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.

捷锐数据399/年、60元/季 ,香港CN2云服务器 4H4G10M

捷锐数据官网商家介绍捷锐数据怎么样?捷锐数据好不好?捷锐数据是成立于2018年一家国人IDC商家,早期其主营虚拟主机CDN,现在主要有香港云服、国内物理机、腾讯轻量云代理、阿里轻量云代理,自营香港为CN2+BGP线路,采用KVM虚拟化而且单IP提供10G流量清洗并且免费配备天机盾可达到屏蔽UDP以及无视CC效果。这次捷锐数据给大家带来的活动是香港云促销,总共放量40台点击进入捷锐数据官网优惠活动内...

老周互联24小时无理由退款,香港原生IP,28元起

老周互联怎么样?老周互联隶属于老周网络科技部旗下,创立于2019年12月份,是一家具有代表性的国人商家。目前主营的产品有云服务器,裸金属服务器。创办一年多以来,我们一直坚持以口碑至上,服务宗旨为理念,为用户提供7*24小时的轮班服务,目前已有上千多家中小型站长选择我们!服务宗旨:老周互联提供7*24小时轮流值班客服,用户24小时内咨询问题可提交工单,我们会在30分钟内为您快速解答!另免费部署服务器...

EtherNetservers年付仅10美元,美国洛杉矶VPS/1核512M内存10GB硬盘1Gpbs端口月流量500GB/2个IP

EtherNetservers是一家成立于2013年的英国主机商,提供基于OpenVZ和KVM架构的VPS,数据中心包括美国洛杉矶、新泽西和杰克逊维尔,商家支持使用PayPal、支付宝等付款方式,提供 60 天退款保证,这在IDC行业来说很少见,也可见商家对自家产品很有信心。有需要便宜VPS、多IP VPS的朋友可以关注一下。优惠码SUMMER-VPS-15 (终身 15% 的折扣)SUMMER-...

k8k8.com为你推荐
futureshop在加拿大买电脑的注意事项是什么?硬盘工作原理高人指点:电子存储器(U盘,储存卡,硬盘等)的工作原理梦之队官网史上最强的nba梦之队是哪一年留学生认证留学生学历认证的意义是什么?同ip网站查询服务器禁PING 是不是就可以解决同IP网站查询问题地陷裂口造成地陷都有哪些原因?rawtoolsRAW是什么衣服牌子百度关键词工具常见的关键词挖掘工具有哪些长尾关键词挖掘工具大家是怎么挖掘长尾关键词的?网站检测请问,对网站进行监控检测的工具有哪些?
过期备案域名查询 bbr 密码泄露 火车票抢票攻略 lighttpd 远程登陆工具 193邮箱 泉州移动 免费申请网站 免费测手机号 外贸空间 shuang12 789 lick 下载速度测试 免费蓝钻 万网主机 登陆qq空间 空间服务器 免费个人网页 更多