m2ambk700eng calcs code項(xiàng)目名稱迪士尼度假區(qū)標(biāo)識(shí)牌

結(jié)構(gòu)StructureCalculation項(xiàng)目名稱：迪士尼度假區(qū)標(biāo)識(shí)ProjectName:ShanghaiDisneyThemePark設(shè)計(jì)單位：至形工程Designinstitute:ZhiXingSignageEngineering 號(hào)：G-Author:Xue計(jì)算日期：2015316Calculationdate:Mar16th本工程鋁標(biāo)識(shí)位于迪士度區(qū)園區(qū)內(nèi)按構(gòu)物標(biāo)設(shè)計(jì)計(jì)算，設(shè)計(jì)圖號(hào)為GMBK700/01020304，標(biāo)識(shí)牌總體情況如下圖所示：ThealuminumsignageisdesignedforShanghaiDisneyResort.Thecalculationisdoneaccordingtostandardstructurecalculation.DrawingnumberisG-MBK700/01-02-03-04.Drawingofthesignageisshown一、設(shè)計(jì)依據(jù)和基礎(chǔ)參數(shù)Designstandardandbasic設(shè)計(jì)依據(jù)Design Loadcodeforthedesignofbuildingstructures《鋼結(jié)構(gòu)設(shè)計(jì)規(guī)范 (GB50017-Codefordesignofsteel Codefordesignofaluminumalloystructures Codefordesignofconcretestructures結(jié)構(gòu)材料參數(shù)Structurematerial該工程位于市浦東新區(qū)，為迪士尼度假區(qū)內(nèi)標(biāo)識(shí)牌。標(biāo)識(shí)牌主要材料均為鋁材，連接螺栓采用鋼材，標(biāo)號(hào)為Q235鋼，螺栓鋁板抗拉/壓強(qiáng)度設(shè)計(jì)值f’=90N/mm2鋁板抗剪強(qiáng)度設(shè)計(jì)值f’v=55N/mm2鋁板容重g0=27kN/m3鋼材抗拉/壓強(qiáng)度設(shè)計(jì)值f=210N/mm2鋼材抗剪強(qiáng)度設(shè)計(jì)值fv=125N/mm2鋼材容重g1=78kN/m3混凝土抗壓強(qiáng)度設(shè)計(jì)值fc=14.3N/mm2混凝土抗拉強(qiáng)度設(shè)計(jì)值ft=1.43N/mm2混凝土容重g2=25kN/m3螺栓抗拉強(qiáng)度設(shè)計(jì)值ftb=170螺栓抗剪強(qiáng)度設(shè)計(jì)值fvb=140TheprojectislocatedatShanghaiPuDongdistrict.ThesignageislocatedwithinShanghaiDisneyResort.Themainmaterialforthesignageisaluminum.Theconnectingthreadedboltsusedarelevel4.6standardboltsandthethreadedandanchorboltsareallmadeofQ235steel.ThestrengthlevelofthecementisC30.MaterialparametersareshownAluminumpanel pressivestrengthdesignvaluef’=90N/mm2Aluminumpanelshearstrengthdesignvaluef’v=55N/mm2Aluminumpanelvolumetricweightg0=27kN/m3 pressivestrengthdesignvaluef=210N/mm2Steelshearstrengthdesignvaluefv=125N/mm2Steelvolumetricweightg1=78Cementcompressivestrengthdesignvaluefc=14.3N/mm2Cementtensilestrengthdesignvalueft=1.43N/mm2Cementvolumetricweightg2=25kN/m3Threadedbolttensilestrengthdesignvalueftb=170N/mm2Threadedboltshearstrengthdesignvaluefvb=140N/mm2構(gòu)件幾何尺寸Structure用點(diǎn)距地面高度為4800mm，按最不利考慮取H=4.8m。迎風(fēng)面外形不規(guī)則，如上圖所示，迎風(fēng)面積S=0.254m2Thedistancefromsignagetothegroundis4300mm.Whenconvertingthewindloadtoanequivalentconcentratedforce,thedistancebetweentheactingpointoftheforceandthegroundis4800mm.Assumetheworstcasescenario,takeH=4.8m.ThewindwardsideofthesignagehasanirregularshapeasshowninthedrawingabovewhichhasatotalareaofS=0.254m2.