新型竖缝互锁灌孔复合砌块墙体抗压及抗震性能试验研究

徐笠畅; 李铮翔; 夏多田; 朱楚翔; 周长乐

doi:10.11899/zzfy20240103

新型竖缝互锁灌孔复合砌块墙体抗压及抗震性能试验研究

doi: 10.11899/zzfy20240103

石河子大学, 水利建筑工程学院, 新疆石河子 832003

基金项目: 国家自然科学基金（52168026、51468057）

详细信息

作者简介:
徐笠畅，男，生于1999年。硕士研究生。主要从事新型砌体结构研究。E-mail：20232110052@stu.shzu.edu.cn

通讯作者:
夏多田，男，生于1979年。副教授。主要从事新型砌体结构研究。E-mail：xdt_xxl@shzu.edu.cn

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出版历程
- 收稿日期: 2023-12-01
- 刊出日期: 2024-03-31

Experimental Study on Compressive and Seismic Performance of New Type of Vertical Joint Interlocking Grouting Composite Block Wall

College of Water Conservancy & Architectural Engineering, Shihezi University, Shihezi 832003, Xinjiang, China

摘要

摘要: 新型竖缝互锁灌孔复合砌块墙体是一种绿色、环保且低碳的新型砌体结构，为研究其抗压性能与抗震性能，分别对墙体进行轴压试验与拟静力试验，分析灌孔方式与构造柱类型对该墙体抗压承载力、荷载分配与变形协调等方面的影响，以及不同构造柱类型对墙体抗震性能的影响。结果表明，随着现浇构造柱与复合砌体部分强度差的减小，墙体整体变形协调能力有所提升；提出了适用于设置构造柱的新型墙体的抗压承载力计算公式，计算值与试验值吻合度较好；芯柱构造柱对墙体延性的提升效率高于现浇构造柱墙体，而现浇构造柱墙体的抗震承载力、极限位移等指标优于芯柱构造柱墙体。研发绿色、环保、低碳的新型砌体结构是助力国家乡村振兴战略和改善村镇建筑抗灾能力的有效途径，该新型墙体结构为新疆地区村镇建筑提供了一种新的选择。
- 灌孔复合砌块墙体 /
- 竖缝互锁 /
- 构造柱 /
- 变形协调 /
- 抗震性能
Abstract: The new type of vertical joint interlocking grouting hole composite block wall is a green, environmentally friendly, and low-carbon new masonry structure. In this paper, we studied the compressive and seismic performance, by testing its axial compression and pseudo-static pressure on walls, respectively. The effects of the grouting hole method and column type on the compressive bearing capacity, load distribution, and deformation coordination of the wall were analyzed, as well as the effects of different column type on the seismic performance of the wall. The results suggest that as the strength difference between cast-in-place structural columns and composite masonry decreases, the overall deformation coordination ability of the wall improves. A formula for calculating the compressive bearing capacity of a new type of wall suitable for setting up structural columns was proposed, and the calculated values are in good agreement with the experimental values. The efficiency of improving the ductility of walls with core column construction columns is higher than that of cast-in-place construction column walls, and the seismic bearing capacity, ultimate displacement, and other indicators of cast-in-place construction column walls are better than those of core column construction column walls. Since developing green, environmentally friendly, and low-carbon new masonry structures is an effective way to assist the national rural revitalization strategy and improve the disaster resistance of rural buildings, this new wall structure prpposed in our study provides a new choice for rural buildings in the Xinjiang region.
- Grouting composite block wall /
- Vertical interlock /
- Structural column /
- Deformation coordination /
- Seismic behavior

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图 1 各墙体横截面示意图

Figure 1. Cross section diagram of each wall

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图 2 砌块平面示意图（单位：毫米）

Figure 2. Plan view of the block（Unit：mm）

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图 3 轴压试验加载装置与墙体试件示意图

Figure 3. Schematic diagram of axial compression test loading device and wall specimens

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图 4 拟静力试验加载装置示意图

Figure 4. Schematic diagram of seismic test loading device

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图 5 测点布置示意图

Figure 5. Schematic diagram of measurement point layout

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图 6 墙体破坏形态及裂缝发展分布示意图（单位：千牛）

Figure 6. Schematic diagram of wall failure morphology and crack development distribution（Unit：kN）

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图 7 各因素对墙体抗压性能的影响

Figure 7. The influence of various factors on the compressive performance of walls

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图 8 VJIBW5荷载分配与应变分布图

Figure 8. Load distribution and strain distribution diagram of VJIBW5

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图 9 VJIBW6荷载分配与应变分布图

Figure 9. Load distribution and strain distribution diagram of VJIBW6

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图 10 墙体破坏形态及裂缝发展分布示意图

Figure 10. Schematic diagram of wall failure morphology and crack development distribution

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图 11 墙体试件滞回曲线图

Figure 11. Hysteresis curve of wall specimens

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图 12 墙体试件骨架曲线图

Figure 12. Skeleton curve diagram of wall specimens

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图 13 墙体试件骨架曲线图

Figure 13. Skeleton diagram of wall specimen

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图 14 墙体试件刚度退化曲线对比图

Figure 14. Comparison of stiffness degradation curves of wall specimens

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表 1 复合砌块墙体抗压及抗震性能试验方案

Table 1. Test plan for compressive and seismic performance of composite block walls

