引文
[1]张楚汉.高拱坝抗震研究中若干关键问题[J].西北水电,1992,(2):58~63.ZHANG Chuhan.Key issues on earthquake resistance of high arch dams[J].Northwest Water Power,1992,(2):58~63.(inChinese)
[2]陈厚群.高拱坝抗震设计研究进展[J].中国水利,2000,447(9):62~68.CHEN Houqun.Progress of anti-seismic design and research for high arch dams[J].China Water Resources,2000,447(9):62~68.(in Chinese)
[3]金峰,张楚汉,王光纶.拱坝-地基动力相互作用的时域模型[J].土木工程学报,1997,30(1):43~51.JIN Feng,ZHANG Chuhan,WANG Guanglun.A time domain model of arch dam rock foundation interaction[J].China Civil Eng.J.,1997,30(1):43~51.(in Chinese)
[4]刘晶波,谷音,杜义欣.一致粘弹性人工边界及粘弹性边界单元[J].岩土工程学报,2006,28(9):1070~1075.LIU Jingbo,GU Yin,DU Yixin.Consistent viscous-spring artificial boundaries and viscous-spring boundary elements[J].ChineseJ.Geotechnical Eng.,2006,28(9):1070~1075.(in Chinese)
[5]谷音,刘晶波,杜义欣.三维一致粘弹性人工边界及等效粘弹性边界单元[J].工程力学,2007,24(12):31~37.GU Yin,LIU Jingbo,DU Yixin.3D consistent viscous-spring artificial boundary and viscous-spring boundary element[J].Eng.Mech.,2007,24(12):31~37.(in Chinese)
[6]杜修力,王进廷.拱坝-可压缩库水-地基地震波动反应分析方法[J].水利学报,2002,(6):83~90.DU Xiuli,WANG Jinting.Analysis method for seismic response of arch dam-compressible water-foundation systems[J].J.ofHydraulic Eng.,2002,(6):83~90.(in Chinese)
[7]龙渝川,周元德,张楚汉.基于两类横缝接触模型的拱坝非线性动力响应研究[J].水利学报,2005,36(9):1094~1099.LONG Yuchuan,ZHOU Yuande,ZHANG Chuhan.A comparison study of nonlinear dynamic responses of arch dams based on twotypes of contraction joint models[J].J.of Hydraulic Eng.,2005,36(9):1094~1099.(in Chinese)
[8]侯艳丽,张楚汉,崔玉柱.用刚体弹簧元研究拱坝的地震破损过程[J].水力发电学报,2004,23(4):20~25.HOUYanli,ZHANG Chuhan,CUI Yuzhu.Study on seismic damage and rupture of arch dams by rigid-spring elements[J].J.ofHydroelectric Eng.,2004,23(4):20~25.(in Chinese)
[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.PAN Jianwen,WENG Jinting,ZHANG Chuhan.Analysis of damage and cracking in arch dams subjected to extremely strongearthquake[J].J.Hydraulic Eng.,2007,38(2):143~149.(in Chinese)
[10]张冲,金峰,徐艳杰.拱坝-坝肩整体动力稳定分析方法研究[J].水力发电学报,2007,26(2):27~36.ZHANG Chong,JIN Feng,XUYanjie.The dynamic analysis of arch dam-abutment stability[J].J.Hydroelectric Eng.,2007,26(2):27~36.(in Chinese)
[11]张伯艳,陈厚群.用有限元和刚体极限平衡方法分析分析坝肩抗滑稳定[J].岩石力学与工程学报,2001,20(5):665~670.ZHANG Boyan,CHEN Houqun.Analysis on abutment aseismatic stability by using finite element and rigid body limit equilibriummethod[J].Chinese J.Rock Mech.and Eng.,2001,20(5):665~670.(in Chinese)
[12]张伯艳,陈厚群,杜修力,张艳红.拱坝坝肩抗滑稳定性分析[J].水利学报,2000,(11):55~59.ZHANG Boyan,CHEN Houqun,Du Xiuli,Zhang Yanhong.Arch dam abutment asiesmatic stability analysis[J].J.HydraulicEng.,2000,(11):55~59.(in Chinese)
[13]宋战平,李宁,陈飞熊.高拱坝坝肩裂隙岩体的三维非线性抗震稳定性分析[J].岩土工程学报,2004,26(3):361~366.SONG Zhanping,LI Ling,CHEN Feixiong.Three dimensional nonlinear seismic stability analysis of abutment jointed rock mass ofhigh arch dam[J].Chinese Jounal of Geotechnical Eng.,2004,26(3):361~366.(in Chinese)
[14]杨强,周维垣,陈新.岩土工程加固分析中的最小余能原理和上限定理[A].∥冯夏庭,黄理兴编.21世纪的岩土力学与岩土工程[C].武汉:[s.n.],2003.158~166.YANG Qiang,ZHOU Weiyuan,CHEN Xin.The principle of minimum complementary energy and upper bound theorem ingeotechnical reinforcement analysis[A].FENG Xiating,HUANG Lixing ed.The GeoMech.and Geotechnical Eng.in the 21stCentury[C].Wuhan:[s.n.],2003.158~166.(in Chinese)
[15]杨强,薛利军,王仁坤,赵文光.岩体变形加固理论及非平衡态弹塑性力学[J].岩石力学与工程学报,2005,24(20):3704~3712.YANG Qiang,XUE Lijun,WANG Renkun,ZHAO Wenguang.Reinforcement theory considering deformation mechanism of rockmass and non-equilibrium eleasto-plastic Mech.[J].Chinese J.Rock Mech.and Eng.,2005,24(20):3704~3712.(inChinese)
[16]YANG Qiang,LIU Yaoru,CHEN Yingru,ZHOU Weiyuan.Deformation reinforcement theory and its application to high arch dams[J].Science in China,Ser E-Tech Sci,2008,51(Supp.II):32~47.
[17]陈厚群,张伯艳,涂劲.浅论拱坝坝肩抗震稳定[J].水力发电学报,2004,23(6):40~44.CHEN Houqun,ZHANG Boyan,TU Jin.Study on dynamic stability of arch dam abutment[J].J.of Hydroelectric Eng.,2004,23(6):40~44.(in Chinese)
[18]杨强,杨晓君,陈新.基于D-P准则的理想弹塑性本构关系积分研究[J].工程力学,2005,22(4):15~19.YANG Qiang,YANG Xiaojun,CHEN Xin.On integration algorithms for perfect plasticity based on Drucker-Prager Criterion[J].Eng.Mech.,2005,22(4):15~19.(in Chinese)