框支短肢剪力墙抗震性能试验研究及有限元分析
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摘要
如今,在实际工程中,框支短肢剪力墙结构转换体系得到了广泛的应用,但其理论研究还不成熟。同时由于短肢剪力墙数量多以及建筑功能的要求,不可避免地出现短肢剪力墙完全由转换梁承担的情况。本文通过对两榀短肢剪力墙位于转换梁中部加腋式和斜柱式转换结构进行拟静力试验,观察记录不同结构转换形式下构件的开裂、屈服,同时测定构件转换梁的位移和薄弱处钢筋的应变,从而获得构件的基本受力规律。在此基础上,对比分析了两种不同结构转换形式的P-Δ滞回曲线、结构承载能力退化规律、结构刚度退化规律、结构弹塑性变形及延性、以及结构的破坏特征和破坏机制。分析表明不同的结构转换形式对结构抗震性能有较大的影响。加腋式转换结构在荷载作用下,耗能部位位于洞口下方转换梁,而斜柱式转换结构的主要耗能部位位于中间墙肢下方。
本文在试验的基础上,利用ANSYS软件对结构进行了有限元非线性分析,并将分析所得结果与试验结果进行对比,结果表明在所加荷载范围内,分析结果与试验结果吻合良好。然后以此种计算参数和分析模型为基准,进行进一步的分析。重点分析了剪力墙位于转换梁中部加腋式转换结构和斜柱式转换结构中间剪力墙所承受的剪力。
本文最后,利用有限元分析所得到的主应力矢量图并结合实际试验中结构的破坏模式,分析了不同结构转换形式在竖向荷载和水平荷载作用下主应力的传递,并简略分析了各种结构转换形式的破坏特征。
Now, in the actual project, the short-leg shear wall structure system has been widely used, but the thory is not mature.Because the number of short-leg shear wall and architectural requirements, inevitably short-leg shear wall will be borne entirely by the case of transfer beam. Based on the two specimens of short-leg shear walls in the transfer beam and oblique central column increases conversion fu-style structure of pseudo static test, observed and recorded under a different form of transfer structure component cracking, yielding, determination of components of displacement and steel strain at the weak transfer beam, so that we can obtain the force components of the basic laws of. On this basis, comparative analysis of the structural transformation of two different forms of P-Δhysteretic, carrying capacity of the deterioration of the structure, deterioration of structural stiffness, plastic deformation and ductility of the structure, and structural damage characteristics and failure mechanism. Analysis shows that the different forms of structural transformation has great influence on seismic performance. Undre the load of haunched transfer structure,site of the energy dissipation is located in the bottom of the hole transfer beam, while the enertg dissipation of the column transfer structure is in the middle part of the bottom wall of limb.
In this paper, based on experiments, structure by ANSYS software, finite element nonlinear analysis.Comparison with the analysis of results and the experimental structure, and the results showed that the analysis results is agree will with the the experimental in the load rang. Analysis model and the calculate parameters such as the base,can be used for further analysis.Analyzed the shear bear of the haunchd transfer and the inclined column transfer structure with the short-leg shear wall in the middle of the transfer beam.And also analyzed the different transformation with the shera walls attached to the pillars.
Finally, analyzed the principal stress transfer in the different forms of structural transformation with the vertical load and the horizontal load by the principal stress vectors which come from the finite element analysis and the failure mode in the actual experiment.And also analyzed the damage characteristics in the different forms of structural transformation.
本文在试验的基础上,利用ANSYS软件对结构进行了有限元非线性分析,并将分析所得结果与试验结果进行对比,结果表明在所加荷载范围内,分析结果与试验结果吻合良好。然后以此种计算参数和分析模型为基准,进行进一步的分析。重点分析了剪力墙位于转换梁中部加腋式转换结构和斜柱式转换结构中间剪力墙所承受的剪力。
本文最后,利用有限元分析所得到的主应力矢量图并结合实际试验中结构的破坏模式,分析了不同结构转换形式在竖向荷载和水平荷载作用下主应力的传递,并简略分析了各种结构转换形式的破坏特征。
Now, in the actual project, the short-leg shear wall structure system has been widely used, but the thory is not mature.Because the number of short-leg shear wall and architectural requirements, inevitably short-leg shear wall will be borne entirely by the case of transfer beam. Based on the two specimens of short-leg shear walls in the transfer beam and oblique central column increases conversion fu-style structure of pseudo static test, observed and recorded under a different form of transfer structure component cracking, yielding, determination of components of displacement and steel strain at the weak transfer beam, so that we can obtain the force components of the basic laws of. On this basis, comparative analysis of the structural transformation of two different forms of P-Δhysteretic, carrying capacity of the deterioration of the structure, deterioration of structural stiffness, plastic deformation and ductility of the structure, and structural damage characteristics and failure mechanism. Analysis shows that the different forms of structural transformation has great influence on seismic performance. Undre the load of haunched transfer structure,site of the energy dissipation is located in the bottom of the hole transfer beam, while the enertg dissipation of the column transfer structure is in the middle part of the bottom wall of limb.