编号	墙体长×高×厚/mm	灌孔方式	构造柱措施
VJIBW1	1360×1390×190	满灌	无构造柱
VJIBW2	1360×1390×190	空心	芯柱LC20
VJIBW3	1360×1390×190	中部单孔灌注	芯柱LC20
VJIBW4	1360×1390×190	满灌	芯柱LC20
VJIBW5	1390×1390×190	满灌	现浇LC20
VJIBW6	1390×1390×190	满灌	现浇LC25
VJIBW7	1755×1600×190	满灌	芯柱LC20
VJIBW8	1755×1600×190	满灌	现浇LC20
注：其中VJIBW1、VJIBW2、VJIBW3、VJIBW4、VJIBW5、VJIBW6为抗压试验墙体，VJIBW7、VJIBW8为抗震试验墙体。

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表 2 墙体材料抗压强度

Table 2. Compressive strength of wall materials

项目	墙体材料
项目	砂浆	灌孔材料	陶粒混凝土		空心砌块	空心砌块砌体	灌孔砌块砌体
设计强度等级	Mb5.0	Cb5.0	LC20	LC25	MU5	—	—
实测强度均值/MPa	5.60	6.05	19.30	23.90	5.27	2.99	5.76

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表 3 墙体抗压试验结果

Table 3. Compressive test results of walls

编号	初裂荷载/kN	开裂荷载/kN	极限荷载/kN	强度/MPa
VJIBW1	480.0	680.0	1135.0	4.39
VJIBW2	320.0	440.0	880.5	3.41
VJIBW3	170.0	320.0	960.0	3.72
VJIBW4	360.0	480.0	1413.8	5.47
VJIBW5	400.0	600.0	2126.0	8.23
VJIBW6	500.0	750.0	2105.0	8.15

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表 4 现浇构造柱墙体荷载分配

Table 4. Load distribution of cast-in-place structural column walls

加载步	VJIBW5							VJIBW6
加载步	荷载/kN	ε₀×10⁶	ε₁×10⁶	ε₂×10⁶	N_w/kN	N_c1/kN	N_c2/kN	荷载/kN	ε₀×10⁶	ε₁×10⁶	ε₂×10⁶	N_w/kN	N_c1/kN	N_c2/kN
1	0	0.0	0.0	0.0	0.0	0.0	0.0	0	0.0	0.0	0.0	0.0	0.0	0.0
2	200	38.3	37.3	39.3	71.7	62.5	65.8	250	17.0	148.3	149.3	31.8	108.7	109.5
3	400	79.0	74.7	89.3	147.8	114.8	137.4	500	75.0	292.0	294.7	140.4	179.0	180.6
4	600	114.0	109.0	127.3	213.4	178.3	208.3	750	116.5	363.0	367.3	218.0	264.4	267.6
5	700	151.0	142.3	168.7	282.6	191.0	226.4	875	174.5	431.7	439.7	326.6	271.7	276.7
6	800	194.0	173.7	210.0	363.1	197.8	239.2	1000	246.0	503.0	510.0	460.4	267.9	271.7
7	900	230.3	202.7	250.7	431.1	209.6	259.3	1125	321.5	574.3	581.7	601.7	260.0	263.3
8	1000	271.7	232.3	293.0	508.4	217.4	274.2	1250	417.5	649.7	657.3	781.4	232.9	235.7
9	1100	316.7	260.3	340.7	592.6	219.8	287.6	1375	482.5	704.7	714.0	903.0	234.4	237.6
10	1200	361.3	288.7	387.3	676.2	223.7	300.1	1500	548.5	773.7	787.0	1026.5	234.7	238.8
11	1300	389.3	318.7	438.0	728.6	240.6	330.7	1625	609.5	836.7	851.3	1140.7	240.1	244.3
12	1400	403.7	353.0	490.7	755.5	269.7	374.9	1750	701.0	905.3	906.0	1311.9	219.0	219.1
13	1500	457.3	387.3	551.0	855.9	265.9	378.2	1875	859.5	981.3	994.0	1608.6	132.4	134.1
14	1600	616.7	465.0	680.7	1154.1	181.0	264.9	2000	854.5	1018.0	1035.0	1599.2	198.7	202.1
15	1800	702.7	532.7	803.7	1315.0	193.3	291.7	2105	780.5	1034.3	1049.3	1460.7	319.8	324.5
16	2000	852.2	540.7	829.0	1321.3	267.9	410.8	—	—	—	—	—	—	—
17	2126	897.2	548.7	865.7	1288.2	325.0	512.8	—	—	—	—	—	—	—
注：表中ε₀、ε₁、ε₂分别为墙体中部复合砌体部分、左侧构造柱、右侧构造柱应变；N_w、N_c1、N_c2分别为墙体中部复合砌体部分、左侧构造柱、右侧构造柱承担的荷载；表中应变为应变片测得的微应变，故表示为ε×10⁶，图8、图9中应变值同理。

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表 5 墙体荷载及位移特征值

Table 5. Load and displacement characteristic values of walls

编号	开裂		极限		破坏
编号	P_cr/kN	Δ_cr/mm	P_u/kN	Δ_u/mm	P_f/kN	Δ_f/mm
VJIBW7	93.75	4.89	138.05	17.13	117.10	21.98
VJIBW8	127.12	5.90	226.24	19.90	191.50	24.35

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表 6 墙体延性分析表

Table 6. Analytical results of wall ductility

编号	P_y/kN	Δ_y/mm	Δ_u/mm	Δ_f/mm	μ	λ	R_u
VJIBW7	115.08	7.78	17.13	21.98	2.83	1.28	1/73
VJIBW8	204.93	14.90	19.90	24.35	1.63	1.22	1/66

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