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송영용,박익태,이환우 한국전산구조공학회 2019 한국전산구조공학회논문집 Vol.32 No.6
The objective of this study is to develop a new type of buried sensor module that can directly assess pre-stressed concrete by measuring strain using a hetero-core optical fiber sensor. In this regard, experiments were conducted to evaluate the performance of the sensor using an exposure sensor module. Based on the experimental results, when the values of the displacement control velocity were 0.12 mm/min and 1.80 mm/min, the corresponding delays in the measurement were 52.1 s and 2.6 s respectively, which indicated that the maximum delay between the two measurements was a factor of 19. Due to the measurement delay phenomena, the sensor module used in the experiments cannot be employed to check the real-time state of the structure. Thus, additional experiments were needed to develop a new sensor module that can measure the real-time state of the structure. To investigate the cause of the measurement delay phenomena, three experiments were conducted. It was confirmed that measurement delay is mainly attributed to frictional resistance. The measurement delay phenomena were not observed in the experiments using the friction-removed device. 본 연구는 헤테로코어 광파이버 센서를 활용하여 콘크리트 내부에서 발생되는 변형률의 측정을 통해 콘크리트의 프리스트레스를 직접 평가할 수 있는 새로운 매립형 센서모듈 개발을 최종 목표로 하고 있다. 이를 위하여 노출형 센서모듈을 이용한 성능발현 실험결과는 가력속도 0.12, 1.80mm/min일 때 52.1, 2.6sec로 최대 약 19배의 계측 지연현상이 발생하였다. 계측 지연현상은 구조물의 실시간 변화 상태를 계측하지 못하는 경우로 실시간 계측이 가능한 센서모듈의 개발을 위해서 추가실험이 필요한 것으로 판단하였다. 계측 지연현상 원인규명 실험은 3가지의 실험을 계획하였으며, 실험결과는 마찰저항에 의한 계측 지연이 지배적으로 확인되었다. 마찰이 제거된 장치를 이용한 센서모듈의 실험결과에서는 계측 지연현상이 나타나지 않은 것으로 확인되었다.
부분 포스트 텐션닝 방법에 의한 2경간 연속화 교량의 최적단면 설계에 관한 연구
이환우,송영용 釜慶大學校 1999 釜慶大學校 論文集 Vol.4 No.1
In this paper, the new continuity method was applied to design the serveral bridges with the span length of 25m, 30m, 35m, 40m, 45m and the optimal sections of precast prestressed U-type were also decided. Additionally, the economics and efficiency of spliced U-type sections in each span were analyzed in contrast with the simple supported I-type precast prestressed girders and preflex girders. As a result, the beam depth of spliced U-type girder was reduced about 550mm through the cost increasing of 20% in contrast with the simple I-type precast girder of 2600mm in 40m span bridge. The sectional efficiency factors as 0.76~0.99 were also higher than the I-type girder of 0.66 as theaverage value. On the other hand, the beam depth of the preflex girder is generally designed as lower as 1100mm in the comparison with the I-type girder of that span length, however, it may need the cost increasing of 160%.