低周往复荷载下混凝土-灌浆料-混凝土连接节点抗剪性能

秦朝刚; 王张龙; 张一程; 荀凯杰

低周往复荷载下混凝土-灌浆料-混凝土连接节点抗剪性能

长安大学　建筑工程学院, 西安 710064

基金项目: 国家自然科学基金项目(51908042)

详细信息

通讯作者:
秦朝刚，博士，副教授，硕士生导师，研究方向为低碳装配式混凝土结构体系与设计理论　E-mail: qinchaogang@chd.edu.cn

中图分类号: TU375
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出版历程
- 收稿日期: 2024-06-05
- 修回日期: 2024-07-15
- 录用日期: 2024-08-02
- 网络出版日期: 2024-08-28

Shear performance of concrete-grouting material-concrete connection joint under low cyclic loading

School of Civil Engineering, Chang’an University, Xi’an 710064, China

Funds: National Natural Science Foundation of China (51908042)

摘要

摘要: 聚丙烯(Polypropylene，PP)纤维灌浆料是一种高性能水泥基复合材料，具有高强、阻裂和增韧的特点，在预制构件进行钢筋套筒灌浆连接时，可以充分填补构件单元间的接缝及套筒内的空腔，提高界面的连接性能。在构件连接部位形成的混凝土-灌浆料-混凝土(CGC)连接节点的双界面的抗剪性能是保证结构整体安全性的关键。考虑键槽高度、界面配筋率、轴向压力和灌浆料饱满度，研究了低周往复荷载下CGC连接节点的破坏模式、抗剪承载力、刚度、耗能和延性的变化规律。结果表明：CGC连接节点破坏形态以界面水平贯穿裂缝为主，轴向压力的增加使键槽发展出斜向裂缝的同时，节点呈现“X”型剪切斜裂缝；增大键槽高度和轴向压力，能提高CGC连接节点的抗剪承载力、刚度和耗能，但降低了节点的延性；其中，键槽高度由6 mm提升至12 mm和18 mm，节点抗剪承载力提升11%和43%，刚度提升11%和14%，但延性降低10%和21%；界面配筋率的增大改善了节点的抗震性能，而套筒内灌浆料的缺失使节点抗剪承载力和刚度均有下降。根据CGC连接节点的破坏模式，解析了节点双界面剪应力的组成，基于叠加原理建立了CGC连接节点双界面的抗剪承载力计算公式，计算结果与试验值吻合较好。
- 低周往复荷载 /
- 聚丙烯(PP)纤维灌浆料 /
- 节点 /
- 滞回性能 /
- 抗剪承载力
Abstract: Polypropylene (PP) fiber grouting material is a high-performance cementitious composite material with high strength, crack-resistant and toughened characteristics, which can fully fill the gap between the component units and the cavity in the sleeve when prefabricated components are connected by grouted sleeve, and improve the interfacial connection performance. The shear performance of the double interface of concrete-grouting material-concrete (CGC) connection joint formed at the connection parts of components is the key to ensure the safety of the integral structure. Taking the keyway height, interfacial reinforcement ratio, axial compression ratio and grouting material fullness into consideration, the failure pattern, shear capacity, stiffness, energy dissipation and ductility of CGC connection joint under low cyclic loading were investigated. The results show that the failure pattern of CGC connection joint is dominated by horizontal penetration cracks at the interface, and the increase of axial pressure makes the keyway develop diagonal cracks while the joint shows “X”-type shear diagonal cracks; increasing the height of keyway and the axial pressure can improve the shear capacity, stiffness, and energy dissipation of the CGC connection joint, but reduces the ductility of the joint; among them, the increase of keyway height from 6 mm to 12 mm and 18 mm makes the shear capacity improve by 11% and 43%, makes the stiffness improve by 11% and 14%, but makes the ductility decrease by 10% and 21%; the increase of interfacial reinforcement ratio improves the seismic performance of the joint, while the lack of grouting material in the sleeve decreases the shear capacity and stiffness of the joint. According to the failure pattern of the CGC connection joint, the composition of the shear stress at double interface of the joint was analyzed, and the shear capacity calculation formula for the double interface of the CGC connection joint was established based on the superposition principle. tThe calculated values match well with the experimental values.
- low cyclic loading /
- polypropylene (PP) fiber grouting material /
- joint /
- hysteresis performance /
- shear capacity

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图 1 试件设计(单位：mm)

Figure 1. Specimen design (Unit: mm)

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图 2 试件制作过程

Figure 2. Manufacturing procedures of specimens

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图 3 加载装置

Figure 3. Loading device

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图 4 加载制度

Figure 4. Loading strategy

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图 5 位移计测点布置图(单位：mm)

Figure 5. Arrangement of displacement transducers (Unit: mm)

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图 6 CGC连接节点试验现象对比

Figure 6. Comparison of test phenomena of CGC connection joints

The number before - stands for load displacement; - stands for positive direction; the number after - stands for cyclic order under the load displacement

