砌体结构温度裂缝的研究
摘要
本文着重介绍了国外规范和我国砌体结构设计规范控制温度裂缝措施，指出了我国规范相对国外规范裂缝控制措施的不足之处，在建筑结构温度裂缝进行了详细分类基础上，进一步分析了砖混结构温度裂缝控制原则。总结了各种温度应力的计算方法，利用有限元非线性分析法，以一建筑物为基础采用不同模型对砌体建筑温度裂缝进行计算，得出结论：在温度应力作用下，砌体建筑顶层端部开间墙体水平剪应力最大；在端部开间窗洞口，形成“八字形”裂缝；顶层端部开间层间位移最大。影响温度裂缝的主要因素：温差、开洞率、构造柱的设置和建筑物总长。随温差的升高、总长的增加、开洞率的增大，顶层端部墙体的水平剪应力增加，温度裂缝加剧；增设构造柱，可降低墙体的水平位移，提高墙体的抗裂能力。纵墙承重时外纵墙开裂性提高是由于砌体截面的垂直压应力对砌体抗剪强度的提高。刚性屋面比柔性屋面引起的墙体温度应力大，墙体开裂更严重。通过某建筑物温度裂缝的勘测，在建筑物沉降稳定后进行了如下加固：屋面保温层的修缮、耕缝加筋法和注浆法加固墙体。通过有限元计算分析，提出温度裂缝的有效预防措施。
In this dissertation, the comparison between the measures against temperature cracks of foreign codes and the measures of the Code for Design of Masonry Structures in China are made. Then the limitation of the latter is presented. The cracks of buildings are classified in detail. On this basis, the principals of temperature crack control of the masonry buildings are analyzed.
Based on a wide variety of methods used for computing the temperature stress, the nonlinear finite element method is adopted. Through analyzing different models of a masonry building, the following conclusions can be made: On the influence of temperature stress, the horizontal shear stress is maximal on the wall of end bay of the top story; The splay cracks are produced on the aperture of end bay of the top story; The interlayer displacement of end bay of the top story is maximal. The factors influencing temperature cracks are temperature difference, the ratio of aperture, the installation of tectonic columns, and the longitudinal length of the entire masonry building. Accompanying the rising of temperature difference, the expansion of longitudinal length of the entire masonry building, the augmentation of aperture ratio, and the horizontal shear stress on the end wall of the top story is increased, the cracks become broader, longer and their number is added. Installing the tectonic columns can decrease the horizontal displacement of walls and enhance their resistance to crack. The resistance of outer longitudinal walls to crack is enhanced when they are bearing walls, because the vertical compression stress acted on cross-sections of walls increases their resistance to shear. The rigid roofing can lead to larger temperature stress and more serious crack of walls than the flexible roofing.
Through surveying the temperature cracks of a masonry building, the walls are enhanced by grouting method, repairing the insulating layer of roofing, and strengthening the walls with steel bars. At last, the effective tectonic measures are come up with to prevent the temperature cracks.
In this dissertation, the comparison between the measures against temperature cracks of foreign codes and the measures of the Code for Design of Masonry Structures in China are made. Then the limitation of the latter is presented. The cracks of buildings are classified in detail. On this basis, the principals of temperature crack control of the masonry buildings are analyzed.
Based on a wide variety of methods used for computing the temperature stress, the nonlinear finite element method is adopted. Through analyzing different models of a masonry building, the following conclusions can be made: On the influence of temperature stress, the horizontal shear stress is maximal on the wall of end bay of the top story; The splay cracks are produced on the aperture of end bay of the top story; The interlayer displacement of end bay of the top story is maximal. The factors influencing temperature cracks are temperature difference, the ratio of aperture, the installation of tectonic columns, and the longitudinal length of the entire masonry building. Accompanying the rising of temperature difference, the expansion of longitudinal length of the entire masonry building, the augmentation of aperture ratio, and the horizontal shear stress on the end wall of the top story is increased, the cracks become broader, longer and their number is added. Installing the tectonic columns can decrease the horizontal displacement of walls and enhance their resistance to crack. The resistance of outer longitudinal walls to crack is enhanced when they are bearing walls, because the vertical compression stress acted on cross-sections of walls increases their resistance to shear. The rigid roofing can lead to larger temperature stress and more serious crack of walls than the flexible roofing.
Through surveying the temperature cracks of a masonry building, the walls are enhanced by grouting method, repairing the insulating layer of roofing, and strengthening the walls with steel bars. At last, the effective tectonic measures are come up with to prevent the temperature cracks.
