채움벽 두께에 따른 철근콘크리트 조적채움벽 골조의 면내하중에 대한 유한요소해석 = Finite Element Analysis of Reinforced Concrete Masonry Infilled Frames with Different Masonry Wall Thickness Subjected to In-plane Loading

국문 초록 (Abstract)

본 논문에서는 범용유한요소해석 프로그램인 ABAQUS를 사용하여 국내에서 사용되는 콘크리트벽돌을 조적채움벽으로 가진 철근콘크리트 골조를 대상으로 유한요소해석을 실시하였다. 해석대상은 순수골조, 채움벽의 두께가 0.5B인 골조, 두께가 1.0B인 골조의 3종류이다. 철근콘크리트 골조 및 채움벽의 재료특성은 재료시험 결과로부터 구하였으나 두께가 1.0B인 채움벽의 경우 벽돌의 쌓기방법의 차이에 의해 0.5B 두께의 실험체보다 4배 정도 증가된 인장강도를 사용하였다. 유한요소 해석결과는 실험을 통해 구한 하중-변위관계 및 변위각에 따른 균열양상을 상당히 정확하게 예측하였다. 유한요소해석 결과의 분석을 통해 조적채움벽과 골조사이의 접촉응력 및 골조의 전단력과 휨모멘트를 산정하였다.

다국어 초록 (Multilingual Abstract)

In this study, finite element analyses of masonry infilled frames using a general purpose FE program, ABAQUS, were conducted. Analysis models consisted of the bare frame, infilled frames with masonry wall thickness of 0.5B and 1.0B, respectively. The masonry walls were constructed using the concrete bricks which were generally used in Korea as infilled wall. The material properties of frames and masonry for the analysis were obtained from material tests. However, four times increased the tensile strength was used for 1.0B wall, which is seemingly due to the differences in locating the bricks. The force-displacement relation and development of crack from the FE analysis were very similar to those from the experiments. From the FEA results, contact force between the frame and masonry, distribution of shear force and bending moments in frame members were analyzed. Obtained contact stress shows a trianglur distribution, and the contact length for 0.5B speciment and 1.0B specimen were close to the value estimated using ASCE 41-06 equation and ASCE 41-13 equation, respectively. Obtained shear force and bending moment distribution seems to replicate actual behavior which originates from the contact stress and gap between the frame and masonry.

참고문헌 (Reference)

1 이원호, "조적개체 재료특성에 관한 실험적 연구" 대한건축학회 20 (20): 45-52, 2004

2 유은종, "저층 조적채움벽 철근콘크리트 골조의 내진보강 전후 동특성 변화" 한국전산구조공학회 28 (28): 293-300, 2015

3 UBC, "Uniform Building Code"

4 Manos, G. C., "The Behavior of Masonry Assemblages and Masonryinfilled R/C Frames Subjected to Combined Vertical and Cyclic Horizontal Seismic-type Loading" 45 (45): 213-231, 2012

5 Hendry, A. W., "Structural Masonry" Macmillan Education Ltd 1990

6 Mander, J. B., "Seismic Design of Bridge Piers" Dept. of Civ. Engrg., University of Canterbury 1984

7 Crisafulli, "Seismic Behavior of Reinforced Concrete Structures with Masony Infills"

8 Radnić, J., "On a Numerical Model for Static and Dynamic Analysis of in‐Plane Masonry Infilled Steel Frames, Mater" 44 (44): 423-430, 2013

9 Wang, C. Y., "Numerical Simulations of Non‐Ductile RC Frames with Infilled Brick Panel under Cyclic Loading" 31 (31): 827-840, 2008

10 Koutromanos, I., "Numerical Modeling of Masonry-Infilled RC Frames Subjected to Seismic Loads" 89 (89): 1026-1037, 2011

11 Alam, M. S., "Modelling and Analysis of Retrofitted and Un-retrofitted Masonry-Infilled RC Frames under In-plane Lateral Loading" 5 (5): 71-90, 2009

12 Dorji, J., "Modelling and Analysis of Infilled Frame Structures under Seismic Loads" 3 : 119-126, 2009

13 CEB FIP Model Code, "Material Property"

14 Stavridis, A., "Finite-ElementModeling of Nonlinear behavior of Masonry-Infilled RC Frames" 136 (136): 285-296, 2010

15 "FEMA 306"

16 Kim, H. C., "Experimental Study on the Material Properties of Unreinforced Masonry Considering Earthquake Load" 5 (5): 93-101, 2001

17 Gambarotta, L., "Damage Models for the Seismic Response of Brick Masonry Shear Walls, Part I: the Mortar Joint Model and its Applications" 26 (26): 423-439, 1997

18 "ASCE 41-13"

19 "ASCE 41-06"

20 "ABAQUS User Guide Version 6.13"