水工混凝土结构局部损伤劣化系数研究
|
摘要
为考虑水工混凝土结构关键部位的损伤在外力及其他不利因素作用下,材料有可能会进一步劣化,损伤会进一步加剧,不同部位的损伤或不同周围环境对结构整体损伤概率具有不同影响,定义局部损伤劣化系数来反映损伤部位、受力水平、不利环境的影响。总结不同结构的局部损伤特点,根据水利水电工程分项系数极限状态设计方法中的结构重要性系数与失效概率的关系,制定了拱坝、重力坝、水闸局部损伤劣化系数的三等级分级原则,初步确定了与局部损伤劣化系数相对应的损伤部位及周围环境。
There are often damages at the important location of hydraulic concrete structure.When the damages are under internal force and unfavourable factors,the material of the structure may be deteriorated further,and the damages may be developed further.The damages of different locations and different environments have different influence on the safety of overall structure.Therefore,the deterioration coefficient of local damage is defined to reflect the influence of damage location,force and unfavourable factors.Here,the damge features of arch dam,gravity dam and sluice are analyzed.According to the design method of limit state through the influence factors about hydraulic and water-power engineerings,the relation of important factor and failure probability is analyzed,and the principle of three levels is presented about the influence coefficient of local damage as mentioned above.Based on these,the corresponding deterioration coefficient,damage location and environment are determined initially.
There are often damages at the important location of hydraulic concrete structure.When the damages are under internal force and unfavourable factors,the material of the structure may be deteriorated further,and the damages may be developed further.The damages of different locations and different environments have different influence on the safety of overall structure.Therefore,the deterioration coefficient of local damage is defined to reflect the influence of damage location,force and unfavourable factors.Here,the damge features of arch dam,gravity dam and sluice are analyzed.According to the design method of limit state through the influence factors about hydraulic and water-power engineerings,the relation of important factor and failure probability is analyzed,and the principle of three levels is presented about the influence coefficient of local damage as mentioned above.Based on these,the corresponding deterioration coefficient,damage location and environment are determined initially.
引文
[1]顾培英,黄勤红,邓昌,等.基于重整化群的水工混凝土结构整体破坏概率研究[J].水利水运工程学报,2010,(4):1-5.
[2]Chiaia B,BorriBrunetto M.Multiscale modelling of stick-sliptransition of rough(fractal)surfaces[J].Materials ScienceForum,2007,539-543(3):2594-2600.
[3]BorriBrunetto M,Carpinteri A,Chiaia B.The effect of scaleand criticality in rock slope stability[J].Rock Mechanics andRock Engineering,2004,37(2):117-126.
[4]Farris D W,Paterson S R.Contamination of silicic magmasand fractal fragmentation of xenoliths in Paleocene plutons onKodiak Island,Alaska[J].The CanadianMineralogist,2007,45(1):107-129.
[5]Wang L G,Wu Y,Miao X X,et al.Mechanism ofwater-inrush from fault induced by mining near the working face[J].Journal of Coal Science&Engineering(China),2007,13(4):393-395.
[6]高召宁,姚令侃,徐光兴.岩石破坏过程的自组织特征与临界条件研究[J].四川大学学报(工程科学版),2009,41(2):91-95.
[7]Gu P Y,Deng C,Tang L.Determination of local damageprobability in concrete structure[C]//International Confer-ence on Modern Hydraulic Engineering.Procedia Engineer-ing,2012,28:489-493.
[8]郭成,段亚辉.碾压混凝土拱坝破坏形式有限元仿真分析[J].西北水电,2011,(B09):66-70.
[9]潘坚文,王进廷,张楚汉.超强地震作用下拱坝的损伤开裂分析[J].水利学报,2007,38(2):143-149.
[10]范书立,陈健云,王建涌,等.高拱坝振动台地震破坏试验研究及数值仿真[J].岩石力学与工程学报,2009,28(3):467-474.
[11]涂劲,李德玉,陈厚群.锦屏一级水电站高拱坝整体抗震安全性研究[J].水力发电学报,2009,28(5):68-72,87.
[12]江守燕,杜成斌,陈灯红.Nam Ngum5水电站分缝重力拱坝地震响应分析[J].河海大学学报(自然科学版),2010,38(3):308-312.
[13]韦先锋,彭刚,姚艳华.基于不同本构模型的拱坝地震响应分析[J].水力发电,2010,36(4):26-29.
[14]杜荣强,章青,陈士海,等.大岗山和溪洛渡高拱坝强地震损伤比较分析[J].水力发电学报,2010,29(5):6-10,27.
[15]钟红,林皋,李红军.拱坝-无限地基系统非线性地震超载分析[J].大连理工大学学报,2011,51(1):96-102.
[16]杜成斌,苏擎柱.混凝土坝地震动力损伤分析[J].工程力学,2003,20(5):170-173.
[17]张我华,邱战洪,余功栓.地震荷载作用下坝及其岩基的脆性动力损伤分析[J].岩石力学与工程学报,2004,23(8):1311-1317.
[18]王亚军,张我华.基于模糊随机损伤力学的模糊自适应有限元分析[J].解放军理工大学学报(自然科学版),2009,10(5):440-446.
