水垫塘底板水动力荷载及稳定性指标研究
|
摘要
对于“窄河谷、巨流量、高拱坝”的泄洪消能形式,水垫塘已经成为坝身泄洪下游近坝体承担消能水流的主要形式。近年来,国内外的许多学者从模型试验和理论分析的角度对水垫塘内水动力荷载和底板的稳定性开展了大量的研究,但是关于反拱型水垫塘整体稳定安全系数的指标研究却涉及很少。反拱型水垫塘是一种新型消能防冲结构,相同泄洪条件下,反拱型水垫塘的稳定性明显优于平底板。本文以金沙江白鹤滩水电站为研究背景,从实际工程出发,通过水弹性模型试验对水垫塘内的水动力荷载进行了研究,并结合有限元数值模拟,分析了水垫塘的稳定性。
主要研究成果如下：
(1)通过水弹性模型试验,测量水垫塘内平底板在表中孔联合泄洪作用下,不同上下游条件时,冲击射流对底板作用的动水压强和上举力,研究荷载的幅值特性、脉动特性、相关特性,以及动水压强在缝隙内的传播对均方差的影响；
(2)通过水弹性模型试验,分析反拱型底板受到的水动力荷载,包括上举力及拱端推力的幅值特性、时均特性、脉动特性、频谱特性等,并在一定范围内推导出最大值与水力条件的关系；
(3)深入研究反拱型水垫塘整体稳定性,由刚体极限平衡分析方法,利用抗剪强度公式求出拱座抗滑稳定安全系数,判断白鹤滩反拱型底板在实测最大拱端推力作用下的稳定性；计算不同扬压力作用下拱座抗滑稳定安全系数的大小,确定反拱型水垫塘拱座的抗滑稳定最小安全系数。关于反拱型水垫塘底板的局部稳定性,一方面提出考虑拱座的反拱底板极限抗力情况；另一方面,在确定拱座安全系数的基础上,对拱端施加拱座对其能够产生的最大约束,通过数值模拟计算该约束条件下的板块极限抗力,对反拱底板局部稳定性进行分析；并对比分析不同荷载,不同锚固条件下平底板与反拱底板的局部稳定系数的大小,为工程设计和底板安全监控提供依据。
For the "narrow valley, high-volume, high arch" form of energy dissipation, Plunge pool has become the main form to bear energy dissipation near downsteamdam body for a high arch dam. In recent years, many scholars at home and abroad carry out a lot of research on plunge pool bottom hydrodynamic loads and the stability of the bottom from the angel of model tests and theoretical analysis. However, the research about the overall stability of the anti-arched floor safety factor are very little. Anti-arch plunge pool is a new structure of energy dissipation and erosion. Under the same flood discharge condition, Anti-arch plunge pool stability is better than flat plate. Taking Yangtze River white crane beach hydroelectric power station as research background, this article researchs hydroelastic model test on the water plunge pool dynamic loads from the actual project, combined with finite element numerical simulation, analyses the stability of plunge pool.
The main research achievemets are as follows:
(1) By hydroelastic model test, measure hydrodynamic pressure and uplift force of impinging jet on the bottom in the plunge pool table, flat bottom holes in the role of co-flood under the different upstream and downstream conditions, study characteristics of load, pulse characteristics, related features and research the impact of time-averaged when hydrodynamic pressure in the cracks spread.
(2) By bottom water through the arch anti-elastic model test, analyse hydrodynamic loads of anti-arched floor, including lifting force and amplitude characteristics of arch-side thrust, time characteristics, characteristics, frequency characteristics, derive the relationship between the maximum and the hydraulic conditions within a certain range.
(3) Study the anti-arched the overall stability of plunge pool deeply. By the rigid body limit equilibrium analysis, use shear strength calculating the formula factor of safety against sliding abutment, to determine the anti-arched floor Baihetan measured maximum abutment thrust in the role of stability. Calculate arch under action of uplift pressure of different size of the factor of safety against sliding. On the anti-arch plunge pool on the floor of the local stability, on one hand consider the abutment of the proposed counter-arched slab limit resistance conditions, closer to the actual construction of the force. On the other hand, on the basis in determining the safety coefficient of arch support, ensures stable under the conditions of abutment for abutment can exert maximum restraint. Buy numerical simulation calculation of the ultimate resistance of constrained plates. By comparison and analysis of different loads, different anchoring conditions, flat floor and counter-arched slab the size of the local stability factor, provide the basis for engineering design and floor safety monitor.
