砖石古塔土-结构相互作用理论与应用研究
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摘要
我国是世界文明古国,砖石古塔是古代高层建筑的杰出代表,体现了我国古代高超的建筑技术,是优秀的历史文化遗产。但由于建造年代久远,自然与人为的破坏,存留至今的砖石古塔大多存在倾斜和结构破坏,本文结合地基的变形理论及土—结构相互作用理论,就砖石古塔的纠偏技术及抗震保护理论进行了研究。主要工作及相关结论如下:
1.砖石古塔的地基变形理论分析
结合砖石古塔地基体沉降及三相变形理论,将古塔基础的两个边缘分别视为两个面积较小的刚性基础,并假定基础倾斜引起古塔的偏心为小偏心,结合土体中气体的物理状态方程,推导了倾斜古塔地基体沉降的计算公式,并对倾斜砖石古塔的抗倾覆稳定性进行了分析。
2.“成孔-软化”纠偏法关键技术研究
结合陕西眉县净光寺塔纠偏工程,通过以地基土性参数的改变模拟注水对土体的软化作用,以软化区域的扩大模拟注水量的增加对土体的效应,通过在地基土体中扣除与所成孔的体积相等部分的土体模拟成孔的作用,对净光寺塔纠偏全过程进行了模拟,将计算纠偏量与实际纠偏量进行对比,分析了注水量与纠偏量之间的关系。
3.土—结构动力相互作用对砖石古塔的振动特性影响分析
结合结构振动理论及土—结构动力相互作用的计算模型,分别建立了西安小雁塔考虑土—结构动力相互作用与不考虑相互作用时的理论计算模型及空间有限元模型,对小雁塔的振动特性进行了分析,并将理论计算结果、数值分析结果与动力测试结果进行了对比分析。
4.基于土—结构相互作用理论的砖石古塔地震反应分析
结合土—结构动力相互作用理论,分别在不包含相互作用和包含相互作用两种情况下,对西安兴教寺玄奘塔进行了地震反应分析,就土—结构相互作用对砖石古塔地震反应、薄弱层的位置的影响进行了分析。
5.砖石古塔抗震性能综合评估方法及抗震加固技术研究
结合砖石古塔的历史震害及工程结构的抗震鉴定方法,提出砖石古塔抗震性能的综合评估方法,采用该方法对兴教寺玄奘塔的抗震性能进行了评估,并结合评估结果提出了抗震加固方案。
本文的创新之处在于:
首次将土—结构相互作用理论引入砖石古塔的纠偏及抗震保护研究之中,为砖石古塔结构保护技术提供了可靠的理论依据。主要创新点有:
1.建立了砖石古塔纠偏数值计算模型,实现了古塔纠偏全过程的数值模拟
建立净光寺塔纠偏的数值计算模型,通过纠偏控制指标的调整,对该塔纠偏全过程进行了模拟,将计算纠偏量与实测纠偏量进行对比,分析了注水量与纠偏量之间的关系,实现了纠偏全过程的可控性。
2.结合土—结构动力相互作用理论,揭示了土—结构相互作用对砖石古塔振动特性及地震反应的影响规律
结合土—结构动力相互作用理论,建立了砖石古塔土—结构相互作用系统的理论计算模型与数值分析模型,通过不考虑相互作用和考虑相互作用状况下砖石古塔的振动特性及地震反应分析,给出了土—结构相互作用对砖石古塔振动特性及地震反应的影响规律。
3.给出了砖石古塔抗震性能综合评估模型,建立了其综合评估方法
通过分析砖石古塔的历史震害与抗震机制,结合工程结构的抗震鉴定方法,建立了砖石古塔抗震性能的综合评估模型,并结合震害调查结果及相关研究,给出了模型中各指标的取值标准及砖石古塔综合评估方法。
Our country is an ancient civilization in the world and masonry pagodas are outstanding deputies of ancient high-rise buildings.Masonry pagodas are excellent historical-cultural heritages, by which the high-level building technologies are embodied in ancient China.While damaged naturally or artificial,many masonry pagodas are structural impaired or deviated.In light of theory of deformation of subsoil and theory of co-interaction of soil and structure,the deviation rectification technology and seismic protection are studied in this paper.The follows are in details:
1.Analysis of theory of deformation of subsoil of masonry pagodas
In light of the volume settlement theory and the tri-objective deformation theory,the calculation formula of volume settlement of deviated masonry pagodas is deduced by which two edges of foundation of masonry pagodas are consider as small rigid foundations and deviation of pagodas induced by foundations is small eccentricity.Also the stability of anti-capsizal of deviated masonry pagodas is analyzed.
2.Research of key technical index of deviation rectification of Drill-holes And Soften
In light of deviation rectification of Jingguang Pagoda in Meixian County,Shaanxi Province, the soften effect of water-injection is simulated by changes of parameters of soil,the adding of injecting water is simulated by expanding of the soften volumes and the holes are simulated by volume deduction in soil,by which the whole process of deviation rectification is simulated.Also, the calculated deviated rectification is compared by that of test and the relation of water-injection and deviated rectification is analyzed.
3.Analysis of influence of vibration character of masonry pagodas by co-interaction of soil and structure
Based on vibration theory of structures and calculation models of co-interaction of soil and structure,the theoretical model and three-dimensional Finite Element Method model are set up either co-interaction of soil and structure included or excluded.The vibration characters of Small Wild Goose Pagoda are calculated and the results are compared by test.
4.Seismic response analysis of masonry pagoda based on co-interaction of soil and structure
In light of theory of co-interaction of soil and structure,seismic response analysis of Xuanzhuang Pagoda in Xingjiao Temple has been done in Xi'an has been done either include co-interaction either exclude.Then the effect of co-interaction to seismic response of masonry pagodas and location of weak floors is analyzed.
5.Research on method for integrated seismic resistant evaluation and strengthen technology of masonry pagodas
Based on past seismic disasters and current seismic resistant appraisal methods,the integrative seismic resistant appraisal method for masonry pagodas is brought forward.By the method,seismic resistant performance of Xuanzhuang Pagoda has been appraised and seismic resistant strengthen plan is given according to result of evaluation.
The mainly original points are as follows:
The theories of co-interaction of soil and structure are applied in deviation rectification and seismic resistant protection of masonry pagodas firstly.That can be taken as theoretical basis for protection to structures of masonry pagodas.Following are in details:
1.The numerical calculation model of rectification deviation is founded and numerical simulation of whole process of deviation rectification of masonry pagoda is achieved
The numerical model of deviation rectification of Jingguang Pagoda has been established.By modulating of controlling index of deviation rectification,the whole process of the pagoda has been simulated.The rectification value of calculation is compared by that of test and the relationship of volumes of water injected and rectification value has been studied.As a result, controlling of the process of deviation rectification is achieved.
