연결보의 이력단계별 에너지 소산계수의 변화에 관한 연구 = Analyzing Energy Dissipation Coefficient Changes in Each Hysteresis Step of Coupling Beams

국문 초록 (Abstract)

철근콘크리트 부재는 이력거동 시 핀칭과 강성 및 강도 저하로 인한 에너지소산을 경험하므로, 비선형 시간이력해석 시 재료 및 부재의 이력거동 특성을 적절히 고려해야 한다. 에너지소산계수는 소산에너지와 이상화된 탄소성 거동에너지의 비율로 구하며, 이력거동이 진행됨에 따라 감소할 것으로 예상된다. 그러나 지침서(AIK-B-2021-001)에서는 각 부재별로 단일한 에너지 소산 계수를 제안하고 있다. 본 연구에서는 기존 실험 결과와 Perform 3D의 Shear Hinge Displacement Type 요소를 이용한 비선형 시간이력해석을 통해 연결보의 에너지소산계수의 변화를 관찰하였다. 이상화된 탄소성 에너지를 구하기 위해 이력 거동 모델을 정립하였다. 결론적으로, 이력단계가 진행됨에 따라 에너지소산계수는 감소하는 것으로 관찰되었으며, 이를 정량화하였다.

다국어 초록 (Multilingual Abstract)

Reinforced concrete members undergo energy dissipation as they experience pinching and a reduction in both stiffness and strength duringhysteretic behavior. Thus, it is crucial to adequately account for the hysteretic behavior characteristics of materials and members in nonlineartime history analysis. The energy dissipation coefficient, which measures how energy is lost during cyclic behavior, is expected to decreaseas the behavior progresses. However, current guidelines referred to as AIK-B-2021-001 suggest a single energy dissipation factor for eachmember. In this study, changes were observed in the energy dissipation coefficient of coupling beams based on existing experimental resultsand nonlinear time history analysis using the Shear Hinge Displacement Type element of Perform 3D. A model was established for thehysteretic behavior to determine the idealized elastoplastic energy. In conclusion, it was found that the energy dissipation coefficient decreasedas the hysteretic behavior advanced, and this change was quantified.

참고문헌 (Reference)

• 1 Hwang, K. L, "Seismic performance of high-rise reinforced concrete wall building structures" Korea University 2016
• 2 Takeda, T., "Reinforced Concrete Response to Simulated Earthquakes" 96 (96): 2557-2572, 1970
• 3 Architectural Institute of Korea & Korea Concrete Institute, "Non-linear analysis model for performance-based seismic design of reinforced concrete building structures"
• 4 Korea Infrastructure Safety Corporation, "Guidelines for evaluating the seismic performance of existing facilities"
• 5 Naish, D., "Experimental Evaluation and Analytical Modeling of ACI 318-05/08 Reinforced Concrete Coupling Beams Subjected to Reversed Cyclic Loading" Charles Pankow Foundation School of Engineering and Applied Science University of California 2009
• 6 Clough, R. W., "Effect of Stiffness Degradation on Earthquake Ductility Requirements" 195-198, 1966
• 7 Land and Housing Institute, "Developement of Non-linear Hysteretic Model for the Performance Based Design(1)" 2015
• 8 Ministry of Land, Infrastructure and Transport, "Concrete seismic design standard KDS 14 20 80"
• 9 Computers & Structures INC, "Components and Elements for PERFORM-3D and PEFORM-COLLAPSE, Ver 5"
• 10 Moehle, J., "Case Studies of the Seismic Performance of Tall Buildings Designed by Alternative Means_Task 12 Report for the Tall Buildings Initiative" Pacific Earthquake Engineering Research Center, University of California, Berkeley 2011