坡面径流水动力学特性及挟沙机理研究
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摘要
坡面径流水动力学特性和挟沙机理研究是目前土壤侵蚀的研究热点也是薄弱环节,虽有不少研究成果面世,但由于流动型态的特殊性,使得阻力规律、流态判定、输沙动力学机理等方面研究尚存疑颇多,本文通过不同粗糙度定床阻力试验、径流小区模拟降雨试验和水槽冲刷试验相结合的方法,探讨了坡面水流增阻机理,得到了流态判别新判数,并对水流强度指标进行了归纳总结,提出了挟沙能力统一表达式,最后,基于粒子群优化算法,推导出了坡面水流挟沙能力计算公式,从而为土壤侵蚀预报模型提供有益参考,主要取得的创新性成果有:
(1)通过理论推导和定床阻力试验相结合的方法,揭示了坡面水流水动力学特性。坡面水流平均流速、平均水深、弗如德数和阻力系数均与单宽流量、坡度、粗糙度呈幂函数形式变化,在此基础上,给出各水力要素的经验计算公式。由此表明,各水力要素之间的关系可围绕流态指数m进行分析和探讨。本试验验条件下,流态指数m在0.317～0.418之间变化,并随着床面粗糙度的增加而增大;流速修正系数在0.2-0.75之间变化,同时随雷诺数和床面粗糙度的增加而增大,而随坡度的增加逐渐减小,这表明坡面流垂线流速分布与明渠水流垂线流速分布不同。验证和探讨了坡面水流“增阻”现象,并初步阐明增阻的本质。坡面水流阻力与雷诺数的呈反比关系,相同雷诺数条件下,阻力系数比明渠层流阻力系数要大,且随床面粗糙度的增加而增大。关于增阻的原因主要有:一方面坡面薄层水流的绕流作用,在床面突起物后形成尾涡,造成压差阻力,另一方面与自由表面失稳后形成的附加阻力有关。
(2)揭示了坡面滚波流演化规律,并得到了自由表面失稳的临界水力条件。滚波波速与单宽流量和韦伯数均成幂函数形式变化,当韦伯数小于1.0时,波速增幅较大;当韦伯数大于1.0时,韦伯数对波速的影响逐渐弱,而与昂色格数呈线性关系。波长沿流程长度的增加近似呈线性增加,特定断面波长与单宽流量和韦伯数的关系均呈单驼峰形状变化;而与试验坡度成良好的线性关系;层流失稳区临界弗汝德数在0.5到0.7之间变化,临界昂色格数在3.0×10~(-3)与3.9×10~(-3)之间变化,而紊流区失稳区临界弗汝德数在1.59到2.2之间变化。
(3)提出了坡面水流流态判别新方法。根据滚波消退临界条件,给出了新的流态判数——粘深比,该参数综合表征了惯性力、粘滞力和重力三者的对比关系,同时也反应了无量纲参数弗如德数和雷诺数的对比关系。当粘深比δ/h大于临界值0.12时,水流处于层流失稳区(即滚波流区);当δ/h小于临界值0.12时,水流处于紊流区。“滚波掀沙,水流输沙”成为坡面水流输沙的本质所在。
(4)阐明了降雨条件下沙黄土坡面薄层水流的水动力学特性。当雨强在1.0～2.33mm/min、坡度在6-21°之间变化时,沙黄土坡面水流粘性底层厚度δ在0.25～0.45mm之间,粘深比ξ=δ/h大约在0.95～0.30左右,水流处于层流失稳区。坡面形态处于低能态区和过渡区。随着水流强度增加,坡面形态由沙纹向动平床的过渡,当地面坡度较缓时,床面出现沙纹现象,宏观上多呈缓流,反之,地面坡度陡时,坡面由沙纹和沙垄向动平床过渡,宏观上多呈急流,并给出了考虑绕流影响的阻力系数的计算通式。
(5)明确了降雨条件下沙黄土坡面和无粘性沙质床面各水流强度指标与输沙强度的优劣关系,并给出了试验条件下坡面水流挟沙能力计算公式。两种试验条件下,坡面水流输沙强度与水流功率的关系均最好。对于粘性沙,平均流速类指标相对较好,而对于无粘性沙,平均流速指标不宜使用。在此基础上,对各水流强度指标进行分析和总结,给出了以流速、坡度和水深三者结合的统一水流强度参数,得到了坡面挟沙能力的通式,最后采用改进粒子群优化算法,推导出本试验条件下,坡面水流挟沙能力计算新公式,从误差分析表明,模拟计算值与实测值比较接近。
Research on hydrodynamic characteristics of slope surface flow and mechanisms of sediment transport by the surface flow is not only a hot spot, but also a weak aspect in the area of soil erosion. There are some important problems which should be addressed in the resistance law, flow regime discrimination, and the dynamics of sediment transport because of the particularity of slope surface flow, though a great many research achievements have been reached. By the flume experiment of fixed bed resistance with different sizes of roughness under simulated rainfall, the mechanisms of increased resistance of surface flow are discussed and a new method for flow regime discrimination is found. Meanwhile, the indexes of surface flow strength are summarized and a general expression of sediment transport capacity is given. Finally, a formula for calculating sediment transport capacity by surface flow is presented based on particle swarm optimization. The work can provide a reference to the construction of soil erosion prediction model. The main results are as follows:
(1) Hydrodynamic characteristics of surface flow are revealed through theoretical derivation combined with the experiment of fixed bed resistance. All of the average velocity, average depth, Froude number, and resistance coefficient of surface flow have a power function relation with unit width discharge, slope, and roughness. Accordingly, an empirical formula for calculating hydraulic parameters is given. The result indicates that the relationship among the hydraulic parameters can be analyzed based on flow regime index, m, which varies from 0.317 to 0.418 and increases with increased bed roughness under the experimental condition. The flow regime index may increase with increased bed roughness. Correction coefficient of flow velocity ranges from 0.2 to 0.75 and it increases with increased bed roughness and increased Reynolds number, but decrease with increased slope. This indicates that the vertical velocity distribution of surface flow is different from that of open channel flow.
