大开间小型混凝土砌块10层模型房屋抗震性能试验研究(I)
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摘要
我国抗震设计规范 (GB 5 0 0 11- 2 0 0 1)规定在 6、7、8度区 ,混凝土小砌块结构分别可以建七、六、五层。由于混凝土小砌块结构的最大优势在于 10 - 2 0层 (与混凝土框架或框架剪力墙结构比 )。本文按 1/ 4比例制作了 10层混凝土小砌块结构模型 ,按 7度设防要求实施构造措施 ,通过振动台试验研究模型结构的抗震性能。结果表明 ,模型结构完全能够满足在 7度区“小震不坏 ,大震不倒”的要求。圈梁、构造柱以及水平拉结筋构成的约束体系抗震作用是明显的。试验利用砌块的非注芯孔灌注铁砂来模拟墙体出平面动力效应。在本模型的构造措施下 ,出平面反应不对结构破坏起控制作用
According to the Chinese seismic code(GB50011-2001) the stories limit is 7,6 and 5 for hollow concrete block masonry structure at seismic intensity area of 6,7 and 8 respectively. But the advantages of hollow concrete block masonry structure will exhibit on stories of 10 to 20 (comparing with concrete frame or concrete frame with shear walls structures). Here a 10 storied hollow concrete block masonry structure model with a 1/4 scale factor is constructed with 19% of core pouring ratio. Different levels and different spectra of earthquake records are input into the model by shaking table. The results show that such a model can surely meet the seismic demand for intensity 7. It seems that it is unnecessary to restrict the story number under 6 at intensity 7areas. The seismic effectiveness of the tie beams and columns is obvious. The left 8% of the cores are poured with cast iron particles, thus the out of plane behavior of the walls can be well simulated. In fact, the out-of-plane response does not act as a control factor.
According to the Chinese seismic code(GB50011-2001) the stories limit is 7,6 and 5 for hollow concrete block masonry structure at seismic intensity area of 6,7 and 8 respectively. But the advantages of hollow concrete block masonry structure will exhibit on stories of 10 to 20 (comparing with concrete frame or concrete frame with shear walls structures). Here a 10 storied hollow concrete block masonry structure model with a 1/4 scale factor is constructed with 19% of core pouring ratio. Different levels and different spectra of earthquake records are input into the model by shaking table. The results show that such a model can surely meet the seismic demand for intensity 7. It seems that it is unnecessary to restrict the story number under 6 at intensity 7areas. The seismic effectiveness of the tie beams and columns is obvious. The left 8% of the cores are poured with cast iron particles, thus the out of plane behavior of the walls can be well simulated. In fact, the out-of-plane response does not act as a control factor.
引文
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[21] D .Benedetti,P .CarydisandP .Pezzoli,ShakingTableTestson24SimpleMasonryBuildings[J].EESD ,1998,27(67-90).
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[24] G .S .Cheok,W .C .StoneandS .K .Kunnath,SeismicResponseofPrecastConcreteFrameswithHybridConnections[J].ACIStructuralJournal1998,95(5):527-539.
[25] M .Elmorsi,M .RezaKianoushangW .K .Tso,NonlinearAnalysisofCyclicallyLoadedReinforced,ConcreteStructures[J].ACIStructuralJournal,1998,95(6):725-739.
[26] MarioERodriguezandSergioA .Santiago,SimulatedSeismicLoadTestsonTwo-StoryWaffle-Flat-PlateStructureRehabilitatedbyJacketing[J].ACIStructuralJournal,1998,95(2):129-141.
[27] R .Jankowski,K .WildeandY .Fujino,PoundingofSuperstructureSegmentsinIsolatedElevatedBridgeDuringDarthquakes[J].EESD 1998,27:487-502.
[28] M .AshourandG .Norris,ModelingLateralSoil-PileResponseBasedonSoil-PileInteraction[J].JournalofGeotechnicalandGeoenviornmentalEngi neering,2000,126(5):420-428.
[29] R .Jankowski,KWildeandY .Fujino,ReductionofPoundingEffectsinElevatedBridgesduringEarthquakes[J].EESD ,2000,29:195-21.
[30] A .Ohtsuki,K .FukutakeandM .Sato,AnalyticalandCentrifugeStudiesofPileGroupsinLiquefiableSoilbeforeandafterSiteRemediation[J].EESD ,1998,27:1-14.
[31] J.C .Scrivener,ReinforcedMasonry-SeismicBehaviourandDesign[J].BulletinofN .Z .SocietyforEarthquakeEngineering,1972,5(4).
[32] StephenG .BuonopaneandRichardN .White,SeismicEvaluationofAMasonryInfilledReinforcedConcreteFramebyPseudodynamicTesting[R].MCEER ,1999.
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[34] PedroA .Hiddalgo,RonaldL .Mayes,HughD .MchivenandRayW .Clough,CyclicLoadingTestsofMasonrySinglePiersVolume3-HeighttoWidthRatioof0.5[R].EERC -79/12,1979.
[35] GeorgeC .Manos,RayW .loughandRona
[2] CaryC .Hart,TheSeismicDesignHandbook[M].(EditedbyFarzadNaeim,VANNOSTRANDREINHOLD ,NewYork,1989.
[3] RobertE .EnglekirkGaryG .Hart,EarthquakeDesignofConcreteMasonryBuildings[M].Prentice-Hall,Inc,1984,2.
