Environmental Factors Influencing Thermal Effect of CRTS Ⅲ Ballastless Track on Bridges Under High-Temperature Conditions
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摘要:
为探究华东地区高温桥上Ⅲ型无砟轨道温度效应影响因素，选取桥上CRTSⅢ型无砟轨道为研究对象，基于热-结构耦合作用原理和现场试验，利用ANSYS软件构建了桥上无砟轨道的热-结构耦合精细化模型. 通过模拟不同风速、日照辐射强度、日平均气温和日气温振幅条件下的轨道板温度梯度、无缝线路结构纵向力和位移，系统研究以上环境因素对桥上无砟轨道结构无缝线路温度效应的影响. 研究结果表明：当风速从2 m/s增加至5 m/s时，轨道板的正、负温度梯度分别降低了33.7%和30.9%，且桥上无缝线路的纵向应力和位移也相应减小；日照辐射强度的增加导致轨道板温度梯度显著增大，同时桥上无砟轨道结构的纵向应力和位移增加；日平均气温的升高主要促进了钢轨纵向力和位移的增加，而对轨道板温度梯度影响不显著，对轨道板、桥梁位移增加正相关性；日气温振幅对轨道板温度梯度的影响较为显著，当振幅因子从0.5增加至1.5时，正、负温度梯度分别增加了16.5%和26.2%；此外，随着日气温振幅的增大，桥上钢轨纵向力变化减小，轨道板、自密实混凝土层纵向应力增大，桥上无缝线路纵向位移变化不明显.
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关键词:
- 高温 /
- CRTSⅢ型无砟轨道 /
- 热-结构耦合 /
- 环境影响因素 /
- 温度效应 /
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Abstract:CRTS Ⅲ ballastless track on bridges was used as the research subject to investigate the factors influencing its thermal effects under high-temperature conditions in East China. Based on the principle of thermal-structural coupling and field experiments, a refined thermal-structural coupling model of ballastless track on bridges was established using ANSYS software. The influence of the above environmental factors on the thermal effect of the CWR system of the ballastless track structure on bridges was systematically studied by simulating the temperature gradients of the track slab and the longitudinal forces and displacements of the continuous welded rail (CWR) system under different wind speeds, solar radiation intensities, daily average air temperatures, and daily air temperature amplitudes. The research results show that when the wind speed increases from 2 m/s to 5 m/s, the positive and negative temperature gradients of the track slab decrease by 33.7% and 30.9%, respectively, and the longitudinal stress and displacement of the CWR on the bridge also decrease accordingly. The increase in solar radiation intensity leads to a significant increase in the temperature gradient of the track slab, accompanied by an increase in longitudinal stress and displacement of the ballastless track structure on the bridge. The rise in daily average air temperature mainly promotes an increase in the longitudinal force and displacement of the rails, but has no significant effect on the temperature gradient of the track slab. Meanwhile, it shows a positive correlation with increases in the displacements of the track slab and bridge. The influence of daily air temperature amplitude on the temperature gradient of the track slab is significant. When the amplitude factor increases from 0.5 to 1.5, the positive and negative temperature gradients increase by 16.5% and 26.2%, respectively. In addition, as the daily air temperature amplitude increases, the variation in longitudinal force in the rails on the bridge decreases, while the longitudinal stress in the track slab and self-compacting concrete layer increases. However, the change in the longitudinal displacement of the CWR on the bridge is not pronounced.
