玻璃纤维增强聚丙烯树脂复合材料索锚构件设计及力学性能

李承高; 张玉潭; 呼思乐; 吉启康; 郭正岳; 孙瑜泽; 咸贵军

doi:10.13801/j.cnki.fhclxb.20220130.001

玻璃纤维增强聚丙烯树脂复合材料索锚构件设计及力学性能

doi: 10.13801/j.cnki.fhclxb.20220130.001

李承高^{1, 2},
张玉潭^{1, 2},
呼思乐^{1, 2},
吉启康^{1, 2},
郭正岳^{1, 2},
孙瑜泽^{1, 2},
咸贵军^{1, 2, ,}

1.
哈尔滨工业大学　结构工程灾变与控制教育部重点实验室，哈尔滨 150090
2.
哈尔滨工业大学　土木工程学院，哈尔滨 150090

基金项目: 国家自然科学基金(52008137)；黑龙江省自然科学基金(LH2021E073)

详细信息

作者简介:
李承高，等：碳/玻璃纤维混杂复合材料在水浸泡环境下的性能演化研究

通讯作者:
咸贵军，博士，教授，博士生导师，研究方向为土木工程纤维增强树脂复合材料与结构　 E-mail: gjxian@hit.edu.cn

中图分类号: TB332
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- 被引次数: 0
出版历程
- 收稿日期: 2021-12-21
- 修回日期: 2022-01-24
- 录用日期: 2022-01-24
- 网络出版日期: 2022-01-30
- 刊出日期: 2022-11-01

Design and mechanical properties of glass fiber reinforced polypropylene polymer composite cable-anchor component

LI Chenggao^{1, 2},
ZHANG Yutan^{1, 2},
HU Sile^{1, 2},
JI Qikang^{1, 2},
GUO Zhengyue^{1, 2},
SUN Yuze^{1, 2},
XIAN Guijun^{1, 2
, ,}

1.
Key Lab of Structures Dynamic Behavior and Control, Ministry of Education, Harbin Institute of Technology, Harbin 150090, China
2.
School of Civil Engineering, Harbin Institute of Technology, Harbin 150090, China

摘要

摘要: 桥梁拉索及预应力混凝土结构用纤维增强复合材料的可靠锚固是需要解决的关键难题。热塑性聚丙烯树脂具有优异的断裂韧性、耐湿热/抗疲劳性能及加工成型方便和可回收利用等优点，根据其加热熔化冷却成型原理，本文采用玻璃纤维增强聚丙烯预浸带制备了一种尺寸稳定、性能优异、具有自锁结构的复合材料索锚构件。采用拉伸测试及有限元模拟研究预浸带层数与圆弧段角度对索锚结构极限承载力、应力分布及破坏模式的影响。研究发现，索锚构件的极限承载力随圆弧段角度增加而降低，随缠绕层增加先增加后下降。有限元模拟与实验结果吻合性较好，验证了缠绕10层预浸带，圆弧段角度为13.5°的索锚构件应力分布均匀并取得最高的拉伸强度。最后，通过总结与分析，论证了一体化新型索锚构件在桥梁拉索、地锚结构及预应力混凝土结构中的应用前景。
- 玻璃纤维 /
- 热塑性聚丙烯树脂 /
- 预浸带 /
- 索锚构件 /
- 拉伸性能 /
- 有限元模拟 /
- 应用前景分析
Abstract: The reliable anchoring of fiber reinforced polymer composite used in bridge cable and prestressed concrete structures is the key problem to be solved. The thermoplastic polypropylene resin has the excellent fracture toughness, hygrothermal/fatigue resistances, convenient processing and recycling, etc. Based on the heating melting cooling molding principle of thermoplastic resin, a kind of composite cable-anchor with stable size, excellent performance and self-locking structure was prepared through adopting the glass fiber reinforced polypropylene prepreg tape. The effects of prepreg tape winding layer number and arc angle on the ultimate bearing capacity, stress distribution and failure mode of cable-anchor structure were studied by tensile test and finite element simulation. It is found that the ultimate bearing capacity of cable-anchor component decreases with the increase of the arc angle, and increases firstly and then decreases with the increase of the winding layer. The finite element simulation is in good agreement with the experimental results, which verifies that the stress distribution of cable-anchor component of 10-layer prepreg tape with the arc angle of 13.5° is uniform and the optimum tensile properties were obtained. Finally, by summarizing and analyzing, the application prospects of the new integrated cable-anchor components in bridge cable, ground anchor structure and prestressed concrete structure were demonstrated.
- glass fiber /
- thermoplastic polypropylene resin /
- prepreg tape /
- cable-anchor component /
- tensile pro-perties /
- finite element simulation /
- application prospect analysis

