长江上游卵石起动规律研究
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摘要
泥沙起动是河流动力学及河床演变学中的基础性问题,国内外许多学者对此进行了研究。到目前为止,所提出的无粘性颗粒的起动公式已有100个左右,但能反映天然河流的卵石起动,特别是非均匀卵石起动的公式鲜见。所以开展对非均匀卵石起动规律的研究,具有重要的理论意义和工程适用价值。
本文分析了泥沙起动公式的三种表达形式。通过对床面泥沙颗粒的受力分析,采用对数流速分布分析得到起动拖曳力公式;采用指数流速分布得到起动流速公式;从功率角度出发得到起动功率公式,得知水流功率与粒径的3/2次方成正比。天然河流大多属于非均匀流,但起动拖曳力公式和起动流速公式都是在均匀流的基础上建立起来的。因此,本次研究采用起动功率公式分析卵石与非均匀卵石的起动规律。
首先,通过高精度水槽试验,并收集大比降卵石试验资料,对均匀卵石试验数据进行分析,得到卵石起动功率无量纲数为: W_c~* = VHJ/(gD~3)~(1/2))=0.16。
其次,通过整理寸滩站和朱沱站的大量非均匀卵石起动数据,考虑床面的粗化,在床面最大粒径基本相同的情况下,河床组成越粗,所需起动功率也越大。因此,在均匀卵石起动功率公式中引入反映粗化程度的参数Db 50 / Dbmax,得出非均匀卵石起动功率公式。
最后,结合均匀与非均匀卵石起动数据,得出反映非均匀流、非均匀卵石特性的起动功率无量纲数为: W_c~* = 0.16×(D_(b50)/D_(bmax)~1.05.
Incipient motion is a basic problem about river dynamics and sediment movement, there are many domestic and foreign scholars have studied it. So far, the proposed non-cohesive sediment formulas have been more than 100, but it is very less formula which reflected gravel motion particularly non-uniform gravel in natural rivers. So it has theoretical and engineering application value to research the gravel motion of mountain river follow as the analysis of the power of the gravel particles.
The paper studied several forms of sediment formula. By analyzing the stress on the sediment particles, and using logarithmic velocity distribution, obtained the starting formula of drag force; using exponential velocity distribution to get the starting velocity formula; obtaining the power formula from a power perspective, we have known that it is proportional between water power and size of 3 / 2 Th. Most of the natural river flows are non-uniform, but the start and the starting velocity drag force formula for formulas are based on uniform flow up. Therefore, this paper used the formula of starting power to study uniform gravel and non-uniform motion laws.
Firstly, by a large drop test and high-precision flume test, analyzing the data of the uniform gravel, obtaining the gravel motion power formula is: W_c = VHJ/(gD~3)~(1/2) =0.16.
Secondly, by ordering a large number of non-uniform gravel starting data at Cuntan and zhutuo station, considering the coarsening of the bed, it is thought that the coarser of the composition of river bed, the greater start power required in the case of the same maximum size in bed. Therefore, it is introduced a parameter D_(b50)/D_(bmax) which reflect the degree of coarse based on the uniform gravel motion formula to get the non-uniform gravel motion formula.
Finally, combining with uniform and non-uniform gravel motion data, obtaining starting power formula ( W_c = 0.16×(D_(b50)/D_(bmax)~1.05(gD~3)~(1/2)) which reflect the non-uniform flow and characteristics of non-uniform gravel.
本文分析了泥沙起动公式的三种表达形式。通过对床面泥沙颗粒的受力分析,采用对数流速分布分析得到起动拖曳力公式;采用指数流速分布得到起动流速公式;从功率角度出发得到起动功率公式,得知水流功率与粒径的3/2次方成正比。天然河流大多属于非均匀流,但起动拖曳力公式和起动流速公式都是在均匀流的基础上建立起来的。因此,本次研究采用起动功率公式分析卵石与非均匀卵石的起动规律。
首先,通过高精度水槽试验,并收集大比降卵石试验资料,对均匀卵石试验数据进行分析,得到卵石起动功率无量纲数为: W_c~* = VHJ/(gD~3)~(1/2))=0.16。
其次,通过整理寸滩站和朱沱站的大量非均匀卵石起动数据,考虑床面的粗化,在床面最大粒径基本相同的情况下,河床组成越粗,所需起动功率也越大。因此,在均匀卵石起动功率公式中引入反映粗化程度的参数Db 50 / Dbmax,得出非均匀卵石起动功率公式。
最后,结合均匀与非均匀卵石起动数据,得出反映非均匀流、非均匀卵石特性的起动功率无量纲数为: W_c~* = 0.16×(D_(b50)/D_(bmax)~1.05.