The phenomena of increased resistance is proved and discussed and the essence of increased resistance is elucidated. The resistance of surface flow has a reverse relation with Reynolds number. With the same Reynolds number, the resistance coefficient of surface flow is greater than that of laminar flow in open channel and increases with increased bed roughness. One reason for the increased resistance is the pressure difference resistance caused by trailing vortex of obstacles under the detouring action of surface shallow flow. Another is the increased resistance caused by the instability of free surface.
(2) The evolvement of rolling wave in surface flow is revealed and the critical condition for the instability of free surface is found. The velocity of rolling wave has a power function relation with unit width discharge and Weber number. With the Weber number less than 1.0, the velocity of rolling wave increases greatly. When Weber number is greater than 1.0, its influence on the velocity decays gradually and there is a linear relationship between the velocity and Onsager number. The relationship between wave length and flow path length is approximately linear. The wave length in special section is changed with unit width discharge and Weber number in a form of single peak, but has a good linear relation with slope. In the unstable region of laminar flow, the critical Froude number ranges from 0.5 to 0.7 and the critical Onsager number ranges from 3.0×10-3 to 3.9×10-3, while in the turbulence flow, the critical Froude number ranges from 1.59 to 2.2.
(3) A new method for the discrimination of surface flow regime is put forward. The new discrimination is given as the ratio of viscous sublayer depth to its thickness according to the critical condition of rolling wave recession. The ratio indicates not only the contrastive relation of inertial force, fluid viscosity force, and gravitational force, but also the contrastive relation of Froude number and Reynolds number. Surface flow is in the unstable region of laminar flow (waving flow) when the ratio is greater than 0.12 and is in turbulence flow region when the ratio is less than 0.12. The essence of sediment transport by surface flow is the“lifting by the rolling wave and sediment transporting by the flow”.
(4) Hydrodynamic characteristics of slope shallow flow on loess sandy slope under simulated rainfall are clarified. When simulated rainfall intensity is between 1.0 and 2.33 mm/min and slope is between 6°and 21°, the thickness of viscous sublayer ranges from 0.25 to 0.45 mm, the ratio of viscous sublayer depth and its thickness ranges from 0.95 to 0.30, and surface flow is in the unstable region of laminar flow. Slop shape is in lower energy status and transition status. With flow strength increasing, slope shape is changed from sand waves to calm bed. Surface flow on steep slope is the subcritical flow as the bed appears as sand waves. On steep slope, contrariwise, it is basically the torrent flow as the bed is shifted from sand waves and sand dunes to calm bed. A formula for calculating resistance coefficient incorporating the influences of circum flow, namely transition from sand waves to calm bed, is given.
