uniformlyk8k8.com

k8k8.com  时间:2021-03-21  阅读:()
DynamicCollapseAnalysisofReticulatedShellStructureswithSubstructuresLiHong-mei,WangJun-lin,RenXiao-qiang,SunJian-hengCollegeofUrbanandRuralConstruction,AgriculturalUniversityofHebei,Baoding071001,ChinaLuWeiEngineeringandTechnicalcollegeofHebei,Cangzhou061001,Chinaxqren@126.
comAbstract—Dynamiccollapseanalysisisanimportantresearchsubjectforlargespansinglelayerreticulatedshellstructures.
Inthispaper,thedynamiccollapsebehaviorofthesinglelayerreticulatedshellwithsubstructurewhichsupportsthereticulatedshellisinvestigatedundertheearthquakeactions.
Intheanalysis,thegeometricimperfections,thematerialandthegeometricnonlinearofthestructuresareconsidered.
Theeffectsofthedifferentstiffnessofsubstructuretothecollapseearthquakeaccelerationsandtheplasticmemberdistributionofthereticulatedshellareinvestigated.
Keywords—Singlelayersphericalreticulatedshell;dynamiccollapse;Substructures;plasticityratioI.
INTRODUCTIONReticulatedshellstructureisabasictypeofthelargespatialstructures.
Anditiswidelyusedinengineeringduetoitsattractivearchitecturalperformanceandthegoodloadbearingcapacity.
Becausethemembraneforceisthemainresistanceforceofthereticulatedshellstructuresunderloads,thestabilitybehaviorofthistypestructureisacontrollingfactorintheanalysisanddesign.
Thestabilitybehaviorincludesstaticstabilityanddynamicstability.
Inthepastdecades,thestaticstabilityofthereticulatedshellstructureshasbeenextensivelystudied,andalotofresearchresultshavebeengot[1-4].
Inrecentyears,thedynamiccollapseofthereticulatedshellcausedbytheearthquakeactionalsoattractsalotofresearchers,andaseriesoftheinvestigationresultshavebeenpresented[5-8].
Butuptonow,mostofthedynamiccollapseanalysispapersconsideredonlythereticulatedshellitselfandneglectedthesupportingframestructures,namelysubstructures.
Inpractical,mostspatialstructureshaveasupportingframeorcalled,"substructure".
Duringanearthquake,theeffectsofseismicgroundmotionsactonthebaseofthesesubstructuresandthentheseeffectsaretransmittedupintothemainreticulatedshellstructure.
Inthisrespect,anaccurateandrealisticinvestigationofthebehaviorofearthquakeresistantspatialstructureswouldbeachievedifthereticulatedshellstructureandthesupportingframe(substructure)areconsideredasanintegralwhole.
Todate,thereareonlyafewpaperspublishedconcerningthisissue[9-11].
Thispaperconsidersthereticulatedsphericalshellstructureandthesubstructuresasanintegralwholeandinvestigatesthedynamiccollapsebehaviorofthereticulatedshellunderearthquakeactions.
Intheanalysis,theinitialgeometricimperfectionstogetherwithgeometricandmaterialnonlinearitiesareallincluded,andthereticulatedsphericalshellswithsubstructuresofthedifferentstiffnessareanalyzedtodemonstratetheeffectsofstiffnessonthedynamiccollapseofthestructures.
Fig.
1.
K8reticulatedshellFig.
2.
K8reticulatedshellwithsubstructureII.
RETICULATEDSHELLMODELSANDCOLLAPSEANALYSISMETHODThewidelyusedK8reticulatedsphericalshell,asshowninFig.
1andFig.
2,isusedasthemodelstructureinthenumericalanalysis.
Themodelreticulatedshellhasaspanof50mandriseof10mwhichgivethestructurearisetospanratioof0.
2.
ThesteelframeshowninFig.
2isusedasthesubstructuretosupportthemainreticulatedsphericalshellstructure.
Themainreticulatedsphericalshellisrigid-jointedwiththesubstructure.
