U形和弧形底梯形渠道衬砌冻胀力的统一解
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摘要
依据渠道防渗工程技术规范(GB/T 50600—2010)中的规定和说明可知,整体U形渠道衬砌和弧形底梯形渠道衬砌结构的力学计算简图相似,综合考虑渠道衬砌板厚、坡板长、半径和坡板倾角对渠道冻胀内力的影响,基于线弹性力学理论建立了整体U形和弧形底梯形砼渠道衬砌冻胀内力的统一计算模型。利用计算模型的解析解分析了不同因素对整体U形和弧形底梯形渠道衬砌的最大拉应力、最大拉应力位置、法向冻结力和法向冻胀力的影响规律及其敏感性。模型计算结果表明,整体U形砼渠道衬砌最大拉应力的主要影响因素为坡板长和板厚,而弧形底梯形砼渠道最大拉应力的主要影响因素为坡板倾角和坡板长。针对渠道衬砌冻胀破坏的主要原因是冻胀最大拉应力超过了渠道衬砌材料的容许拉应力这一问题,借助该模型给出了确定整体U形和弧形底梯形渠道衬砌最佳厚度的规则和方法。建议进行渠道衬砌设计时,在满足断面流量和经济的前提条件下,整体式U形渠道衬砌可采用"短坡厚板"的设计思想,弧形底梯形渠道衬砌则采用"缓坡短板"的设计思想。
On the basis of the regulations and instructions of canal seepage control engineering and technical specification( GB/T 50600—2010),the mechanical calculation diagrams of the structuresof integral U-shaped channel lining and arc bottom trapezoidal channel lining are similar. Based on linear elastic theory,in this paper,we consider certain factors such as the thickness of channel lining board,slope length,radius and dip angle of canal plate of influence on the internal forces of the channel lining frost-heave,establish the unified calculation diagram of the internal force of integral U-shaped channel lining and arc bottom trapezoidal channel lining. We use the analytical solution of the calculation diagrams to analyze the sensitivity and rules of influence of different factors to the maximum tensile stress,the corresponding place,normal freezing force and normal frost-heave force. Model calculation results showthat the main influencing factors of integral U-shaped channel concrete linings maximum tensile stress are slope plate length and thickness,and affecting factors of the arc bottom trapezoidal channel maximum tensile stress are concrete slope plate angle and slope length.The main reason for canal lining frost damage is that the maximum tensile stress of heave exceeds the allowable tensile stress of the channel lining material.On the basis of the model we give the method and law to determine the optimum thickness of integral U-shaped channel lining and arc bottom trapezoidal channel lining. Suggestions for channel lining design, while satisfy the precondition of the cross-sectional flow and economy,the design philosophy of integral U-shaped channel lining can use the short slope and thick plate and arc bottom trapezoidal canal lining can use the gentle slope and short plate.
On the basis of the regulations and instructions of canal seepage control engineering and technical specification( GB/T 50600—2010),the mechanical calculation diagrams of the structuresof integral U-shaped channel lining and arc bottom trapezoidal channel lining are similar. Based on linear elastic theory,in this paper,we consider certain factors such as the thickness of channel lining board,slope length,radius and dip angle of canal plate of influence on the internal forces of the channel lining frost-heave,establish the unified calculation diagram of the internal force of integral U-shaped channel lining and arc bottom trapezoidal channel lining. We use the analytical solution of the calculation diagrams to analyze the sensitivity and rules of influence of different factors to the maximum tensile stress,the corresponding place,normal freezing force and normal frost-heave force. Model calculation results showthat the main influencing factors of integral U-shaped channel concrete linings maximum tensile stress are slope plate length and thickness,and affecting factors of the arc bottom trapezoidal channel maximum tensile stress are concrete slope plate angle and slope length.The main reason for canal lining frost damage is that the maximum tensile stress of heave exceeds the allowable tensile stress of the channel lining material.On the basis of the model we give the method and law to determine the optimum thickness of integral U-shaped channel lining and arc bottom trapezoidal channel lining. Suggestions for channel lining design, while satisfy the precondition of the cross-sectional flow and economy,the design philosophy of integral U-shaped channel lining can use the short slope and thick plate and arc bottom trapezoidal canal lining can use the gentle slope and short plate.
引文
[1]廖云,刘建军,陈少峰.混凝土渠道冻胀破坏机制与抗冻技术研究进展[J].岩土力学,2008,29(11):211-214.
[2]王正中,李甲林,陈涛,等.弧底梯形渠道砼衬砌冻胀破坏的力学模型研究[J].农业工程学报,2008,24(1):18-23.
[3]王正中.梯形渠道砼衬砌冻胀破坏的力学模型研究[J].农业工程学报,2004,20(3):24-29.
[4]石娇,王正中,张丰丽,等.高地下水位弧底梯形混凝土衬砌渠道冻胀断裂破坏力学模型及应用[J].西北农林科技大学学报(自然科学版),2015,43(1):213-219.
[5]孙杲辰,王正中,王文杰,等.梯形渠道砼衬砌体冻胀破坏断裂力学模型及应用[J].农业工程学报,2013,29(8):108-114.
[6]张茹,王正中,陈涛,等.基于非对称冻胀破坏的大U形混凝土衬砌渠道力学模型[J].西北农林科技大学学报(自然科学版),2008,36(11):217-223.
[7]李翠玲,唐少容,王红雨.整体式U形渠道混凝土衬砌结构冻胀破坏力学模型[J].水利水电技术,2015,46(4):148-152.
[8]李翠玲,王红雨.两拼式U形渠道混凝土衬砌结构冻胀破坏力学模型[J].中国农村水利水电,2014(5):86-89.
[9]郑源,汤骅,姜海波.弧底梯形复合衬砌渠道冻胀破坏力学模型及其求解[J].水利水电科技进展,2015(1):61-66.