2.In light of theories of dynamical co-interaction of soil and structure,the rules of vibration characters and seismic response of masonry pagodas impacted by co-interaction of soil and structure are discovered
In light theories of co-interaction of soil and structure,the theoretical model and numerical model of co-interaction of soil and structure of masonry pagoda are founded.By analysis of vibration character and seismic response of masonry pagoda both including co-interaction and exclude,the rules of vibration characters and seismic response of masonry pagodas impacted by co-interaction of soil and structure are given.
3.The seismic resistant appraisal model is given and the integrative appraisal method is founded
By analysis of past seismic disasters and seismic resistant mechanism,the integrative seismic resistant appraisal model of masonry pagodas has been set up in light of seismic resistant appraisal methods of buildings.And the value standard of each index in the model and appraisal method have been given based on investigation of seismic disasters of masonry pagodas and some related research.
1.砖石古塔的地基变形理论分析
结合砖石古塔地基体沉降及三相变形理论,将古塔基础的两个边缘分别视为两个面积较小的刚性基础,并假定基础倾斜引起古塔的偏心为小偏心,结合土体中气体的物理状态方程,推导了倾斜古塔地基体沉降的计算公式,并对倾斜砖石古塔的抗倾覆稳定性进行了分析。
2.“成孔-软化”纠偏法关键技术研究
结合陕西眉县净光寺塔纠偏工程,通过以地基土性参数的改变模拟注水对土体的软化作用,以软化区域的扩大模拟注水量的增加对土体的效应,通过在地基土体中扣除与所成孔的体积相等部分的土体模拟成孔的作用,对净光寺塔纠偏全过程进行了模拟,将计算纠偏量与实际纠偏量进行对比,分析了注水量与纠偏量之间的关系。
3.土—结构动力相互作用对砖石古塔的振动特性影响分析
结合结构振动理论及土—结构动力相互作用的计算模型,分别建立了西安小雁塔考虑土—结构动力相互作用与不考虑相互作用时的理论计算模型及空间有限元模型,对小雁塔的振动特性进行了分析,并将理论计算结果、数值分析结果与动力测试结果进行了对比分析。
4.基于土—结构相互作用理论的砖石古塔地震反应分析
结合土—结构动力相互作用理论,分别在不包含相互作用和包含相互作用两种情况下,对西安兴教寺玄奘塔进行了地震反应分析,就土—结构相互作用对砖石古塔地震反应、薄弱层的位置的影响进行了分析。
5.砖石古塔抗震性能综合评估方法及抗震加固技术研究
结合砖石古塔的历史震害及工程结构的抗震鉴定方法,提出砖石古塔抗震性能的综合评估方法,采用该方法对兴教寺玄奘塔的抗震性能进行了评估,并结合评估结果提出了抗震加固方案。
本文的创新之处在于:
首次将土—结构相互作用理论引入砖石古塔的纠偏及抗震保护研究之中,为砖石古塔结构保护技术提供了可靠的理论依据。主要创新点有:
1.建立了砖石古塔纠偏数值计算模型,实现了古塔纠偏全过程的数值模拟
建立净光寺塔纠偏的数值计算模型,通过纠偏控制指标的调整,对该塔纠偏全过程进行了模拟,将计算纠偏量与实测纠偏量进行对比,分析了注水量与纠偏量之间的关系,实现了纠偏全过程的可控性。
2.结合土—结构动力相互作用理论,揭示了土—结构相互作用对砖石古塔振动特性及地震反应的影响规律
结合土—结构动力相互作用理论,建立了砖石古塔土—结构相互作用系统的理论计算模型与数值分析模型,通过不考虑相互作用和考虑相互作用状况下砖石古塔的振动特性及地震反应分析,给出了土—结构相互作用对砖石古塔振动特性及地震反应的影响规律。
3.给出了砖石古塔抗震性能综合评估模型,建立了其综合评估方法
通过分析砖石古塔的历史震害与抗震机制,结合工程结构的抗震鉴定方法,建立了砖石古塔抗震性能的综合评估模型,并结合震害调查结果及相关研究,给出了模型中各指标的取值标准及砖石古塔综合评估方法。
Our country is an ancient civilization in the world and masonry pagodas are outstanding deputies of ancient high-rise buildings.Masonry pagodas are excellent historical-cultural heritages, by which the high-level building technologies are embodied in ancient China.While damaged naturally or artificial,many masonry pagodas are structural impaired or deviated.In light of theory of deformation of subsoil and theory of co-interaction of soil and structure,the deviation rectification technology and seismic protection are studied in this paper.The follows are in details:
1.Analysis of theory of deformation of subsoil of masonry pagodas
In light of the volume settlement theory and the tri-objective deformation theory,the calculation formula of volume settlement of deviated masonry pagodas is deduced by which two edges of foundation of masonry pagodas are consider as small rigid foundations and deviation of pagodas induced by foundations is small eccentricity.Also the stability of anti-capsizal of deviated masonry pagodas is analyzed.
2.Research of key technical index of deviation rectification of Drill-holes And Soften
In light of deviation rectification of Jingguang Pagoda in Meixian County,Shaanxi Province, the soften effect of water-injection is simulated by changes of parameters of soil,the adding of injecting water is simulated by expanding of the soften volumes and the holes are simulated by volume deduction in soil,by which the whole process of deviation rectification is simulated.Also, the calculated deviated rectification is compared by that of test and the relation of water-injection and deviated rectification is analyzed.
3.Analysis of influence of vibration character of masonry pagodas by co-interaction of soil and structure
Based on vibration theory of structures and calculation models of co-interaction of soil and structure,the theoretical model and three-dimensional Finite Element Method model are set up either co-interaction of soil and structure included or excluded.The vibration characters of Small Wild Goose Pagoda are calculated and the results are compared by test.
4.Seismic response analysis of masonry pagoda based on co-interaction of soil and structure
In light of theory of co-interaction of soil and structure,seismic response analysis of Xuanzhuang Pagoda in Xingjiao Temple has been done in Xi'an has been done either include co-interaction either exclude.Then the effect of co-interaction to seismic response of masonry pagodas and location of weak floors is analyzed.
5.Research on method for integrated seismic resistant evaluation and strengthen technology of masonry pagodas
Based on past seismic disasters and current seismic resistant appraisal methods,the integrative seismic resistant appraisal method for masonry pagodas is brought forward.By the method,seismic resistant performance of Xuanzhuang Pagoda has been appraised and seismic resistant strengthen plan is given according to result of evaluation.
The mainly original points are as follows:
The theories of co-interaction of soil and structure are applied in deviation rectification and seismic resistant protection of masonry pagodas firstly.That can be taken as theoretical basis for protection to structures of masonry pagodas.Following are in details:
1.The numerical calculation model of rectification deviation is founded and numerical simulation of whole process of deviation rectification of masonry pagoda is achieved
The numerical model of deviation rectification of Jingguang Pagoda has been established.By modulating of controlling index of deviation rectification,the whole process of the pagoda has been simulated.The rectification value of calculation is compared by that of test and the relationship of volumes of water injected and rectification value has been studied.As a result, controlling of the process of deviation rectification is achieved.