In this paper, based on experiments, structure by ANSYS software, finite element nonlinear analysis.Comparison with the analysis of results and the experimental structure, and the results showed that the analysis results is agree will with the the experimental in the load rang. Analysis model and the calculate parameters such as the base,can be used for further analysis.Analyzed the shear bear of the haunchd transfer and the inclined column transfer structure with the short-leg shear wall in the middle of the transfer beam.And also analyzed the different transformation with the shera walls attached to the pillars.
Finally, analyzed the principal stress transfer in the different forms of structural transformation with the vertical load and the horizontal load by the principal stress vectors which come from the finite element analysis and the failure mode in the actual experiment.And also analyzed the damage characteristics in the different forms of structural transformation.
引文
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[2]牛润生,庞在忠.高层住宅短肢抗震墙结构体系设计.第十四届全国高层建筑结构学术交流会论文集.福州. 1996:1171-1179
[3]单传华,杨海霞.带梁式转换层结构的分析及转换梁的优化设计[D].南京:河海大学.2007.
[4]舒倩,李章政.高层建筑转换梁的结构研究与设计[D].四川:四川大学.2005.
[5] Gupta,R, P, and Goel, S.C. Dynamic Analysis of staggered Truss Framing System[J]. Journal of the Structural Division. ASCE Vol.98 No.stt. July. 1972.
[6] Wolfgang Schueller High Rise Building Structures. John wiley and sons publishing,London, 1978.
[7] Todorovska, Maria L. Base isolation by a soft first story with inclined columns[J].Journal of Engineering Mechanics. v12n 4. Apr 1999 ASCE.
[8] Mee, A.L.Jordan, I.A.and Ward, M.A. Wall-Beam Frames Under Static Lateral Journal of the structural Division, ASCE Vol.101, No.ST2 Feb. 1975.
[9] Fintel, M.Staggered. Transverse wall Beams for Multistory concrete Buildings[J]. Journal of the American Concrete Institute Vol.65, No.5. May, 1968.
[10] F.X.Fan,X.R.Tang,B.J.Sun and Z.X.Guo. Optical Elastic Experimental Study on the transfer Truss Structure in Super-High-Rise building[J]. Journal of Southeast University. Vol.11, No.1A. Oct.1995.
[11] Architectural Institute of Japan (1990). Design guidelines for earthquake resistant reinforced concrete buildings based on ultimate strength concept. November 1990.
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[13] XuPeiFu, HaoRuiKun, WuLianZhong. Seismic resitant design of shear wall structure with large space ground floor. Proc. of 3-rd Inter Conf. On Tall Buildings. Hong Kong and Guangzhou,1984.
[14]钢筋混凝土异形柱设计规程(DBJ/T15-15-95).广东建筑委员会.1995.
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[16]张品乐,李青宁,李晓蕾.L形截面短肢剪力墙抗震性能的模型试验研究[J].地震工程与工程振动.Vol30 No4.2010.8.
[17]李青宁,李晓蕾,雷伟大宁.T形截面短肢剪力墙刚度及延性研究[J].地震工程与工程振动. Vol30 No1.2010.2.
[18]吴轶,何铭基,周云.带耗能腋撑竖向不规则短肢剪力墙结构减震性能分析[J].地震工程与工程振动. Vol30 No2.2010.4.
[19]杨金金.框支短肢剪力墙结构转换梁在竖几荷载作用下的受力分析[D].成都:西南交通大学.2001.
