Evolution characteristics of flexural fatigue performance of dense concrete consolidated with high frequency vibration applied in airport pavement
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摘要: 为了验证高频振捣滑模摊铺工艺的可靠性及其对含大粒径骨料(最大粒径为40 mm)干硬性混凝土疲劳演化特征的影响, 分别采用小型机具施工工艺(低频振捣)和滑模施工工艺(高频振捣)在郑州新郑机场摊铺40 cm厚混凝土道面板; 对现场切割试件与室内相同配比成型的试件(尺寸均为150 mm×150 mm×550 mm)进行了弯拉强度与疲劳试验, 测量了跨中梁底应变和竖向位移; 根据可靠度理论分析了不同工艺成型混凝土小梁的弯曲疲劳寿命概率分布特征, 建立了弯曲疲劳方程, 进一步分析了试件的弹性模量衰减特征和梁底残余拉伸应变演变规律。研究结果表明: 高频振捣工艺能使混凝土更加致密, 试件平均疲劳寿命较低频振动成型试件长约27%;双对数疲劳方程能够很好地表征含大粒径骨料道面混凝土的疲劳行为; 高应力水平下高频振捣成型混凝土疲劳寿命比室内成型混凝土长4%, 低应力水平下高频振捣成型混凝土疲劳寿命比室内成型混凝土长18%以上; 混凝土抗弯拉弹性模量随加载循环比的增加基本呈线性衰减特征, 试件临近破坏时的抗弯拉弹性模量为初始模量的50%~80%;在重复荷载作用下, 梁底轴向残余应变随加载次数的增加而增大; 提出的4种典型演化形态可表征不同应力水平下混凝土残余应变的复杂增长趋势; 骨料粒径增大是导致试件疲劳性能演变规律离散性的主要原因, 疲劳荷载作用下的累积损伤和骨料依次失效过程是混凝土残余应变演化曲线出现明显台阶特征的主要原因。研究结果为进一步通过足尺环道加速加载试验建立室内试验与现场足尺道面板性能关联方程奠定了基础。Abstract: To verify the reliability of slip-form paving technology with high frequency vibration and its influence on the evolution characteristic of flexural fatigue of dry concrete containing large diameter aggregates(maximum to 40 mm), two 40 cm-thick concrete pavement slabs were constructed adopting the small machine construction process(low frequency vibration) and slip-form construction technology(high frequency vibration), respectively, at Xinzheng Airport, Zhengzhou. The flexural tensile strength and fatigue tests were conducted on the specimens(both dimensions are 150 mm×150 mm×550 mm) cut on the field and prepared in the laboratory with the same mixture proportion. The strains and vertical deflections at the mid span bottom of beam were measured. The flexural fatigue life probability distribution characteristics of concrete beams consolidated with different methods were analyzed according to the reliability theory, and the flexural fatigue equations were established. The deteriorations of flexural moduli of specimens and the evolutions of residual strains at the mid span bottom of beam were analyzed as well. Research result shows that the high frequency vibration technology consolidates the concrete denser, and the average fatigue life of specimens is about 27% longer than that consolidated with low frequency vibration. The double logarithmic fatigue equation can well characterize the fatigue behavior of pavement concrete containing large-diameter aggregates. The fatigue life of concrete consolidated with high frequency vibration is 4% longer than that consolidated with low frequency vibration at high stress level, while the fatigue life of concrete consolidated with high frequency vibration is 18% longer than that consolidated with low frequency vibration at low stress level. The flexural tensile modulus of concrete deteriorates linearly with the increase of loading cycle ratio. The flexural tensile moduli of specimens at the failure point are 50%-80% of the initial moduli. The axial residual strain at the bottom of beam increases with the accumulation of loading cycles. The four proposed typical evolutionary morphologies can characterize the complex growth trends of concrete residual strains at different stress levels. The increase of aggregate size mainly leads to the dispersion of the evolution rule of specimen's fatigue performance. The cumulative damage and gradually failure of aggregates under the fatigue load are responsible for the typical step characteristics in the concrete residual strain evolution curves. The research results provide a foundation for the establishment of relation function between the laboratory test and the full scale concrete pavement slab on the field, through the full scale ring track acceleration loading test.