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图 1 桥上CRTSⅢ型无砟轨道结构热交换
Figure 1. Heat exchange in CRTS Ⅲ ballastless track structure on bridges
图 3 间接热-结构耦合分析流程图
Figure 3. Flowchart of indirect thermal-structural coupling analysis
图 4 CRTSⅢ型无砟轨道温度场智慧监测系统
Figure 4. Intelligent monitoring system for thermal effect of CRTS Ⅲ slab ballastless track
图 7 不同风速影响下垂向温度变化曲线
Figure 7. Vertical temperature variation curves under different wind speeds
图 8 不同日照辐射强度影响下垂向温度变化曲线
Figure 8. Vertical temperature variation curves under different solar radiation intensities
图 9 不同日平均温度条件下的结构垂向温度变化曲线
Figure 9. Vertical temperature variation curves under different daily average air temperatures
图 10 不同日气温振幅影响下垂向温度变化曲线
Figure 10. Vertical temperature variation curves under different daily air temperature amplitudes
表 1 主要结构参数
Table 1. Main structural parameters
部件 强度等级 弹性模量/Pa 密度/
（kg•m−3）泊松比 比热容/
（J•kg−1•℃−1）线膨胀系数/
（℃−1）导热系数/
（W•m−1•K−1）钢轨 2.1 × 1011 7830 0.30 — 1.18 × 10−5 轨道板 C60 3.65 × 1010 2500 0.20 960 1.00 × 10−5 1.630 自密实混凝土 C40 3.40 × 1010 2500 0.20 960 1.00 × 10−5 1.630 凸台 C40 3.40 × 1010 2500 0.20 960 1.00 × 10−5 1.630 底座板 C40 3.40 × 1010 2500 0.20 960 1.00 × 10−5 1.630 梁体 C50 3.55 × 1010 2500 0.20 960 1.00 × 10−5 1.630 土工布 7.8 × 109 1300 0.47 1.4 1.00 × 10−25 0.037 
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表 2 各构件纵向力最大值
Table 2. Maximum longitudinal force of each component
风速/m/s 06：00 16：00 Fr /kN Sts Sscc Sbp Fr /kN Sts Sscc Sbp 2 86.579，−136.796 2.074 −1.162 −0.595 162.721，−219.636 −6.083 2.383 2.264 3 80.957，−127.931 1.804 −1.008 −0.558 121.885，−183.219 −4.071 1.597 1.649 4 79.658，−125.891 1.606 −0.903 −0.372 113.776，−174.142 −3.638 1.403 1.463 5 77.538，−122.543 1.462 −0.824 −0.304 104.992，−163.284 −3.301 1.198 1.188 注：Fr为钢轨最大纵向力（正为拉伸力，负为压缩力）；Sts、Sscc、Sbp分别为轨道板最大纵向应力、自密实混凝土层最大纵向应力、底座板最大纵向应力，单位为MPa.
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表 3 各构件纵向位移最大值
Table 3. Maximum longitudinal displacement of each component
mm 风速/m/s 06：00 16：00 Dr Dts Dscc Dbp Db Dr Dts Dscc Dbp Db 2 1.568 3.272 3.326 3.332 3.337 3.367 6.402 6.505 6.517 6.538 3 1.463 3.059 3.108 3.114 3.118 2.501 4.753 4.836 4.846 4.863 4 1.464 3.016 3.068 3.074 3.079 2.315 4.422 4.499 4.509 4.524 5 1.432 2.938 2.989 2.995 3.001 2.098 4.058 4.126 4.134 4.147 注：Dr为钢轨最大纵向位移，Dts、Dscc、Dbp、Db分别为轨道板、自密实混凝土层、底座板、桥梁梁体最大纵向位移.