Thesubstructurehasaheightof8mandisalsorigid-jointedwiththebase.
Auniformlydistributedloadof1.
3kN/m2wasassumedtobeappliedoverthedome.
ThesteelmaterialusedforthemembersofboththedomeandsubstructurewasQ235withamodulusofelasticityE=206MPa,Poissonratioν=0.
26,yieldstrengthfy=235MPaandthematerialdensityis7850kg/m3.
Allofthematerialwasassumedtobeperfectlyelastic-plasticinbehavior.
TheRayleighdampingisusedinthenumericalanalysisandadampingratioof0.
02wasassumed.
Threetypeoftubularcross-sectionsareappliedforthemembersofthereticulatedsphericalshell,andtheyareΦ108*4,Φ83*4andΦ70*4respectivelyaccordingtotheinternalforceofmembersarisingfromstaticanalysis.
Theringbeamofthesubstructureismadeofsteelwitha'I'section250*250*10(flange)*8(web)cross-section.
Thecrosssectionsofthemembersofthestructurearealsotubularcrosssectionsandtheirdimensionisgiveninthefollowingsection.
ThenumericalanalysisofthestructuresiscarriedoutbyusingthefiniteelementanalysissoftwareANSYS[12].
IntheanalysisbyANSYS,thePIPE20elementisusedforallthetubularmembers.
Thiselementtypecandealwithboththegeometricandmaterialnonlinearbehaviorofthestructure.
Themembersofthemaindomeandthesubstructureareallrigidlyconnected.
Tomodeltheweightofthestructurefortheseismicanalysis,three-dimensionalMASS21elementsareusedtoconcentratetheweightofthestructureontothecorrespondingnodes.
ThethreedimensionalEl-Centroearthquakeaccelerationtimeseriesisselectedastheinputacceleration,inwhichthethreepeakaccelerationsofthetimeseriesinbothhorizontalandverticaldirectionsareax=2.
1014m/s2,ay=3.
4170m/s2,az=-2.
0635m/s2,respectively[13].
Tensecondtimehistorydurationisusedsothatallthepeakaccelerationsareincludedintheanalysis.
Forthemaindomestructure,avalueofD/300fortheinitialgeometricimperfectionwasconsidered,andthefirstbucklingmodeisemployedforthedistributionoftheimperfection.
Inthenumericalanalysis,theBudinsky-Roth[14]criterionisusedtodeterminethedynamiccollapseaccelerationofthemainreticulatedshellstructure.
Byusingthiscriterion,theseismicaccelerationincreasesgraduallybythesamefactorinthreedirectionswhilethecycleofthetimeseriesiskeptunchanged.
Thedynamicresponseofthestructureismonitoredunderincreasingacceleration,andasuddenincreaseofdisplacementduetoaverysmallincreaseinthemagnitudeoftheaccelerationisconsideredasanindicationofthedynamiccollapseofthestructure.
III.
DYNAMICCOLLAPSEANALYSISOFTHERETICULATEDSHELLWITHSUBSTRUCTURETodemonstratetheeffectofthesubstructuretothedynamiccollapseofthemainstructure,thereticulatedsphericalshellwithoutsubstructureisanalyzedfirstly.
Intheanalysis,thereticulatedsphericalshellispinconnectedwiththebase,andallthethreetranslationaldisplacementsoftheboundarynodesofthereticulatedstructuresarerestrained.
Fig.
3.
MaximumdisplacementofthereticulatedshellwithoutsubstructureFig.
4.
Dynamicresponseofthemaximumdisplacementofnode91Fig.
5.
Dynamicresponseofthemaximumdisplacementofnode91ThenumericaldynamicanalysisresultsofthereticulatedsphericalshellwithoutconsideringthesubstructureareshowninFig.
3,Fig.
4andFig.
5.
Theresultalsoshowsthatthemaximumdisplacementoccursintheverticaldisplacementofnode91.
Fig.
3showsthevariationofthemaximumnodedisplacementofthereticulatedshellwiththeearthquakepeakacceleration.