主要研究成果如下：
(1)通过水弹性模型试验,测量水垫塘内平底板在表中孔联合泄洪作用下,不同上下游条件时,冲击射流对底板作用的动水压强和上举力,研究荷载的幅值特性、脉动特性、相关特性,以及动水压强在缝隙内的传播对均方差的影响；
(2)通过水弹性模型试验,分析反拱型底板受到的水动力荷载,包括上举力及拱端推力的幅值特性、时均特性、脉动特性、频谱特性等,并在一定范围内推导出最大值与水力条件的关系；
(3)深入研究反拱型水垫塘整体稳定性,由刚体极限平衡分析方法,利用抗剪强度公式求出拱座抗滑稳定安全系数,判断白鹤滩反拱型底板在实测最大拱端推力作用下的稳定性；计算不同扬压力作用下拱座抗滑稳定安全系数的大小,确定反拱型水垫塘拱座的抗滑稳定最小安全系数。关于反拱型水垫塘底板的局部稳定性,一方面提出考虑拱座的反拱底板极限抗力情况；另一方面,在确定拱座安全系数的基础上,对拱端施加拱座对其能够产生的最大约束,通过数值模拟计算该约束条件下的板块极限抗力,对反拱底板局部稳定性进行分析；并对比分析不同荷载,不同锚固条件下平底板与反拱底板的局部稳定系数的大小,为工程设计和底板安全监控提供依据。
For the "narrow valley, high-volume, high arch" form of energy dissipation, Plunge pool has become the main form to bear energy dissipation near downsteamdam body for a high arch dam. In recent years, many scholars at home and abroad carry out a lot of research on plunge pool bottom hydrodynamic loads and the stability of the bottom from the angel of model tests and theoretical analysis. However, the research about the overall stability of the anti-arched floor safety factor are very little. Anti-arch plunge pool is a new structure of energy dissipation and erosion. Under the same flood discharge condition, Anti-arch plunge pool stability is better than flat plate. Taking Yangtze River white crane beach hydroelectric power station as research background, this article researchs hydroelastic model test on the water plunge pool dynamic loads from the actual project, combined with finite element numerical simulation, analyses the stability of plunge pool.
The main research achievemets are as follows:
(1) By hydroelastic model test, measure hydrodynamic pressure and uplift force of impinging jet on the bottom in the plunge pool table, flat bottom holes in the role of co-flood under the different upstream and downstream conditions, study characteristics of load, pulse characteristics, related features and research the impact of time-averaged when hydrodynamic pressure in the cracks spread.
(2) By bottom water through the arch anti-elastic model test, analyse hydrodynamic loads of anti-arched floor, including lifting force and amplitude characteristics of arch-side thrust, time characteristics, characteristics, frequency characteristics, derive the relationship between the maximum and the hydraulic conditions within a certain range.
(3) Study the anti-arched the overall stability of plunge pool deeply. By the rigid body limit equilibrium analysis, use shear strength calculating the formula factor of safety against sliding abutment, to determine the anti-arched floor Baihetan measured maximum abutment thrust in the role of stability. Calculate arch under action of uplift pressure of different size of the factor of safety against sliding. On the anti-arch plunge pool on the floor of the local stability, on one hand consider the abutment of the proposed counter-arched slab limit resistance conditions, closer to the actual construction of the force. On the other hand, on the basis in determining the safety coefficient of arch support, ensures stable under the conditions of abutment for abutment can exert maximum restraint. Buy numerical simulation calculation of the ultimate resistance of constrained plates. By comparison and analysis of different loads, different anchoring conditions, flat floor and counter-arched slab the size of the local stability factor, provide the basis for engineering design and floor safety monitor.