[19]范书立,陈健云,张斌.阿海水电站厂房坝段地震破坏试验研究[J].人民长江,2010,41(2):13-17.
[20]罗赛虎,田斌.基于ABAQUS的重力坝时程动力分析[J].云南水力发电,2011,27(1):53-56,61.
[21]潘坚文,张楚汉,金峰.基于扩展有限元法的含纵向裂缝重力坝破坏分析[J].水力发电学报,2011,30(3):138-144.
[22]关锦荣.沿海地区水闸破坏形式与加固对策[J].水利科技,2009,(3):59-61.
[23]梁民阳,吴兴龙.浙东海塘上水闸病害成因分析及对策[J].中国农村水利水电,2006,(7):107-108.
[24]刘超英,戚诚华,付磊.水工混凝土结构的检测与分析[J].混凝土,2010,(7):132-134,138.
[25]李同春,王仁坤,游启升,等.高拱坝安全度评价方法研究[J].水利学报,2007,(S1):78-83,105.
[26]国家技术监督局,国家建设部.GB50199-94.水利水电工程结构可靠度设计统一标准[S].北京:中国计划出版社,1994.
[2]Chiaia B,BorriBrunetto M.Multiscale modelling of stick-sliptransition of rough(fractal)surfaces[J].Materials ScienceForum,2007,539-543(3):2594-2600.
[3]BorriBrunetto M,Carpinteri A,Chiaia B.The effect of scaleand criticality in rock slope stability[J].Rock Mechanics andRock Engineering,2004,37(2):117-126.
[4]Farris D W,Paterson S R.Contamination of silicic magmasand fractal fragmentation of xenoliths in Paleocene plutons onKodiak Island,Alaska[J].The CanadianMineralogist,2007,45(1):107-129.
[5]Wang L G,Wu Y,Miao X X,et al.Mechanism ofwater-inrush from fault induced by mining near the working face[J].Journal of Coal Science&Engineering(China),2007,13(4):393-395.
[6]高召宁,姚令侃,徐光兴.岩石破坏过程的自组织特征与临界条件研究[J].四川大学学报(工程科学版),2009,41(2):91-95.
[7]Gu P Y,Deng C,Tang L.Determination of local damageprobability in concrete structure[C]//International Confer-ence on Modern Hydraulic Engineering.Procedia Engineer-ing,2012,28:489-493.
[8]郭成,段亚辉.碾压混凝土拱坝破坏形式有限元仿真分析[J].西北水电,2011,(B09):66-70.
[9]潘坚文,王进廷,张楚汉.超强地震作用下拱坝的损伤开裂分析[J].水利学报,2007,38(2):143-149.
[10]范书立,陈健云,王建涌,等.高拱坝振动台地震破坏试验研究及数值仿真[J].岩石力学与工程学报,2009,28(3):467-474.
[11]涂劲,李德玉,陈厚群.锦屏一级水电站高拱坝整体抗震安全性研究[J].水力发电学报,2009,28(5):68-72,87.
[12]江守燕,杜成斌,陈灯红.Nam Ngum5水电站分缝重力拱坝地震响应分析[J].河海大学学报(自然科学版),2010,38(3):308-312.
[13]韦先锋,彭刚,姚艳华.基于不同本构模型的拱坝地震响应分析[J].水力发电,2010,36(4):26-29.
[14]杜荣强,章青,陈士海,等.大岗山和溪洛渡高拱坝强地震损伤比较分析[J].水力发电学报,2010,29(5):6-10,27.
[15]钟红,林皋,李红军.拱坝-无限地基系统非线性地震超载分析[J].大连理工大学学报,2011,51(1):96-102.
[16]杜成斌,苏擎柱.混凝土坝地震动力损伤分析[J].工程力学,2003,20(5):170-173.
[17]张我华,邱战洪,余功栓.地震荷载作用下坝及其岩基的脆性动力损伤分析[J].岩石力学与工程学报,2004,23(8):1311-1317.
[18]王亚军,张我华.基于模糊随机损伤力学的模糊自适应有限元分析[J].解放军理工大学学报(自然科学版),2009,10(5):440-446.
[19]范书立,陈健云,张斌.阿海水电站厂房坝段地震破坏试验研究[J].人民长江,2010,41(2):13-17.
[20]罗赛虎,田斌.基于ABAQUS的重力坝时程动力分析[J].云南水力发电,2011,27(1):53-56,61.
[21]潘坚文,张楚汉,金峰.基于扩展有限元法的含纵向裂缝重力坝破坏分析[J].水力发电学报,2011,30(3):138-144.
[22]关锦荣.沿海地区水闸破坏形式与加固对策[J].水利科技,2009,(3):59-61.
[23]梁民阳,吴兴龙.浙东海塘上水闸病害成因分析及对策[J].中国农村水利水电,2006,(7):107-108.
[24]刘超英,戚诚华,付磊.水工混凝土结构的检测与分析[J].混凝土,2010,(7):132-134,138.
[25]李同春,王仁坤,游启升,等.高拱坝安全度评价方法研究[J].水利学报,2007,(S1):78-83,105.
[26]国家技术监督局,国家建设部.GB50199-94.水利水电工程结构可靠度设计统一标准[S].北京:中国计划出版社,1994.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心