2.In light of theories of dynamical co-interaction of soil and structure,the rules of vibration characters and seismic response of masonry pagodas impacted by co-interaction of soil and structure are discovered
In light theories of co-interaction of soil and structure,the theoretical model and numerical model of co-interaction of soil and structure of masonry pagoda are founded.By analysis of vibration character and seismic response of masonry pagoda both including co-interaction and exclude,the rules of vibration characters and seismic response of masonry pagodas impacted by co-interaction of soil and structure are given.
3.The seismic resistant appraisal model is given and the integrative appraisal method is founded
By analysis of past seismic disasters and seismic resistant mechanism,the integrative seismic resistant appraisal model of masonry pagodas has been set up in light of seismic resistant appraisal methods of buildings.And the value standard of each index in the model and appraisal method have been given based on investigation of seismic disasters of masonry pagodas and some related research.
引文
[1-1]卢俊龙.湿陷性黄土地区砖石古塔纠偏技术研究[D].西安:西安建筑科技大学,2005.
[1-2]罗哲文.中国古塔[M].北京:中国青年出版社,1985.
[1-3]俞茂宏,ODAY,方东平等.中国古建筑结构力学研究进展[J].力学进展,2006,36(1):43-63.
[1-4]陈平,赵冬,王伟等.眉县净光寺塔纠偏施工技术[J].施工技术,2003,32(6):24-25.
[1-5]陈平,赵冬,王伟等.眉县净光寺塔纠偏工程[J].西安建筑科技大学学报,2003,35(1):44-47.
[1-6]袁建力,刘殿华,李胜才等.虎丘塔的倾斜控制和加固技术[J].土木工程学报,2004,37(5):44-49.
[1-7]陈东佐,康玉庆.浅谈山西太原双塔的复位纠偏与保护[J].山西地震,2000(3):32-34.
[1-8]穆保岗,曹双寅,戴轶苏.倾斜砖石古塔纠偏的设计与实践[J].工业建筑,2005,35(7):90-92.
[1-9]凌均安.组合纠偏法扶正兰州白塔[J].施工技术,1999,28(2):9-11.
[1-10]陈锋,刘祖德.建筑物纠偏地基应力解除法的有限元分析[J].土工基础,2000,14(3):4-7.
[1-11]丘秉达,冯冠钊,陈守辉.六榕塔加固及维修施工技术[J].广东土木与建筑,2001(7):68-71.
[1-12]王孟良,王桢.都江堰奎光塔的加固与纠偏[J].四川建筑科学研究,2004,30(1):44-47.
[1-13]罗福午.比萨斜塔和虎丘塔的启示[J].建筑技术,2001,32(12):839-840.
[1-14]Costanzo,D.Mechanical Behaviour of Pisa Clay[D].Turin:Technical Univisity of Turin,1994.
[1-15]Lancellotta,R.The Leaning Tower of Pisa:Geotechnical Theory and Model Tests.Discussion[J],Soils and Foundations.1999,33(3):155-156.
[1-16]刘祖德,叶勇.比萨斜塔的最新动向及纠偏方案探讨[J].土工基础,2000,14(1):53-56.
[1-17]李德虎,何江.砖石古塔动力特性的试验研究[J].工程抗震,1990,12(3):34-36.
[1-18]李德虎,魏琏.砖石古塔的历史震害与抗震机制[J].建筑科学,1990(1):13-18.
[1-19]文立华,王尚文.一种建立古旧建筑物动力分析模型的方法[J].建筑结构,1998,28(5):52-55.
[1-20]文立华,王尚文,刘洪兵.古塔抗震性能分析[J].工程抗震,1996,18(1):21-23.
[1-21]袁建力,李胜才,陆启玉等.砖石古塔动力特性建模方法的研究[J].工程抗震,1998,20(1):22-25.
[1-22]袁建力,李胜才,刘大奇等.砖石古塔抗震鉴定方法的研究与应用[J].扬州大学学报,1998,2(3):54-58.
[1-23]阎旭,魏德敏.古代砖塔有限元分析[J].工程力学,1999,16(增刊):15-17.
[1-24]林建生.泉州古塔的抗震分析[J].工程抗震,1990,12(3):37-42.
[1-25]陈平,赵冬,姚谦峰.西安大雁塔抗震能力探讨[J].建筑结构学报,1999,20(1):46-49.
[1-26]陈平,赵冬,姚谦峰.西安小雁塔抗震能力探讨[J].西安建筑科技大学学报,1999,31(2):149-151.
[1-27]李丽娟,施明诚,梅占馨.大雁塔地震可靠性分析[J].应用力学学报,1999,11(2):86-91.
[1-28]王小灵,李苍松,谷明成等.剑州白塔病害及整治枝术方案研究[J].四川文物,2003(5):88-91.
[1-29]邱洪兴,蒋永生,曹双寅.古塔结构损伤的系统识别Ⅰ:理论[J].东南大学学报(自然科学版),2001, 31(2):81-85.
[1-30]邱洪兴,蒋永生,曹双寅.古塔结构损伤的系统识别Ⅱ:应用[J].东南大学学报(自然科学版),2001,31(2):86-90.
[1-31]曹双寅,邱洪兴,李一平.古塔结构可靠性诊断的系统方法及应用[J].特种结构,1999,16(4):50-52.
[1-32]戴轶苏,曹双寅,王茂龙.倾斜古塔结构的安全性与稳定性分析[J].特种结构,2002,19(4):23-25.
[2-1]李广信.高等土力学[M].北京:清华大学出版社,2003.
[2-2]刘祖典,林在贯.黄土力学与工程[M].西安:陕西科技出版社,1997.
[2-3]关文章.湿陷性黄土工程性能新篇[M].西安:西安交通大学出版社,1992.
[2-4]陈正汉,刘祖典.黄土的湿陷变形机理[J].岩土工程学报,1986,8(2):1-12.
[2-5]张苏民,张炜.湿陷性黄土(Q_3)的增湿变形特征[J].岩土工程学报,1990,12(4):21-31.
[2_6]张炜,张苏民.我国黄土工程性质研究的发展[J].岩土工程学报,1995,17(6):80-88.
[2-7]刘祖典,党发宁.土的弹塑性理论基础[M].西安:世界图书出版公司,2002.
[2-8]夏旺民,郭金晓,郭增玉.应变空间Q_1黄土的弹塑性本构模型[J].岩石力学与工程学报,2004,23(24):4147-4150.