Thefigureindicatesthatwhentheearthquake0510152025050100150200250300350400Displacement/mmSeismicaccelerate/m/s2Time/sDisplacement/mTime/sDisplacement/mpeakaccelerationincreasesfrom3.
4m/s2to11.
9m/s2,themaximumdisplacementincreasesfrom50mmto157mm.
Thedisplacementincreasesnearlylinearlywithearthquakepeakacceleration.
Whentheearthquakepeakaccelerationincreasesfrom11.
9m/s2to13.
2m/s2,themaximumdisplacementincreasesto206mmfrom157mm,whichismuchlargerthantheincreasingratiooftheearthquakeacceleration.
Fig.
4showsthatwhentheearthquakeaccelerationis11.
9m/s2,thedynamicresponseofthemaximumdisplacementmaintainsthecharacterofvibratingatitsinitialvibrationequilibriumposition.
Fig.
5showsthatwhentheearthquakeaccelerationreaches13.
2m/s2,thedynamicresponseofthemaximumdisplacementdeviatesfromitsinitialvibrationequilibriumposition.
BaseontheBudinsky-Rothcriterion,thecollapseaccelerationofthestructureisbetween11.
9m/s2and13.
2m/s2,andtheaveragenumber12.
6m/s2istakenasthedynamiccollapseaccelerationofthereticulatedsphericalshellwithoutasubstructure.
Whenthesubstructureisconsidered,thesteelframeshowninFig.
2isusedasthesubstructure.
ThetubularcrosssectionofФ194*8isadoptedforallthecolumnsofthesubstructure.
ThenumericalanalysisresultsareshowninFig.
6andFig.
7.
Themaximumdisplacementundertheactionofearthquakeoccursintheverticaldisplacementofnode53insteadofnode91whenthesubstructureisnotconsidered.
Fig.
6showsthemaximumdisplacementofnode53underdifferentpeakacceleration.
Whenthepeakaccelerationincreasesfrom3.
4m/s2to9.
2m/s2,themaximumdisplacementincreasefrom67mmto129mm,andwhenthepeakaccelerationincreasesfrom9.
2m/s2to9.
5m/s2only,themaximumdisplacementincreasesto144mmrapidly.
Fig.
7showsthatthedynamicresponseofnode53hasseriouslydeviatesfromitsinitialvibrationequilibriumpositionwhenthepeakaccelerationreaches9.
5m/s2.
BasedontheBudinsky-Rothcriterion,thedynamiccollapseaccelerationofthereticulatedsphericalshellwithsubstructureofthecrosssectionФ194*8is9.
2m/s2,whichisless24.
6%thanthecollapseaccelerationwithoutsubstructure.
Fig.
6.
MaximumdisplacementofthereticulatedshellwithsubstructureFig.
7.
Dynamicresponseofthemaximumdisplacementofnode53IV.
EFFECTOFTHESTIFFNESSOFTHESUBSTRUCTURETheaboveanalysisclearlyshowsthatthecollapseaccelerationdecreaseslargelywhenthesubstructureisconsidered.
Toillustratetheeffectofadifferentstiffnessofthesubstructuretothecollapseaccelerationofthemainreticulatedshellstructure,afurtheranalysisofadifferentcrosssectionofthesubstructureiscarriedout.
Inthenumericalanalysis,thetubularcrosssectionofΦ245*10,Φ152*6isusedrespectivelyforallthecolumnofthesubstructure.
Fig.
8showsthemaximumdynamicdisplacementofthereticulatedshellwithsubstructure'scrosssectionofΦ245*10,Φ152*6andΦ194*8respectively.
Thefigureshowsthatwhenthedynamicaccelerationisless4m/s2,thedifferentstiffnessofthesubstructurehaslittleeffecttothemaximumdisplacementofthemainreticulatedshell.
Themaximumdisplacementofthemainreticulatedshellincreaseswiththedecreaseofthestiffnessofthesubstructurewhenthedynamicaccelerationislargerthan4m/s2.
