Nonlinear Dynamic Analysis To Industrial Rc Multistory-frame

It is worthy to further analyze how much influence on frame beams and columns produced by unfavorable live-load distributions in industrial buildings and how much difference of this influence in earthquake intensity-categoiy regions 6,7, 8 and 9 while taking seismic action into account It still set a fixed adjusting coefficient (12) of column moment for Grade II in intensity-category 8 in new design code of China, which is higher than old to some extent. It is also necessary to verify by nonlinear dynamic analysis whether this increasing is enough to improve a relatively unfavorable dynamic response in intensity-category 8 under old code and whether the measures of capacity design in new code are effective for industrial buildings which have relatively heavier live-loads and the possibility of such unfavorable occasions as two plastic hinges forming at the same direction in one beam or column simultaneously. It begins with designing two reinforced concrete industrial multistory-frames according to new code in this paper, and then detailed analyzes the influence on frame beams and columns produced by unfavorable live-load distributions, and finally canies out nonlinear dynamic analysis by inputting ground motions at the intensity of intermediate earthquake and rare earthquake. The conclusions are as following: (1) Frame beams in intensity-category 6, 7 and 8 and roof beams in category 9 need to take unfavorable live-load distributions into account when considering maximum positive inner-span moment and need not when considering maximum negative moment Frame beams and columns except roof beam in category 9 don't need too. (2) Although the adjusting coefficient has been increased for Grade II in intensity-category 8, the RC stmcture in category 8 still could not form an favorite energy-consuming mechanism and demonstrates a relatively unfavorable response under rare earthquake inputs. In order to better the response, structures in category 8 also need to take the measures of determining the adjusting coefficient according to actual reinforcement in beams, which is especially necessary for industrial buildings with relative heavy live-loads. (3) The measures of capacity design in new code are effective for industrial buildings in category 9, which could guarantee the adequate seismic performance even under rare earthquake inputs. (4) Of adjusting measures of shear force capacity to moment, it is reasonable for frame beams and too conservative for frame columns in category 9, and it is acceptable for beams and possibly unsafe for columns in category 8.