横墙对框架结构动力响应的影响分析

王波; 罗若帆; 宣越; 阿拉塔; 董孝曜

doi:10.11899/zzfy20220318

横墙对框架结构动力响应的影响分析

doi: 10.11899/zzfy20220318

王波^1,,
罗若帆^{2, 3, ,},
宣越¹,
阿拉塔⁴,
董孝曜²

1.
防灾科技学院, 中国地震局建筑物破坏机理与防御重点实验室, 河北廊坊065201
2.
中国地震局工程力学研究所, 中国地震局地震工程与工程振动重点实验室, 哈尔滨150080
3.
嘉应学院土木工程学院, 广东梅州 514015
4.
云南省地震局, 昆明 650041

基金项目: 中央高校基本科研业务费专项资助项目（ZY20210304）；廊坊市科学技术研究与发展计划自筹经费项目（2021013089）；地震科技星火计划青年项目（XH22022YA）

详细信息

作者简介:
王波，男，生于1989年。博士，讲师。主要从事结构地震倒塌机理研究。E-mail：wangbo0808@126.com

通讯作者:
罗若帆，男，生于1988年。博士研究生，讲师。主要从事结构抗震研究。E-mail：jylrf@jyu.edu.cn

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出版历程
- 收稿日期: 2021-09-13
- 刊出日期: 2022-09-30

Analysis of Influence of Transverse Wall on Dynamic Response of Frame Structures

Wang Bo^1
,,
Luo Ruofan^{2, 3
, ,},
Xuan Yue¹,
A Lata⁴,
Dong Xiaoyao²

1.
Key Laboratory of Building Collapse Mechanism and Disaster Prevention, Institute of Disaster Prevention, China Earthquake Administration, Langfang 065201, Hebei, China
2.
Key Laboratory of Earthquake Engineering and Engineering Vibration, Institute of Engineering Mechanics, China Earthquake Administration, Harbin 150080, China
3.
School of Civil Engineering, Jiaying University, Meizhou 514015, Guangdong, China
4.
Earthquake Administration of Yunnan Province, Kunming, 650041, China

摘要

摘要: 填充墙具有显著的刚度和承载力贡献。建筑结构震害调查发现，不开洞横墙的破坏程度远小于开洞纵墙的破坏程度，从宏观现象可判断大部分多层建筑的破坏主要由结构纵向运动造成。为研究横墙在地震作用下的性能及其对结构整体动力响应的影响，以经受2021年5月21日云南漾濞6.4级地震震害的花椒园小学教学楼为研究对象，按当地抗震计算参数进行弹塑性时程分析。采用等效斜压杆模拟横向填充墙，设置无填充墙框架结构、带黏土砖墙的框架结构、带空心砖墙的框架结构和带加气混凝土砌块填充墙的框架结构模型，选取10组地震波横向输入。研究结果表明，4种结构自振周期均处于具有统计学意义的平台段，平均加速度响应较接近，质量和刚度变化不会使结构加速度产生规律的变化；受结构自重影响，无填充墙的框架结构底部剪力小于带填充墙的框架结构，带填充墙的框架结构位移远小于无填充墙的框架结构；带有多道不开洞横墙的多层框架结构的破坏主要是由结构纵向破坏引起的。
- 横墙 /
- 框架结构 /
- 动力响应 /
- 等效斜撑 /
- 弹塑性时程分析
Abstract: The infilled wall has significant contribution to the stiffness and bearing capacity. The seismic damage survey of buildings shows that the damage of the transverse wall without opening holes is much less than that of the longitudinal wall with opening holes. It can be inferred from the phenomenon that most of the damage of the multi-story building is caused by the longitudinal movement of the structure. To study the performance of building transverse wall under the earthquake and its influence on the dynamic response of the whole structure, the teaching building of Huajiaoyuan Elementary School in the site of M6.4 Yangbi earthquake on May 21, 2021 is taken as the research object. The elasto-plastic time history analysis was carried out by using the local seismic calculation parameters. The equivalent inclined support was used to simulate the transverse infilled wall, and four research models were set up, namely pure frame, clay brick infilled wall, hollow brick infilled wall and aerated concrete block infilled wall. Ten groups of lateral input of seismic waves were selected. The results show that the natural periods of the four structures are all in the platform segment with statistical significance, and the average acceleration response is relatively close. The change of mass and stiffness will not have a regular change on the structural acceleration. Due to the weight of the structures, the base shear force of the pure frame structure is smaller than that of the structures with infilled walls. The displacement of the structures with infilled wall is much smaller than that of the pure frame structure. That the longitudinal failure is dominant in the multi-story frame structure with some transverse walls without opening holes.
- Transverse wall /
- Frame structure /
- Dynamic response /
- Equivalent diagonal brace /
- Elasto-plastic time history analysis