TableIalsoclearlyshowsthatthedynamiccollapseaccelerationofthemainreticulatedshelldecreaseswiththeweakenedofthesubstructure.
WhenthetubularcrosssectionofΦ245*10,Φ194*8andΦ152*6isusedasthecolumnofthesubstructurerespectively,thedynamiccollapseaccelerationreduced19.
0%,24.
6%and35.
7%correspondinglycomparingwiththedynamiccollapseaccelerationofthemainstructurewithoutconsideringthesubstructure.
Themaximumdisplacementisaffectedlittlebythestiffnessofthesubstructurewhenthemainreticulatedshellcollapses.
Fig.
8.
Effectofthestiffnessofsubstructure051015050100150200250300350Displacement/mmSeismicaccelerate/m/s2Time/sDisplacement/m0501001502002503003500246810121416Φ152*6Φ194*8Φ245*10Displacement/mmSeismicaccelerate/m/s2TABLEI.
EFFECTOFSTIFFNESSOFSUBSTRUCTURE.
SectionofcolumnΦ245*10Φ194*8Φ152*6Dynamiccollapseacceleration(m/s2)10.
29.
28.
1Reducedratio19.
0%24.
6%35.
7%Maximumdisplacement(mm)158144157V.
THEPLASTICITYMEMBERSDISTRIBUTIONOFTHEMAINRETICULATEDSHELLSTRUCTUREWiththeincreaseofthedynamicacceleration,somemembersofthereticulatedshellwillreachintoplasticityfromelasticity,andthiswillaffectthedynamiccollapseaccelerationofthestructure.
Todemonstratehowthestiffnessofthesubstructureaffectstheplasticitydevelopmentofthememberofthemainstructure,theinvestigationofthewholeprocessoftheplasticitydevelopmentofmembersunderincreasingdynamicaccelerationispresentedbyFig.
9andFig.
10.
Fig.
9showstherationofplasticitymemberofwithoutconsideringthesubstructureandconsideringthesubstructureofdifferentstiffness.
Thefigureshowsthatforthesamedynamicacceleration,theratioofplasticitymemberofthereticulatedshellwithsubstructureismuchhigherthanthatofthereticulatedshellwithoutsubstructureandthattherationofplasticitymemberincreasesrapidlywiththedecreaseofthestiffnessofthesubstructure.
Whenthedynamicaccelerationis3.
4m/s2,1.
5%ofthemembersofthereticulatedshellwithasubstructureofΦ152*6hasreachedintoplasticity,butnoplasticitymembersappearfortheotherconditions.
Whenthedynamicaccelerationreaches5.
1m/s2,theplasticityratioofthememberofthereticulatedshellwithasubstructureofΦ152*6increasesto4.
6%,andthereticulatedshellwithoutsubstructurehasnoplasticitymemberstill.
Thenwiththeincreaseofthedynamicacceleration,theplasticitymembersappearforreticulatedshellofallconditions,andtheplasticityratioofmembersalsoincreases.
Theplasticityratioofmemberschangesfrom14%to16.
5%accordingtodifferentsupportconditionwhenthedynamiccollapseofthemainreticulatedshelloccurs.
Theinvestigationindicatesthatwhenmoreandmoremembersreachintoplasticitybehavior,thestiffnessofthemainreticulatedshellisreduced,andwhichfinallycausesthecollapseofthestructure.
Theplasticitymembersofthemainreticulatedshellwiththeweakersubstructureappearmuchmoreearlyandtheratioofplasticitymemberincreasemuchfasterthanthatofthereticulatedshellwithstrongersubstructureandwithoutsubstructure.
Therefore,thedynamiccollapseaccelerationofthereticulatedshellwithweakersubstructureismuchlessthanthatofthereticulatedshellwithstrongersubstructureandwithoutsubstructure.
Fig.
9.
Theplasticratioofthememberofreticulatedshellwithandwithoutsubstructure.
(a)a=5.
1m/s2(b)a=6.
