偏心受拉作用下预应力CFRP筋-型钢混凝土构件抗裂试验

张鹏; 桂金洋; 邓宇; 沈民合; 孙飞; 赵晓冬

doi:10.13801/j.cnki.fhclxb.20200710.001

偏心受拉作用下预应力CFRP筋-型钢混凝土构件抗裂试验

doi: 10.13801/j.cnki.fhclxb.20200710.001

广西科技大学　土木建筑工程学院，柳州 545006

基金项目: 国家自然科学基金(51768008)；中国博士后科学基金(2017M613273XB)；广西自然科学基金(2019JJA160137)

详细信息

通讯作者:
桂金洋，硕士，研究方向为新型复合材料及预应力型钢混凝土组合结构　E-mail：jinyanggui1020@163.com

中图分类号: TU398.903; TU317.1
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出版历程
- 收稿日期: 2020-05-06
- 录用日期: 2020-06-28
- 网络出版日期: 2020-07-10
- 刊出日期: 2021-03-15

Experiment on crack resistance of prestressed CFRP tendons-steelreinforced concrete members under eccentric tension

College of Civil Engineering and Architecture, Guangxi University of Science and Technology, Liuzhou 545006, China

摘要

摘要: 为解决我国型钢混凝土桁架转换层拉杆及低层角柱在正常使用阶段易出现大面积拉裂缝的问题，以轻质高强、防腐的碳纤维增强树脂复合材料(CFRP)筋为预应力筋，提出可有效控制裂缝的预应力CFRP筋-型钢混凝土结构体系，并对其偏心受拉作用下的抗裂性能进行系统研究。以预应力水平、偏心距、纵筋直径及型钢翼缘厚度为主要参数制作11个构件，通过自行研发的拉-压转换桁架实现偏拉加载。结果表明：引入CFRP筋后CFRP筋-型钢混凝土构件抗裂度大幅提升，相较于普通偏拉构件，预应力大偏拉构件开裂荷载提高了64.8%~102.3%，预应力小偏拉构件提高了61.7%~117%，其抗裂性能与预应力水平、纵筋直径和型钢翼缘厚度正相关，与偏心距负相关。参照组合结构设计规范，提出构件开裂阶段中和轴的三种位置分布，并推导出开裂荷载公式，与试验值比较吻合度较高，可为其他复合材料筋在预应力偏拉体系的应用提供参考。
- 预应力 /
- 碳纤维增强树脂复合材料(CFRP)筋 /
- 型钢混凝土构件 /
- 抗裂性能 /
- 开裂荷载计算
Abstract: In our country, there are many eccentric tension members, such as steel reinforced concrete truss transfer layer straining beam, low-rise building corner column. For these members, large-scale cracks easily appear during normal use stage. Aiming at these problems, this paper took the light, high-strength and anti-corrosion carbon fiber reinforced polymer composite (CFRP) tendons as the prestressed reinforcement, the prestressed CFRP-steel reinforced concrete structure system was designed by combining CFRP tendons with prestressed steel reinforced concrete, which can effectively restrain the crack. And on this basis, a systematic study on the crack resistance under eccentric tension was carried out. A total of eleven members were designed and fabricated with the prestress level, eccentricity, longitudinal reinforcement diameter and profile flange thickness as the main parameters, and eccentric loading was achieved through the self-developed tension-compression conversion truss system. The results indicate that the crack resistance of the prestressed CFRP tendons-steel/concrete members is greatly strengthened. Compared with the ordinary eccentric members, the cracking loads of the large tension members with prestressed CFRP tendons are increased by 64.8%–102.3%, the cracking loads of the small tension members with prestressed CFRP tendons are increased by 61.7%–117%. The crack resistance of the member is positively related to the prestress level, longitudinal reinforcement diameter and steel flange thickness, and negatively related to the eccentricity. With reference to the combined structural design specification, three positions of the neutral axis of the prestressed CFRP tendons-steel reinforced concrete members during the cracking stage are proposed, and the calculation formula of cracking load is derived. Compared with the test value, the agreement is perfect, which can provide a reference for the application of other composites in the prestressed eccentric tension system.
- prestressed /
- carbon fiber reinforced ploymer (CFRP) tendons /
- steel reinforced concrete members /
- crack resistance performance /
- calculation of cracking load

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图 1 预应力碳纤维增强树脂复合材料(CFRP)筋型钢混凝土试件设计详图

Figure 1. Detail design of prestressed carbon fiber reinforced polymer composite (CFRP) tendons-steel reinforced concrete specimens

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图 2 CFRP筋张拉装置

Figure 2. Tensioning device of CFRP tendons

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图 3 CFRP筋性能试验

Figure 3. Performance test of prestressed CFRP tendons

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图 4 拉-压转换加载装置

Figure 4. Loading device of tension-compression transfer

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图 5 预应力CFRP筋-型钢混凝土试件测点布置

Figure 5. Measuring points layout of prestressed CFRP tendons-steel reinforced concrete specimens

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图 6 CFRP筋预应力损失监测

Figure 6. Monitoring of prestress loss of CFRP tendons

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图 7 预应力CFRP筋-型钢混凝土试件极限形态的裂缝分布

Figure 7. Crack distribution of ultimate shape of prestressed CFRP tendons-steel/concrete specimens

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图 8 预应力CFRP筋-型钢混凝土试件裂缝宽度-荷载曲线

Figure 8. Crack width-load curves of prestressed CFRP tendons-steel/concrete specimens

