钢筋骨架系统约束藏羌民居片石墙抗震性能

莫忧; 杨保杉; 包忠辉; 许元敏; 陈凡; 刘柏江; 陈飞扬; 曾宇声

doi:10.3969/j.issn.0258-2724.20230235

钢筋骨架系统约束藏羌民居片石墙抗震性能

doi: 10.3969/j.issn.0258-2724.20230235

1.
四川农业大学土木工程学院，四川都江堰 611830
2.
成都工业学院，四川宜宾 644012

基金项目: 四川省住建厅计划支撑项目（川建标发[2021]47号）；四川省科技计划项目（2023JDKP0078）

详细信息

作者简介:
莫忧（1973—），男，副教授，研究方向为石木结构抗震、钢结构，E-mail：moshanjun@sicau.edu.cn

通讯作者:
曾宇声（1992—），男，副教授，博士，研究方向为建筑结构抗震，E-mail：zengyus@sicau.edu.cn

中图分类号: TU363
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- 被引次数: 0
出版历程
- 收稿日期: 2023-05-15
- 录用日期: 2024-11-22
- 修回日期: 2023-10-30
- 网络出版日期: 2024-12-07

Restraints on Seismic Performance of Slab Stone Walls of Tibetan and Qiang Residential Buildings by Reinforcement Skeleton System

1.
School of Civil Engineering, Sichuan Agricultural University, Dujiangyan 611830, China
2.
Chengdu Technological University, Yibin 644012, China

摘要

摘要:
为保持藏羌民居片石墙原有风貌的基础上提高其抗震性能，提出采用钢筋骨架系统约束藏羌民居片石墙的构造方法. 首先，选中理县一典型石木结构的墙体为原型，并设计1/2缩尺的普通片石墙体W-1和加入钢筋骨架系统的墙体W-2；其次，对两面墙体进行对比拟静力试验，研究两者的破坏形态、滞回性能、耗能能力和变形能力；最后，通过ABAQUS有限元数值模拟得到两面墙体的骨架曲线和滞回曲线，并与实验结果进行对比分析. 结果表明：墙体在低周往复荷载作用下的破坏过程具有明显的受力阶段、裂缝萌生及扩展阶段和破坏阶段；相比于普通片石墙体，加入钢筋骨架系统的片石墙体的极限承载力、耗能性能和破坏位移分别提升了225%、183%、67%，开裂和损伤程度明显减小；数值模拟与试验得到的骨架曲线趋势相近且形状均为“S”型，滞回曲线形状不同，但W-2墙体滞回环面积均大于W-1墙体；数值模拟得到W-1墙体、W-2墙体的极限荷载分别为21.62 KN和78.04 KN，与试验测得极限荷载的相对误差均低于20%.
- 钢筋骨架系统 /
- 藏羌民居 /
- 片石墙 /
- 抗震性能 /
- 试验研究 /
- 有限元分析
Abstract:
In order to improve the seismic performance while maintaining the original style of the slab stone walls of Tibetan and Qiang residential buildings, the construction method of putting restraints on the slab stone walls of Tibetan and Qiang residential buildings by using a reinforcement skeleton system was proposed. Firstly, a typical wall of stone and wood structure in Lixian County was selected as the prototype, and a 1/2 scale ordinary slab stone wall W-1 and a wall W-2 with reinforcement skeleton system were designed. Secondly, comparative pseudo-static tests were carried out to study the failure forms, hysteretic properties, energy dissipation capacity, and deformation capacity of the two walls. Finally, the skeleton curves and hysteretic curves of the two walls were obtained by ABAQUS finite element numerical simulation and compared with the experimental results. The results show that the failure process of the wall under low cyclic load has an obvious stress stage, as well as crack initiation, expansion, and failure stages. Compared with those of the ordinary slab stone wall, the ultimate bearing capacity, energy dissipation performance, and failure displacement of the slab stone wall with reinforcement skeleton system are increased by 225%, 183%, and 67%, and the cracking and damage degree of the wall are significantly reduced. The trend of skeleton curves obtained by numerical simulation and experiment is similar, with a S-shaped pattern. The shapes of hysteretic curves are different, but the hysteretic ring area of W-2 is larger than that of wall W-1. The ultimate loads of W-1 and W-2 obtained by numerical simulation are 21.62 KN and 78.04 KN, respectively, with a relative error of less than 20% compared with the ultimate load measured by the experiment
- reinforcement skeleton system /
- Tibetan and Qiang residential building /
- slab stone wall /
- seismic performance /
- experimental study /
- finite element analysis

