带暗支撑“一字形”截面短肢剪力墙抗震性能分析
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摘要
现如今超高层建筑结构以及其它高耸结构已越来越多，而且高度还在不断的增加。剪力墙作为一种抵抗侧向力的结构单元在高层建筑中已得到广泛的应用。因此本文选取剪力墙体系中较为薄弱的抗震构件——“一字形”短肢剪力墙作为研究对象。以ABAQUS数值模拟暗支撑剪力墙在不同轴压比及墙内暗支撑钢筋配筋率等条件下对于其承载力、延性、“位移-荷载”曲线等关键抗震性能指标的影响进行了综合分析。
本文主要完成了以下工作：
1.对于带暗支撑剪力墙构件北京工业大学曹万林教授已做了大量的试验研究，但有限元模拟却非常少。本文用ABAQUS有限元软件来数值模拟曹教授前期所做的带暗支撑“一字形”截面短肢剪力墙，并将数值模拟结果与其试验结果进行对比分析。结果表明，用ABAQUS有限元软件模拟的暗支撑剪力墙与实验结果在加载前期，计算曲线与试验曲线吻合较好；但是到加载后期时，尤其到屈服阶段之后，因为屈服刚度比实验值略大，导致计算分析得到的位移值偏小，但承载力与试验值基本一致，验证了软件的可行性，这样可以为今后节约大量的试验经费。
2.研究了带暗支撑“一字形”截面短肢剪力墙在竖向轴力和水平位移荷载作用下的受力性能，以及其在不同轴压比、不同暗支撑钢筋配筋率、不同墙肢高厚比、不同暗支撑倾角情况下对墙体抗震性能的影响。
结果表明：带暗支撑“一字形”截面短肢剪力墙的屈服荷载、极限荷载明显比相应的普通短肢剪力墙有明显提高；轴压比、暗支撑配筋率、墙肢高厚比、暗支撑倾角对暗支撑短肢剪力墙的抗震性能影响较为明显，同时暗支撑明显改变了剪力墙的裂缝分布及走向。
Now high-rise building structures and other tall structure have more and morepopular, and the high degree is continuing to rise. Shear walls as a structural unit toresist lateral forces has been widely used in high-rise building structures. So this paperon the base of Ⅰ-shaped short pier shear wall model which is the relatively weakseismic system components. According to the results of Finite element softwareABAQUS simulation which has been compared with the experimental results,theinfluence of the bearing capacity, ductility and skeleton curve behavior on the I-shapedshort pier shear wall with concealed bracings is mainly studied under different axialcompression tatio and different reinforcement proportion of the concealed bracings.
The conclusions are as following
1.The professor of Beijing University Cao Wanlin has done a lot of trial researchabout shear wall with concealed bracings, while the finite element simulation is veryrare. Shear walls with concealed bracings are used in ABAQUS finite element analysisprogram, and compared with experimental results. The results showed that: On theloading beginning, shear wall with concealed bracings of the calculated curve using theABAQUS finite element software simulation and experimental results are in goodagreement. To the loading stage, in particular, to the yield phase, because the yieldstiffness is slightly larger than the experimental values, resulting in the calculationanalysis of the displacement value is small, but the carrying capacity with theexperimental values are basically the same.
2.The nonlinear seismic performance analysis model for the I-shaped short piershear wall with concealed bracings under monotonic loading has been presented.Different axial compression ratio, different reinforcement proportion of the concealedbracings, different wall limb thickness ratio and different concealed bracing dipparameters are considered in the analysis.
The results showed that:the yield load and the ultimate load of the I-shaped shortpier shear wall with concealed bracings are obviously significantly higher than thecorresponding ordinary shear walls; the factor that axial compression tatio, reinforce-ment proportion of the concealed bracings, wall limb thickness ratio and concealedbracing dip parameters significantly affact the seismic behavior of the I-shaped shortpier shear wall with concealed bracings, meanwhile, the concealed bracings haveobviously changed the distribution and the direction of the cracks.