[2-9]夏旺民,郭增玉.Q_1黄土的弹塑陛软化模型[J].西安理工大学学报,2004,20(3):241-244.
[2-10]黄文熙.土的工程性质[M].北京:水利电力出版社,1979.
[2-11]张炜,张苏民.非饱和黄土地基的变形特性[J].岩土工程学报,1998,20(4):98-101.
[2-12]苗天德.湿陷性黄土的变形机理与本构关系[J].岩土工程学报,1999,21(4):383-387.
[2-13]Assallay A.M.Rogers C.D.F.and Smallay I.J..Formation And Collapse of Metastable Particle Packing and Open Structures in Loess Deposits[J].Engineering Geology,1997(48):101-115.
[2-14]邢义川.黄土力学性质研究的发展和展望[J].水力发电学报,2000(4):54-65.
[2-15]Fredlund,D.G.,Xing,A.,Fredlund,M.D.and Barbour,S.L.The Relationship of the Unsaturated Soil Shear Strength to the Soil-water Characteristic Curve[J].Canadian Geotechnical Journal,1996,33(3):440-448.
[2-16]龚晓南.土工计算机分析[M].北京:中国建筑工业出版社,2000.
[2-17]邱发兴.地基沉降变形计算[M].成都:四川大学出版社,2007.
[2-18]戴轶苏,倾斜砖石古塔结构的安全性和稳定性分析[D].南京:东南大学,2003.
[2-19]卢俊龙.湿陷性黄土地区砖石古塔纠偏技术研究[D].西安:西安建筑科技大学,2005.
[2-20]陈平,赵冬,王伟等.眉县净光寺塔纠偏施工技术[J].施工技术,2003,32(6):24-25.
[2-21]陈平,赵冬,王伟等.眉县净光寺塔纠偏工程[J].西安建筑科技大学学报,2003,35(1):44-47.
[2-22]钱鸿缙,罗宇生.湿陷性黄土地基[M].北京:中国建筑工业出版社,1985.
[2-23]穆斯塔伐耶夫.湿陷性黄土上地基与基础的计算[M].北京:水利水电出版社,1983.
[2-24]E.V.Lawton,R.J.Fragaszy J.H.Hardcastle,Review of Wetting-induced Collapse in Compacted Soil[J].Journal of Geotechnical,ASCE,1992,118(9):1376-1393.
[2-25]E.V.Lawton R.J.Fragaszy J.H.Hardcastle,Collapse of Compacted Clayey Sand[J].Journal of Geotechnical,ASCE,1989,115(9):1252-1367.
[2-26]钱家欢,殷宗泽.土工原理与计算[M].北京:水利水电出版社,1996.
[2-27]钱鸿缙.湿陷性黄土地基[M].北京:中国建筑工业出版社,1985.
[3-1]陈平,赵冬,王伟等.眉县净光寺塔纠偏施工技术[J].建筑施工,2003,32(6):24-25.
[3-2]陈平,赵冬,王伟等.眉县净光寺塔纠偏工程[J].西安建筑科技大学学报,2003,35(1):44-47.
[3-3]Rampello,Sebastiano,Callisto,Luigi.Study on the Subsoil of the Tower of Pisa Based on Results from Standard and High-quality Samples[J].Dipartimento di Ingegneria Strutturale a Geotacnica,Rome,Italy.Canadian Geotechnical Journal,1998,35(6):1074-1092.
[3-4]Zhou,Z.;Ogot,M.;Schwarrz,L.A Finite Element Analysis of the Effects of an Increasing Angle on the Tower of Pisa[J].Finite Elements in Analysis and Design,2001,37(11):901-911.
[3-5]Grate,Juergen,Gudehus,Gerd.Leaning Tower of Pisa,Geotechnical Theory And Model Tests[J].Soils and Foundations,1992,32(3):130-136.
[3-6]赵均海.强度理论及其工程应用[M].北京:科学出版社,2003.
[3-7]卢俊龙.湿陷性黄土地区砖石古塔纠偏技术研究[D].西安:西安建筑科技大学,2005.
[3-8]丁大钧.砌体结构学[M].北京:中国建筑工业出版社,1997.
[3-9]和玲,甄刚,周伟强.大雁塔和法门寺砖材保护研究[J].文物保护与考古科学,2004,16(3):33-39.
[3-10]钱家欢,殷宗泽.土工原理与计算[M].北京:中国水利水电出版社,1996.
[3-11]郝文化.ANSYS土木工程应用实例[M].北京:水利水电出版社,2005.
[3-12]Babuska I,Strouboulis T.The finite element method and its reliability[M].London:Oxfor University Press,2001.
[3-13]Blum H,Lin Q,Rannacher R.Asymptotic Error Expansion And Richardson Extraplation for Linear Finite Elements[J].Numer.Math,1986(49):11-37.
[3-14]Borshukova S,Konovski P.Transformation of Dependent Variablein the Finite Element Solution of Some Phase Change Problems[J].Int.J.Numer.Meth.Engg.1984(20):1815-1821.
[3-15]钱伟长.变分法及有限元[M].北京:科学出版社,1980.
[4-1]熊建国.土与结构相互作用问题的新进展(1)[J].世界地震工程,1992,8(3):22-29.
[4-2]门玉明,黄义.土与结构相互作用问题的研究现状及展望[J].力学与实践,2000,22(4):1-7.
[4-3]方志,陆浩亮,王龙.土—结构构动力相互作用研究综述[J].世界地震工程,2006,22(1):57-63.
[4-4]刘书,刘晶波,方鄂华.动接触问题及其数值模拟的研究进展[J].工程力学,1999,16(6):14-28.
[4-5]Wolf.J.P.Soil-Structure Interaction in Time Domain[M].Prentice-Hall,Egnlewood Cliffs,N.J.1998.
[4-6]Lamb H.On the Propagations of Tremor over the Surface an Elastic Solid[J].Philos.Trans.Roy Soc.Ser.A 1904,203:1-42.
[4-7]Reissner E.Station Are Axial Symmetrische Durcheine Schuttelnde Massee Rregte Schwingungeneines Homogenen Halbraumes[J].Ingenieur-Arch in.1936,7(6):381-396.
[4-8]Bycroft G.N.Forced Vibrations of a Rigid Circular Plate on a Semi-infinite Elastic Space And on an Elastic Stratum[J].Philo.Trans.Roy.Soc.Ser.248:27-368.
[4-9]Paramelee R.A.Building-foundation Interaction Effects[J].J.Engineering Mechanics Div,ASCE,1967,93(2):131-152.
[4-10]房营光.岩土介质与结构动力相互作用理论及其应用[M].北京:科学出版社,2005.
[4-11]王建平.贮仓-贮料-桩-地基空间相互作用系统动力特性及随机地震响应研究[D].西安:西安建 筑科技大学,2006.