A—Ordinary axial member; B—Ordinary tension member; C—Prestress is 40%; D—Prestress is 60%; E—Prestress tension member with longitudinal reinforcement diameter of 10 mm; F—Prestress tension member with flange thickness of 8 mm

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图 9 预应力CFRP筋-型钢混凝土构件开裂荷载影响因素

Figure 9. Factors affecting cracking loads of prestressed CFRP tendons-steel/concrete members

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图 10 预应力CFRP筋-型钢混凝土构件换算截面

Figure 10. Conversion section of prestressed CFRP tendons-steel/concrete members

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图 11 中和轴位于截面外

Figure 11. Neutral axis lies outside the cross section

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图 12 中和轴位于截面内(不通过型钢)

Figure 12. Neutral axis is located in the cross section (not through the steel)

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图 13 中和轴位于截面内(通过型钢)

Figure 13. Neutral axis located in the cross section (through steel)

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表 1 预应力CFRP筋-型钢混凝土试件主要设计参数

Table 1. Main design parameters of prestressed CFRP tendons-steel reinforced concrete specimens

Number	$e$/mm	$\lambda $/%	$\rho $	t_f/mm
APZ-6-6	0	0	4C6	6
SPZ-6-6	20	0	4C6	6
SPZ-6-6-40	20	40	4C6	6
SPZ-6-6-60	20	60	4C6	6
SPZ-10-6-40	20	40	4C10	6
SPZ-6-8-40	20	40	4C6	8
LPZ-6-6	80	0	4C6	6
LPZ-6-6-40	80	40	4C6	6
LPZ-6-6-60	80	60	4C6	6
LPZ-10-6-40	80	40	4C10	6
LPZ-6-8-40	80	40	4C6	8
Notes: e—Eccentricity; $\lambda $—Prestressed tension level; $\rho $—Steel longitudinal reinforcement; t_f—Steel flange thickness; APZ—Axial tension; LPZ—Large tension; SPZ—Small tension.

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表 2 CFRP筋分级张拉控制荷载

Table 2. Control loads of CFRP tendons by tension MPa

Tension level	0.2	0.4	0.6	0.8	1.0	1.05
0.4f_ptk	5.9	11.8	17.6	23.5	29.4	30.9
0.6f_ptk	8.8	17.6	26.5	35.3	44.1	46.3
Note：f_ptk—Standard value of tensile strength of CFRP tendons.

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表 3 材料力学性能指标

Table 3. Mechanical property indexs of materials

Category	Name	E/GPa	f_y/MPa	f_u/GPa	δ/%
Prestressed tendon	CFRP	154	1624	1.91	—
Reinforcement	C6	200	495	0.61	27.5
Reinforcement	C10	200	484	0.7	25.1
Steel	Q235	347	481	205	28.5
Loading plate	Q345	458	599	205	26.3
Notes: E—Modulus of elasticity; f_y —Yield strength; f_u—Ultimate strength; δ—Elongation of material.

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表 4 预应力CFRP筋-型钢混凝土构件开裂荷载

Table 4. Cracking loads of prestressed CFRP tendons-steel/concrete members

Number	${\sigma _l}$ (${\sigma _{l5}}$)/(N·mm⁻²)	N_cr /kN	Variation of N_cr /%
Number	${\sigma _l}$ (${\sigma _{l5}}$)/(N·mm⁻²)	N_cr /kN	${\lambda _1}$	${\lambda _2}$
APZ-6-6	—	97	—	0
SPZ-6-6	—	88	0	−9.3
SPZ-6-6-40	178.2 (46.5)	145	64.8	49.5
SPZ-6-6-60	218.5 (69.8)	178	102.0	83.5
SPZ-10-6-40	164.1 (30.8)	155	76.1	59.8
SPZ-6-8-40	175.3 (49.3)	145	84.8	49.5
LPZ-6-6	—	47	0	−51.5
LPZ-6-6-40	184.0 (62.4)	76	61.7	−21.6
LPZ-6-6-60	191.0 (64.5)	102	117.0	5.2
LPZ-10-6-40	166.6 (59.9)	81	72.3	−16.5
LPZ-6-8-40	163.2 (47.9)	79	68.1	−18.6
Notes: ${\sigma _l}$—Loss of full prestressed; ${\sigma _{l5}}$—Prestressed loss caused by prestressed relaxation, concrete shrinkage and creep; ${N_{\rm{cr} }}$—Cracking load; ${\lambda _1}$—Rate of cracking load variation of prestressed members compared with ordinary eccentric members; ${\lambda _2}$—Change rate of cracking load of prestressed and ordinary member compared with axial tension members.

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表 5 预应力CFRP筋-型钢混凝土试件开裂荷载试验值与计算值

Table 5. Cracking load test values and calculation values of prestressed CFRP tendons-steel/concrete specimens

Number	N_cr,e/kN	N_cr,c/kN	N_cr,e/N_cr,c	μ
APZ-6-6	97.0	109.0	0.89	—
SPZ-6-6	88.0	102.0	0.86	0.87
SPZ-6-6-40	145.0	165.0	0.88
SPZ -6-6-60	178.0	207.0	0.86
SPZ -10-6-40	155.0	170.0	0.91
SPZ -6-8-40	145.0	167.0	0.86
LPZ -6-6	47.0	53.0	0.89	0.92
LPZ -6-6-40	76.0	80.0	0.95
LPZ -6-6-60	102.0	110.0	0.94
LPZ -10-6-40	81.4	90.5	0.90
LPZ -6-8-40	79.0	88.0	0.90
Notes: N_cr,e—Cracking load test value; N_cr,c—Cracking load calculated value; μ—Mean value of N_cr,e and N_cr,c.

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