Effect of material deterioration on slab ballastless track performance under frost heaving and freezing-thawing
Article Text (Baidu Translation)
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摘要: 以哈大高速铁路路基冻胀区板式无砟轨道为研究对象，开展了快速冻融循环作用下C60、C40混凝土和砂浆材料标准立方体试件轴心受压和劈裂抗拉破坏试验，研究了冻融循环作用下材料性能劣化规律；在此基础上，建立了考虑限位凸台、环形树脂和层间黏结接触性能的CRTS Ⅰ板式无砟轨道-路基冻胀冻融空间有限元模型，研究了冻融损伤后轨道的静力特性，揭示了底座板的受力状态与损伤特征。研究结果表明：提高混凝土强度等级可显著减缓冻融循环对材料的劣化剥蚀作用，冻融循环加剧会导致结构界面接触状态显著恶化；随着冻融循环作用次数的增加，砂浆层和底座板材料性能劣化显著，弹性模量、层间黏结强度和轴心抗拉强度均大幅减小；与未冻融工况相比，300次冻融循环后，C60、C40混凝土和砂浆的峰值抗压强度降幅分别为14.7%、34.6%和29.9%，C60混凝土与砂浆胶结界面轴心抗拉强度降幅达到90.6%，C60、C40混凝土和砂浆轴心抗拉强度降幅均超过56%；在典型冻胀条件(冻胀波长为10 m，冻胀峰值为8 mm)下，冻胀中心处轨道各结构层上表面均受最大拉应力，在冻胀波脚处出现最大压应力；随着冻融循环次数的增加，轨道板和底座板所受最大拉应力亦不断增加。可见，在设计寒区板式无砟轨道时，底座板为主要控制性构件，底座板中部冻胀为最不利工况。Abstract: Taking the slab ballastless track in the frost heaving area of the Harbin-Dalian High-Speed Railway subgrade as the research object, the deterioration laws of materials properties under freezing-thawing cycles were investigated through the axial compression and splitting tensile failure tests on the standard cubic specimens of C60, C40 concrete and mortar under rapid freezing-thawing cycles. On this basis, a spatial finite element model was established for a CRTS Ⅰ slab ballastless track-subgrade frost heaving and freezing-thawing, considering the limit retaining boss, ring-shaped resin and interlayer bonding contact properties. The static properties of tracks after the freezing-thawing damage were studied, and the stress states and damage characteristics of the base plate were revealed. Research results demonstrate that the use of high strength grade concrete considerably decelerates the material deterioration and erosion due to the freezing-thawing cycle. Intense freezing-thawing cycles remarkably deteriorate the contact state of the structural interface. As the number of freezing-thawing cycle increases, the materials properties of mortar layer and base plate worsen significantly, their elastic moduli, interlayer bonding strengths, and axial tensile strengths decrease substantially. The peak compressive strengths of C60, C40 concrete and mortar decrease by 14.7%, 34.6%, and 29.9%, respectively, after 300 freezing-thawing cycles compared to those without any freezing-thawing cycles. The axial tensile strength of cementation interface between the C60 concrete and the mortar decreases by 90.6%. The axial tensile strengths of C60, C40 concrete and mortar decrease by more than 56%. Under the typical frost heaving condition (the frost heaving wave length is 10 m, and the frost heaving peak is 8 mm), the maximum tensile stress is observed at the upper surfaces of all structural layers of the track at the frost heaving center, whereas the maximum compressive stress is observed at the foot of the frost heaving wave. As the number of freezing-thawing cycle increases, the maximum tensile stresses of track slab and base plate also increase. Hence, when designing slab ballastless tracks in cold areas, the base plate is the main control component, and the frost heaving in the middle of the base plate is a highly unfavorable condition. 6 tabs, 11 figs, 32 refs.