引文
[1] 王铁梦，工程结构裂缝控制，北京:中国建筑工业出版社，1998年
[2] W.Samarasingge and A.W.Hendry：A Finite Element Model for the in plane Behaviour of Brickwork, Proc.Instn Civ.Engrs,Part2,1982(3)
[3] 刘桂秋，施楚贤，平面受力砌体的破坏准则，2000年全国砌体结构学术会议论文集，2002，重庆
[4] 魏兆正，张英，房屋建筑温度裂缝分析与计算，中国建设标准化委员会砖石结构技术委员会年会论文，1983.6.
[5] 肖亚明，王功伟，对温度作用下砌块房屋的有限元分析和研究，93砌块与砌块建筑学术会议研讨会论文集，1993.5，成都
[6] 肖亚明，砌体结构在温度应力的实测分析与理论研究，合肥工业大小硕士学位论文，1988.6.
[7]朱伯龙，金国芳，“混用体系”中型砌块墙片有限元弹塑性分析，同济大学学报，1994，22（1）
[8]马文，李阳：用有限元法分析带钢筋混凝土芯柱的混凝土小砌块开孔墙片，小砌块高层建筑研究成果资料集，1992.11，南宁
[9] 金伟良，潘金龙，徐铨彪，混凝土小型空心砌块建筑温度效应分析和研究，工业建筑，2002，32（4），24～26
[10] 单宝华，赵仁孝，马世英，散斑图像相关数字技术在混凝土砌块房屋温度裂缝监测中的应用研究，建筑结构，2003，33（4），19～21
[11] 砌体建筑物裂缝的防治与研究课题报告
[12] 王述红，唐春安，朱浮声，砌体结构开裂过程细观损伤数值模型及其分析方法，建筑结构学报，2003，24（2），64～69
[13] 卓尚木，季直仓，钢筋混凝土结构事故分析和加固，北京:地震出版社，1993
[14] 肖亚明，浅谈防止砌体房屋裂缝的措施，99，混凝土砌块墙体裂缝研讨会论文集，1999.11，杭州，46～49
[15] 中华人民共和国建设部GB50003-2001，砌体结构设计规范，北京:中国建筑工业出版社，2002
[16] 施楚贤，砌体结构理论与设计，北京：中国建筑工业出版社，2003
[17] 叶列平，混凝土结构，北京，清华大学出版社，2002
[18] 刘涛，杨凤朋，精通ANSYS，北京，清华大学出版社，2002
[19] 龚署光，ANSYS基础应用及范例解析，北京，机械工业出版社，2003
[20] 中华人民共和国建设部GB50176-93,民用建筑热工设计规范，北京，
中国建筑工业出版社，1994
[21] 实用供热空调设计手册，北京，中国建筑工业出版社，1995.6
[22] 中华人民共和国建设部GB50178-93，建筑气候区划标准，北京，中国建筑工业出版社，1994
[23] 王广军，多层砖房抗震设计及工程实例选编，北京，地震出版社，1993
[24] 叶甲淳，金伟良，邹道勤，有限元计算砌体结构温度效应时的参数取值，建筑结构，2003，33（4），8～11
[25] 樊小卿，温度作用与结构设计，建筑结构学报，1999，20（2），43～50
[26] 傅学怡，高层建筑竖向温差内力简化计算，建筑结构学报，1993，14（1），35～43
[27] 艾兵，原明昭，房屋结构在日照作用下温度场的数值计算，建筑结构，1995，4，46～48
[28] 金伟良，叶甲淳，严家熺，混凝土空心小砌块建筑温度场，工业建筑，2002，32（10），28～30
[29] RAIMONDO LUCIANO，ELIO SACCO，homogenization technique and damage model for old masonry material,Int.J.Solid structure，1997,34(24),3191～3208
[30] M.Gulbert，B.Hobbs，T.C.K.Molyneaux，the performance of unreinforced masonry walls subjected to low-velocity impacts:mechanism analysis ,International Journal of Impact Engineering，2002,27,253～273
[31] G.P.A.G. van Zijl，R. de B. de Borst，J.G.Rots，the role of crack rate dependence in the ling-term behaviour of cementitious materials，International Journal of Solids and Structures，2001，38，5063～5079
[32] A.Zucchini，P.B.Lourenco，A micro-mechanical model for the homogenization of masonry ，Internatonal Journal of Solids and Structures，2002，39，3233～3255
[33] Giovanni Formica，vittorio Sansalone，Raffaele Casciaro，a mixed solution strategy for the nonlinear analysis of brick masonry walls，Computer methods in applied mechanics and engineering，2002，191，5847～5875
[2] W.Samarasingge and A.W.Hendry：A Finite Element Model for the in plane Behaviour of Brickwork, Proc.Instn Civ.Engrs,Part2,1982(3)
[3] 刘桂秋，施楚贤，平面受力砌体的破坏准则，2000年全国砌体结构学术会议论文集，2002，重庆
[4] 魏兆正，张英，房屋建筑温度裂缝分析与计算，中国建设标准化委员会砖石结构技术委员会年会论文，1983.6.