引文
[1]陈玉璞,赵文绮,王惠民等,流体动力学,南京：河海大学出版社,1990,398-402
[2]练继建,杨敏等,高坝泄流工程,北京：中国水利水电出版社,2008,29
[3]刑景棠,周盛,崔尔杰,流固耦合力学概述,力学发展,1997,2：19-38
[4]练继建,崔广涛,水工结构水弹性模型模拟方法与应用,水利水电技术,2001,12：20-21
[5]林继镛,练继建,二元射流作用下点面脉动壁压的幅值计算,水利学报,1988,(12)：34-40
[6]王继敏,练继建,崔广涛,溢流拱坝反拱型水垫塘性能的原型观测与模型试验研究,水利学报,2009,(40),7：805-812
[7]孙建,杨丽萍,赵燕华,高水头、大流量下反拱水垫塘底板块随机振动特性的研究[J],水力发电学报,2008,(27)2：116-120
[8]邓军,许唯临,张建民,向家坝水垫塘的实验研究与数值模拟,水力发电,2004(11)
[9]马斌,高拱坝及反拱水垫塘结构泄洪安全分析与模拟：[博士学位论文],天津；天津大学,2006,10
[10]安芸周一,关于自由跌落水舌的水垫效果的研究,国外科技增刊(2),天津大学图书馆,1981,10,58
[11]练继建,二元射流作用下边壁动水荷载及其应用：[硕士学位论文],天津；天津大学,1987,12
[12]刘沛清,挑射水流对岩石河床的冲刷机理,北京：高等教育出版社,1994
[13]李爱华,刘沛清,脉动压力在消力池底板缝隙传播的瞬变流模型和渗流模型统一性探讨,水利学报,2005,36(10)：1236
[14]张声鸣,水垫塘底板稳定研究,长江科学院院报,1997,14(3)：85-91
[15]张建民,挑流消能水垫塘底板冲刷机理研究：[博士学位论文],成都；四川大学,2000,4
[16]杨敏,高坝消力塘水动力特性与防护结构的安全研究：[博士学位论文],天津；天津大学,2003,06
[17]G.Rehbinder, Slot Cutting in Rock with A High Speed A Water Jet, Int. J.Rock Mech. Min. Sic., Vol.14,1977,229-234.
[18]姜文超,梁兴蓉,应用紊流理论探讨脉动压力沿缝隙的传播规律,水利学报,1983,9：53-59
[19]赵耀南,梁兴蓉,水流脉动压力沿缝隙的传播规律,天津大学学报,1988,3：55-65
[20]C.Edward Bowers, Joel Toso, Closure to Karnafuli Project model studies of spillway damage, [J], Journal of Hydraulic Engineering,1990,116(6)
[21]Fiorotto.V and Rinaldo.A. Fluctuating uplift and lining design in spillway stilling basins, Journal of Hydraulic Engineering, ASCE, VOL.118, NO.4,1992:578-596
[22]刘沛清,冬俊瑞,余常昭,在岩缝中脉动压力传播机理探讨,水利学报,1994(12)：31-36
[23]刘沛清,李忠义,冬俊瑞,用二维瞬变流方程分析缝面层中脉动压力传播规律,水利学报,1996,4：27-32
[24]刘昉,水流脉动壁压特性及其相似率研究[D]：[博士学位论文],天津：天津大学,2007,5
[25]李会平,消力塘底板缝隙水流脉动压力传播规律研究：[硕士学位论文],天津；天津大学,2007,12
[26]Fiorotto, V. and Rinaldo, A., Turbulent pressure fluctuations under hydraulic jumps, J. Hydr. Res., IAHR, VOL.30, NO.4,1992
[27]刘沛清,挑射水流对岩石河床的冲刷机理研究：[博士学位论文],北京：清华大学,1994,12
[28]孙建,陈长植,反拱水垫塘底板块上举力变化规律的试验研究,清华大学学报,2004,4(11)：1-7
[29]彭新民,王继敏,崔广涛,拱坝水垫塘拱形底板受力与稳定性实验研究,水力发电学报,1999,2：52-59