本文主要完成了以下工作：
1.对于带暗支撑剪力墙构件北京工业大学曹万林教授已做了大量的试验研究，但有限元模拟却非常少。本文用ABAQUS有限元软件来数值模拟曹教授前期所做的带暗支撑“一字形”截面短肢剪力墙，并将数值模拟结果与其试验结果进行对比分析。结果表明，用ABAQUS有限元软件模拟的暗支撑剪力墙与实验结果在加载前期，计算曲线与试验曲线吻合较好；但是到加载后期时，尤其到屈服阶段之后，因为屈服刚度比实验值略大，导致计算分析得到的位移值偏小，但承载力与试验值基本一致，验证了软件的可行性，这样可以为今后节约大量的试验经费。
2.研究了带暗支撑“一字形”截面短肢剪力墙在竖向轴力和水平位移荷载作用下的受力性能，以及其在不同轴压比、不同暗支撑钢筋配筋率、不同墙肢高厚比、不同暗支撑倾角情况下对墙体抗震性能的影响。
结果表明：带暗支撑“一字形”截面短肢剪力墙的屈服荷载、极限荷载明显比相应的普通短肢剪力墙有明显提高；轴压比、暗支撑配筋率、墙肢高厚比、暗支撑倾角对暗支撑短肢剪力墙的抗震性能影响较为明显，同时暗支撑明显改变了剪力墙的裂缝分布及走向。
Now high-rise building structures and other tall structure have more and morepopular, and the high degree is continuing to rise. Shear walls as a structural unit toresist lateral forces has been widely used in high-rise building structures. So this paperon the base of Ⅰ-shaped short pier shear wall model which is the relatively weakseismic system components. According to the results of Finite element softwareABAQUS simulation which has been compared with the experimental results,theinfluence of the bearing capacity, ductility and skeleton curve behavior on the I-shapedshort pier shear wall with concealed bracings is mainly studied under different axialcompression tatio and different reinforcement proportion of the concealed bracings.
The conclusions are as following
1.The professor of Beijing University Cao Wanlin has done a lot of trial researchabout shear wall with concealed bracings, while the finite element simulation is veryrare. Shear walls with concealed bracings are used in ABAQUS finite element analysisprogram, and compared with experimental results. The results showed that: On theloading beginning, shear wall with concealed bracings of the calculated curve using theABAQUS finite element software simulation and experimental results are in goodagreement. To the loading stage, in particular, to the yield phase, because the yieldstiffness is slightly larger than the experimental values, resulting in the calculationanalysis of the displacement value is small, but the carrying capacity with theexperimental values are basically the same.
2.The nonlinear seismic performance analysis model for the I-shaped short piershear wall with concealed bracings under monotonic loading has been presented.Different axial compression ratio, different reinforcement proportion of the concealedbracings, different wall limb thickness ratio and different concealed bracing dipparameters are considered in the analysis.
The results showed that:the yield load and the ultimate load of the I-shaped shortpier shear wall with concealed bracings are obviously significantly higher than thecorresponding ordinary shear walls; the factor that axial compression tatio, reinforce-ment proportion of the concealed bracings, wall limb thickness ratio and concealedbracing dip parameters significantly affact the seismic behavior of the I-shaped shortpier shear wall with concealed bracings, meanwhile, the concealed bracings haveobviously changed the distribution and the direction of the cracks.
