Finite Element Analysis of Reinforced Concrete Masonry Infilled Frames with Different Masonry Wall Thickness Subjected to In-plane Loading

??? ??????????????? ???????????????????????? ??????????????? ABAQUS??? ???????????? ???????????? ???????????? ????????????????????? ????????????????????? ?????? ?????????????????? ????????? ???????????? ????????????????????? ???????????????. ??????????????? ????????????, ???????????? ????????? 0.5B??? ??????, ????????? 1.0B??? ????????? 3????????????. ?????????????????? ?????? ??? ???????????? ??????????????? ???????????? ??????????????? ??????????????? ????????? 1.0B??? ???????????? ?????? ????????? ??????????????? ????????? ?????? 0.5B ????????? ??????????????? 4??? ?????? ????????? ??????????????? ???????????????. ??????????????????????????? ????????? ?????? ?????? ??????-???????????? ??? ???????????? ?????? ??????????????? ????????? ???????????? ???????????????. ?????????????????? ????????? ????????? ?????? ?????????????????? ??????????????? ???????????? ??? ????????? ???????????? ??????????????? ???????????????. 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.??? ????????? ??????????????? ???????????? ????????????????????? ???????????????(13AUDP-B066083-01)??? ?????? ?????????????????????