内嵌填充墙体框架结构抗震性能分析及抗侧刚度公式

王波; 孙嘉; 王静峰; 马芹永; 沈万玉

doi:10.6052/j.issn.1000-4750.2021.11.0842

内嵌填充墙体框架结构抗震性能分析及抗侧刚度公式

doi: 10.6052/j.issn.1000-4750.2021.11.0842

王波^{1, 2,},
孙嘉^{1, 2,},
王静峰^{1, 2, ,},
马芹永^3,,
沈万玉^4,

1.
合肥工业大学土木与水利工程学院，合肥 230009
2.
土木工程结构与材料安徽省重点实验室，合肥 230009
3.
安徽理工大学土木建筑学院，淮南 232001
4.
安徽富煌钢构股份有限公司，合肥 238076

基金项目: 安徽省协同创新项目(GXXT-2019-005)；国家自然科学基金项目(52178136)

详细信息

作者简介:
王　波(1976−)，女，安徽合肥人，副教授，博士，主要从事结构工程研究(E-mail: bobo2032007@163.com)

孙　嘉(1996−)，男，江苏扬州人，硕士生，主要从事结构抗震研究(E-mail: 38177957@qq.com)

马芹永(1964−)，男，安徽淮南人，教授，博士，主要从事混凝土结构研究(E-mail: qymaah@126.com)

沈万玉(1983−)，男，安徽怀远人，正高工，硕士，总经理，主要从事钢结构施工技术研究(E-mail: shwy@fuhuang.com)

通讯作者:
王静峰(1976−)，男，安徽合肥人，教授，博士，院长，主要从事组合结构研究(E-mail: jfwang008@163.com)

中图分类号: TU398+.2
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- 被引次数: 0
出版历程
- 收稿日期: 2021-11-01
- 修回日期: 2023-01-17
- 网络出版日期: 2023-03-21
- 刊出日期: 2023-06-25

SEISMIC PERFORMANCE ANALYSIS AND LATERAL STIFFNESS OF INFILLED FRAME STRUCTURE

WANG Bo^{1, 2
,},
SUN Jia^{1, 2
,},
WANG Jing-feng^{1, 2
, ,},
MA Qin-yong^3
,,
SHEN Wan-yu^4
,

1.
College of Civil Engineering, Hefei University of Technology, Hefei 230009, China
2.
Anhui Provincial Key Laboratory of Civil Engineering Structure and Materials, Hefei 230009, China
3.
School of Civil Engineering and Architecture, Anhui University of Science and Technology, Huainan 232001, China
4.
Anhui Fuhuang Steel Structure Co., Ltd., Hefei 238076, China

摘要

摘要: 结构初始刚度是工程抗震设计中的重要参数，在内嵌蒸压加气混凝土(ALC)板框架结构拟静力试验的基础上，基于试验现象，提出了一种填充墙体-框架结构相互作用模型并推导出结构初始刚度计算公式。建立5组28个有限元模型，研究梁柱线刚度比、墙体高宽比、嵌缝材料弹性模量、墙体弹性模量和厚度对填充墙体刚度贡献的影响。研究发现：填充墙体的刚度贡献主要受局部压缩的影响，其贡献程度与墙体-框架抗侧刚度之比呈负相关。基于此，通过拟合得到了墙体刚度折减系数a_w关系式，通过与试验结果的对比，结果表明：该文提出的内嵌填充墙体框架初始刚度计算公式结果准确，可以为工程实践提供参考。
- 初始刚度 /
- 内嵌填充墙体 /
- 框架结构 /
- 刚度折减系数 /
- 有限元分析
Abstract: The initial stiffness of structures is an important parameter in engineering seismic design. Based on the quasi-static test of a frame structure which has embedded ALC slab, a mechanical model for infill frame structures is proposed and a formula for calculating the initial stiffness of structures is deduced according to the experimental phenomenon. In addition, five groups of 28 finite element models were established to study the effects of beam-to-column linear stiffness ratio, of the height-to-width ratio of the wall, of the elastic modulus of caulking material, of the elastic modulus and thickness of the wall on the stiffness contribution of filled wall. It is found that: the stiffness contribution of infilled wall is mainly affected by local compression, and its contribution is negatively correlated with the ratio of wall to frame lateral stiffness. On this basis, obtained through fitting was the relationship between the wall stiffness reduction coefficient a_wand the wall to frame lateral stiffness ratio. The comparison between the calculated results and the experimental results shows that the calculation formula proposed for calculating the initial stiffness of the infilled frame is reliable; can be applied in practice engineering design.
- initial stiffness /
- infilled wall /
- frame structure /
- stiffness reduction coefficient /
- finite element analysis