標(biāo)識(shí)牌通過1根橫向懸臂桿件即13mm厚鋁板與墻體連接，鋁Thesignageisconnectedtothewallthroughahorizontalcantileverbeammadeof13mmaluminumplate.Thebeamisweldedtothebaseplatethatisalsomadeof13mmaluminumplate.Thealuminumbaseplateisinstalledontothewallusingthreadedbolts.20Kg=200N。Themajorityoftheremainingsignagepartsaremadeofaluminum.Accordingthedataprovidedbythedesignandproductioncompany,theweightofthesignageis20KG,henceG=200N.Bendingforceandbendingcausedbytheweightofthe懸臂鋁板受到自重荷載下的剪力Q=G=0.2kN，彎矩按標(biāo)識(shí)牌主要荷重部分的中點(diǎn)計(jì)算力臂，即M1=0.2×0.43=0.086kN*m。ThebendingforceonthealuminumpanelcantileverbeamcausedbytheweightofthesignageisQ=G=0.2kN.Usingthemiddlepointofthemajorloadofthesignagetocalculatethearmofforceandthebending esM1=0.2×0.43=0.086kN*m.二、Windload風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算Windloadstandard所在地基本風(fēng)壓為w0=0.55kN/m2，考慮到海風(fēng)影響，地面粗糙度類別為A類（近海海面和海島、海岸、湖岸及沙漠地區(qū)，構(gòu)筑物5m，查《建筑結(jié)構(gòu)荷載規(guī)范》(B500092012)，風(fēng)壓高度變化系數(shù)μ=.0，風(fēng)荷載體型系數(shù)s13，系數(shù)=.74。按荷載規(guī)范公式8.1.1-1，風(fēng)荷載標(biāo)準(zhǔn)wk=βzμsμzw0=1.74×1.3×1.09×0.55=1.356kN/m2Thebasicwindpressureatthesignagelocationisw0=0.55kN/m2,takingintoconsiderationtheeffectofwindfromoceanandgroundroughnessislevelA(Fornearoceanwatersurface,island,oceanshore,lakeshoreanddesertarea).Thestructureheightdoesnotexceed5m,accordingto“buildingstructureloadregulation”(GB50009-2012),windpressurevariationcoefficientisμz=1.09,windloadbodycoefficientisμs=1.3, βz=1.74.According regulation’sloadformula8.1.1-1,standardwindloadvalueiswk=βzμsμzw0=1.74×1.3×1.09×0.55=1.356風(fēng)荷載傾覆彎矩計(jì)算Windloadcapsizingbendingmoment風(fēng)荷載作用下傾覆彎矩的計(jì)算簡(jiǎn)圖和等效模型如下圖所Thediagramsindicatingthebendingmomentunderthewindloadanditsequivalentmodelareshownbelow.風(fēng)荷載等效集中力F=S×wk=0.254×1.356=0.345kNM2=F×H=0.345×0.43=0.148kN*m。 F=S×wk=0.2541.356=0.345ThebendingmomentcausedbywindloadM2M2=F×H=0.345×0.43=0.148kN*m.三、與支柱或墻體連接處強(qiáng)度計(jì)算Calculationofthestrengthatthejointofthebeamandwall驗(yàn)算13mm厚懸臂鋁板考慮風(fēng)荷載作用和自重作用下桿件底部自重荷載在連接處最大彎矩為M1=0.086kN*m。風(fēng)荷載在連接處最大彎矩M2=0.148kN*m。自重荷載為Q=0.2kN。風(fēng)荷載集中力F=0.345kNCalculatethestressattheendofthe13mmaluminumcantileverunderthewindloadandself-weightofthesignage. umbendingmomentatthejointcausedbysignageself-weightisM1=0.086kN*m. umbendingmomentatthejointcausedbywindloadM2=0.148TheshearforcecausedbytheweightofthesignageTheconcentratedwindloadforceisF=0.345連接處彎矩驗(yàn)算Calculationofthebendingstressatthe按照《鋁合金結(jié)構(gòu)設(shè)計(jì)規(guī)范》(GB50429-2007)第6.1.1條，考Mx雙向彎曲共同作用的荷載工況，公式6.1.1