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图 2 冻融循环前后试件的表观形态
Figure 2. Apparent morphologies of specimens before and after freezing-thawing cycles
图 4 轴心受压试件应力-应变、峰值抗压强度与冻融循环次数的关系
Figure 4. Relationship between stress-strain, peak compressive strength of axially compressed specimens and freezing-thawing cycles
图 6 CRTS Ⅰ型板式无砟轨道-路基空间有限元模型
Figure 6. Spatial finite element model of CRTS Ⅰ slab ballastless track-subgrade
图 9 CRTS Ⅰ型板式无砟轨道冻胀冻融计算模型
Figure 9. Calculation model of CRTS Ⅰ slab ballastless track considering frost heave and freezing-thawing
图 11 冻融循环对底座板应力的作用
Figure 11. Effect of freezing-thawing cycle on stress of base plate
表 1 冻融循环作用下试件的峰值抗压强度
Table 1. Peak compressive strengths of specimens under freezing-thawing cycles
N/次 峰值抗压强度/MPa C60混凝土 砂浆 C40混凝土 0 64.41 3.04 36.24 50 62.71 2.75 33.62 100 61.98 2.66 32.02 150 59.06 2.50 29.29 200 58.09 2.41 27.35 250 56.87 2.24 25.53 300 54.93 2.13 23.70 
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表 2 冻融循环作用下试件轴心抗拉强度
Table 2. Axial tensile strengths of specimens under freezing-thawing cycles
N/次 轴心抗拉强度/MPa HT试件 OT试件 砂浆试件 LT试件 0 2.85 1.81 0.73 2.39 50 2.34 1.66 0.64 2.06 100 2.04 1.61 0.56 1.87 150 1.75 1.02 0.49 1.51 200 1.63 0.87 0.41 1.47 250 1.39 0.30 0.35 1.26 300 1.23 0.17 0.31 1.02 降幅/% 56.8 90.6 57.5 57.3
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表 3 不同冻融循环次数下材料的力学参数
Table 3. Mechanical parameters of materials under different freezing-thawing cycles
N/次 材料编号 摩擦因数 HT试件 砂浆 LT试件 E/GPa u f/MPa E/GPa u f/MPa E/GPa u f/MPa 300 1 0.04 33.80 0.13 1.230 0.140 0.090 0.310 13.14 0.130 1.02 2 0.19 34.90 0.17 2.040 0.245 0.120 0.520 19.59 0.150 1.48 3 0.35 36.00 0.20 2.850 0.350 0.150 0.730 26.04 0.180 1.93 4 0.50 32.50 0.200 2.39 250 1 0.08 34.27 0.14 1.390 0.150 0.100 0.350 13.96 0.140 1.26 2 0.22 35.14 0.17 2.120 0.250 0.125 0.540 20.14 0.160 1.64 3 0.36 36.00 0.20 2.850 0.350 0.150 0.730 26.32 0.180 2.01 4 0.50 32.50 0.200 2.39 200 1 0.24 34.81 0.15 1.630 0.180 0.110 0.410 16.44 0.150 1.47 2 0.33 35.41 0.18 2.240 0.265 0.130 0.570 21.79 0.170 1.78 3 0.41 36.00 0.20 2.850 0.350 0.150 0.730 27.15 0.180 2.08 4 0.50 32.50 0.200 2.39 150 1 0.28 35.23 0.16 1.750 0.190 0.120 0.490 17.31 0.160 1.51 2 0.35 35.62 0.18 2.300 0.270 0.135 0.610 22.37 0.170 1.80 3 0.43 36.00 0.20 2.850 0.350 0.150 0.730 27.44 0.190 2.10 4 0.50 32.50 0.200 2.39 100 1 0.44 35.55 0.18 2.040 0.200 0.130 0.560 18.61 0.180 1.87 2 0.46 35.78 0.19 2.445 0.275 0.140 0.645 23.24 0.187 2.04 3 0.48 36.00 0.20 2.850 0.350 0.150 0.730 27.87 0.193 2.22 4 0.50 32.50 0.200 2.39 50 1 0.46 35.76 0.19 2.340 0.220 0.140 0.640 20.18 0.190 2.06 2 0.47 35.88 0.20 2.595 0.285 0.145 0.685 24.29 0.193 2.17 3 0.49 36.00 0.20 2.850 0.350 0.150 0.730 28.39 0.197 2.28 4 0.50 32.50 0.200 2.39 0 0.50 36.00 0.20 2.850 0.350 0.150 0.730 32.50 0.200 2.39
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表 4 轨道结构参数
Table 4. Structural parameters of track
结构 泊松比 弹性模量/GPa 密度/(kg·m-3) 备注 钢轨 0.30 210.00 7 800 CHN60钢轨 轨道板 0.20 36.00 2 500 C60混凝土 限位凸台 0.20 33.00 2 500 C40混凝土 环形树脂 0.02 1 100 黏结性能优异 砂浆层 0.15 0.35 2 000 低温敏感性高 底座板 0.20 33.00 2 500 C40混凝土 路基基床 0.12 2 000 面刚度为76 MPa·m-1
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表 5 哈大高速铁路路基变形监测结果
Table 5. Monitoring result of subgrade deformation of Harbin-Dalian High-Speed Railway
类型 测点总数 不同冻胀峰值(mm)的测点数 0~5 5~10 10~15 ≥15 路堤 179 844 99 410 26 830 3 280 113 路堑 101 826 59 026 20 230 4 460 939
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表 6 冻融循环下轨道板和底座板最大拉应力
Table 6. Maximum tensile stresses of track slab and base plate under freezing-thawing cycles
N/次 轨道板最大拉应力/MPa 底座板最大拉应力/MPa 板中冻胀 板缝冻胀 板中冻胀 板缝冻胀 300 2.78 0.71 3.68 3.31 250 2.77 0.73 3.65 3.39 200 2.74 0.74 3.63 3.40 150 2.70 0.76 3.61 3.47 100 2.65 0.77 3.57 3.52 50 2.63 0.77 3.55 3.53 0 2.62 0.78 3.51 2.12
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