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图 1 试件总体尺寸示意图　/mm

Figure 1. Overall dimension diagram of specimens

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图 2 试件AFW试验现象

Figure 2. Experimental phenomena of specimen AFW

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图 3 框架-填充墙相互作用模型

Figure 3. Frame-infill wall interaction model

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图 4 有限元模型

Figure 4. Finite element model

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图 5 刚度与影响因素关系曲线

Figure 5. Curves between stiffness and influencing factors

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图 6 刚度折减系数拟合结果

Figure 6. Fitting results of stiffness reduction coefficient

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表 1 不同墙体边界条件下试件刚度试算结果

Table 1. Test results of stiffness under different wall boundary conditions

参考文献	试件编号	试验结果K₀/(kN/mm)	有限元结果
参考文献	试件编号	试验结果K₀/(kN/mm)	五等分K₅/(kN/mm)	K₅/K₀	七等分K₇/(kN/mm)	K₇/K₀	十等分K₁₀/(kN/mm)	K₁₀/K₀
李响^[19]	BFW1	23.6	23.7	1.004	24.9	1.055	26.1	1.106
黄群贤^[27]	AFKJ4	66.0	60.6	0.918	63.4	0.961	66.4	1.006
黄群贤^[27]	AFKJ5	68.5	67.3	0.982	68.7	1.003	70.7	1.032
林超^[28]	IF5	49.1	48.9	0.996	52.3	1.108	56.8	1.203
吕超^[29]	TK1	16.5	18.1	1.097	19.4	1.176	21.0	1.273
平均值				1.000		1.060		1.124
方差				0.064		0.085		0.113

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表 2 参数设计及有限元计算结果

Table 2. Results of finite element analysis under different parameters

主要参数	梁柱线刚度比	嵌缝材料弹性模量E_m/MPa	墙体弹性模量E_w/MPa	墙体高宽比	墙体厚度t/mm	框架抗侧刚度K_f/(kN/mm)	结构抗侧刚度K_fw/(kN/mm)	墙体刚度折减系数a_w
梁柱线刚度比	0.2	3102	3102	1250/2000	120	21.9	50.7	0.195
	0.5	3102	3102	1250/2000	120	29.3	59.9	0.206
	0.8	3102	3102	1250/2000	120	33.3	65.2	0.215
	1.0	3102	3102	1250/2000	120	35.1	67.6	0.219
	2.0	3102	3102	1250/2000	120	39.8	74.1	0.231
	3.0	3102	3102	1250/2000	120	41.8	77.1	0.238
	4.0	3102	3102	1250/2000	120	43.0	78.8	0.241
	5.0	3102	3102	1250/2000	120	43.7	79.9	0.244
嵌缝砂浆弹性模量	3	3	3102	1250/2000	120	41.8	47.0	−
	3	30	3102	1250/2000	120	41.8	60.2	−
	3	300	3102	1250/2000	120	41.8	74.0	−
	3	1000	3102	1250/2000	120	41.8	77.1	−
	3	6000	3102	1250/2000	120	41.8	81.7	−
	3	10000	3102	1250/2000	120	41.8	83.7	−
	3	15000	3102	1250/2000	120	41.8	85.6	−
墙体高宽比	3	3102	3102	1250/1250	120	42.4	59.2	0.270
	3	3102	3102	1250/1500	120	42.2	64.7	0.252
	3	3102	3102	1250/1750	120	42.0	70.9	0.244
	3	3102	3102	1250/2250	120	41.7	82.5	0.228
	3	3102	3102	1250/2500	120	41.5	86.9	0.216
墙体弹性模量	3	1500	1500	1250/2000	120	41.8	60.1	0.254
	3	6000	6000	1250/2000	120	41.8	104.1	0.218
	3	9000	9000	1250/2000	120	41.8	128.9	0.204
	3	15000	15000	1250/2000	120	41.8	172.7	0.185
	3	30000	30000	1250/2000	120	41.8	262.5	0.158
墙体厚度	3	3102	3102	1250/2000	60	41.8	61.8	0.269
	3	3102	3102	1250/2000	90	41.8	69.8	0.252
	3	3102	3102	1250/2000	150	41.8	83.8	0.227

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表 3 理论计算结果与试验结果对比

Table 3. Comparison between theoretical calculation results and experimental results

参考文献	试件编号	梁柱线刚度比	嵌缝材料弹性模量E_m/MPa	墙体弹性模量E_w/MPa	框架与墙体抗侧刚度之比i	墙体刚度折减系数a_w	结构理论抗侧刚度$K_{{\rm{fw}}}' $/(kN/mm)	结构试验抗侧刚度K_fw/(kN/mm)	结构试验与理论抗侧刚度比$K_{{\rm{fw}}}' $/K_fw
卞文军等^[15]	QK	0.43	−	1750	0.131	0.209	12.7	12.0	1.06
李响^[19]	BFW1	0.78	−	1750	0.085	0.195	22.5	23.6	0.95
黄群贤^[27]	AFKJ5	0.37	−	3102	0.105	0.202	75.1	68.5	1.10
林超^[28]	IF5	0.48	−	2112	0.173	0.219	50.1	49.1	1.02
吕超^[29]	TK1	0.34	−	1750	0.118	0.206	18.7	16.5	1.13
曹正罡等^[30]	KJ-2	0.82	−	1750	0.346	0.244	18.8	18.2	1.03
周晓洁^[31]	RWF1	0.49	−	1020	0.308	0.240	58.3	55.0	1.06
王宇轩^[32]	KK	0.91	8000	32 500	0.087	0.196	139.8	134.4	1.04
孙嘉^[33]	KJ2一层	0.73	−	1612	0.358	0.247	44.2	48.5	0.91
孙嘉^[33]	KJ2二层	0.71	−	1612	0.358	0.247	42.4	41.1	1.03
平均值									1.03
方差									0.05

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