[5] 肖亚明，王功伟，对温度作用下砌块房屋的有限元分析和研究，93砌块与砌块建筑学术会议研讨会论文集，1993.5，成都
[6] 肖亚明，砌体结构在温度应力的实测分析与理论研究，合肥工业大小硕士学位论文，1988.6.
[7]朱伯龙，金国芳，“混用体系”中型砌块墙片有限元弹塑性分析，同济大学学报，1994，22（1）
[8]马文，李阳：用有限元法分析带钢筋混凝土芯柱的混凝土小砌块开孔墙片，小砌块高层建筑研究成果资料集，1992.11，南宁
[9] 金伟良，潘金龙，徐铨彪，混凝土小型空心砌块建筑温度效应分析和研究，工业建筑，2002，32（4），24～26
[10] 单宝华，赵仁孝，马世英，散斑图像相关数字技术在混凝土砌块房屋温度裂缝监测中的应用研究，建筑结构，2003，33（4），19～21
[11] 砌体建筑物裂缝的防治与研究课题报告
[12] 王述红，唐春安，朱浮声，砌体结构开裂过程细观损伤数值模型及其分析方法，建筑结构学报，2003，24（2），64～69
[13] 卓尚木，季直仓，钢筋混凝土结构事故分析和加固，北京:地震出版社，1993
[14] 肖亚明，浅谈防止砌体房屋裂缝的措施，99，混凝土砌块墙体裂缝研讨会论文集，1999.11，杭州，46～49
[15] 中华人民共和国建设部GB50003-2001，砌体结构设计规范，北京:中国建筑工业出版社，2002
[16] 施楚贤，砌体结构理论与设计，北京：中国建筑工业出版社，2003
[17] 叶列平，混凝土结构，北京，清华大学出版社，2002
[18] 刘涛，杨凤朋，精通ANSYS，北京，清华大学出版社，2002
[19] 龚署光，ANSYS基础应用及范例解析，北京，机械工业出版社，2003
[20] 中华人民共和国建设部GB50176-93,民用建筑热工设计规范，北京，
中国建筑工业出版社，1994
[21] 实用供热空调设计手册，北京，中国建筑工业出版社，1995.6
[22] 中华人民共和国建设部GB50178-93，建筑气候区划标准，北京，中国建筑工业出版社，1994
[23] 王广军，多层砖房抗震设计及工程实例选编，北京，地震出版社，1993
[24] 叶甲淳，金伟良，邹道勤，有限元计算砌体结构温度效应时的参数取值，建筑结构，2003，33（4），8～11
[25] 樊小卿，温度作用与结构设计，建筑结构学报，1999，20（2），43～50
[26] 傅学怡，高层建筑竖向温差内力简化计算，建筑结构学报，1993，14（1），35～43
[27] 艾兵，原明昭，房屋结构在日照作用下温度场的数值计算，建筑结构，1995，4，46～48
[28] 金伟良，叶甲淳，严家熺，混凝土空心小砌块建筑温度场，工业建筑，2002，32（10），28～30
[29] RAIMONDO LUCIANO，ELIO SACCO，homogenization technique and damage model for old masonry material,Int.J.Solid structure，1997,34(24),3191～3208
[30] M.Gulbert，B.Hobbs，T.C.K.Molyneaux，the performance of unreinforced masonry walls subjected to low-velocity impacts:mechanism analysis ,International Journal of Impact Engineering，2002,27,253～273
[31] G.P.A.G. van Zijl，R. de B. de Borst，J.G.Rots，the role of crack rate dependence in the ling-term behaviour of cementitious materials，International Journal of Solids and Structures，2001，38，5063～5079
[32] A.Zucchini，P.B.Lourenco，A micro-mechanical model for the homogenization of masonry ，Internatonal Journal of Solids and Structures，2002，39，3233～3255
[33] Giovanni Formica，vittorio Sansalone，Raffaele Casciaro，a mixed solution strategy for the nonlinear analysis of brick masonry walls，Computer methods in applied mechanics and engineering，2002，191，5847～5875