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图 1 钢筋骨架抗震系统

Figure 1. Seismic reinforcement skeleton system

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图 2 混凝土底梁设计图

Figure 2. Design drawing of concrete floor beam

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图 3 片石砌体试验试件制作过程

Figure 3. Process of making slab stone masonry specimen

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图 4 黄泥砂浆、水泥砂浆加载过程

Figure 4. Loading process of yellow mud mortar and cement mortar

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图 5 W-1墙体制作过程

Figure 5. Production process of W-1

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图 6 W-2墙体制作过程

Figure 6. Production process of wall W-2

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图 7 W-2钢筋应变测点

Figure 7. Reinforcement strain measuring points of W-2

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图 8 试验加载系统示意

Figure 8. Test loading system

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图 9 W-1、W-2最终破坏图

Figure 9. Final failure patterns of W-1 and W-2

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图 10 W-1、W-2滞回曲线对比

Figure 10. Comparison of hysteretic curves of W-1 and W-2

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图 11 W-1、W-2骨架曲线对比

Figure 11. Comparison of skeleton curves of W-1 and W-2

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图 12 W-1、W-2刚度退化曲线对比

Figure 12. Comparison of stiffness degradation curves of W-1 and W-2

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图 13 W-2试件纵筋应变

Figure 13. Strain of longitudinal reinforcement of W-2 specimen

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图 14 水平钢筋上下层测点应变对比

Figure 14. Comparison of strains at upper and lower measuring points of horizontal reinforcement

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图 15 W-1墙体应力、W-2墙体应力和等效塑性应变云图

Figure 15. Stresses and equivalent plastic strain cloud maps of W-1 and W-2

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图 16 W-1、W-2墙体试验与模拟骨架曲线对比

Figure 16. Comparison between test and simulated skeleton curves of W-1 and W-2

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图 17 W-1、W-2墙体试验与模拟滞回曲线对比

Figure 17. Comparison between test and simulated hysteretic curves of W-1 and W-2

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表 1 试件设计参数

Table 1. Design parameters of specimens

编号	长 × 高 × 厚/mm	抗震设计
W-1	2000 × 1400 × 300	无
W-2	2000 × 1400 × 300	钢筋骨架系统：包含水平钢筋网、竖向钢筋骨架和拉结筋

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表 2 钢筋试验结果

Table 2. Reinforcement test results

d₀/mm	L₀/mm	F_el/ kN	R_el/MPa	F_m/ kN	R_m/MPa
10	100	35.7	455	48.7	623
10	100	36.4	464	49.1	623
12	120	50.3	445	69.9	610
12	120	49.3	436	68.1	610

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表 3 石砌体抗压强度

Table 3. Compressive strength of stone masonry

试件编号	F/kN	X_m/mm	A/mm²	f /（N/mm²）
试件编号	F/kN	X_m/mm	A/mm²	单个	平均值
SM-1	122.2	27.7	2.8 × 10⁵	0.436	0.598
SM-2	205.0	45.8	2.8 × 10⁵	0.732
SM-3	175.0	52.5	2.8 × 10⁵	0.625

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表 4 砂浆立方体抗压强度试验结果

Table 4. Compressive strength test results of mortar cube

试件编号	A/mm²	N_u/N	f_m,cu/MPa	f₂/MPa
HNSJ1	4998.32	8364.69	1.674	1.828
HNSJ2	4998.32	9075.95	1.816
HNSJ3	4998.32	9960.65	1.993
SNSJ1	4998.32	71869.84	14.379	14.386
SNSJ2	4998.32	71276.04	14.260
SNSJ3	4998.32	72569.61	14.519

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表 5 钢筋材料性能

Table 5. Material property of reinforcement

d₀/mm	f_y/MPa	ε_y/10⁻³	f_u/MPa	E_s/5GPa
10	460	2.300	623	200
12	441	2.205	610	200

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表 6 各阶段荷载及位移

Table 6. Load and displacement at each stage

试件编号	P_cr/kN	Δ_cr/mm	P_y/kN	Δ_y/mm	P_m/kN	Δ_m/mm	P_u/kN	Δ_u/mm	μ_y	θ_u
W-1	10.07	1.75	13.48	2.80	19.49	20.00	18.19	28.00	10.00	1/55
W-2	23.85	2.80	38.70	5.60	63.33	20.00	62.56	46.70	8.34	1/33

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表 7 不同阶段受力Eu试验结果

Table 7. Stress Eu test results at different stages

编号	开裂		极限		破坏
编号	E_u	ζ_eq	E_u	ζ_eq	E_u	ζ_eq
W-1	0.034	0.119	0.538	0.200	0.843	0.242
W-2	0.109	0.086	0.890	0.114	2.383	0.200

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