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表 4 各构件纵向力最大值
Table 4. Maximum longitudinal force of each component
因子 06：00 16：00 Fr /kN Sts Sscc Sbp Fr /kN Sts Sscc Sbp 1.1 99.356，−154.860 2.659 −1.505 −0.875 157.957，−216.145 −6.123 2.417 2.282 1.2 103.454，−159.656 2.841 −1.607 −1.094 174.909，−229.728 −6.475 2.709 2.740 1.3 112.489，−170.028 3.009 −1.724 −1.029 180.817，−233.219 −7.041 2.823 2.674 1.4 116.302，−173.542 3.191 −1.823 −1.266 198.109，−245.925 −7.361 3.124 3.170 1.5 125.664，−182.877 3.360 −1.942 −1.183 203.057，−248.279 −7.959 3.230 3.068
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表 5 各构件纵向位移最大值
Table 5. Maximum longitudinal displacement of each component
mm 扩大因子 06：00 16：00 Dr Dts Dscc Dbp Db Dr Dts Dscc Dbp Db 1.1 1.797 3.767 3.826 3.833 3.836 3.276 6.214 6.315 6.327 6.348 1.2 1.851 3.920 3.977 3.983 3.985 3.677 6.924 7.042 7.057 7.082 1.3 2.046 4.273 4.339 4.346 4.350 3.766 7.158 7.272 7.286 7.310 1.4 2.089 4.412 4.475 4.481 4.483 4.176 7.895 8.028 8.045 8.074 1.5 2.291 4.778 4.849 4.857 4.860 4.239 8.094 8.222 8.238 8.264
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表 6 各构件纵向力最大值
Table 6. Maximum longitudinal force of each component
日平均温度/℃ 06：00 16：00 Fr /kN Sts Sscc Sbp Fr /kN Sts Sscc Sbp 27 96.991，−150.523 3.416 −1.871 −1.955 205.541，−253.554 −5.235 2.821 3.743 29 112.562，−168.629 3.364 −1.887 −1.757 217.102，−260.176 −6.244 3.117 3.785 31 125.715，−181.552 3.295 −1.877 −1.688 229.407，−267.509 −6.299 3.134 3.850 33 138.775，−192.972 3.227 −1.866 −1.616 241.275，−274.507 −6.354 3.150 3.920 35 150.524，−202.546 3.161 −1.856 −1.552 252.875，−281.406 −6.401 3.164 3.982
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表 7 各构件纵向位移最大值
Table 7. Maximum longitudinal displacement of each component
mm 日平均气温/℃ 06：00 16：00 Dr Dts Dscc Dbp Db Dr Dts Dscc Dbp Db 27 1.621 3.634 3.668 3.669 3.664 4.463 8.235 8.404 8.429 8.466 29 1.942 4.246 4.294 4.297 4.294 4.672 8.720 8.888 8.912 8.949 31 2.209 4.756 4.812 4.816 4.815 4.919 9.249 9.424 9.449 9.487 33 2.476 5.266 5.331 5.336 5.336 5.160 9.774 9.957 9.983 10.021 35 2.632 5.764 5.822 5.876 5.856 5.397 10.293 10.486 10.512 10.549
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表 8 各构件纵向力最大值
Table 8. Maximum longitudinal force of each component
因子 06：00 16：00 Fr /kN Sts Sscc Sbp Fr /kN Sts Sscc Sbp 0.5 107.303，−164.754 2.096 −1.228 −0.641 160.220，−217.776 −5.568 2.185 2.183 0.8 107.102，−164.484 2.246 −1.307 −0.684 161.290，−218.578 −5.789 2.270 2.218 1.0 106.965，−164.301 2.347 −1.359 −0.712 162.006，−219.108 −5.936 2.326 2.241 1.2 106.825，−164.115 2.447 −1.411 −0.741 162.720，−219.636 −6.083 2.383 2.264 1.5 106.613，−163.832 2.598 −1.490 −0.784 163.767，−220.411 −6.303 2.467 2.299
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表 9 各构件纵向位移最大值
Table 9. Maximum longitudinal displacement of each component
mm 因子 06：00 16：00 Dr Dts Dscc Dbp Db Dr Dts Dscc Dbp Db 0.5 1.984 4.086 4.151 4.159 4.164 3.317 6.301 6.405 6.418 6.439 0.8 1.976 4.077 4.142 4.149 4.154 3.338 6.345 6.448 6.461 6.481 1.0 1.971 4.070 4.135 4.143 4.148 3.353 6.373 6.476 6.489 6.510 1.2 1.965 4.064 4.129 4.139 4.142 3.367 6.402 6.505 6.517 6.538 1.5 1.958 4.054 4.119 4.127 4.132 3.388 6.445 6.547 6.559 6.580
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