[4-12]Parmelee R A.Building-Foundation Interaction Effects.Journal of Engineering J.P.Wolf(著),吴世明,唐有职等(译).土—结构构动力相互作用[M].北京:地震出版社,1989.
[4-13]李建波.结构-地基动力相互作用的时域数值分析方法研究[D].大连:大连理工大学,2005.
[4-14]赵密.粘弹性人工边界及其与透射人工边界的比较研究ID].北京:北京工业大学,2004.
[4-15]雷文军,魏德敏.无限域地基有限元分析的简化粘弹性边界[J].地震工程与工程振动,2005,25(3):110-114.
[4-16]李丽娟.大雁塔结构抗震性能及其可靠性分析研究[D].西安:西安交通大学,1990.
[4-17]高大峰.小雁塔塔体抗震、抗风性能及其地基极限承载力探讨[D].西安:西安交通大学,1995.
[4-18]姚谦峰,苏三庆.地震工程[M].西安:陕西科学技术出版社,2001.
[4-19]梁青槐.土—结构构动力相互作用数值分析方法的评述[J].北方交通大学学报,1997,21(6):690-1594.
[4-20]Wolf J.P.,Song C.Doubly Asymptotic Muitic-directional Transmitting Boundary for Dynamic Unbounded Medium-atructure-interaction Analysis[J].Earthquake Enginneing And Structural Dynamics,1995,24(2):175-188.
[4-21]G.M.萨布尼斯等著,米世杰等译.结构模型和试验技术[M].北京:中国铁道出版社,1989.
[4-22]陈清军,赵云峰,王汉东等.振动台模型试验中地基土域的数值模拟[J].力学季刊,2002,23(3):407-411.
[4-23]R.克拉夫,J.彭津(著),王光远等(译).结构动力学(第二版)[M].北京:高等教育出版社,2006.
[4-24]李国强,李杰.工程结构动力检测理论与应用[M].北京:科学出版社,2002.
[5-1]Ishida,Katsuhiko.Dynamic Characteristics of Soil-Foundation Interaction System Detected from Forced Vibration Test And Earthquake Observation[J].Earthquake Engineering & Structural Dynamics,1985,13(6):799-825.
[5-2]Veletsos A S,Verbic B.Vibration of Viscoelastic Foundations,Earthquake Engineering And Structural Dynamics,1973,2(1):87-102.
[5-3]王志华.大型工程土与结构动力相互作用的理论和试验研究[D].南京:河海大学,2005.
[5-4]张驭寰.中国古塔[M].太原:山西人民出版社,2000.
[5-5]丁磊.西安鼓楼动力特性和抗震动性能研究[D].西安:西安交通大学,2003.
[5-6]Zhao J.H.,Zheng Yang,Song-yan Yang.An Analysis of the Elasto-plasticity of City Wall in Xi'an under the Unified Strength Theory[C]// Yu M.H.,Fan S.C.,Strength Theory:Application,Developments &Prospects for the 21th Century,1998:9-11.
[5-7]李丽娟.大雁塔结构抗震性能及其可靠性分析研究[D].西安:西安交通大学,1990.
[5-8]Honsner.G.W.Characteristics of Strong Motion Earthquake[J].Bulletin of the Seismological Society of America,1947,37(1):19-31
[5-9]骆亚生.中国典型黄土动力特性及其参数的试验分析[D].西安:西安理工大学,2003.
[5-10]Kanai.K.semi-empirical formula for the seismic characteristics of ground.Bull.Seims.Earthq.Res.Inst.,Tokyo University,1957,35,306-325
[5-11]Mansour,Frequency-independent impedances of soil-structure system in horizontal and rocking modes,EESD,1983,Vol.11,523-540
[5-12]尹华伟.土—结构构动力相互作用的计算方法研究[D].长沙:湖南大学,2005.
[5-13]Yasui Y.,Nakagawa,K.sway-rocking vibration of rigid structure of embedded in a elastic stratum[C]//Proceeding 5~(th) World Conference on Earthquake Engineering.Rome,1973:2662-2665.
[6-1]姚谦峰,苏三庆.地震工程[M].西安:陕西科学技术出版社,2001.
[6-2]胡聿贤.地震工程学(第二版)[M].北京:地震出版社,2006.
[6-3]李德虎,魏琏.砖石古塔的历史震害与抗震机制[J].建筑科学,1990(1):13-18.
[6-4]文立华,王尚文,刘洪兵.古塔抗震性能分析[J].工程抗震,1996,18(1):21-23.
[6-5]袁建力,李胜才,刘大奇等.砖石古塔抗震鉴定方法的研究与应用[J].扬州大学学报,1998,2(3):54-58.
[6-6]曹双寅,邱洪兴.王恒华结构可靠性鉴定与加固技术[M].北京:中国水利水电出版社,2001.
[6-7]高久斌.古砖木塔结构安全评估和修缮加固技术的研究p].南京:东南大学,2003.
[6-8]沈治国.砖石古塔的力学性能及鉴定与加固方法的研究[D].西安:西安建筑科技大学,2005.
[6-9]郭惠勇,李正良,彭川.结构损伤动力识别技术的研究与进展[J].重庆建筑大学学报,2008,30(1):140-145.
[6-10]刘箴,唐岱新.砌体结构损伤状态的评估[J].哈尔滨建筑大学学报,1996,29(4):25-31.
[6-11]邓春燕.砖土拱城门结构的安全性分析及加固技术研究[D].南京:东南大学,2004.
[6-12]邱洪兴,蒋永生,曹双寅.古塔结构损伤的系统识别Ⅰ:理论[J].东南大学学报(自然科学版),2001,31(2):81-85.
[6-13]邱洪兴,蒋永生曹双寅.古塔结构损伤的系统识别Ⅱ:应用[J].东南大学学报(自然科学版),2001,31(2)1 86-90.
[6-14]PandeyA.K.,Biswas M.Damage Detection in Structure Using Changes in Flexbility[J].Journal of Sound and Vibration,1994,169(1):3-17.
[6-15]曹双寅,邱洪兴,李一平.古塔结构可靠性诊断的系统方法及应用[J].特种结构,1999,16(4):50-52.
[6-16]李丽娟,施明诚,梅占馨.大雁塔地震可靠性分析[J].应用力学学报,1999,11(2):86-91.
[6-17]陈平,赵冬,姚谦峰.西安大雁塔抗震能力探讨[J].建筑结构学报,1999,20(1):46-49.
[6-18]陈平,赵冬,姚谦峰.西安小雁塔抗震能力探讨[J].西安建筑科技大学学报,1999,31(2):149-151.
[6-19]林建生.泉州古塔的抗震分析[J].工程抗震,1990,12(3):37-42.
[6-20]李铁英,张善元,李世温.古木塔场地抗震性能评价及地震参数选择[J].岩土工程学报,2002,24(5):660-662.