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图 1 花椒园小学教学楼震害

Figure 1. Seismic damages of school building of Huajiaoyuan elementary school

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图 2 花椒园小学教学楼首层结构布置

Figure 2. Structural layout of first floor of Huajiaoyuan teaching building

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图 3 墙体滞回曲线

Figure 3. Hysteresis curves of simulated and tested models

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图 4 结构模型

Figure 4. Models of frame and frame with infilled walls

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图 5 材料应力-应变关系曲线

Figure 5. Stress-strain curves of materials

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图 6 地震记录的反应谱

Figure 6. Response spectra of the motion records

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图 7 相对速度时程

Figure 7. Time history of relative velocity

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图 8 结构构件塑性状态

Figure 8. The structural members entering plastic state

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表 1 拟静力试验材料参数（单位：兆帕）

Table 1. Material parameters of quasi-static test （Unit: MPa）

墙体类型	混凝土立方体抗压强度f_cu	梁钢筋屈服强度f_y	梁钢筋极限强度f_u	梁钢筋弹性模量E_s	柱钢筋屈服强度f_y	柱钢筋极限强度f_u	柱钢筋弹性模量E_s	砌体抗压强度f_u	砌体弹性模量E_m
黏土砖墙	34.5	346	529	206 000	348	467	201 000	5.40	4 622
空心砖墙								2.30	5 270
加气砌块墙								2.52	3 102

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表 2 地震动记录

Table 2. Ground motion records

工况名称	事件时间	台站编码	PGA/Gal	记录持时/s	截波后持时/s
M1	2011-03-11	AKTH16	30.970	300	47
M2	2001-12-02	AOMH06	21.865	296	21
M3	2005-10-22	FKS017	21.470	114	17
M4	2003-09-29	HKD098	22.652	143	49
M5	2016-11-22	IBR011	41.281	300	49
M6	2008-06-14	IWT010	287.288	238	27
M7	2008-07-24	IWT020	222.161	213	19
M8	2016-04-14	KMM004	36.749	138	36
M9	2004-10-27	NIG018	80.682	119	36
M10	2004-10-23	NIGH17	25.821	263	34

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表 3 结构特性

Table 3. Characteristics of structures

结构类型	自振周期/s			y向自振周期差异率/%	结构自重/kN	自重差异率/%
结构类型	x向平动	y向平动	z向扭转	y向自振周期差异率/%	结构自重/kN	自重差异率/%
无填充墙的框架结构	0.268 1	0.286 8	0.258 4	—	3 719.1	—
带黏土砖墙的框架结构	0.268 1	0.154 8	0.152 7	46.0	4 340.3	16.7
带空心砖墙的框架结构	0.268 1	0.148 2	0.146 7	48.3	4 057.3	9.1
带加气砌块墙的框架结构	0.268 1	0.170 8	0.167 1	40.4	3 908.9	5.1

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表 4 结构绝对加速度最大值

Table 4. Maximum values of absolute acceleration

结构类型	绝对加速度最大值/g
结构类型	M1工况	M2工况	M3工况	M4工况	M5工况	M6工况	M7工况	M8工况	M9工况	M10工况	平均值
无填充墙的框架结构	0.468	0.506	0.387	0.450	0.424	0.457	0.491	0.473	0.458	0.518	0.463 2
带黏土砖墙的框架结构	0.567	0.508	0.539	0.441	0.501	0.577	0.479	0.565	0.494	0.517	0.518 8
带空心砖墙的框架结构	0.561	0.474	0.462	0.444	0.476	0.559	0.507	0.579	0.450	0.514	0.502 6
带加气砌块墙的框架结构	0.476	0.552	0.545	0.496	0.443	0.616	0.584	0.580	0.503	0.571	0.536 6

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表 5 结构底部剪力最大值

Table 5. Maximum values of base shear force

结构类型	剪力最大值/kN
结构类型	M1工况	M2工况	M3工况	M4工况	M5工况	M6工况	M7工况	M8工况	M9工况	M10工况	平均值
无填充墙的框架结构	1 190.1	1 286.6	1 152.6	1 279.1	1 241.7	1 233.7	1 391.0	1 266.5	1 379.1	1 370.5	1 279.1
带黏土砖墙的框架结构	2 200.7	1 857.9	1 956.4	2 197.0	2 046.7	2 645.5	1 955.1	2 433.5	2 574.0	2 155.9	2 202.3
带空心砖墙的框架结构	2 036.8	1 738.6	1 742.5	1 989.5	1 877.3	2 261.7	1 946.6	2 161.7	2 251.1	1 937.4	1 994.3
带加气砌块墙的框架结构	2 022.7	1 996.7	2 447.0	2 227.5	1 928.0	2 421.7	2 224.4	2 382.9	2 220.3	2 140.6	2 201.2

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表 6 相对位移最大值

Table 6. Maximum values of relative displacement

结构类型	相对位移最大值/mm
结构类型	M1工况	M2工况	M3工况	M4工况	M5工况	M6工况	M7工况	M8工况	M9工况	M10工况	平均值
无填充墙的框架结构	12.7	16.6	10.2	13.9	13.1	11.5	16.8	14.5	18.9	14.9	14.31
带黏土砖墙的框架结构	4.7	3.5	3.6	3.9	4.3	5.0	3.9	4.4	5.8	3.8	4.29
带空心砖墙的框架结构	4.4	3.1	3.1	3.9	3.8	5.3	4.1	4.7	6.4	3.5	4.23
带加气砌块墙的框架结构	4.9	4.8	6.5	5.1	4.7	6.1	5.0	6.9	5.9	5.4	5.53

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