引文
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[2] GB50010-2010，高层建筑混凝土结构设计规程．北京：中国建筑工业出版社，2010
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[4]程文瀼，金向前，吴志彬．短肢剪力墙的设计与研究[J]．建筑结构，2001，31(7)
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[6] GB50010-2010，混凝土结构设计规范．.北京：中国建筑工业出版社，2010
[7] GB50010-2010，建筑抗震设计规范．北京：中国建筑工业出版社，2010
[8]宋建学．对称短肢墙内力分布规律研究．河南科学，2003，5：666-670
[9]吕西林，董宇光，丁子文．截面中部配置型钢的混凝土剪力墙抗震性能研究[J]．地震工程与工程振动，2006，26(6)：101-107
[10]黄雄军，赵世春．带劲性钢筋混凝土边框低剪力墙的试验研究[J]．西南交通大学学报，1999，34(5)：535-539
[11]罗英，赵世春．带SRC边框低剪力墙的抗震性能试验研究[J]．西安公路交通大学学报，1999，19(2)：65-69
[12]黄双华，黄雄军．劲性混凝土带边框低剪力墙极限承载力的计算[J]．西南交通大学学报，2001，36(4)：360-364
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[15]张晋，吕志涛．短肢剪力墙筒体结构模型振动台试验研究[J]．东南大学学报(自然科学版)2001，31(6)：4-8
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[17]程绍革．高层建筑短肢剪力墙结构振动台试验研究[J]．建筑科学，2000，16(1)：12-16
[18]宋建学，刘立新，彭少民．低周反复试验中短肢墙应变分布演化过程研究[J]．世界地震工程，2002，18(1)：77-80
[19]周建中，陆春阳，苏益声，赵鸿铁．钢筋混凝土不等肢L形异形柱承载力的试验研究[J]．西安建筑科技大学学报(自然科学版)，2001(1)：6-9
[20]宫广娟．短肢剪力墙内力分布规律的研究[J]．郑州大学学报，2003，6:37-40
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[23] Emori Katsuhiko.Compressive and shear strength of concrete filled steel boxWall,Steel Structures,2002,26(2),29-40
[24] Link R A, ElwiA E. Composite concrete-steel plate walls:analysis and Behavior,1995. Journal of Structural Engineering,1995,121(2),260-271
[25] Tong Xiangdong, Hajjar Jerome F, Arturo E. Cyclic behavior of steel framestructures with composite reinforced concrete infill walls and partially-restrainedconnections,2005,61(4):531-552
[26] Saari William K, Hajja Jerome F,Schultz Arturo E. Shield Behavior of shear studsin steel frames with reinforced concrete infill walls. Journal of ConstructionalSteel Research.2004,10(60):1453-1480
[27] Driver Robert G,Kulak Geoffrey L,Kenned D J Laurie,et al. Cyclic test offour-story steel plate shear wall. Journal of Structural Engineering,1998,124(2),112-120
[28] Abolhassan Astaneh-A sh,Qiuhong Zhao. Cyclic behavior of steel shear wallSystems. Annual Stability Conference. Seattle: Structural Stability ResearchCouncil,2002
[29] PAULAYT. Coupling Beams of Reinforced Concrete Shear Walls[J].Journal ofstructural division,1971,97(3),843-862
[30] PARKR,PAULAYT.Reinforced Concrete Structure[M].New York: John Wiley&Sons Inc,1975
[31] Thomas T.C.,Hsu. Ductility of reinforced concrete members and shearwalls.Journal ofthe Chinese Institute of Engineers,V01.3,No.I,PPl-20,1980
[32] Vecchio fj. Finite element modeling of concrete expansionand confinement.1992(09)
[33]曹万林，张建伟．带暗支撑低矮剪力墙抗震性能试验及承载力计算[J]．土木工程学报，2004，37(3)：44-5l
[34]曹万林，张建伟，崔立长，宋文勇，张宏宇．钢筋混凝土带暗支撑双功能低矮剪力墙抗震性能试验研究[J]．建筑结构学报，2003(1)
[35] Cao W L,Xue S D,Zhang J W. Seismic Performance of RC Shear Wall withConcealed Bracing[J]. Advances in Structural Engineering,2003,6(1):1-13
[36]曹万林，张建伟，田宝发，刘春燕，宋文勇．带暗支撑低矮剪力墙抗震性能试验及承载力计算[J]．土木工程学报，2004，37(3)：44-51
[37]曹万林，张建伟，田宝发，宋文勇，王红城．钢筋混凝土带暗支撑中高剪力墙抗震性能试验研究[J]．建筑结构学报2002(6)