[6-21]林建生,林子健,陈俊峰.历史大震与泉州古建筑塔寺桥类的结构抗震[J].世界地震工程,2005,21(2):159-166.
[6-22]林建生.石结构的抗震可靠度分析及减灾对策[J].工程抗震,1993,(2):27-31.
[6-23]张建霖,张洵安.古塔抗震加固的调查与分类[J].建筑技术,2003,34(11):839-840.
[6-24]戴国莹,李德虎.建筑结构抗震鉴定及加固的若干问题[J].建筑结构,1999,29(4):45-49.
[6-25]何肇弘,胡士耀.既有建筑物质量检验与可靠性评定[M].北京:中国铁道出版社,1992.
[1-2]罗哲文.中国古塔[M].北京:中国青年出版社,1985.
[1-3]俞茂宏,ODAY,方东平等.中国古建筑结构力学研究进展[J].力学进展,2006,36(1):43-63.
[1-4]陈平,赵冬,王伟等.眉县净光寺塔纠偏施工技术[J].施工技术,2003,32(6):24-25.
[1-5]陈平,赵冬,王伟等.眉县净光寺塔纠偏工程[J].西安建筑科技大学学报,2003,35(1):44-47.
[1-6]袁建力,刘殿华,李胜才等.虎丘塔的倾斜控制和加固技术[J].土木工程学报,2004,37(5):44-49.
[1-7]陈东佐,康玉庆.浅谈山西太原双塔的复位纠偏与保护[J].山西地震,2000(3):32-34.
[1-8]穆保岗,曹双寅,戴轶苏.倾斜砖石古塔纠偏的设计与实践[J].工业建筑,2005,35(7):90-92.
[1-9]凌均安.组合纠偏法扶正兰州白塔[J].施工技术,1999,28(2):9-11.
[1-10]陈锋,刘祖德.建筑物纠偏地基应力解除法的有限元分析[J].土工基础,2000,14(3):4-7.
[1-11]丘秉达,冯冠钊,陈守辉.六榕塔加固及维修施工技术[J].广东土木与建筑,2001(7):68-71.
[1-12]王孟良,王桢.都江堰奎光塔的加固与纠偏[J].四川建筑科学研究,2004,30(1):44-47.
[1-13]罗福午.比萨斜塔和虎丘塔的启示[J].建筑技术,2001,32(12):839-840.
[1-14]Costanzo,D.Mechanical Behaviour of Pisa Clay[D].Turin:Technical Univisity of Turin,1994.
[1-15]Lancellotta,R.The Leaning Tower of Pisa:Geotechnical Theory and Model Tests.Discussion[J],Soils and Foundations.1999,33(3):155-156.
[1-16]刘祖德,叶勇.比萨斜塔的最新动向及纠偏方案探讨[J].土工基础,2000,14(1):53-56.
[1-17]李德虎,何江.砖石古塔动力特性的试验研究[J].工程抗震,1990,12(3):34-36.
[1-18]李德虎,魏琏.砖石古塔的历史震害与抗震机制[J].建筑科学,1990(1):13-18.
[1-19]文立华,王尚文.一种建立古旧建筑物动力分析模型的方法[J].建筑结构,1998,28(5):52-55.
[1-20]文立华,王尚文,刘洪兵.古塔抗震性能分析[J].工程抗震,1996,18(1):21-23.
[1-21]袁建力,李胜才,陆启玉等.砖石古塔动力特性建模方法的研究[J].工程抗震,1998,20(1):22-25.
[1-22]袁建力,李胜才,刘大奇等.砖石古塔抗震鉴定方法的研究与应用[J].扬州大学学报,1998,2(3):54-58.
[1-23]阎旭,魏德敏.古代砖塔有限元分析[J].工程力学,1999,16(增刊):15-17.
[1-24]林建生.泉州古塔的抗震分析[J].工程抗震,1990,12(3):37-42.
[1-25]陈平,赵冬,姚谦峰.西安大雁塔抗震能力探讨[J].建筑结构学报,1999,20(1):46-49.
[1-26]陈平,赵冬,姚谦峰.西安小雁塔抗震能力探讨[J].西安建筑科技大学学报,1999,31(2):149-151.
[1-27]李丽娟,施明诚,梅占馨.大雁塔地震可靠性分析[J].应用力学学报,1999,11(2):86-91.
[1-28]王小灵,李苍松,谷明成等.剑州白塔病害及整治枝术方案研究[J].四川文物,2003(5):88-91.
[1-29]邱洪兴,蒋永生,曹双寅.古塔结构损伤的系统识别Ⅰ:理论[J].东南大学学报(自然科学版),2001, 31(2):81-85.
[1-30]邱洪兴,蒋永生,曹双寅.古塔结构损伤的系统识别Ⅱ:应用[J].东南大学学报(自然科学版),2001,31(2):86-90.
[1-31]曹双寅,邱洪兴,李一平.古塔结构可靠性诊断的系统方法及应用[J].特种结构,1999,16(4):50-52.
[1-32]戴轶苏,曹双寅,王茂龙.倾斜古塔结构的安全性与稳定性分析[J].特种结构,2002,19(4):23-25.
[2-1]李广信.高等土力学[M].北京:清华大学出版社,2003.
[2-2]刘祖典,林在贯.黄土力学与工程[M].西安:陕西科技出版社,1997.
[2-3]关文章.湿陷性黄土工程性能新篇[M].西安:西安交通大学出版社,1992.
[2-4]陈正汉,刘祖典.黄土的湿陷变形机理[J].岩土工程学报,1986,8(2):1-12.
[2-5]张苏民,张炜.湿陷性黄土(Q_3)的增湿变形特征[J].岩土工程学报,1990,12(4):21-31.
[2_6]张炜,张苏民.我国黄土工程性质研究的发展[J].岩土工程学报,1995,17(6):80-88.
[2-7]刘祖典,党发宁.土的弹塑性理论基础[M].西安:世界图书出版公司,2002.
[2-8]夏旺民,郭金晓,郭增玉.应变空间Q_1黄土的弹塑性本构模型[J].岩石力学与工程学报,2004,23(24):4147-4150.
[2-9]夏旺民,郭增玉.Q_1黄土的弹塑陛软化模型[J].西安理工大学学报,2004,20(3):241-244.
[2-10]黄文熙.土的工程性质[M].北京:水利电力出版社,1979.
[2-11]张炜,张苏民.非饱和黄土地基的变形特性[J].岩土工程学报,1998,20(4):98-101.
[2-12]苗天德.湿陷性黄土的变形机理与本构关系[J].岩土工程学报,1999,21(4):383-387.
[2-13]Assallay A.M.Rogers C.D.F.and Smallay I.J..Formation And Collapse of Metastable Particle Packing and Open Structures in Loess Deposits[J].Engineering Geology,1997(48):101-115.
