Study on the Improvement Effect of Rocking Wall Internal Force in Multiple Rocking Sections System and Analysis of Influencing Parameters

doi:10.12141/j.issn.1000-565X.220481

Abstract

Abstract:

Using multiple rocking sections system can effectively reduce the internal force demand of the rocking wall itself while ensuring the improvement of structural deformation and seismic performance. This form also has the advantages of being easier to manufacture, transport, and install. In order to analyze the improvement effect of multiple rocking sections system on the internal force of the rocking wall, the paper derived a simplified calculation formula for the displacement of frame structure in multiple pinned rocking wall system and internal force of multiple pinned rocking wall by combining the characteristics of segmented rocking walls and different boundary conditions from rocking at base only system. And it further analyzed the influence of the rocking wall stiffness ratio and the number of rocking sections on the internal force of the rocking wall, which was compared with the corresponding situation of rocking at base only system. The research shows that the peak value and variation range of internal forces can be significantly reduced when setting multiple rocking sections over the height of rocking system in comparison to full slice rocking system. Under uniform distributed load, the distribution regularities of bending moment and shear force of each section of rocking wall in multiple rocking sections system is similar. Furthermore, the peak bending moment of the rocking wall in rocking at base only system is m² times that of the rocking wall section in multiple rocking sections system, and the peak shear force of the rocking wall in rocking at base only system is m times that of the rocking wall section in multiple rocking sections system. However, when subjected to inverted triangle load, the bending moment and shear force of the upper rocking wall section are larger than those of the lower rocking wall section in multiple rocking sections system. The influence of stiffness ratio on rocking wall internal forces is obvious when the ratio varies in an appropriate scope of 1.0~5.0. When the stiffness ratio increases in this scope, the influence extent increases first and then decreases. When the stiffness ratio is not in this scope, whether too large or too small, the internal force of rocking wall is not sensitive to this parameter. At this point, the improvement effect of the rocking wall internal force by the stiffness ratio is not significant. The decreasing amplitude of rocking wall internal force decreases with the increase of the number of rocking sections, so when using multiple rocking sections system, the number of rocking sections should not be too large. In addition, the analysis also shows that the influence of the stiffness ratio and the number of rocking sections on the internal force of the rocking wall is relatively independent, and the influence effects are not coupled.

Key words: multiple rocking sections system, internal force, stiffness ratio, number of rocking sections, bending moment, shear force

CLC Number:

TU375

WANG Suguo, ZHONG Xupan. Study on the Improvement Effect of Rocking Wall Internal Force in Multiple Rocking Sections System and Analysis of Influencing Parameters[J]. Journal of South China University of Technology(Natural Science Edition), 2023, 51(4): 21-30.

Figures/Tables 11

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摇摆墙刚度比	弯矩峰值/（qHH）
摇摆墙刚度比	整段	分2段	分3段	分4段
1.0	-0.113 18	-0.028 30	-0.012 58	-0.007 07
2.0	-0.087 99	-0.022 00	-0.009 78	-0.005 50
3.0	-0.063 88	-0.015 97	-0.007 10	-0.003 99
4.0	-0.045 89	-0.011 47	-0.005 10	-0.002 87
5.0	-0.033 48	-0.008 37	-0.003 72	-0.002 09

摇摆墙刚度比	弯矩峰值/（qHH）
摇摆墙刚度比	整段	分2段	分3段	分4段
1.0	-0.058 33	-0.021 30	-0.010 49	-0.006 19
2.0	-0.045 95	-0.016 58	-0.008 16	-0.004 82
3.0	-0.034 13	-0.012 08	-0.005 93	-0.003 50
4.0	-0.025 29	-0.008 72	-0.004 27	-0.002 52
5.0	-0.019 13	-0.006 41	-0.003 12	-0.001 84

摇摆墙刚度比	剪力峰值/（qH）
摇摆墙刚度比	整段	分2段	分3段	分4段
1.0	0.462 12	0.231 06	0.154 04	0.115 53
2.0	0.380 80	0.190 40	0.126 93	0.095 20
3.0	0.301 72	0.150 86	0.100 57	0.075 43
4.0	0.241 01	0.120 50	0.080 34	0.065 20
5.0	0.197 30	0.098 66	0.065 77	0.049 33

摇摆墙刚度比	剪力峰值/（qH）
摇摆墙刚度比	整段	分2段	分3段	分4段
1.0	0.313 00	0.193 79	0.137 47	0.106 21
2.0	0.268 66	0.162 36	0.114 47	0.088 19
3.0	0.223 83	0.131 40	0.091 92	0.070 56
4.0	0.187 67	0.107 17	0.074 41	0.056 92
5.0	0.160 00	0.089 34	0.061 63	0.047 00

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