基于BOTDA的机场道面半刚性基层裂缝扩展规律

高俊启; 耿任山; 盛余祥; 安平; 靳佩佩

基于BOTDA的机场道面半刚性基层裂缝扩展规律

1.
南京航空航天大学土木工程系, 江苏南京 210016
2.
日照市公路管理局工程处, 山东日照 276826

基金项目:

中国博士后科学基金项目 2013M541666

江苏省博士后科研计划项目 1302138C

详细信息

作者简介:
高俊启(1973-), 男, 山东菏泽人, 南京航空航天大学副教授, 工学博士, 从事道路工程研究

中图分类号: V351
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- 被引次数: 0
出版历程
- 收稿日期: 2016-08-25
- 刊出日期: 2017-02-25

Crack propagation rule of semi-rigid base of airport pavement based on BOTDA

1.
Department of Civil Engineering, Nanjing University of Aeronautics and Astronautics, Nanjing 210016, Jiangsu, China
2.
Engineering Department of Rizhao Highway Administration, Rizhao 276826, Shandong, China

More Information

Author Bio:
GAOJun-qi(1973-), male, associate professor, PhD, +86-25-84891754, junqi_gao@nuaa.edu.cn

摘要

摘要: 通过室内试验与现场水泥稳定碎石基层裂缝监测试验, 采用分布式BOTDA光纤监测技术, 研究了传感光纤的应变与裂缝宽度的关系、半刚性基层早期裂缝扩展规律以及裂缝发展速率。研究结果表明: 当裂缝宽度分别为3、6、9mm时, 聚氨酯封装的传感光纤应变分别为5.9×10^-3、7.7×10^-3、10.3×10^-3, 金属基封装的传感光纤应变分别为1.5×10^-3、1.6×10^-3、2.1×10^-3, 光纤应变随着裂缝宽度的增加而增大; 当裂缝宽度为9mm时, 聚氨酯与金属基封装的光纤应变分别为内定点铝合金铠装光纤平均应变的33.2、6.8倍, 因此, 聚氨酯与金属基封装的传感光纤裂缝监测效果较好; 在现场基层施工完成后第13d, 80m长的路段出现了3处微裂缝, 此期间最大温差为2.1℃, 说明基层裂缝的产生和发展主要在第1个月, 且主要是干缩裂缝, 干缩应力是裂缝产生及裂缝间距的主要影响因素; 在施工完成后第20、77、139d, 基层底面温度分别为10.3℃、2.5℃、9.4℃, 基层底面K24+656位置裂缝处光纤应变分别为4.2×10-4、9.5×10-4、4.3×10-4, 在139d之内, 没有新的裂缝出现, 说明温缩应力对早期裂缝间距的影响较小, 主要影响裂缝宽度, 温缩裂缝主要出现在干缩阶段干缩应力较大的位置; 当上、下基层连铺时, 基层上表面与底面的裂缝位置一致, 表明水泥稳定碎石基层横向裂缝为贯穿裂缝; 基层上表面裂缝发展速率分别是基层中间和底面的3.8、2.8倍, 基层上表面的裂缝发展速率最大。
- 机场道面 /
- 半刚性基层 /
- 水泥稳定碎石 /
- 裂缝扩展 /
- 传感光纤
Abstract: By the laboratory and field cement-stabilized macadam base crack monitoring tests, the relationship between sensing fiber strain and crack width, crack propagation rule in early stage of semi-rigid base, and crack growth rate were researched based on the distributed BOTDA fiber monitoring technology.Research result shows that when the crack widths are 3, 6and 9mm, the strains measured by the sensing fiber encapsulated with polyurethane are 5.9×10^-3, 7.7×10^-3, and 10.3×10^-3, respectively, the strains measured by the sensing fiber encapsulated with metal matrix are 1.5×10^-3, 1.6×10^-3, and 2.1×10^-3, respectively, and the fiber strain rises with the increase of crack width.When the crack width is 9mm, the strains measured by the sensingfibers encapsulated with polyurethane and metal matrix are 33.2and 6.8times as big as the average value measured by the interval fixed fiber armored with aluminum alloy respectively, so the sensing fibers encapsulated with polyurethane and metal matrix performs better for crack monitoring.In field experiment, in 13 dafter construction, 3 micro cracks were found at 80 m long road section, and the largest temperature difference is 2.1 #C during this period, which indicates that the cracks in the base generate and develope mainly in the first month and the dry shrinkage cracks are dominant.The dry shrinkage stress is the main influence factor of crack generation and crack spacing.In 20, 77 and 139dafter construction, the temperatures at the bottom surface of base layer are 10.3℃, 2.5℃and 9.4℃, respectively, and the corresponding strains measured at the bottom surface of base layer at crack location of K24+656are 4.2×10^-4, 9.5×10^-4 and 4.3×10^-4, respectively.No new cracks emerge in base layer in 139 d, which indicates that the influence of thermal shrinkage stress on early crack spacing is very less, and the thermal shrinkage stress mainly affects the crack width.The thermal shrinkage cracks basically appear at the position where the dry shrinkage stress displays peaks in the dry shrinkage phase.When the upper and lower base layers were constructed continuously, the positons of cracks of top surface and bottom are consistent. Hence, the transverse cracks in cement-stabilized macadam base are always penetrating cracks.Furthermore, the crack growth rate on the top surface is 3.8and 2.8times the values at the middle and bottom positons, respectively, so the crack growth rate on the top surface is biggest.
- airport pavement /
- semi-rigid base /
- cement-stabilized macadam /
- crack propagation /
- sensing fiber

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图 1 传感光纤布置(单位: mm)

Figure 1. Layout of sensing fibers (unit: mm)

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图 2 传感光纤

Figure 2. Sensing fibers

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图 3 试验梁裂缝

Figure 3. Crack of test beam

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图 4 不同裂缝宽度下的传感光纤F₁应变曲线

Figure 4. Strain curves of sensing fiber F₁at different crack widths

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图 5 不同裂缝宽度下的传感光纤F₂应变曲线

Figure 5. Strain curves of sensing fiber F₂at different crack widths

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图 6 试件应变曲线

Figure 6. Strain curves of specimens

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图 7 不同裂缝宽度下的传感光纤F₃应变曲线

Figure 7. Strain curves of sensing fiber F₃at different crack widths

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图 8 不同裂缝宽度下的传感光纤F₄应变曲线

Figure 8. Strain curves of sensing fiber F₄at different crack widths

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图 9 应变与裂缝宽度关系曲线

Figure 9. Relationship curves between strain and crack width

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图 10 水泥稳定碎石基层传感光纤布置

Figure 10. Layout of sensing fibers in cement-stabilized macadam base

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图 11 位置C₁应变曲线

Figure 11. Strain curves of location C₁

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图 12 位置C₂应变曲线

Figure 12. Strain curves of location C₂

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图 13 位置C₃应变曲线

Figure 13. Strain curves of location C₃

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图 14 应变-时间关系曲线

Figure 14. Relationship curves between strains and time

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表 1 传感光纤的基本参数

Table 1. Basic parameters of sensing fibers

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