[2-14]邢义川.黄土力学性质研究的发展和展望[J].水力发电学报,2000(4):54-65.
[2-15]Fredlund,D.G.,Xing,A.,Fredlund,M.D.and Barbour,S.L.The Relationship of the Unsaturated Soil Shear Strength to the Soil-water Characteristic Curve[J].Canadian Geotechnical Journal,1996,33(3):440-448.
[2-16]龚晓南.土工计算机分析[M].北京:中国建筑工业出版社,2000.
[2-17]邱发兴.地基沉降变形计算[M].成都:四川大学出版社,2007.
[2-18]戴轶苏,倾斜砖石古塔结构的安全性和稳定性分析[D].南京:东南大学,2003.
[2-19]卢俊龙.湿陷性黄土地区砖石古塔纠偏技术研究[D].西安:西安建筑科技大学,2005.
[2-20]陈平,赵冬,王伟等.眉县净光寺塔纠偏施工技术[J].施工技术,2003,32(6):24-25.
[2-21]陈平,赵冬,王伟等.眉县净光寺塔纠偏工程[J].西安建筑科技大学学报,2003,35(1):44-47.
[2-22]钱鸿缙,罗宇生.湿陷性黄土地基[M].北京:中国建筑工业出版社,1985.
[2-23]穆斯塔伐耶夫.湿陷性黄土上地基与基础的计算[M].北京:水利水电出版社,1983.
[2-24]E.V.Lawton,R.J.Fragaszy J.H.Hardcastle,Review of Wetting-induced Collapse in Compacted Soil[J].Journal of Geotechnical,ASCE,1992,118(9):1376-1393.
[2-25]E.V.Lawton R.J.Fragaszy J.H.Hardcastle,Collapse of Compacted Clayey Sand[J].Journal of Geotechnical,ASCE,1989,115(9):1252-1367.
[2-26]钱家欢,殷宗泽.土工原理与计算[M].北京:水利水电出版社,1996.
[2-27]钱鸿缙.湿陷性黄土地基[M].北京:中国建筑工业出版社,1985.
[3-1]陈平,赵冬,王伟等.眉县净光寺塔纠偏施工技术[J].建筑施工,2003,32(6):24-25.
[3-2]陈平,赵冬,王伟等.眉县净光寺塔纠偏工程[J].西安建筑科技大学学报,2003,35(1):44-47.
[3-3]Rampello,Sebastiano,Callisto,Luigi.Study on the Subsoil of the Tower of Pisa Based on Results from Standard and High-quality Samples[J].Dipartimento di Ingegneria Strutturale a Geotacnica,Rome,Italy.Canadian Geotechnical Journal,1998,35(6):1074-1092.
[3-4]Zhou,Z.;Ogot,M.;Schwarrz,L.A Finite Element Analysis of the Effects of an Increasing Angle on the Tower of Pisa[J].Finite Elements in Analysis and Design,2001,37(11):901-911.
[3-5]Grate,Juergen,Gudehus,Gerd.Leaning Tower of Pisa,Geotechnical Theory And Model Tests[J].Soils and Foundations,1992,32(3):130-136.
[3-6]赵均海.强度理论及其工程应用[M].北京:科学出版社,2003.
[3-7]卢俊龙.湿陷性黄土地区砖石古塔纠偏技术研究[D].西安:西安建筑科技大学,2005.
[3-8]丁大钧.砌体结构学[M].北京:中国建筑工业出版社,1997.
[3-9]和玲,甄刚,周伟强.大雁塔和法门寺砖材保护研究[J].文物保护与考古科学,2004,16(3):33-39.
[3-10]钱家欢,殷宗泽.土工原理与计算[M].北京:中国水利水电出版社,1996.
[3-11]郝文化.ANSYS土木工程应用实例[M].北京:水利水电出版社,2005.
[3-12]Babuska I,Strouboulis T.The finite element method and its reliability[M].London:Oxfor University Press,2001.
[3-13]Blum H,Lin Q,Rannacher R.Asymptotic Error Expansion And Richardson Extraplation for Linear Finite Elements[J].Numer.Math,1986(49):11-37.
[3-14]Borshukova S,Konovski P.Transformation of Dependent Variablein the Finite Element Solution of Some Phase Change Problems[J].Int.J.Numer.Meth.Engg.1984(20):1815-1821.
[3-15]钱伟长.变分法及有限元[M].北京:科学出版社,1980.
[4-1]熊建国.土与结构相互作用问题的新进展(1)[J].世界地震工程,1992,8(3):22-29.
[4-2]门玉明,黄义.土与结构相互作用问题的研究现状及展望[J].力学与实践,2000,22(4):1-7.
[4-3]方志,陆浩亮,王龙.土—结构构动力相互作用研究综述[J].世界地震工程,2006,22(1):57-63.
[4-4]刘书,刘晶波,方鄂华.动接触问题及其数值模拟的研究进展[J].工程力学,1999,16(6):14-28.
[4-5]Wolf.J.P.Soil-Structure Interaction in Time Domain[M].Prentice-Hall,Egnlewood Cliffs,N.J.1998.
[4-6]Lamb H.On the Propagations of Tremor over the Surface an Elastic Solid[J].Philos.Trans.Roy Soc.Ser.A 1904,203:1-42.
[4-7]Reissner E.Station Are Axial Symmetrische Durcheine Schuttelnde Massee Rregte Schwingungeneines Homogenen Halbraumes[J].Ingenieur-Arch in.1936,7(6):381-396.
[4-8]Bycroft G.N.Forced Vibrations of a Rigid Circular Plate on a Semi-infinite Elastic Space And on an Elastic Stratum[J].Philo.Trans.Roy.Soc.Ser.248:27-368.
[4-9]Paramelee R.A.Building-foundation Interaction Effects[J].J.Engineering Mechanics Div,ASCE,1967,93(2):131-152.
[4-10]房营光.岩土介质与结构动力相互作用理论及其应用[M].北京:科学出版社,2005.
[4-11]王建平.贮仓-贮料-桩-地基空间相互作用系统动力特性及随机地震响应研究[D].西安:西安建 筑科技大学,2006.
[4-12]Parmelee R A.Building-Foundation Interaction Effects.Journal of Engineering J.P.Wolf(著),吴世明,唐有职等(译).土—结构构动力相互作用[M].北京:地震出版社,1989.
[4-13]李建波.结构-地基动力相互作用的时域数值分析方法研究[D].大连:大连理工大学,2005.
[4-14]赵密.粘弹性人工边界及其与透射人工边界的比较研究ID].北京:北京工业大学,2004.
[4-15]雷文军,魏德敏.无限域地基有限元分析的简化粘弹性边界[J].地震工程与工程振动,2005,25(3):110-114.
[4-16]李丽娟.大雁塔结构抗震性能及其可靠性分析研究[D].西安:西安交通大学,1990.