8m/s2(c)a=8.
5m/s2(d)a=10.
2m/s2(e)a=11.
9m/s2Fig.
10.
DevelopmentProcessoftheplasticitymembersofthereticulatedshell051015202502468101214Proportionofplasticmembers/%Seismicaccelerate/m/s2withoutsubstructureΦ245*10Φ194*8Φ152*6Fig.
10showsthedevelopmentprocessofplasticitymembersofthemainreticulatedshellwithasubstructureoftubularcrosssectionΦ194*8,anditclearlydemonstratesthatwiththeincreaseofthedynamicacceleration,themoreandmoremembersofthereticulatedshellreachintoplasticitybehaviorfromelasticitybehavior.
VI.
CONCLUSIONThispaperinvestigatestheeffectofsubstructuretothedynamiccollapseofthereticulatedshell.
Intheanalysis,thegeometricimperfections,thematerialandthegeometricnonlinearofthestructuresareconsidered.
Theeffectsofthedifferentstiffnessofsubstructuretothecollapseearthquakeaccelerationsandtheplasticmemberdistributionofthereticulatedshellarealsoinvestigated.
(1)Thesubstructurewillreducethedynamiccollapseaccelerationsofthemainreticulatedshellstructure,andwhenthedynamiccollapseofthereticulatedshellstructureisanalyzed,themainstructureandthesubstructureshouldbeconsideredasanintegralwhole.
(2)Thedynamiccollapseaccelerationreducedwiththedecreaseofthestiffnessofthesubstructure.
Thisindicatesthatthestiffnessofthesubstructureshouldhaveacertainstiffnesstoensurethatthemainreticulatedshellhasenoughearthquakeresistancecapability(3)Theplasticitymembersofthemainreticulatedshellwiththeweakersubstructureappearmuchmoreearlyandtheplasticityratioofmembersalsoincreasemuchfasterthanthatofthereticulatedshellwithstrongersubstructureandwithoutsubstructure.
Therefore,thedynamiccollapseaccelerationofthereticulatedshellwithweakersubstructureismuchlessthanthatofthereticulatedshellwithstrongersubstructureandwithoutsubstructure.
REFERENCES[1]S.
Z.
Shen.
etal.
StabilityofReticulatedShells.
SciencePress,Beijing,China,1995.
[2]M.
Fujimoto,andK.
Imai,etal.
BucklingExperimentofSingle-layerTwo-wayGridCylinderShellRoofunderCentrallyConcentratedLoading.
SpaceStructures5,ThomasTelford,London,2002.
[3]W.
Chen,G.
Fu,andY.
He.
GeometricallyNonlinearStabilityPerformanceforPatialDoubleLayerReticulatedSteelShellStructures.
SpaceStructures5,ThomasTelford,London,2002.
[4]M.
Zeinoddini,G.
A.
R.
Parke,andP.
Disney.
"TheStabilityStudyofanInnovativeSteelDome,"Int.
J.
SpaceStruct.
vol.
19,no.
2,pp.
109-125,2004.
[5]S.
Jianheng.
StabilityofBracedDomesUnderDynamicLoads.
SpaceStructures4,ThomasTelford,London,1993.
[6]S.
Kato,T.
Ueki,andY.
Mukaiyama,"StudyofDynamicCollapseofSingle-layerReticularDomesSubjectedtoEarthquakeMotionsandEstimationofStaticallyEquivalentSeismicForce",Int.
J.
SpaceStruct.
vol.
12,no.
3/4,pp.
191-204,1997.
[7]I.
Ario,andT.
Kaita,DynamicStabilityofDomeStructureswithHomoclinicOrbit.
SpaceStructures5,ThomasTelford,London,2002.
[8]F.
Fan,S.
Z.
Shen,andG.
A.
R.
Parke,"StudyoftheDynamicStrengthofReticulatedDomesunderSevereEarthquakeLoading",Int.
J.
SpaceStruct.
vol.
20,no.
4,2005.
[9]A.
Sadeghi.
