Influence factors and simplified calculation of interbedded shear stress of asphalt paving on steel bridge
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摘要: 为了减小钢桥桥面铺装层间剪应力, 建立桥面系三维有限元计算模型, 分析了不同荷位、钢板厚度、U肋开口宽度、铺装厚度、铺装模量、层间接触条件以及轴载大小对铺装层间纵横向剪应力的影响, 推导了实用的应力简化计算公式。研究发现桥面板不均匀变形使得铺装层间剪应力远大于同条件下的路面结构; 影响显著的因素依次为轴载大小、钢板厚度、U肋开口宽度以及铺装参数; 层间完全光滑有利于抗剪, 但降低了桥面系整体刚度; 控制重载, 加强桥面系刚度与选择柔性层间粘结材料是减小层间剪应力的有效措施。Abstract: In order to minish the interbedded shear stress of asphalt paving, 3-D finite element model of bridge deck was set up, the influences of load position, steel deck thickness, the open width of U shape rib, asphalt thickness, asphalt modulus, contact condition and heavy load on the longitudinal-transverse shear stresses were analyzed, and the simplified calculation formulae of the stresses were concluded. It is pointed that the shear stresses are much larger than that of road structure in same condition because of uneven deformation, the main influence factors in order are heavy load, steel deck thickness, the open width of U shape rib and paving parameters; completely smooth state between asphalt concrete and steel deck lowers the whole stiffness of deck system, but benefits to resist shear stress; controlling heavy loads, stiffening steel deck and selecting flexible interbedded sticking materials are effective method to reduce the shear stress between steel deck and asphalt paving.
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表 1 计算参数
Table 1. Calculation parameters
顶板板厚/mm 12 横隔板板厚/mm 10 横隔板间距/mm 3200 顶板U形加劲肋 上口宽度/mm 300 下口宽度/mm 169 高度/mm 280 间距/mm 600 板厚/mm 6 铺装层厚度/mm 50 铺装层材料模量/GPa 1 
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表 2 不同横向荷位对应剪应力
Table 2. Shear stresses at different transverse load positions
MPa 横隔板跨中位置 最大横向剪应力 最大纵向剪应力 横向荷位1 0.239 0.185 横向荷位2 0.643 0.335 横向荷位3 0.265 0.192
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表 3 不同纵向荷位对应剪应力
Table 3. Shear stresses at different longitudinal load positions
距横隔板位置/m 最大横向剪应力/MPa 最大纵向剪应力/MPa 1.6 0.643 0.335 0.8 0.643 0.330 0.4 0.648 0.330 0.3 0.650 0.330 0.2 0.647 0.330 0.1 0.625 0.331 0.0 0.628 0.324
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表 4 不同桥面板厚度对应剪应力
Table 4. Shear stresses aimed at different deck thicknesses
桥面板厚度/m 0.010 0.012 0.014 0.016 最大横向剪应力/MPa 0.809 0.643 0.517 0.434 最大纵向剪应力/MPa 0.394 0.335 0.289 0.256
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表 5 不同U肋开口宽度对应剪应力
Table 5. Shear stresses aimed at different open widthes of U shape rib
U肋开口宽度/m 0.3 0.4 0.5 最大横向剪应力/MPa 0.643 0.751 0.800 最大纵向剪应力/MPa 0.335 0.375 0.384
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表 6 不同横隔板间距对应剪应力
Table 6. Shear stresses aimed at different cross-beam spaces
横隔板间距/m 2.4 2.8 3.2 3.6 4.0 最大横向剪应力/MPa 0.641 0.642 0.643 0.644 0.645 最大纵向剪应力/MPa 0.335 0.335 0.335 0.337 0.333
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表 7 不同铺装厚度对应剪应力
Table 7. Shear stresses aimed at different paving thicknesses
铺装层厚度/cm 3 5 6 8 10 12 最大横向剪应力/MPa 0.651 0.643 0.592 0.522 0.456 0.397 最大纵向剪应力/MPa 0.304 0.335 0.326 0.296 0.262 0.231
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表 8 不同铺装层模量对应剪应力
Table 8. Shear stresses aimed at different paving moduli
MPa 铺装层模量 500 1000 1500 2000 4000 10000 15000 最大横向剪应力 0.465 0.643 0.753 0.827 0.977 1.150 1.198 最大纵向剪应力 0.263 0.335 0.381 0.414 0.488 0.567 0.595
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表 9 不同竖向荷载对应剪应力
Table 9. Shear stresses aimed at different vertical loads
胎压/MPa 0.707 0.979 1.305 1.632 对应的后轴载/t 13 18 24 30 最大横向剪应力/MPa 0.643 0.890 1.187 1.484 最大纵向剪应力/MPa 0.335 0.464 0.618 0.773
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