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[2] GB50010-2010，高层建筑混凝土结构设计规程．北京：中国建筑工业出版社，2010
[3]高小旺，薄庭辉，宗志桓．带边框开竖缝钢筋砼低矮墙的试验研究[J]．建筑科学，1995，(4)，24-32
[4]程文瀼，金向前，吴志彬．短肢剪力墙的设计与研究[J]．建筑结构，2001，31(7)
[5]黄东升，程文瀼，彭飞．短肢剪力墙的设计与研究（二）[J]．建筑结构，2002，32(8)：24-25，72
[6] GB50010-2010，混凝土结构设计规范．.北京：中国建筑工业出版社，2010
[7] GB50010-2010，建筑抗震设计规范．北京：中国建筑工业出版社，2010
[8]宋建学．对称短肢墙内力分布规律研究．河南科学，2003，5：666-670
[9]吕西林，董宇光，丁子文．截面中部配置型钢的混凝土剪力墙抗震性能研究[J]．地震工程与工程振动，2006，26(6)：101-107
[10]黄雄军，赵世春．带劲性钢筋混凝土边框低剪力墙的试验研究[J]．西南交通大学学报，1999，34(5)：535-539
[11]罗英，赵世春．带SRC边框低剪力墙的抗震性能试验研究[J]．西安公路交通大学学报，1999，19(2)：65-69
[12]黄双华，黄雄军．劲性混凝土带边框低剪力墙极限承载力的计算[J]．西南交通大学学报，2001，36(4)：360-364
[13]刘航，蓝宗建．钢筋混凝土低剪力墙抗震性能试验研究[J]．工业建筑，1997，2(5)：31-36
[14]武敏刚，吕西林．钢骨联肢剪力墙抗震性能试验研究[J]．结构工程师，2004，2(5)：52-56
[15]张晋，吕志涛．短肢剪力墙筒体结构模型振动台试验研究[J]．东南大学学报(自然科学版)2001，31(6)：4-8
[16]张晋，吕志涛，冯健．异形柱框轻和短肢剪力墙住宅结构体系[J]．建筑结构，2001，31(7)：48-50
[17]程绍革．高层建筑短肢剪力墙结构振动台试验研究[J]．建筑科学，2000，16(1)：12-16
[18]宋建学，刘立新，彭少民．低周反复试验中短肢墙应变分布演化过程研究[J]．世界地震工程，2002，18(1)：77-80
[19]周建中，陆春阳，苏益声，赵鸿铁．钢筋混凝土不等肢L形异形柱承载力的试验研究[J]．西安建筑科技大学学报(自然科学版)，2001(1)：6-9
[20]宫广娟．短肢剪力墙内力分布规律的研究[J]．郑州大学学报，2003，6:37-40
[21] L.N.Ranmamurthy, T.A.Hafeez, L-ShaPe.Colunm Design for Biaxial Eeceniricity[J]. Journal of structural Engineering, August,1985
[22] Tomas N S,Georgios G P,Cyclic load behavior of low—slendeness RC walls:Design basis and test results.ACI Struct,1996,4,49-66
[23] Emori Katsuhiko.Compressive and shear strength of concrete filled steel boxWall,Steel Structures,2002,26(2),29-40
[24] Link R A, ElwiA E. Composite concrete-steel plate walls:analysis and Behavior,1995. Journal of Structural Engineering,1995,121(2),260-271
[25] Tong Xiangdong, Hajjar Jerome F, Arturo E. Cyclic behavior of steel framestructures with composite reinforced concrete infill walls and partially-restrainedconnections,2005,61(4):531-552
[26] Saari William K, Hajja Jerome F,Schultz Arturo E. Shield Behavior of shear studsin steel frames with reinforced concrete infill walls. Journal of ConstructionalSteel Research.2004,10(60):1453-1480
[27] Driver Robert G,Kulak Geoffrey L,Kenned D J Laurie,et al. Cyclic test offour-story steel plate shear wall. Journal of Structural Engineering,1998,124(2),112-120
[28] Abolhassan Astaneh-A sh,Qiuhong Zhao. Cyclic behavior of steel shear wallSystems. Annual Stability Conference. Seattle: Structural Stability ResearchCouncil,2002
[29] PAULAYT. Coupling Beams of Reinforced Concrete Shear Walls[J].Journal ofstructural division,1971,97(3),843-862
[30] PARKR,PAULAYT.Reinforced Concrete Structure[M].New York: John Wiley&Sons Inc,1975
[31] Thomas T.C.,Hsu. Ductility of reinforced concrete members and shearwalls.Journal ofthe Chinese Institute of Engineers,V01.3,No.I,PPl-20,1980
[32] Vecchio fj. Finite element modeling of concrete expansionand confinement.1992(09)
[33]曹万林，张建伟．带暗支撑低矮剪力墙抗震性能试验及承载力计算[J]．土木工程学报，2004，37(3)：44-5l
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