[30]孙建,陈长植,反拱水垫塘拱端力变化规律的试验研究,水力发电学报,2002,(4)：51-60
[31]赵燕华,孙建,张金明等,反拱水垫塘拱圈底板块横向轴力传递规律的研究,华北水利水电学院院报,2008,1(29)：51-53
[32]张金明,孙建,赵燕华等,反拱水垫塘拱端结构稳定的研究,西安理工大学学报,2007,2(23)：153-158
[33]孙建,陈长植,反拱水垫塘与平底水垫塘底板稳定性诸方面之比较,长江科学院院报,2003,20(4)：3-6
[34]孙建,陈长植,反拱水垫塘底板缝隙中动水压强特性的试验研究,水力发电学报,2002,(1)：88-95
[35]郭怀志,朱光熙,徐景贤,溢流拱坝下反拱式消力池的实验研究与工程设计,海河水利,1986,(02)：25-32
[36]练继建,杨敏,安刚等,水垫塘反拱形底板局部稳性分析,水利水电技术,2001(32),12：24-26
[37]史军,杨敏等,水垫塘反拱形底板稳定性的块体弹簧元分析,水力发电学报,2004,23(2)：73-78
[38]符晓,水垫塘衬砌结构非线性静动力特性研究,[硕士学位论文],天津；天津大学,2004,12
[39]刘沛清,冬俊瑞等,在冲坑底部岩块上脉动上举力的实验研究,水利学报,1995,(12)：59-66
[40]张建民,杨永全,戴光清,射流冲击下水垫塘底板失稳的模糊随机分析,水利学报,2000,12(12)：1-6
[41]王木兰,水流脉动压力的数据处理、工程应用及机理研究的进展,河海大学科技情报,1990,10(3)：28-43
[42]崔广涛,练继建,彭新民等,水流动力荷载与流固相互作用,北京：中国水利水电出版社,1999
[43]窦国仁,紊流力学,北京：人民教育出版社,1981
[44]齐清兰,杨庆瑞,薛运田,固体边壁上的动水荷载及特性,北京：中国建材工业出版社,2001,23-41
[45]崔广涛,练继建,彭新民等,水流动力荷载与流固相互作用,北京：中国水利水电出版社,1999
[46]Head,M.R.& Bandyopadhyay,P., New Aspects of Turbulent Boundary-Layer Structure. J. Fluid Mech., Vol.107,1981.297-338
[47]Hussain,A.K.M.F.,Coherent Structure-Reality and Myth.The Physics of Fluids, Vol.26, No.10,1983,2816-2850
[48]梁在潮,紊流力学,武汉：武汉水利电力学院,1984
[49]Kline, S. J.et al., TheStruCture of Turbulent Boundary Layers. J.Fluid Mech. Vol.30, Part 4,1967,741-773
[50]梁在潮,黄纪忠,论脉动壁压的振幅、频率的概率分布规律,武汉水利电力学院学报,1980(1)：69-81
[51]Lin CC. On the stability of two dimensional parallel flow, Proc. Nat. Acad. Sci., Wash.1944,30
[52]王继敏,王佩璜,杨清生,长潭岗水电站反拱形水垫塘研究及应用,水利水电技术,2002,7(33)：10-12
[53]王继敏,练继建,崔广涛,溢流拱坝反拱型水垫塘性能的原型观测与模型试验研究[J],水利学报,2009,40(7)：805-812
[54]马斌,练继建,杨敏,水垫塘反拱型底板衬砌结构的非线性分析,天津大学学报,2007,40(5)：536-541
[55]杨敏,练继建,水垫塘反拱形底板体型研究,水力发电学报,2002,79(4)：45-50
[56]中华人民共和国水利部,SL282-2003,混凝土拱坝设计规范,北京：中国水利水电出版社,2003-06-01
[57]林继镛,水工建筑物,北京：中国水利水电出版社,2009,177-179
[58]中华人民共和国水利部,SL253-2000,溢洪道设计规范,北京：中国水利水电出版社,2000-08-01
[59]杨敏,练继建,王继敏,水垫塘反拱形底板局部稳定性分析,天津大学学报,2004,37(7)：605-609