[4] YutaroOmote,RonaldL .Mayes,Shy-wenJ .ChenandRayW .Clough,ALiteraturesurveytransversestrengthofmasonrywalls[R].UCB ,EER -77/07,1997.
[5] Y .MengiandH .D .MeNiven,AmathematicalmodelfortheinplaneNon-linearearthquakebehavior[J].EESD ,1984,18,223-237.
[6] Y .MengiandH .D .MeNiven,AmathematicalmodelfortheinplaneNon-linearearthquakebehavior[J].EESD ,1989,18:249-261.
[7] Cox,F .W .AndEnnga,J.L .,Transversestrengthofconcreteblockwalls[J].J .OftheAmericanconcreteInstite,May,1989.
[8] Scrivener,J .C .,(1972),ReinforcedofNewZewZealandSocietyforEarthquakeEngineering,1972(2).
[9] FourthCanadianMasonrySymposium[C].Univ.OfNewnswick,NewBrunswick,Canada,June,1986.
[11] 吕西林.砌体结构墙体模型振动台试验及其动力相似作用[J].工程抗震,1993.
[12] 高本立.刚性边界砌体填充墙的平面外承载力[A].99’全国砌体结构学术会议[C].中国杭州,1999.
[13] 高永孚,陈科祥.大开间混凝土小型空心砌块住宅设计[A].99’全国砌体结构学述会议[C].中国杭州,1999.
[14] 谢小军,施楚贤.配筋混凝土小砌块房屋弹塑性地震反应分析[A].99’全国砌体结构学术会议[C].中国杭州,1999.
[15] GaryC .Hart,SeismicDesignofMasonryStructures[A].TheSeismicDesignHandbook-StructuralEngineeringSeries[C].VanNostrandReinhold,NewYork,1989.
[16] 中华人民共和国国家标准,建筑抗震设计规范(GBJ 11-89)[D].哈尔滨建筑大学博士学位论文,1999.
[17] 朱伯龙.砌体结构设计原理[M].上海:同济大学出版社,1991.
[18] 王风来.底层大开间框剪组合墙结构框支墙梁试验研究[D].哈尔滨建筑大学博士学位论文,1999.
[19] MarioPaz,InternationalHandbookofEarthquakeEngineeringCodes,Programs,andExamples[M].Chapman&Hall,AnInternationalThomsonPublish ingCompany,1994.
[20] 张敏政,地震模拟实验中相似律应用的若干问题[J].地震工程与工程振动,1997,17(2).
[21] D .Benedetti,P .CarydisandP .Pezzoli,ShakingTableTestson24SimpleMasonryBuildings[J].EESD ,1998,27(67-90).
[22] HughD .Mcniven,AMathematicalModelforTheIn-PlaneNon-LinearEarthquakeBehaviourofUnreinforcedMasonryWalls.Part2:CompletionofTheModel[J].EESD ,1989,18:249-261.
[23] YalcinMengi,AMathematicalModelforTheIn-PlaneNon-LinearEarthquakeBehaviourofUnreinforcedMasonryWalls.Part1:ExperimentsandPropsedModel[J].EESD ,1989,18:223-247.
[24] G .S .Cheok,W .C .StoneandS .K .Kunnath,SeismicResponseofPrecastConcreteFrameswithHybridConnections[J].ACIStructuralJournal1998,95(5):527-539.
[25] M .Elmorsi,M .RezaKianoushangW .K .Tso,NonlinearAnalysisofCyclicallyLoadedReinforced,ConcreteStructures[J].ACIStructuralJournal,1998,95(6):725-739.
[26] MarioERodriguezandSergioA .Santiago,SimulatedSeismicLoadTestsonTwo-StoryWaffle-Flat-PlateStructureRehabilitatedbyJacketing[J].ACIStructuralJournal,1998,95(2):129-141.
[27] R .Jankowski,K .WildeandY .Fujino,PoundingofSuperstructureSegmentsinIsolatedElevatedBridgeDuringDarthquakes[J].EESD 1998,27:487-502.
[28] M .AshourandG .Norris,ModelingLateralSoil-PileResponseBasedonSoil-PileInteraction[J].JournalofGeotechnicalandGeoenviornmentalEngi neering,2000,126(5):420-428.
[29] R .Jankowski,KWildeandY .Fujino,ReductionofPoundingEffectsinElevatedBridgesduringEarthquakes[J].EESD ,2000,29:195-21.
[30] A .Ohtsuki,K .FukutakeandM .Sato,AnalyticalandCentrifugeStudiesofPileGroupsinLiquefiableSoilbeforeandafterSiteRemediation[J].EESD ,1998,27:1-14.
[31] J.C .Scrivener,ReinforcedMasonry-SeismicBehaviourandDesign[J].BulletinofN .Z .SocietyforEarthquakeEngineering,1972,5(4).
[32] StephenG .BuonopaneandRichardN .White,SeismicEvaluationofAMasonryInfilledReinforcedConcreteFramebyPseudodynamicTesting[R].MCEER ,1999.
[33] StephenG .BuonopaneandRichardN .White,SeismicEvaluationofAMasonryInfilledReinforcedConcreteFramebyPseudodynamicTesting[R].MCEER ,1999.
[34] PedroA .Hiddalgo,RonaldL .Mayes,HughD .MchivenandRayW .Clough,CyclicLoadingTestsofMasonrySinglePiersVolume3-HeighttoWidthRatioof0.5[R].EERC -79/12,1979.
[35] GeorgeC .Manos,RayW .loughandRona
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