[4-17]高大峰.小雁塔塔体抗震、抗风性能及其地基极限承载力探讨[D].西安:西安交通大学,1995.
[4-18]姚谦峰,苏三庆.地震工程[M].西安:陕西科学技术出版社,2001.
[4-19]梁青槐.土—结构构动力相互作用数值分析方法的评述[J].北方交通大学学报,1997,21(6):690-1594.
[4-20]Wolf J.P.,Song C.Doubly Asymptotic Muitic-directional Transmitting Boundary for Dynamic Unbounded Medium-atructure-interaction Analysis[J].Earthquake Enginneing And Structural Dynamics,1995,24(2):175-188.
[4-21]G.M.萨布尼斯等著,米世杰等译.结构模型和试验技术[M].北京:中国铁道出版社,1989.
[4-22]陈清军,赵云峰,王汉东等.振动台模型试验中地基土域的数值模拟[J].力学季刊,2002,23(3):407-411.
[4-23]R.克拉夫,J.彭津(著),王光远等(译).结构动力学(第二版)[M].北京:高等教育出版社,2006.
[4-24]李国强,李杰.工程结构动力检测理论与应用[M].北京:科学出版社,2002.
[5-1]Ishida,Katsuhiko.Dynamic Characteristics of Soil-Foundation Interaction System Detected from Forced Vibration Test And Earthquake Observation[J].Earthquake Engineering & Structural Dynamics,1985,13(6):799-825.
[5-2]Veletsos A S,Verbic B.Vibration of Viscoelastic Foundations,Earthquake Engineering And Structural Dynamics,1973,2(1):87-102.
[5-3]王志华.大型工程土与结构动力相互作用的理论和试验研究[D].南京:河海大学,2005.
[5-4]张驭寰.中国古塔[M].太原:山西人民出版社,2000.
[5-5]丁磊.西安鼓楼动力特性和抗震动性能研究[D].西安:西安交通大学,2003.
[5-6]Zhao J.H.,Zheng Yang,Song-yan Yang.An Analysis of the Elasto-plasticity of City Wall in Xi'an under the Unified Strength Theory[C]// Yu M.H.,Fan S.C.,Strength Theory:Application,Developments &Prospects for the 21th Century,1998:9-11.
[5-7]李丽娟.大雁塔结构抗震性能及其可靠性分析研究[D].西安:西安交通大学,1990.
[5-8]Honsner.G.W.Characteristics of Strong Motion Earthquake[J].Bulletin of the Seismological Society of America,1947,37(1):19-31
[5-9]骆亚生.中国典型黄土动力特性及其参数的试验分析[D].西安:西安理工大学,2003.
[5-10]Kanai.K.semi-empirical formula for the seismic characteristics of ground.Bull.Seims.Earthq.Res.Inst.,Tokyo University,1957,35,306-325
[5-11]Mansour,Frequency-independent impedances of soil-structure system in horizontal and rocking modes,EESD,1983,Vol.11,523-540
[5-12]尹华伟.土—结构构动力相互作用的计算方法研究[D].长沙:湖南大学,2005.
[5-13]Yasui Y.,Nakagawa,K.sway-rocking vibration of rigid structure of embedded in a elastic stratum[C]//Proceeding 5~(th) World Conference on Earthquake Engineering.Rome,1973:2662-2665.
[6-1]姚谦峰,苏三庆.地震工程[M].西安:陕西科学技术出版社,2001.
[6-2]胡聿贤.地震工程学(第二版)[M].北京:地震出版社,2006.
[6-3]李德虎,魏琏.砖石古塔的历史震害与抗震机制[J].建筑科学,1990(1):13-18.
[6-4]文立华,王尚文,刘洪兵.古塔抗震性能分析[J].工程抗震,1996,18(1):21-23.
[6-5]袁建力,李胜才,刘大奇等.砖石古塔抗震鉴定方法的研究与应用[J].扬州大学学报,1998,2(3):54-58.
[6-6]曹双寅,邱洪兴.王恒华结构可靠性鉴定与加固技术[M].北京:中国水利水电出版社,2001.
[6-7]高久斌.古砖木塔结构安全评估和修缮加固技术的研究p].南京:东南大学,2003.
[6-8]沈治国.砖石古塔的力学性能及鉴定与加固方法的研究[D].西安:西安建筑科技大学,2005.
[6-9]郭惠勇,李正良,彭川.结构损伤动力识别技术的研究与进展[J].重庆建筑大学学报,2008,30(1):140-145.
[6-10]刘箴,唐岱新.砌体结构损伤状态的评估[J].哈尔滨建筑大学学报,1996,29(4):25-31.
[6-11]邓春燕.砖土拱城门结构的安全性分析及加固技术研究[D].南京:东南大学,2004.
[6-12]邱洪兴,蒋永生,曹双寅.古塔结构损伤的系统识别Ⅰ:理论[J].东南大学学报(自然科学版),2001,31(2):81-85.
[6-13]邱洪兴,蒋永生曹双寅.古塔结构损伤的系统识别Ⅱ:应用[J].东南大学学报(自然科学版),2001,31(2)1 86-90.
[6-14]PandeyA.K.,Biswas M.Damage Detection in Structure Using Changes in Flexbility[J].Journal of Sound and Vibration,1994,169(1):3-17.
[6-15]曹双寅,邱洪兴,李一平.古塔结构可靠性诊断的系统方法及应用[J].特种结构,1999,16(4):50-52.
[6-16]李丽娟,施明诚,梅占馨.大雁塔地震可靠性分析[J].应用力学学报,1999,11(2):86-91.
[6-17]陈平,赵冬,姚谦峰.西安大雁塔抗震能力探讨[J].建筑结构学报,1999,20(1):46-49.
[6-18]陈平,赵冬,姚谦峰.西安小雁塔抗震能力探讨[J].西安建筑科技大学学报,1999,31(2):149-151.
[6-19]林建生.泉州古塔的抗震分析[J].工程抗震,1990,12(3):37-42.
[6-20]李铁英,张善元,李世温.古木塔场地抗震性能评价及地震参数选择[J].岩土工程学报,2002,24(5):660-662.
[6-21]林建生,林子健,陈俊峰.历史大震与泉州古建筑塔寺桥类的结构抗震[J].世界地震工程,2005,21(2):159-166.
[6-22]林建生.石结构的抗震可靠度分析及减灾对策[J].工程抗震,1993,(2):27-31.
[6-23]张建霖,张洵安.古塔抗震加固的调查与分类[J].建筑技术,2003,34(11):839-840.
[6-24]戴国莹,李德虎.建筑结构抗震鉴定及加固的若干问题[J].建筑结构,1999,29(4):45-49.
[6-25]何肇弘,胡士耀.既有建筑物质量检验与可靠性评定[M].北京:中国铁道出版社,1992.