Incipient motion is a basic problem about river dynamics and sediment movement, there are many domestic and foreign scholars have studied it. So far, the proposed non-cohesive sediment formulas have been more than 100, but it is very less formula which reflected gravel motion particularly non-uniform gravel in natural rivers. So it has theoretical and engineering application value to research the gravel motion of mountain river follow as the analysis of the power of the gravel particles.
The paper studied several forms of sediment formula. By analyzing the stress on the sediment particles, and using logarithmic velocity distribution, obtained the starting formula of drag force; using exponential velocity distribution to get the starting velocity formula; obtaining the power formula from a power perspective, we have known that it is proportional between water power and size of 3 / 2 Th. Most of the natural river flows are non-uniform, but the start and the starting velocity drag force formula for formulas are based on uniform flow up. Therefore, this paper used the formula of starting power to study uniform gravel and non-uniform motion laws.
Firstly, by a large drop test and high-precision flume test, analyzing the data of the uniform gravel, obtaining the gravel motion power formula is: W_c = VHJ/(gD~3)~(1/2) =0.16.
Secondly, by ordering a large number of non-uniform gravel starting data at Cuntan and zhutuo station, considering the coarsening of the bed, it is thought that the coarser of the composition of river bed, the greater start power required in the case of the same maximum size in bed. Therefore, it is introduced a parameter D_(b50)/D_(bmax) which reflect the degree of coarse based on the uniform gravel motion formula to get the non-uniform gravel motion formula.
Finally, combining with uniform and non-uniform gravel motion data, obtaining starting power formula ( W_c = 0.16×(D_(b50)/D_(bmax)~1.05(gD~3)~(1/2)) which reflect the non-uniform flow and characteristics of non-uniform gravel.
引文
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[39]R. L Misri, R.J. Garde. and K.G.Ranga Raju. Bed Load Transport of Coarce Nonuniform Sediment.Journal of Hydraulic Engineering.ASCE.Vol.110.No.3.1988.
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[41]Proffitt, G.T. and A.J. Surtherland. Transport of Nonuniform Sediment. Journal of Hydraulic Research. Vol.21. and No.1. 1983.
[42]方红卫.不均匀沙组成及起动.水利学报. No.4.pp.43-49.1992.
[43]刘兴年,陈远信.非均匀沙的起动与输移.成都科技大学学报.No.2.1987.
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[61] Miller. M.C.. I. N. MeCave. and D. Komar. Threshold of Sediment Motion Under Unidireetional Currents [J]. Sedimentology. Vol. 24. No.4.1977. 507-527.
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[2] Kramer. H. Sand Mixtures and Sand Movement in Fluvial Model.Trans.ASCE.Vol.100. 1935.pp.798-838.
[3]窦国仁.泥沙运动理论.南京水利科学研究所.1963.
[4]冷魁.非均匀沙卵石起动流速及输沙率的试验研究.武汉水利电力大学.1993.
[5] Taylor. B. D.. Temperature Effects in Alluvial Streams. Report KH-R-27. W. M. Keck Lab. of Hyd.And Water Resources.Calif.Inst. Tech. 1971.
[6] Wilcock. P. R. and J. B. Southard. Experimental Study of Incipient Motion in Mixed-size Sediment.Water Resources Research.AGU.Vol.24.No.7.1998.
[7] Wilcock.P.R.Critical Shear Stress of Natural Sediment.J.of Hyd.Eng.ASCE.Vol.119.No.4. 1993.
[8] White.W.R.andT.J.Day.Transport of Graded Gravel Bed Material.Gravel-bed Rivers.Edited by R. D. Hey et al.John Wiley.1982.
[9]Yalin. M. S.Mechanics of Sediment Transport.Oxford Pergaman Press.1972.
[10]彭凯,陈远信.非均匀沙的起动问题.成都科技大学学报.No.2.1972.
[11]吴宪生.宽级配非均匀沙床双峰型的形成条件及起动规律.成都科技大学.1984.
[12]王兴奎,陈稚聪等.长江寸滩站卵石推移质的运动规律.水利学报.No.4.1992.
[13]Shields. A..Anwendung der Aechlichkeitsmechanik und der Trubulen Zforschung auf die Geschicbc-Wegung. Mitt. Preussische Verschsanstalt fue Wasserbau und Schiffbam. Berlin. 1936.
[14]钱宁,万兆惠.泥沙运动力学.北京.科学出版社.1983.
[15]Helland-hensen. F. R. T. Milhous and P. C. Klingeman.Sediment Transport at Low Shields-Parameter Values. J. Hyd. Div. Amer. Soc. Civil Engrs. Vol.100. No.HY1.1974.pp. 261-265.