MyWny， 矩作用平面的凈截面模量，Wnx=bh2/6=13×1352/6=39487.5mm3，Wny=hb2/6=135×132/6=3802.5mm3，γx為截面塑性發(fā)展系數(shù)，取AccordingtoCodefordesignofaluminumalloystructures,(GB50429-2007)section6.1.1,bendingstresscausedbyloadsintwodifferentdirections,theformula6.1.1isMx

MyWny.Thecrosssectionofthebeamisrectangularandthebendingmomentsarecausedbythesignageweightloadandwindload.Wnxisthenetsectionmodulusofthebendingplane×1352/6=39487.5mm3,Wny=hb2/6=135×132/6=3802.5mm3,γxtheplasticdevelopmentcoefficientwhichisequalto1inthiscase.HencethenormalbendingstressatthecrosssectionisMx M

41.10N/ 41.10N/mm2[f]90N/AccordingtoCodefordesignofaluminumalloystructures,(GB50429-2007)section6.1.1,bendingstresscausedbyloadsintwodifferentdirections,theformula6.1.1isMx

MyWny.Thecrosssectionofthebeamisrectangularandthebendingmomentsarecausedbythesignageweightloadandwindload.Wnxisthenetsectionmodulusofthebendingplane×1352/6=39487.5mm3,Wny=hb2/6=135×132/6=3802.5mm3,γxtheplasticdevelopmentcoefficientwhichisequalto1inthiscase.HencethebendingstressatthecrosssectionisMx M

41.10N/ 41.10N/mm2[f]90N/且應(yīng)力比為90/41.1=2.19，大于1.0的限值，結(jié)構(gòu)有較好的安全儲(chǔ)備。Stressratiois90/41.1=2.19,greaterthanthelimit1.0hencethestructureshouldhavealargesafetyfactor.連接處剪應(yīng)力驗(yàn)算Calculationoftheshearstressatthe按照《鋁合金結(jié)構(gòu)設(shè)計(jì)規(guī)范》第6.1.2條，對(duì)懸臂鋁板底部的應(yīng)力驗(yàn)算。公式cantileverbeamisconductedaccordingtoCodefordesignofaluminumalloystructures,section6.1.2.TheformulaisVmax 考慮全截面均勻Assumingtheshearstressisevenlydistributedacrossthecross(0.20.345)13

0.31N/mm2[

]55N/mm2實(shí)際剪應(yīng)力遠(yuǎn)小于容許應(yīng)力，承載力滿足要求Actualshearstressismuchsmallerthanallowablestress,loadcapacitysatisfiestherequirement.四、懸臂鋁板焊縫應(yīng)Cantileveraluminumplateweldstress13mmThecantileverbeamofthesignageisweldedtothealuminumbaseplate.Thewindloadisthedeterminingfactortothestressattheweldseam.Hencethebendingmomentandshearforcecausedbywindloadisusedtocalculatethestressatthefilletweldseam.角焊縫剪應(yīng)力驗(yàn)算Filletweldseamshearstress按照《鋁合金結(jié)構(gòu)設(shè)計(jì)規(guī)范》(GB50429-2007)9.2.2條驗(yàn)算懸AccordingtoCodefordesignofaluminumalloystructures,(GB50429-2007)section9.2.2,calculationoftheshearstressattheendofthealuminumcantileverbeamlt(9.2.2-w9mm焊縫高度驗(yàn)算assumetheheightoftheweldseam

0.12N/mm2[fw]65N/mm2v剪應(yīng)力小于極限vShearstressislessthanthe角焊縫正應(yīng)力驗(yàn)算Filletweldseamnormalstress金結(jié)構(gòu)設(shè)計(jì)規(guī)范》第9.2.2條驗(yàn)算懸臂鋁板正應(yīng)力。TensioncausedbybendingmomentisN=M/a=0.148×106/13=11.38kN.Thenormalstressofthecantileveraluminumbeamiscalculatedaccordingtocodefordesignofaluminumalloystructures,(GB50429-2007)section9.2.2,lt(9.2.2-w9mm焊縫高度驗(yàn)算assumetheheightoftheweldseam

