Load stress analysis of concrete base for durable asphalt pavement with 3D finite element model
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摘要: 为了分析各因素对耐久性沥青路面混凝土基层荷载应力的影响, 建立了三维有限元模型, 确定了计算参数, 通过正交设计法安排参数组合, 计算混凝土基层底面的荷载应力, 并对计算结果进行极差与方差分析。分析结果表明: 混凝土基层底面荷载应力随沥青面层厚度增大总体呈减小趋势, 但减小幅度不大, 随基层厚度增大而减小, 随基层模量增大而增大, 随地基模量增大显著减小, 面层模量变化对基层荷载应力几乎无影响; 置信概率为95%时, 对基层荷载应力有显著影响的因素是地基模量、基层模量和基层厚度, 当置信概率为90%时, 地基模量、基层模量、基层厚度和面层厚度影响的显著性依次减小。Abstract: In order to analyze the influence of some factors on the load stress of concrete base for durable asphalt pavement, a 3D finite element model was built, the calculation parameters of the model were determined, they were arranged by using orthogonality design method, the load stress at the bottom of concrete base was calculated, and the maximum difference and variance of the calculation results were analyzed.Analysis result shows that the load stress of concrete base decreases slightly with the thickness increase of asphalt surface, decreases with the thickness increase of concrete base, increases with the modulus increase of concrete base, and decreases notably with the modulus increase of subground, while there is little influence of surface course modulus on the load stress; the prominent influence factors of the load stress are subground modulus, concrete base modulus and thickness when the confidence probability is 95%, while the prominent factors are subground modulus, concrete base modulus and thickness, surface course thickness when the confidence probability is 90%, and the prominence of each factor decreases in turn.
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表 1 主要计算参数
Table 1. Main calculation parameters
结构层 厚度/cm 弹性模量/MPa 泊松比 沥青混凝土面层 5~20 600~2 200 0.25 混凝土基层 12~30 8 500~35 500 0.15 地基 50~950 (计算回弹模量) 0.30 
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表 2 因素与水平
Table 2. Factors and levels
因素 面层厚度/cm 面层模量/MPa 基层厚度/cm 基层模量/MPa 地基模量/MPa 水平 1 6 600 15 10 000 100 2 9 1 000 18 15 000 300 3 12 1 400 21 20 000 500 4 15 1 800 24 25 000 700 5 18 2 200 27 30 000 900
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表 3 荷载应力与极差
Table 3. Load stresses and maximum differences
试验号 面层厚度水平 面层模量水平 基层厚度水平 基层模量水平 地基模量水平 空列 σp/MPa 1 1 1 1 1 1 1 1.199 7 2 1 2 2 2 2 2 0.772 4 3 1 3 3 3 3 3 0.625 9 4 1 4 4 4 4 4 0.537 2 5 1 5 5 5 5 5 0.472 7 6 2 1 2 3 4 5 0.580 9 7 2 2 3 4 5 1 0.520 4 8 2 3 4 5 1 2 1.176 1 9 2 4 5 1 2 3 0.442 7 10 2 5 1 2 3 4 0.611 3 11 3 1 3 5 2 4 0.906 3 12 3 2 4 1 3 5 0.382 0 13 3 3 5 2 4 1 0.364 2 14 3 4 1 3 5 2 0.512 0 15 3 5 2 4 1 3 1.332 2 16 4 1 4 2 5 3 0.351 3 17 4 2 5 3 1 4 0.858 2 18 4 3 1 4 2 5 0.970 1 19 4 4 2 5 3 1 0.753 0 20 4 5 3 1 4 2 0.316 6 21 5 1 5 4 3 2 0.521 5 22 5 2 1 5 4 3 0.703 6 23 5 3 2 1 5 4 0.294 9 24 5 4 3 2 1 5 0.845 1 25 5 5 4 3 2 1 0.580 3 β1j 3.607 9 3.559 7 3.996 7 2.635 9 5.411 3 3.417 6 β2j 3.331 4 3.236 6 3.733 4 2.944 3 3.671 8 3.298 6 β3j 3.496 7 3.431 2 3.214 3 3.157 3 2.893 7 3.455 7 β4j 3.249 2 3.090 0 3.026 9 3.881 4 2.502 5 3.207 9 β5j 2.945 4 3.313 1 2.659 3 4.011 7 2.151 3 3.250 8 Rj 0.662 5 0.469 7 1.337 4 1.375 8 3.260 0 0.247 8
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表 4 正交表的方差分析
Table 4. Variance analysis of orthogonality chart
考核指标 方差来源 离差平方和Sj 自由度fj 方差Sj F值 临界值 σp 面层厚度 0.051 9 4 0.013 0 5.638 9 F0.95 (4, 4) =6.59
F0.90 (4, 4) =4.11面层模量 0.025 9 4 0.006 5 2.816 0 基层厚度 0.232 4 4 0.058 1 25.266 1 基层模量 0.285 8 4 0.071 5 31.066 2 地基模量 1.342 6 4 0.335 7 145.935 0 空列 0.009 1 4 0.002 3 —
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