[2]练继建,杨敏等,高坝泄流工程,北京：中国水利水电出版社,2008,29
[3]刑景棠,周盛,崔尔杰,流固耦合力学概述,力学发展,1997,2：19-38
[4]练继建,崔广涛,水工结构水弹性模型模拟方法与应用,水利水电技术,2001,12：20-21
[5]林继镛,练继建,二元射流作用下点面脉动壁压的幅值计算,水利学报,1988,(12)：34-40
[6]王继敏,练继建,崔广涛,溢流拱坝反拱型水垫塘性能的原型观测与模型试验研究,水利学报,2009,(40),7：805-812
[7]孙建,杨丽萍,赵燕华,高水头、大流量下反拱水垫塘底板块随机振动特性的研究[J],水力发电学报,2008,(27)2：116-120
[8]邓军,许唯临,张建民,向家坝水垫塘的实验研究与数值模拟,水力发电,2004(11)
[9]马斌,高拱坝及反拱水垫塘结构泄洪安全分析与模拟：[博士学位论文],天津；天津大学,2006,10
[10]安芸周一,关于自由跌落水舌的水垫效果的研究,国外科技增刊(2),天津大学图书馆,1981,10,58
[11]练继建,二元射流作用下边壁动水荷载及其应用：[硕士学位论文],天津；天津大学,1987,12
[12]刘沛清,挑射水流对岩石河床的冲刷机理,北京：高等教育出版社,1994
[13]李爱华,刘沛清,脉动压力在消力池底板缝隙传播的瞬变流模型和渗流模型统一性探讨,水利学报,2005,36(10)：1236
[14]张声鸣,水垫塘底板稳定研究,长江科学院院报,1997,14(3)：85-91
[15]张建民,挑流消能水垫塘底板冲刷机理研究：[博士学位论文],成都；四川大学,2000,4
[16]杨敏,高坝消力塘水动力特性与防护结构的安全研究：[博士学位论文],天津；天津大学,2003,06
[17]G.Rehbinder, Slot Cutting in Rock with A High Speed A Water Jet, Int. J.Rock Mech. Min. Sic., Vol.14,1977,229-234.
[18]姜文超,梁兴蓉,应用紊流理论探讨脉动压力沿缝隙的传播规律,水利学报,1983,9：53-59
[19]赵耀南,梁兴蓉,水流脉动压力沿缝隙的传播规律,天津大学学报,1988,3：55-65
[20]C.Edward Bowers, Joel Toso, Closure to Karnafuli Project model studies of spillway damage, [J], Journal of Hydraulic Engineering,1990,116(6)
[21]Fiorotto.V and Rinaldo.A. Fluctuating uplift and lining design in spillway stilling basins, Journal of Hydraulic Engineering, ASCE, VOL.118, NO.4,1992:578-596
[22]刘沛清,冬俊瑞,余常昭,在岩缝中脉动压力传播机理探讨,水利学报,1994(12)：31-36
[23]刘沛清,李忠义,冬俊瑞,用二维瞬变流方程分析缝面层中脉动压力传播规律,水利学报,1996,4：27-32
[24]刘昉,水流脉动壁压特性及其相似率研究[D]：[博士学位论文],天津：天津大学,2007,5
[25]李会平,消力塘底板缝隙水流脉动压力传播规律研究：[硕士学位论文],天津；天津大学,2007,12
[26]Fiorotto, V. and Rinaldo, A., Turbulent pressure fluctuations under hydraulic jumps, J. Hydr. Res., IAHR, VOL.30, NO.4,1992
[27]刘沛清,挑射水流对岩石河床的冲刷机理研究：[博士学位论文],北京：清华大学,1994,12
[28]孙建,陈长植,反拱水垫塘底板块上举力变化规律的试验研究,清华大学学报,2004,4(11)：1-7
[29]彭新民,王继敏,崔广涛,拱坝水垫塘拱形底板受力与稳定性实验研究,水力发电学报,1999,2：52-59