[20]蔡龙.框支短肢剪力墙结构转换梁受力性能研究[D].广东:广东工业大学.2008.
[21]郑会丰.框支短肢剪力墙结构侧向刚度比与抗侧性能研究[D].武汉:华中科技大学.2008.
[22]曹秀萍,马耀道.斜柱在深圳2000大厦高位转换中的应用[J].建筑结构.Vol32 No8.2002.8.
[23]娄宇,魏琏,丁大钧.高层建筑中转换层结构的应用和发展[J].建筑结构.1997.1.
[24]陆新征,江见鲸.用ANSYS Solid65单元分析混凝土组合构件复杂应力.建筑结构. 2003.6:22-24.
[25]赵大梅.不同墙肢布置方式的框支短肢剪力墙斜柱式转换结构抗震试验研究[D].重庆大学硕士论文.2010.
[26] ANSYS公司. ANSYS手册.
[27]卢挺.框支短肢剪力墙结构中斜柱式与梁式转换结构的抗震试验研究[D].重庆大学硕士论文.2006.
[28]倪忠.框支短肢剪力墙梁式转换结构的抗震性能试验研究[D].重庆大学硕士论文.2006.
[29]段红岩,杨建江.转换梁扭转效应的探讨[D].天津大学工程硕士学位论文.2007.
[30]皮天祥,傅剑平,白绍良,易波,詹林.小跨高比对角斜筋连梁抗震性能的试验[J].重庆大学学报.Vol.32.No.9.2009.9.
[31]刑静忠,李军.ANSYS对钢筋混凝土梁的非线性分析[J].煤碳工程.2006.
[32]汪冬生,吴铁君.ANSYS中的混凝土单元[J].武汉理工大学学报.2004.8.
[33]丁建国.地震作用下短肢剪力墙结构的协同工作分析[J].工程抗震与加固改造.2006.8.
[34]王建,张永山.钢筋混凝土剪力墙非线性模拟[D].广州大学.2005.
[35]郭阳.不同墙肢布置短肢剪力墙加腋梁式转换结构抗震试验研究[D].重庆大学硕士论文.2010.
[36] Michael N F.Current trends in earthquake resistant analysis and design of reinforced concrete structures[A].I n:Elnashai,ed.European Seismic Design Practice.Roterdam Balkema,1995
[37] Park R.and Paulay T.Reinforced concrete structure,John&Sons,1975.656-658
[38] D.R.Green,The Interaction of Solid Walls and Their Supporting Structures,Building Sciense,1972,Vol.7
[39] Wolfgang Schueller High Rise Building Structures.John wiley and sons publishing.London,1978
[40] Todorovska,Maria L.Base isolation by a soft first story with inclined columns.Journal of Engineering Mechanics.ASCE,Vol.12,No.4.Apr 1999:32-36
[2]牛润生,庞在忠.高层住宅短肢抗震墙结构体系设计.第十四届全国高层建筑结构学术交流会论文集.福州. 1996:1171-1179
[3]单传华,杨海霞.带梁式转换层结构的分析及转换梁的优化设计[D].南京:河海大学.2007.
[4]舒倩,李章政.高层建筑转换梁的结构研究与设计[D].四川:四川大学.2005.
[5] Gupta,R, P, and Goel, S.C. Dynamic Analysis of staggered Truss Framing System[J]. Journal of the Structural Division. ASCE Vol.98 No.stt. July. 1972.
[6] Wolfgang Schueller High Rise Building Structures. John wiley and sons publishing,London, 1978.
[7] Todorovska, Maria L. Base isolation by a soft first story with inclined columns[J].Journal of Engineering Mechanics. v12n 4. Apr 1999 ASCE.
[8] Mee, A.L.Jordan, I.A.and Ward, M.A. Wall-Beam Frames Under Static Lateral Journal of the structural Division, ASCE Vol.101, No.ST2 Feb. 1975.
[9] Fintel, M.Staggered. Transverse wall Beams for Multistory concrete Buildings[J]. Journal of the American Concrete Institute Vol.65, No.5. May, 1968.
[10] F.X.Fan,X.R.Tang,B.J.Sun and Z.X.Guo. Optical Elastic Experimental Study on the transfer Truss Structure in Super-High-Rise building[J]. Journal of Southeast University. Vol.11, No.1A. Oct.1995.