HTML全文

图 1 玻璃纤维增强聚丙烯树脂预浸带

Figure 1. Glass fiber reinforced polypropylene resin prepreg tape

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图 2 索锚构件模具设计示意图

Figure 2. Schematic diagram of mould design for the cable-anchor component

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图 3 索锚构件设计参数及尺寸

Figure 3. Design parameter and size of cable-anchor component

θ—Arc segment half angle; t_r—Arc segment thickness; t_a—Straight segment width; t_b—Straight segment thickness; r₁—Curvature radius of arc segment ; r₂—Curvature radius of transition segment

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图 4 玻璃纤维增强聚丙烯树脂索锚构件的制备过程

Figure 4. Preparation process of glass fiber reinforced polypropylene resin cable-anchor component

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图 5 索锚构件拉伸测试用连接装置

Figure 5. Connecting device for tensile testing of cable-anchor component

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图 6 索锚构件拉伸测试的应变监测位置

Figure 6. Strain monitoring position for tensile testing of cable-anchor component

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图 7 索锚构件的拉伸性能测试

Figure 7. Tensile properties test of cable-anchor component

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图 8 索锚构件的有限元模型

Figure 8. Finite element model of cable-anchor component

A—Loading structural; B—Static structural

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图 9 弧段角度对玻璃纤维增强聚丙烯树脂索锚构件拉伸荷载-位移曲线的影响

Figure 9. Effect of arc angle on tensile load-displacement curves of glass fiber reinforced polypropylene cable-anchor component

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图 10 10-3^#玻璃纤维增强聚丙烯树脂索锚构件的拉伸破坏模式

Figure 10. Tensile failure mode of glass fiber reinforced polypropylene cable-anchor component for 10-3^#

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图 11 缠绕层数对玻璃纤维增强聚丙烯树脂索锚构件拉伸荷载-位移曲线的影响

Figure 11. Effect of winding layer number on tensile load-displacement curves of glass fiber reinforced polypropylene cable-anchor component

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图 12 10-3^#玻璃纤维增强聚丙烯树脂索锚构件的拉伸应变分布

Figure 12. Tensile strain distribution of glass fiber reinforced polypropylene cable-anchor component for 10-3^#

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图 13 5-3^#玻璃纤维增强聚丙烯树脂索锚构件圆弧段的应力云图

Figure 13. Colored stress patterns of arc segment for glass fiber reinforced polypropylene cable-anchor component of 5-3^#

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图 14 5-3^#玻璃纤维增强聚丙烯树脂索锚构件圆弧-直段过渡区域的应力云图

Figure 14. Colored stress patterns of arc-straight transition segment for glass fiber reinforced polypropylene cable-anchor component of 5-3^#

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表 1 弧段角度对玻璃纤维增强聚丙烯树脂索锚构件拉伸性能的影响

Table 1. Effect of arc angle on tensile properties of glass fiber reinforced polypropylene cable-anchor component

Sample number	Ultimate bearing capacity/kN	Tensile strength/ MPa	Anchorage efficiency/%
10-1^#	36.05	400.6	76.4
10-2^#	42.32	470.2	89.7
10-3^#	49.65	551.7	105.3
Notes: 10-1^# denotes that the number of winding layers of the prepreg tape is 10 layers, and the arc angle number is 1^#, which is 21.8°. Other conditions are similar, 2^# is 16.7°, 3^# is 13.5°.

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表 2 缠绕层数对玻璃纤维增强聚丙烯树脂索锚构件拉伸性能的影响

Table 2. Effect of winding layer number on tensile properties of glass fiber reinforced polypropylene cable-anchor component

Sample number	Ultimate bearing capacity/kN	Tensile strength/ MPa	Anchorage efficiency/%
5-3^#	24.20	537.8	102.6
10-3^#	49.65	551.7	105.3
20-3^#	45.44	252.4	48.2
Notes: 5, 10 and 20 are the layers of prepreg tape, and 3^# is 13.5°.

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表 3 玻璃纤维增强聚丙烯树脂索锚构件不同监测位置的极限应变

Table 3. Ultimate strain of glass fiber reinforced polypropylene cable-anchor component at different monitoring positions

Position	Maximum tensile strain/10⁻⁶	Strain ratio to position 1/%
1	18327	100.0
2	15237	83.1
3	1296	7.1
4	17403	95.0
5	9958	54.3

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