[30]孙建,陈长植,反拱水垫塘拱端力变化规律的试验研究,水力发电学报,2002,(4)：51-60
[31]赵燕华,孙建,张金明等,反拱水垫塘拱圈底板块横向轴力传递规律的研究,华北水利水电学院院报,2008,1(29)：51-53
[32]张金明,孙建,赵燕华等,反拱水垫塘拱端结构稳定的研究,西安理工大学学报,2007,2(23)：153-158
[33]孙建,陈长植,反拱水垫塘与平底水垫塘底板稳定性诸方面之比较,长江科学院院报,2003,20(4)：3-6
[34]孙建,陈长植,反拱水垫塘底板缝隙中动水压强特性的试验研究,水力发电学报,2002,(1)：88-95
[35]郭怀志,朱光熙,徐景贤,溢流拱坝下反拱式消力池的实验研究与工程设计,海河水利,1986,(02)：25-32
[36]练继建,杨敏,安刚等,水垫塘反拱形底板局部稳性分析,水利水电技术,2001(32),12：24-26
[37]史军,杨敏等,水垫塘反拱形底板稳定性的块体弹簧元分析,水力发电学报,2004,23(2)：73-78
[38]符晓,水垫塘衬砌结构非线性静动力特性研究,[硕士学位论文],天津；天津大学,2004,12
[39]刘沛清,冬俊瑞等,在冲坑底部岩块上脉动上举力的实验研究,水利学报,1995,(12)：59-66
[40]张建民,杨永全,戴光清,射流冲击下水垫塘底板失稳的模糊随机分析,水利学报,2000,12(12)：1-6
[41]王木兰,水流脉动压力的数据处理、工程应用及机理研究的进展,河海大学科技情报,1990,10(3)：28-43
[42]崔广涛,练继建,彭新民等,水流动力荷载与流固相互作用,北京：中国水利水电出版社,1999
[43]窦国仁,紊流力学,北京：人民教育出版社,1981
[44]齐清兰,杨庆瑞,薛运田,固体边壁上的动水荷载及特性,北京：中国建材工业出版社,2001,23-41
[45]崔广涛,练继建,彭新民等,水流动力荷载与流固相互作用,北京：中国水利水电出版社,1999
[46]Head,M.R.& Bandyopadhyay,P., New Aspects of Turbulent Boundary-Layer Structure. J. Fluid Mech., Vol.107,1981.297-338
[47]Hussain,A.K.M.F.,Coherent Structure-Reality and Myth.The Physics of Fluids, Vol.26, No.10,1983,2816-2850
[48]梁在潮,紊流力学,武汉：武汉水利电力学院,1984
[49]Kline, S. J.et al., TheStruCture of Turbulent Boundary Layers. J.Fluid Mech. Vol.30, Part 4,1967,741-773
[50]梁在潮,黄纪忠,论脉动壁压的振幅、频率的概率分布规律,武汉水利电力学院学报,1980(1)：69-81
[51]Lin CC. On the stability of two dimensional parallel flow, Proc. Nat. Acad. Sci., Wash.1944,30
[52]王继敏,王佩璜,杨清生,长潭岗水电站反拱形水垫塘研究及应用,水利水电技术,2002,7(33)：10-12
[53]王继敏,练继建,崔广涛,溢流拱坝反拱型水垫塘性能的原型观测与模型试验研究[J],水利学报,2009,40(7)：805-812
[54]马斌,练继建,杨敏,水垫塘反拱型底板衬砌结构的非线性分析,天津大学学报,2007,40(5)：536-541
[55]杨敏,练继建,水垫塘反拱形底板体型研究,水力发电学报,2002,79(4)：45-50
[56]中华人民共和国水利部,SL282-2003,混凝土拱坝设计规范,北京：中国水利水电出版社,2003-06-01
[57]林继镛,水工建筑物,北京：中国水利水电出版社,2009,177-179
[58]中华人民共和国水利部,SL253-2000,溢洪道设计规范,北京：中国水利水电出版社,2000-08-01
[59]杨敏,练继建,王继敏,水垫塘反拱形底板局部稳定性分析,天津大学学报,2004,37(7)：605-609