[11] Architectural Institute of Japan (1990). Design guidelines for earthquake resistant reinforced concrete buildings based on ultimate strength concept. November 1990.
[12] Minoru Wakabayashi. Design of Earthquake-Resitant Buildings. Mc-Graw-Hill Book Company, New York, 1986.
[13] XuPeiFu, HaoRuiKun, WuLianZhong. Seismic resitant design of shear wall structure with large space ground floor. Proc. of 3-rd Inter Conf. On Tall Buildings. Hong Kong and Guangzhou,1984.
[14]钢筋混凝土异形柱设计规程(DBJ/T15-15-95).广东建筑委员会.1995.
[15]高层建筑混凝土结构技术规程(JGJ3-2002).中国工业建筑出版社. 2002.7.
[16]张品乐,李青宁,李晓蕾.L形截面短肢剪力墙抗震性能的模型试验研究[J].地震工程与工程振动.Vol30 No4.2010.8.
[17]李青宁,李晓蕾,雷伟大宁.T形截面短肢剪力墙刚度及延性研究[J].地震工程与工程振动. Vol30 No1.2010.2.
[18]吴轶,何铭基,周云.带耗能腋撑竖向不规则短肢剪力墙结构减震性能分析[J].地震工程与工程振动. Vol30 No2.2010.4.
[19]杨金金.框支短肢剪力墙结构转换梁在竖几荷载作用下的受力分析[D].成都:西南交通大学.2001.
[20]蔡龙.框支短肢剪力墙结构转换梁受力性能研究[D].广东:广东工业大学.2008.
[21]郑会丰.框支短肢剪力墙结构侧向刚度比与抗侧性能研究[D].武汉:华中科技大学.2008.
[22]曹秀萍,马耀道.斜柱在深圳2000大厦高位转换中的应用[J].建筑结构.Vol32 No8.2002.8.
[23]娄宇,魏琏,丁大钧.高层建筑中转换层结构的应用和发展[J].建筑结构.1997.1.
[24]陆新征,江见鲸.用ANSYS Solid65单元分析混凝土组合构件复杂应力.建筑结构. 2003.6:22-24.
[25]赵大梅.不同墙肢布置方式的框支短肢剪力墙斜柱式转换结构抗震试验研究[D].重庆大学硕士论文.2010.
[26] ANSYS公司. ANSYS手册.
[27]卢挺.框支短肢剪力墙结构中斜柱式与梁式转换结构的抗震试验研究[D].重庆大学硕士论文.2006.
[28]倪忠.框支短肢剪力墙梁式转换结构的抗震性能试验研究[D].重庆大学硕士论文.2006.
[29]段红岩,杨建江.转换梁扭转效应的探讨[D].天津大学工程硕士学位论文.2007.
[30]皮天祥,傅剑平,白绍良,易波,詹林.小跨高比对角斜筋连梁抗震性能的试验[J].重庆大学学报.Vol.32.No.9.2009.9.
[31]刑静忠,李军.ANSYS对钢筋混凝土梁的非线性分析[J].煤碳工程.2006.
[32]汪冬生,吴铁君.ANSYS中的混凝土单元[J].武汉理工大学学报.2004.8.
[33]丁建国.地震作用下短肢剪力墙结构的协同工作分析[J].工程抗震与加固改造.2006.8.
[34]王建,张永山.钢筋混凝土剪力墙非线性模拟[D].广州大学.2005.
[35]郭阳.不同墙肢布置短肢剪力墙加腋梁式转换结构抗震试验研究[D].重庆大学硕士论文.2010.
[36] Michael N F.Current trends in earthquake resistant analysis and design of reinforced concrete structures[A].I n:Elnashai,ed.European Seismic Design Practice.Roterdam Balkema,1995
[37] Park R.and Paulay T.Reinforced concrete structure,John&Sons,1975.656-658
[38] D.R.Green,The Interaction of Solid Walls and Their Supporting Structures,Building Sciense,1972,Vol.7
[39] Wolfgang Schueller High Rise Building Structures.John wiley and sons publishing.London,1978
[40] Todorovska,Maria L.Base isolation by a soft first story with inclined columns.Journal of Engineering Mechanics.ASCE,Vol.12,No.4.Apr 1999:32-36