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图 7 CGC连接节点破坏形态

Figure 7. Failure patterns of CGC connection joints

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图 8 CGC连接节点界面典型破坏形态

Figure 8. Typical failure pattern of the interface of CGC connection joints

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图 9 CGC连接节点承载力退化曲线

Figure 9. Strength deterioration curves of CGC connection joints

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图 10 CGC连接节点滞回曲线和骨架曲线

Figure 10. Hysteresis curves and skeleton curves of CGC connection joints

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图 11 CGC连接节点累积滞回耗能

Figure 11. Accumulated energy dissipation of CGC connection joints

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图 12 CGC连接节点键槽应力平衡状态

Figure 12. Stress equilibrium state of keyways of CGC connection joints

N—Axial pressure; V—Shear force; V_k—Shear capacity of keyway; h—Keyway width; σ_x—Horizontal stress of keyway; σ_y—Normal stress at the interface; τ₂—Shear stress of keyway root

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图 13 莫尔圆中键槽应力状态

Figure 13. Stress state of keyways in Mohr’s circle

σ₁—Maximum tensile stress, σ₂—Maximum compressive stress

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图 14 CGC连接节点受剪钢筋销栓作用

Figure 14. Dowel action of shear reinforcement of CGC connection joints

V_b—Dowel stress of reinforcement; q—Uniform compressive stress of concrete; M_p—Bending moment of reinforcement section at plastic hinge; s—Thickness of grouting layer; l—Length of the plastic hinge from the separation interface

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表 1 试件设计参数

Table 1. Design parameters of specimens

Specimen	t/mm	ρ_v	Axial pressure/kN	Grouting material fullness/%
CGC-J1	6	0.22%	0	100
CGC-J2	12	0.22%	0	100
CGC-J3	18	0.22%	0	100
CGC-J4	12	0.48%	0	100
CGC-J5	12	0.22%	220	100
CGC-J6	12	0.22%	220	30
Notes: C—Concrete; G—Grouting material; J—Connection joint; t—Keyway height; ρ_v—Interfacial reinforcement ratio.

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表 2 混凝土和灌浆料力学性能实测值

Table 2. Tested mechanical properties of concrete and grouting material MPa

Material categories	f_cu	f_c	f_t
Concrete	42.5	32.3	—
Grouting material	87.9	80.0	5.27
Notes: f_cu—Cube compressive strength; f_c—Axial compressive strength; f_t—Axial tensile strength.

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表 3 钢筋力学性能实测值

Table 3. Tested mechanical properties of steel bars MPa

Material categories	f_y	f_u
8	455.8	604.6
12	457.1	600.7
Notes: f_y—Yield strength; f_u—Ultimate strength.

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表 4 CGC连接节点骨架曲线特征点参数

Table 4. Parameters of characteristic points of skeleton curves of CGC connection joints

Specimen	Direction	V_y/kN	Δ_y/mm	V_p/kN	Δ_p/mm	V_u/kN	Δ_u/mm	μ=Δ_u/Δ_y
CGC-J1	+	152.54	4.41	156.06	4.52	132.65	6.45	1.46
	−	144.92	4.30	151.54	4.53	128.81	6.67	1.55
	Average	148.73	4.36	153.80	4.52	130.73	6.56	1.51
CGC-J2	+	179.60	4.08	194.36	4.52	165.21	4.99	1.22
	−	140.34	3.47	145.91	4.52	124.02	5.16	1.49
	Average	159.95	3.77	170.14	4.52	144.62	5.04	1.35
CGC-J3	+	201.03	5.58	210.53	6.02	178.95	6.48	1.16
	−	221.57	5.06	229.06	5.32	194.70	6.12	1.21
	Average	211.35	5.32	219.80	5.67	186.83	6.32	1.19
CGC-J4	+	259.68	6.36	268.13	7.50	227.91	9.14	1.44
	−	244.13	5.87	247.28	6.03	210.19	8.34	1.42
	Average	251.87	6.11	257.71	6.76	219.05	8.74	1.43
CGC-J5	+	596.34	17.75	643.36	21.02	546.86	21.50	1.21
	−	892.06	18.55	952.45	19.51	809.58	20.00	1.08
	Average	744.17	18.15	797.91	20.26	678.22	20.75	1.14
CGC-J6	+	588.20	13.41	629.67	14.99	—	—	—
	−	440.74	10.24	501.43	15.00	—	—	—
	Average	514.43	11.83	565.55	14.99	—	—	—
Notes: V_y—Yield load, Δ_y—Yield displacement; V_p—Peak load, Δ_p—Peak displacement; V_u—Ultimate load, Δ_u—Ultimate displacement; μ—Ductility coefficient.

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表 5 CGC连接节点双界面抗剪承载力计算值与试验值对比

Table 5. Comparison between test and calculated values of shear capacity of the double interface of CGC connection joints

Specimen	V_c/kN	V_k/kN	V_s/kN	V_b/kN	V_N/kN	V c p/kN	V p/kN	V c p/V p
CGC-J1	39.35	53.24	48.11	17.55	0	158.26	153.80	1.03
CGC-J2	61.75	53.24	48.11	17.55	0	180.66	170.14	1.06
CGC-J3	80.37	53.24	68.73	17.55	0	219.90	219.80	1.00
CGC-J4	61.75	53.24	108.56	49.08	0	272.64	257.71	1.06
CGC-J5	303.78	193.39	48.11	17.55	127.60	690.43	797.91	0.87
CGC-J6	303.78	193.39	24.06	8.77	127.60	657.60	565.55	1.16
Notes: V_c—Interfacial concrete cohesion; V_s—Interfacial friction generated by shear reinforcement; V_N—Interfacial friction generated by axial pressure; V c p—Calculated values of shear capacity of the double interface of joint. V p—Test values of shear capacity of the double interface of joint.

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