[10]申向东,张玉佩,王丽萍.混凝土预制板衬砌梯形断面渠道的冻胀破坏受力分析[J].农业工程学报,2012,28(16):80-85.
[11]肖旻,李寿宁,贺兴宏.梯形渠道砼衬砌冻胀破坏力学分析[J].灌溉排水学报,2011,30(1):89-93.
[12]余书超,欧阳辉.渠道刚性衬砌受冻胀时的内力计算[J].中国农村水利水电,1999(10):21-23.
[13]刘旭东,王正中,闫长城,等.基于数值模拟的“适变断面”衬砌渠道抗冻胀机理探讨[J].农业工程学报,2011(12):6-12.
[14]高靖,田军仓,王斌.不同U型结构混凝土渠道冻胀数值模拟分析[J].灌溉排水学报,2015(4):38-42.
[15]安鹏,邢义川,张爱军.基于部分保温法的渠道保温板厚度计算与数值模拟[J].农业工程学报,2013,29(17):54-62.
[16]王英浩,司娜. U形玻璃钢渠道抗冻胀效果数值模拟[J].内蒙古科技大学学报,2014,33(4):409-412.
[17]董江伟,姜海波,汤骅,等.大断面刚柔混合衬砌渠道接触特性的有限元分析[J].石河子大学学报(自然科学版),2015,33(4):505-510.
[18]李爽,王正中,高兰兰,等.考虑混凝土衬砌板与冻土接触非线性的渠道冻胀数值模拟[J].水利学报,2014(4):497-503.
[19] EVERETT D H. The thermodynamics of damage to porous solid[J]. Trans Faraday Soc,1961,57:1541-1551.
[20] JONES R H,HURT K G. An osmotic method for determining rock and aggregate suction characteristicswith applications to frost heave studies[J]. Quarterly J Eng Geol,1978,11:245-252.
[21] MILLER R D. Freezing and heaving of saturated and unsaturated soils[J]. Highway Research Record,1972(393):1-11.
[22] ARENSON L U,SPRINGMAN S M,SEGO D C. The rheology of frozen soils[J]. Applied Rheology,2007,17(1):12147-12141.
[2]王正中,李甲林,陈涛,等.弧底梯形渠道砼衬砌冻胀破坏的力学模型研究[J].农业工程学报,2008,24(1):18-23.
[3]王正中.梯形渠道砼衬砌冻胀破坏的力学模型研究[J].农业工程学报,2004,20(3):24-29.
[4]石娇,王正中,张丰丽,等.高地下水位弧底梯形混凝土衬砌渠道冻胀断裂破坏力学模型及应用[J].西北农林科技大学学报(自然科学版),2015,43(1):213-219.
[5]孙杲辰,王正中,王文杰,等.梯形渠道砼衬砌体冻胀破坏断裂力学模型及应用[J].农业工程学报,2013,29(8):108-114.
[6]张茹,王正中,陈涛,等.基于非对称冻胀破坏的大U形混凝土衬砌渠道力学模型[J].西北农林科技大学学报(自然科学版),2008,36(11):217-223.
[7]李翠玲,唐少容,王红雨.整体式U形渠道混凝土衬砌结构冻胀破坏力学模型[J].水利水电技术,2015,46(4):148-152.
[8]李翠玲,王红雨.两拼式U形渠道混凝土衬砌结构冻胀破坏力学模型[J].中国农村水利水电,2014(5):86-89.
[9]郑源,汤骅,姜海波.弧底梯形复合衬砌渠道冻胀破坏力学模型及其求解[J].水利水电科技进展,2015(1):61-66.
[10]申向东,张玉佩,王丽萍.混凝土预制板衬砌梯形断面渠道的冻胀破坏受力分析[J].农业工程学报,2012,28(16):80-85.
[11]肖旻,李寿宁,贺兴宏.梯形渠道砼衬砌冻胀破坏力学分析[J].灌溉排水学报,2011,30(1):89-93.
[12]余书超,欧阳辉.渠道刚性衬砌受冻胀时的内力计算[J].中国农村水利水电,1999(10):21-23.
[13]刘旭东,王正中,闫长城,等.基于数值模拟的“适变断面”衬砌渠道抗冻胀机理探讨[J].农业工程学报,2011(12):6-12.
[14]高靖,田军仓,王斌.不同U型结构混凝土渠道冻胀数值模拟分析[J].灌溉排水学报,2015(4):38-42.
[15]安鹏,邢义川,张爱军.基于部分保温法的渠道保温板厚度计算与数值模拟[J].农业工程学报,2013,29(17):54-62.
[16]王英浩,司娜. U形玻璃钢渠道抗冻胀效果数值模拟[J].内蒙古科技大学学报,2014,33(4):409-412.
[17]董江伟,姜海波,汤骅,等.大断面刚柔混合衬砌渠道接触特性的有限元分析[J].石河子大学学报(自然科学版),2015,33(4):505-510.
[18]李爽,王正中,高兰兰,等.考虑混凝土衬砌板与冻土接触非线性的渠道冻胀数值模拟[J].水利学报,2014(4):497-503.
[19] EVERETT D H. The thermodynamics of damage to porous solid[J]. Trans Faraday Soc,1961,57:1541-1551.
[20] JONES R H,HURT K G. An osmotic method for determining rock and aggregate suction characteristicswith applications to frost heave studies[J]. Quarterly J Eng Geol,1978,11:245-252.
[21] MILLER R D. Freezing and heaving of saturated and unsaturated soils[J]. Highway Research Record,1972(393):1-11.
[22] ARENSON L U,SPRINGMAN S M,SEGO D C. The rheology of frozen soils[J]. Applied Rheology,2007,17(1):12147-12141.