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Key words:
- airport pavement /
- dry concrete /
- high frequency vibration /
- fatigue equation /
- evolution characteristic
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图 1 试验段施工工艺与足尺板切割成型的混凝土试件
Figure 1. Construction technologies for test sections and concrete specimens cut from full scale slabs
图 2 混凝土试件疲劳试验应变与挠度采集方法
Figure 2. Strain and deflection collection methods in fatigue tests of concrete specimens
图 3 不同成型方式混凝土试件疲劳寿命的Weibull分布检验
Figure 3. Weibull distribution tests for fatigue lives of concrete specimens consolidated with different methods
图 4 本文疲劳试验结果与相关文献结果对比
Figure 4. Comparison of fatigue test results in this paper and in related literatures
图 5 混凝土抗弯拉弹性模量随加载循环比的衰减特征
Figure 5. Deterioration characteristic of concrete flexural modulus with loading cycle ratio
图 6 梁底残余拉伸应变演变趋势
Figure 6. Evolution trends of residual tensile strains at beam bottom
图 7 残余应变随加载循环比增长趋势拟合结果
Figure 7. Fitting results of residual strain increasing with loading cycle ratio
图 8 疲劳试件破裂面骨料与砂浆断裂特征
Figure 8. Fracture characteristics of aggregates and mortar on fracture surface of fatigue specimen
表 1 试验用混凝土配合比
Table 1. Concrete mixture proportions for tests
参数名称 水泥掺量/kg 水掺量/kg 河砂掺量/kg 10~20 mm碎石掺量/kg 20~40 mm碎石掺量/kg 外加剂掺量/kg 砂率/% 水灰比 新拌混凝土含气量/% 坍落度/mm 参数值 330 132 630 561 841 6.6 31 0.42 2.5~3.5 10~20 
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表 2 弯拉强度试验结果
Table 2. Results of flexural tensile strength tests
指标 施工/成型方式 室内成型 小型机具施工 滑模机械施工 弯拉强度均值/MPa 5.89 6.21 6.66 较室内标准试件强度提高百分比/% 5.4 13.0
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表 3 弯曲疲劳试验结果
Table 3. Flexural fatigue test results
施工/成型方式 低高应力比 应力水平 试件编号 疲劳寿命/次 疲劳寿命均值/次 滑模机械施工 0.37 0.95 HM-1 19 68 HM-2 65 HM-3 120 0.41 0.85 HM-4 1 270 2 802 HM-5 2 500 HM-6 4 636 0.47 0.75 HM-7 85 000 296 670 HM-8 205 000 HM-9 600 010 0.33 0.75 HM-10 15 320 122 900 HM-11 74 580 HM-12 89 160 HM-13 312 540 HM-14 小型机具施工 0.33 0.75 RG-1 8 850 96 774 RG-2 20 060 RG-3 69 870 RG-4 155 680 RG-5 229 410 室内成型 0.37 0.95 SN-1 38 70 SN-2 74 SN-3 98 0.41 0.85 SN-4 890 2 047 SN-5 1 508 SN-6 3 742 0.47 0.75 SN-7 149 080 250 050 SN-8 187 000 SN-9 414 070 0.33 0.75 SN-10 10 060 100 613 SN-11 22 260 SN-12 68 390 SN-13 111 520 SN-14 190 890 SN-15 200 560
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表 4 两参数Weibull分布拟合结果
Table 4. Fitting results for two-parameter Weibull distribution
施工方式 疲劳应力水平 m ln(t) R2 滑模机械施工 0.95 0.833 4 3.736 1 0.985 0 0.85 1.215 8 9.917 0 0.998 3 0.75 0.774 2 9.523 2 0.946 5 小型机具施工 0.75 0.637 9 7.405 6 0.975 3 室内成型 0.95 1.598 3 7.102 3 0.973 8 0.85 1.058 6 8.310 5 0.952 2 0.75 0.810 4 9.795 2 0.943 3 室内成型和小型机具施工* 0.75 0.824 7 9.804 7 0.944 4
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表 5 滑模施工混凝土试件不同失效概率下的疲劳方程回归系数
Table 5. Regression coefficients for fatigue equation of concrete specimens consolidated with slip-form under different failure probabilities
失效概率p a b R2 0.05 0.986 1 0.030 4 0.964 6 0.10 1.011 1 0.030 6 0.979 8 0.15 1.026 1 0.030 6 0.987 0 0.20 1.037 3 0.030 6 0.991 2 0.25 1.045 9 0.030 6 0.994 0 0.30 1.053 4 0.030 5 0.995 9 0.35 1.059 7 0.030 5 0.997 3 0.40 1.065 6 0.030 5 0.998 3 0.45 1.070 8 0.030 4 0.999 0 0.50 1.075 7 0.030 4 0.999 5
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表 6 室内成型混凝土试件不同失效概率下的疲劳方程回归系数
Table 6. Regression coefficients for fatigue equation of concrete specimens consolidated in laboratory under different failure probabilities
失效概率p a b R2 0.05 1.053 4 0.041 3 0.998 0 0.10 1.064 9 0.038 5 0.998 7 0.15 1.071 0 0.037 0 0.999 0 0.20 1.075 2 0.035 9 0.999 2 0.25 1.078 4 0.035 2 0.999 3 0.30 1.081 2 0.034 5 0.999 4 0.35 1.083 4 0.034 0 0.999 5 0.40 1.085 4 0.033 5 0.999 6 0.45 1.087 2 0.033 1 0.999 6 0.50 1.088 7 0.032 4 0.999 7
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表 7 弯曲疲劳试验中混凝土最大残余应变
Table 7. Maximum residual strains of concrete during flexural fatigue tests
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