported in terms of averages of ratios of peak inelastic rotation demands at all structural elements (beams, columns, shear walls) at each storey. It is shown that seismic pounding reduces on average the inelastic demands of the structural members at the lower floors of the 7-story building. However, the discrepancy in structural response of the entire block due to torsion-induced, bi-directionally seismic pounding is substantial as a result of the complex nonlinear dynamics of the coupled building block system.

• Earthquakes and Structures
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• 제12권1호
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• pp.13-21
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• 2017

Recent seismic events occurred in Italy (Emilia-Romagna 2012, Abruzzo 2009) and worldwide (New Zealand 2010 and 2011) highlighted some of the weaknesses of precast concrete industrial buildings, especially those related to the connecting systems traditionally employed to fasten the cladding panels to the internal framing. In fact, one of the most commons fails it is possible to observe in such structural typologies is related to the out-of-plane collapse of the external walls due to the unsatisfactory behaviour of the connectors used to join the panels to the perimeter beams. In this work, the strengthening of a traditional industrial building, assumed as a case study, made by precast reinforced concrete is proposed by the adoption of a dual system allowing the reinforcement of the structure by acting both internally; by pendular columns and, externally, on the walls. In particular, traditional connections at the top of the walls are substituted by devices able to work as a slider with vertical axis while, the bottom of the walls is equipped with two or more hysteretic dampers working on the uplift of the cladding panels occurring under seismic actions. By means of this approach, the structure is stiffened; obtaining a reduction of the lateral drifts under serviceability limit states. In addition, its seismic behaviour is improved due to the additional source of energy dissipation represented by the dampers located at the base of the walls. The effectiveness of the suggested retrofitting approach has been checked by comparing the performance of the retrofitted structure with those of the structure unreinforced by means of both pushover and Incremental Dynamic Analyses (IDA) in terms of behaviour factor, assumed as a measure of the ductility capacity of the structure.

• Asian Pacific Journal of Cancer Prevention
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• 제17권2호
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• pp.609-614
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• 2016

Background: Although breast cancer is the most common cancer in women, economic evaluation of breast cancer screening is not fully addressed in developing countries. The main objective of the present study was to analyze the cost-effectiveness of breast cancer screening using mammography in 35-69 year old women in an Iranian setting. Materials and Methods: This was an economic evaluation study assessing the cost-effectiveness of a population-based screening program in 35-69 year old women residing in rural areas of South east Iran. The study was conducted from the perspective of policy-makers of insurance. The study population consisted of 35- to 69-year old women in rural areas of Kerman with a population of about 19,651 in 2013. The decision tree modeling and economic evaluation software were used for cost-effectiveness and sensitivity analyses of the interventions. Results: The total cost of the screening program was 7,067.69 US$ and the total effectiveness for screening and no-screening interventions was 0.06171 and 0.00864 disability adjusted life years averted, respectively. The average cost-effectiveness ratio DALY averted US$ for screening intervention was 7,7082.5 US$ per DALY averted and 589,027 US $ for no-screening intervention. The incremental cost-effectiveness ratio DALY averted was 6,264 US$ per DALY averted for screening intervention compared with no-screening intervention. Conclusions: Although the screening intervention is more cost-effective than the alternative (noscreening) strategy, it seems that including breast cancer screening program in health insurance package may not be recommended as long as the target group has a low participation rate.

• 콘크리트학회논문집
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• 제28권2호
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• pp.187-196
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• 2016

KBC2009에 의하면 특수전단벽과 연결되는 폭이 좁고 춤이 높은 연결보는 대각선 다발철근 보강을 실시해야 한다. 그러나 대각선 다발 철근의 사용은 시공성과 경제성에 부정적인 영향을 미칠 것으로 예상된다. 이에 본 연구에서는 4개의 서로 다른 상세를 갖는 연결보를 대상으로 주기하중 재하 실험을 실시하여 각각의 성능을 평가하였다. 또한 그 실험결과를 바탕으로 하여 특수전단벽과 연결보로 이루어진 병렬전단벽 구조시스템을 구성하여 FEMA P695에 따른 방법론으로 내진성능평가를 실시하였다.

• 가정∙방문간호학회지
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• 제10권2호
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• pp.123-131
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• 2003

This study was to compare the functional status. complication and readmission rates. and client satisfaction with nursing care of home-based care and hospital-based care for clients with Coronary Artery Bypass Graft. Raw data were collected by interviewing and reviewing charts of 41 clients with Coronary Artery Bypass Graft between June 2001 and July 2002 at an university hospital located in Seoul. Korea. Out of 41 clients. 15 were in home care group and 26 were in hospitalization group. The baseline characteristics of the groups were almost identical. Mean age was 61.7 and 75.6% of clients being male. For home care group. the data collection was made at discharge and at termination of home care. and for hospitalization group. at discharge and at the first visit of outpatient department. Complication and readmission rates were investigated at one month after operation. Collected data were then analysed by conducting Chi-square test. Wilcoxon rank sum test. and Wilcoxon signed ranks test with SPSS program. The level of significance was .05. The results of the study are summarized as follows: 1. Postoperative length of stay of the home care group was shorter than that of hospitalization group by 1. 14 days(8.45 days vs. 9.59 days). On average. 1.8 home visits per client were observed. 2. The functional status (Barthel Index) at the termination of home care was significantly increased from that at discharge. For hospitalization group. a significant increase was observed between the functional status at the discharge and that at the first visit of outpatient department. The differencies in incremental of the scores. between the groups. were however not significant. 3. Complication and readmission rates; no statistically significant difference between the groups was observed. 4. The client satisfaction with nursing care (CSS) at termination of home care was significantly higher than that at hospital discharge. In conclusion. the outcomes of the analysis suggest that the home care benefits clients with Coronary Artery Bypass Graft. Client satisfaction with nursing care rises at termination of home care as compare to that measured at hospital discharge. Meanwhile. there was no significant differences in functional status. and complication and readmission rates. Further. home care reduced the length of stay in hospital.

• International Journal of Concrete Structures and Materials
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• 제9권3호
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• pp.345-367
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• 2015

Past earthquakes have signaled the increased collapse vulnerability of mainshock-damaged bridge piers and urgent need of repair interventions prior to subsequent cascading hazard events, such as aftershocks, triggered by the mainshock (MS). The overarching goal of this study is to quantify the collapse vulnerability of mainshock-damaged substandard RC bridge piers rehabilitated with different repair jackets (FRP, conventional thick steel and hybrid jacket) under aftershock (AS) attacks of various intensities. The efficacy of repair jackets on post-MS resilience of repaired bridges is quantified for a prototype two-span single-column bridge bent with lap-splice deficiency at column-footing interface. Extensive number of incremental dynamic time history analyses on numerical finite element bridge models with deteriorating properties under back-to-back MS-AS sequences were utilized to evaluate the efficacy of different repair jackets on the post-repair behavior of RC bridges subjected to AS attacks. Results indicate the dramatic impact of repair jacket application on post-MS resilience of damaged bridge piers-up to 45.5 % increase of structural collapse capacity-subjected to aftershocks of multiple intensities. Besides, the efficacy of repair jackets is found to be proportionate to the intensity of AS attacks. Moreover, the steel jacket exhibited to be the most vulnerable repair intervention compared to CFRP, irrespective of the seismic sequence (severe MS-severe or moderate AS) or earthquake type (near-fault or far-fault).