3.61N/mm2[fw]65N/mm2v正應(yīng)力小于極限vNormalstressislessthanthe五、Calculationofstrengthatthe螺栓抗剪驗(yàn)算Threadedboltshearstress采用M5.5螺栓，每個(gè)螺栓的抗剪承載力為m==.5.2×14=32.5NM5.5threadedboltsareused,eachhasa umshearloadofQmax=S*fvb=3.14×5.52/4×140=3324.5N,muchgreaterthanthecombinedshearstresscausedbytheweightofthesignageandwindload,thussatisfiestheshearstrengthrequirementofaconnective螺栓抗拉驗(yàn)算Bolttension懸臂鋁板通過底48M5.5螺栓傳遞風(fēng)荷載和自重荷載4個(gè)螺栓受拉力最大，因此以角部4個(gè)螺栓為驗(yàn)算對(duì)象，忽略4ThebendingmomentonthealuminumcantileverbeamcausedbytheweightofthesignageandwindloadistransferredthroughthefoursetsofM5.5threadboltsonthebaseplate,totaleightbolts,asshowninthedrawingbelow.Underthecombinedeffectofwindloadandweightofthesignage,thetensiononthefourboltsatthecornersisthehighest.Hencethetensiononthesefourboltsiscalculatedandthecontributionmadebythefourboltsatthemiddlesectionisneglected.自重荷載彎矩引起的拉力為T1=M1a1=0.086×106/390=220kN，風(fēng)荷載彎矩引起的拉力為T2=M2a2=0.148×106/90=1645N，拉力的合力值為T=T1+T2=1865N。每個(gè)螺栓收拉的極限承載力為m=*t=.4×.24×7=407N165NThetensioncausedbytheweightofthesignagesT1=M1a=0.086×10639=22k,detesioncaedyeddT2=M2/a2=0.148×106/90=1645N,thuscombinedtensionisT=T1+T2=1865N,TheumtensioneachboltcansustainisQmax=S*ftb=3.14×5.52/4×170=4037N>1645N,thusthestrengthsatisfiestherequirement.鋁板接觸面局部承壓驗(yàn)算Calculationoflocalcompressivestressatthecontactingsurfaceofthealuminumpanel懸臂鋁板插入鋁錨板后接觸面外側(cè)用角焊縫加強(qiáng)，自重的豎向13m，偏安全考慮將所有自重荷載均計(jì)入一個(gè)受壓面，局部壓力σ=2vt＝201×1×1318N/m2<90N/mm2足規(guī)范要求。Thecantileveraluminumbeamisinsertedandfilletweldedtothealuminumbaseplate.Theverticalcomponentoftheweightloadcausescompressionatthecontractsurfaceofthealuminumbaseplate.Thethicknessofthealuminumbaseplateis13mm.Inordertobeonthesafeside,onlyonecompressionsurfaceisconsideredinthecalculation.Hence,thelocalcompressivestressiscalculatedtobeσ=G2/nvdt＝200/(1×13×13)=1.18N/mm2<[f]=90N/mm2,whichcomplieswiththeregulation.六、構(gòu)件防腐除銹處理Anti-corrosionrustremovalofthe鋼結(jié)構(gòu)的構(gòu)造要求均應(yīng)符合現(xiàn)行國(guó)GB50046GB8932的規(guī)定。Anti-corrosionandrustproofcoating,surfacetreatmentsandstructureofthesteelworkallcomplywiththecurrentnationalstandardGB50046andGB8932.為125um150u。Redleadpaintisusedastherustproofcoatingwithonelayerofbasecoatingandtwolayersofsurfacecoating.Thetotalthicknessoftherustproofcoatingis125umindoorand150umoutdoor.外，均刷底漆二度；漆膜厚度大于等于‘60μm。構(gòu)件安裝完成后，應(yīng)時(shí)間根據(jù)涂層質(zhì)量和環(huán)境條件而定。凡發(fā)現(xiàn)涂層表面失去光澤達(dá)90％，表面粗糙，風(fēng)化開裂達(dá)25％或漆膜起化開裂達(dá)25％或漆膜起B(yǎng)eforesendingoutthestructurefromthefactory,twolayersofbasecoatingwithtotalthicknessequaltoorgreaterthan60umwillbeappliedontotheentirestructureexceptthefrictionsurfaceoftheboltandthe50mmwidestripsalongweldinglines.Oncethestructureisinstalled,twolayersofbasecoatingwillbeappliedtoalltheuncoatedsurfaces,includingtheonceexposedduringthetransportationandinstallation.T