(5) The relationships between flow strength indexes and sediment transport strength on loess sandy slope and incohesive sandy bed under simulated rainfall are clarified and a formula for calculating sediment transport capacity on slope under the experimental condition is given. There is a good relationship between sediment transport strength and flow power under the two experimental conditions. The averaged velocity index is relatively better for cohesive sand and however, it may not be used for incohesive sand. Based on the understanding, a combined parameter of flow strength incorporating flow velocity, slope, and flow depth is determined and a general expression of sediment transport capacity is presented, after analyzing the flow strength indexes. Finally, a formula for calculating sediment transport capacity under the specific experimental condition is found by using the improved particle swarm optimization algorithm. Error analysis shows that the predicted values are close to the measured data.
(1)通过理论推导和定床阻力试验相结合的方法,揭示了坡面水流水动力学特性。坡面水流平均流速、平均水深、弗如德数和阻力系数均与单宽流量、坡度、粗糙度呈幂函数形式变化,在此基础上,给出各水力要素的经验计算公式。由此表明,各水力要素之间的关系可围绕流态指数m进行分析和探讨。本试验验条件下,流态指数m在0.317～0.418之间变化,并随着床面粗糙度的增加而增大;流速修正系数在0.2-0.75之间变化,同时随雷诺数和床面粗糙度的增加而增大,而随坡度的增加逐渐减小,这表明坡面流垂线流速分布与明渠水流垂线流速分布不同。验证和探讨了坡面水流“增阻”现象,并初步阐明增阻的本质。坡面水流阻力与雷诺数的呈反比关系,相同雷诺数条件下,阻力系数比明渠层流阻力系数要大,且随床面粗糙度的增加而增大。关于增阻的原因主要有:一方面坡面薄层水流的绕流作用,在床面突起物后形成尾涡,造成压差阻力,另一方面与自由表面失稳后形成的附加阻力有关。
(2)揭示了坡面滚波流演化规律,并得到了自由表面失稳的临界水力条件。滚波波速与单宽流量和韦伯数均成幂函数形式变化,当韦伯数小于1.0时,波速增幅较大;当韦伯数大于1.0时,韦伯数对波速的影响逐渐弱,而与昂色格数呈线性关系。波长沿流程长度的增加近似呈线性增加,特定断面波长与单宽流量和韦伯数的关系均呈单驼峰形状变化;而与试验坡度成良好的线性关系;层流失稳区临界弗汝德数在0.5到0.7之间变化,临界昂色格数在3.0×10~(-3)与3.9×10~(-3)之间变化,而紊流区失稳区临界弗汝德数在1.59到2.2之间变化。
(3)提出了坡面水流流态判别新方法。根据滚波消退临界条件,给出了新的流态判数——粘深比,该参数综合表征了惯性力、粘滞力和重力三者的对比关系,同时也反应了无量纲参数弗如德数和雷诺数的对比关系。当粘深比δ/h大于临界值0.12时,水流处于层流失稳区(即滚波流区);当δ/h小于临界值0.12时,水流处于紊流区。“滚波掀沙,水流输沙”成为坡面水流输沙的本质所在。
(4)阐明了降雨条件下沙黄土坡面薄层水流的水动力学特性。当雨强在1.0～2.33mm/min、坡度在6-21°之间变化时,沙黄土坡面水流粘性底层厚度δ在0.25～0.45mm之间,粘深比ξ=δ/h大约在0.95～0.30左右,水流处于层流失稳区。坡面形态处于低能态区和过渡区。随着水流强度增加,坡面形态由沙纹向动平床的过渡,当地面坡度较缓时,床面出现沙纹现象,宏观上多呈缓流,反之,地面坡度陡时,坡面由沙纹和沙垄向动平床过渡,宏观上多呈急流,并给出了考虑绕流影响的阻力系数的计算通式。
(5)明确了降雨条件下沙黄土坡面和无粘性沙质床面各水流强度指标与输沙强度的优劣关系,并给出了试验条件下坡面水流挟沙能力计算公式。两种试验条件下,坡面水流输沙强度与水流功率的关系均最好。对于粘性沙,平均流速类指标相对较好,而对于无粘性沙,平均流速指标不宜使用。在此基础上,对各水流强度指标进行分析和总结,给出了以流速、坡度和水深三者结合的统一水流强度参数,得到了坡面挟沙能力的通式,最后采用改进粒子群优化算法,推导出本试验条件下,坡面水流挟沙能力计算新公式,从误差分析表明,模拟计算值与实测值比较接近。
Research on hydrodynamic characteristics of slope surface flow and mechanisms of sediment transport by the surface flow is not only a hot spot, but also a weak aspect in the area of soil erosion. There are some important problems which should be addressed in the resistance law, flow regime discrimination, and the dynamics of sediment transport because of the particularity of slope surface flow, though a great many research achievements have been reached. By the flume experiment of fixed bed resistance with different sizes of roughness under simulated rainfall, the mechanisms of increased resistance of surface flow are discussed and a new method for flow regime discrimination is found. Meanwhile, the indexes of surface flow strength are summarized and a general expression of sediment transport capacity is given. Finally, a formula for calculating sediment transport capacity by surface flow is presented based on particle swarm optimization. The work can provide a reference to the construction of soil erosion prediction model. The main results are as follows:
(1) Hydrodynamic characteristics of surface flow are revealed through theoretical derivation combined with the experiment of fixed bed resistance. All of the average velocity, average depth, Froude number, and resistance coefficient of surface flow have a power function relation with unit width discharge, slope, and roughness. Accordingly, an empirical formula for calculating hydraulic parameters is given. The result indicates that the relationship among the hydraulic parameters can be analyzed based on flow regime index, m, which varies from 0.317 to 0.418 and increases with increased bed roughness under the experimental condition. The flow regime index may increase with increased bed roughness. Correction coefficient of flow velocity ranges from 0.2 to 0.75 and it increases with increased bed roughness and increased Reynolds number, but decrease with increased slope. This indicates that the vertical velocity distribution of surface flow is different from that of open channel flow.