[16]李保如.泥沙起动流速的计算方法.泥沙研究.Vol.4.No.1.1959.
[17]窦国仁.论泥沙起动流速.水利学报. No.4.1960.
[18]窦国仁.再论泥沙起动流速.泥沙研究.1999年. No.6. pp.1-9.
[19]华国祥.泥沙的起动流速.成都工学院学报.1965.No.1.pp.1-12.
[20]沙玉清.泥沙运动学引论.北京.中国工业出版社.1965.
[21]张瑞谨.河流泥沙工程(上册).北京.水利出版社.1981.
[22]唐存本.泥沙起动规律.水利学报.No.2.1963.
[23]中国水利学会泥沙专业委员会主编.泥沙手册.北京.中国环境科学出版社.1992.
[24]秦荣显,王崇浩.河流推移质运动理论及应用.北京.中国铁道出版社.1996.
[25]Egiazaroff I. V. Calculation of non-uniform sediment concentration. J. Hyd. DivASCE.1965.191(4).1256-1260.
[26]Gessler.J.Critical Stress for Sediment Mix-tures.Proc 14th. Congress of IAHR.Vol.3.1971.
[27] Gessler. J.. Behavior of sediment mixture in river. International Symposium on River Mechanics . Bangkok. Tailanf. 9-12.Jan.. 1973.
[28]Fahnestock. R. K. Morphology and Hydrology of a Glacial Stream-white River. Mount Rainier. Washington. U.S. Geological Survey Professional Paper 422-A. 1963. p.70.
[29]Ritter. J. R.. Bed-Material Movement, Middle Fork Eel River. California. U.S. Geological Survey Professional Paper 575-C. pp.6219-6221. 1967.
[30]Church. M.. Palehydrological Recntstructions from a Henocene Valley in Miall. A. D.ed. Fluvial Sedimentology.Canadian Society of Petroleum Geologists Memoirs. 1978.pp.743-772.
[31]Andrews. E. D. Entrainment of Gravel from Naturally Sorted Riverbed Material: Geological Society of America Bulletin. 1983. pp.1225-1231.
[32]陈媛儿,谢鉴衡.非均匀沙起动规律初探.武汉.水利电力学院学报.No.3. 1988.
[33]张启卫.非均匀沙的起动流速.全国泥沙基本理论研究学术讨论会论文集(第一卷).中国水利学会泥沙专业委员会.1992.
[34]韩其为,何明民.泥沙运动统计理论.北京.科学出版社.1984.
[35]胡春宏,惠遇甲.明渠挟沙水流运动的力学和统计规律.北京.科学出版社.1995.
[36]White. S. J. Plain bed threshold for fine grained sediment. Nature. 228(5267).pp.152-153. 1970.
[37]Sargunam A. Physical-chemical factors in erosion of cohesive soils. J Hyd. Div. ASCE. 1973.99(3).pp.555-558.
[38]爱因斯坦,钱宁译.明渠水流的挟沙能力.北京.水利出版社.1956.
[39]R. L Misri, R.J. Garde. and K.G.Ranga Raju. Bed Load Transport of Coarce Nonuniform Sediment.Journal of Hydraulic Engineering.ASCE.Vol.110.No.3.1988.
[40]Paintal,A.S.. A stochastic model of bed load transport. J. Hydr. Res.. Vol.9. No.4. 1971.
[41]Proffitt, G.T. and A.J. Surtherland. Transport of Nonuniform Sediment. Journal of Hydraulic Research. Vol.21. and No.1. 1983.
[42]方红卫.不均匀沙组成及起动.水利学报. No.4.pp.43-49.1992.
[43]刘兴年,陈远信.非均匀沙的起动与输移.成都科技大学学报.No.2.1987.
[44]Shields. A. Anwendung der Aechlichekitsmechanik und der turbulenzforschung auf die Geshiebewegung [C]. Mitt Preussische Versuchsanstalt fur Wasserbau und Schiffbau. Berlim.1936.
[45]Miller. M. C. I. N. MeCave.and D. Komar. Threshold of Sediment Motion Under Unidirectional Currents [J]. Sedimentology. 1977.24(4).507-527.
[46]Tison. L. J. Etude des Conditions dans Lesquelles les Particules Solides sont Transportees dans les Courants a Lit Mobiles [C]. Proc.. Assoc. Intern. Sci. Hydro. Assemblee Generale d’Oslo.Tome 1. 1948.293-310.
[47] Meyer-Peter. E.. and Muller. R.. Formulas for bed-load Transport. Proc.. and Meeting. Intern. Assoc.Hyd. Res..Vol.6.1948. pp.39-46.
[48]沙玉清.泥沙运动学引论[M].北京.中国工业出版社.1965.
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