HorizontalEarthquakeLoadingandLinear/NonlinearSeismicBehaviorofDoubleLayerBarrelVaults.
InternationalJournalofSpaceStructures,Vol.
19,No.
1,pp.
235-244,2004.
[10]T.
Thkeuchi,andT.
Orawa,etal.
ResponseEvaluationofMediumSpanLatticeDomeswithSubstructuresUsingResponseSpectrumAnalysis.
ProceedingsoftheIASS,2004.
[11]S.
Jianheng,L.
Hongmei,andA.
RahimiNoshnagh.
EarthquakeEffectsonSingle-layerLatticeDomeswithSupportingFrames.
ProceedingofIABSE-IASS2011,London,2011.
[12]L.
Liming,ANSYSHandbookforFiniteElementAnalysis.
TuinghuaPublishingHouse,Bejing,2005.
[13]F.
P.
Ulrich,"TheImperialValleyEarthquakeof1940",Bull.
Seismolog.
Soc.
Am.
vol.
31,no.
2,pp.
13-31,1941.
[14]B.
Budiansky,andR.
S.
Roth,Axisymmetricdynamicbucklingofclampedshallowsphericalshells.
CollectedPapersonInstabilityofShellStructures,NASATND1510,pp.
597-606,1962.

数脉科技:香港服务器低至350元/月;阿里云CN2+BGP线路,带宽10M30M50M100M

数脉科技(shuhost)8月促销:香港独立服务器,自营BGP、CN2+BGP、阿里云线路,新客立减400港币/月,老用户按照优惠码减免!香港服务器带宽可选10Mbps、30Mbps、50Mbps、100Mbps带宽,支持中文本Windows、Linux等系统。数脉香港特价阿里云10MbpsCN2,e3-1230v2,16G内存,1T HDD 或 240G SSD,10Mbps带宽,IPv41个,...

妮妮云香港CTG云服务器1核 1G 3M19元/月

香港ctg云服务器香港ctg云服务器官网链接 点击进入妮妮云官网优惠活动 香港CTG云服务器地区CPU内存硬盘带宽IP价格购买地址香港1核1G20G3M5个19元/月点击购买香港2核2G30G5M10个40元/月点击购买香港2核2G40G5M20个450元/月点击购买香港4核4G50G6M30个80元/月点击购买香...

Megalayer(月599元)限时8月香港和美国大带宽服务器

第一、香港服务器机房这里我们可以看到有提供四个大带宽方案,是全向带宽和国际带宽,前者适合除了中国大陆地区的全网地区用户可以用,后者国际带宽适合欧美地区业务。如果我们是需要大陆地区速度CN2优化的,那就需要选择常规的优化带宽方案,参考这里。CPU内存硬盘带宽流量价格选择E3-12308GB240GB SSD50M全向带宽不限999元/月方案选择E3-12308GB240GB SSD100M国际带宽不...

k8k8.com为你推荐
12306崩溃12306是不是瘫痪了?sherylsandbergLean In是一个怎样的组织西部妈妈网我爸妈在云南做非法集资了,钱肯定交了很多,我不恨她们。他们叫我明天去看,让我用心的看,,说是什么...access数据库ACCESS数据库和SQL有什么区别?lunwenjiancepaperfree论文检测安全吗同一ip网站如何用不同的IP同时登陆一个网站avtt4.comCOM1/COM3/COM4是什么意思??/bbs2.99nets.com天堂1单机版到底怎么做菊爆盘请问网上百度贴吧里有些下载地址,他们就直接说菊爆盘,然后后面有字母和数字,比如dk几几几的,www.ca800.com西门子plc仿真软件有什么功能
备案域名 武汉域名注册 二级域名申请 cn域名备案 ftp空间 新秒杀 linode php主机 512av iisphpmysql 免费cdn加速 win8.1企业版升级win10 hkg 重庆双线服务器托管 卡巴斯基是免费的吗 ca187 无限流量 空间登录首页 中国电信网络测速 什么是web服务器 更多