The phenomena of increased resistance is proved and discussed and the essence of increased resistance is elucidated. The resistance of surface flow has a reverse relation with Reynolds number. With the same Reynolds number, the resistance coefficient of surface flow is greater than that of laminar flow in open channel and increases with increased bed roughness. One reason for the increased resistance is the pressure difference resistance caused by trailing vortex of obstacles under the detouring action of surface shallow flow. Another is the increased resistance caused by the instability of free surface.
(2) The evolvement of rolling wave in surface flow is revealed and the critical condition for the instability of free surface is found. The velocity of rolling wave has a power function relation with unit width discharge and Weber number. With the Weber number less than 1.0, the velocity of rolling wave increases greatly. When Weber number is greater than 1.0, its influence on the velocity decays gradually and there is a linear relationship between the velocity and Onsager number. The relationship between wave length and flow path length is approximately linear. The wave length in special section is changed with unit width discharge and Weber number in a form of single peak, but has a good linear relation with slope. In the unstable region of laminar flow, the critical Froude number ranges from 0.5 to 0.7 and the critical Onsager number ranges from 3.0×10-3 to 3.9×10-3, while in the turbulence flow, the critical Froude number ranges from 1.59 to 2.2.
(3) A new method for the discrimination of surface flow regime is put forward. The new discrimination is given as the ratio of viscous sublayer depth to its thickness according to the critical condition of rolling wave recession. The ratio indicates not only the contrastive relation of inertial force, fluid viscosity force, and gravitational force, but also the contrastive relation of Froude number and Reynolds number. Surface flow is in the unstable region of laminar flow (waving flow) when the ratio is greater than 0.12 and is in turbulence flow region when the ratio is less than 0.12. The essence of sediment transport by surface flow is the“lifting by the rolling wave and sediment transporting by the flow”.
(4) Hydrodynamic characteristics of slope shallow flow on loess sandy slope under simulated rainfall are clarified. When simulated rainfall intensity is between 1.0 and 2.33 mm/min and slope is between 6°and 21°, the thickness of viscous sublayer ranges from 0.25 to 0.45 mm, the ratio of viscous sublayer depth and its thickness ranges from 0.95 to 0.30, and surface flow is in the unstable region of laminar flow. Slop shape is in lower energy status and transition status. With flow strength increasing, slope shape is changed from sand waves to calm bed. Surface flow on steep slope is the subcritical flow as the bed appears as sand waves. On steep slope, contrariwise, it is basically the torrent flow as the bed is shifted from sand waves and sand dunes to calm bed. A formula for calculating resistance coefficient incorporating the influences of circum flow, namely transition from sand waves to calm bed, is given.
(5) The relationships between flow strength indexes and sediment transport strength on loess sandy slope and incohesive sandy bed under simulated rainfall are clarified and a formula for calculating sediment transport capacity on slope under the experimental condition is given. There is a good relationship between sediment transport strength and flow power under the two experimental conditions. The averaged velocity index is relatively better for cohesive sand and however, it may not be used for incohesive sand. Based on the understanding, a combined parameter of flow strength incorporating flow velocity, slope, and flow depth is determined and a general expression of sediment transport capacity is presented, after analyzing the flow strength indexes. Finally, a formula for calculating sediment transport capacity under the specific experimental condition is found by using the improved particle swarm optimization algorithm. Error analysis shows that the predicted values are close to the measured data.
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