m2ambk700eng calcs code项目名称迪士尼度假区标识牌

结构StructureCalculation项目名称：迪士尼度假区标识ProjectName:ShanghaiDisneyThemePark设计单位：至形工程Designinstitute:ZhiXingSignageEngineering 号：G-Author:Xue计算日期：2015316Calculationdate:Mar16th本工程铝标识位于迪士度区园区内按构物标设计计算，设计图号为GMBK700/01020304，标识牌总体情况如下图所示：ThealuminumsignageisdesignedforShanghaiDisneyResort.Thecalculationisdoneaccordingtostandardstructurecalculation.DrawingnumberisG-MBK700/01-02-03-04.Drawingofthesignageisshown一、设计依据和基础参数Designstandardandbasic设计依据Design Loadcodeforthedesignofbuildingstructures《钢结构设计规范 (GB50017-Codefordesignofsteel Codefordesignofaluminumalloystructures Codefordesignofconcretestructures结构材料参数Structurematerial该工程位于市浦东新区，为迪士尼度假区内标识牌。标识牌主要材料均为铝材，连接螺栓采用钢材，标号为Q235钢，螺栓铝板抗拉/压强度设计值f’=90N/mm2铝板抗剪强度设计值f’v=55N/mm2铝板容重g0=27kN/m3钢材抗拉/压强度设计值f=210N/mm2钢材抗剪强度设计值fv=125N/mm2钢材容重g1=78kN/m3混凝土抗压强度设计值fc=14.3N/mm2混凝土抗拉强度设计值ft=1.43N/mm2混凝土容重g2=25kN/m3螺栓抗拉强度设计值ftb=170螺栓抗剪强度设计值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构件几何尺寸Structure用点距地面高度为4800mm，按最不利考虑取H=4.8m。迎风面外形不规则，如上图所示，迎风面积S=0.254m2Thedistancefromsignagetothegroundis4300mm.Whenconvertingthewindloadtoanequivalentconcentratedforce,thedistancebetweentheactingpointoftheforceandthegroundis4800mm.Assumetheworstcasescenario,takeH=4.8m.ThewindwardsideofthesignagehasanirregularshapeasshowninthedrawingabovewhichhasatotalareaofS=0.254m2.标识牌通过1根横向悬臂杆件即13mm厚铝板与墙体连接，铝Thesignageisconnectedtothewallthroughahorizontalcantileverbeammadeof13mmaluminumplate.Thebeamisweldedtothebaseplatethatisalsomadeof13mmaluminumplate.Thealuminumbaseplateisinstalledontothewallusingthreadedbolts.20Kg=200N。Themajorityoftheremainingsignagepartsaremadeofaluminum.Accordingthedataprovidedbythedesignandproductioncompany,theweightofthesignageis20KG,henceG=200N.Bendingforceandbendingcausedbytheweightofthe悬臂铝板受到自重荷载下的剪力Q=G=0.2kN，弯矩按标识牌主要荷重部分的中点计算力臂，即M1=0.2×0.43=0.086kN*m。ThebendingforceonthealuminumpanelcantileverbeamcausedbytheweightofthesignageisQ=G=0.2kN.Usingthemiddlepointofthemajorloadofthesignagetocalculatethearmofforceandthebending esM1=0.2×0.43=0.086kN*m.二、Windload风荷载标准值计算Windloadstandard所在地基本风压为w0=0.55kN/m2，考虑到海风影响，地面粗糙度类别为A类（近海海面和海岛、海岸、湖岸及沙漠地区，构筑物5m，查《建筑结构荷载规范》(B500092012)，风压高度变化系数μ=.0，风荷载体型系数s13，系数=.74。按荷载规范公式8.1.1-1，风荷载标准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风荷载倾覆弯矩计算Windloadcapsizingbendingmoment风荷载作用下倾覆弯矩的计算简图和等效模型如下图所Thediagramsindicatingthebendingmomentunderthewindloadanditsequivalentmodelareshownbelow.风荷载等效集中力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、与支柱或墙体连接处强度计算Calculationofthestrengthatthejointofthebeamandwall验算13mm厚悬臂铝板考虑风荷载作用和自重作用下杆件底部自重荷载在连接处最大弯矩为M1=0.086kN*m。风荷载在连接处最大弯矩M2=0.148kN*m。自重荷载为Q=0.2kN。风荷载集中力F=0.345kNCalculatethestressattheendofthe13mmaluminumcantileverunderthewindloadandself-weightofthesignage. umbendingmomentatthejointcausedbysignageself-weightisM1=0.086kN*m. umbendingmomentatthejointcausedbywindloadM2=0.148TheshearforcecausedbytheweightofthesignageTheconcentratedwindloadforceisF=0.345连接处弯矩验算Calculationofthebendingstressatthe按照《铝合金结构设计规范》(GB50429-2007)第6.1.1条，考Mx双向弯曲共同作用的荷载工况，公式6.1.1

MyWny， 矩作用平面的净截面模量，Wnx=bh2/6=13×1352/6=39487.5mm3，Wny=hb2/6=135×132/6=3802.5mm3，γx为截面塑性发展系数，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/且应力比为90/41.1=2.19，大于1.0的限值，结构有较好的安全储备。Stressratiois90/41.1=2.19,greaterthanthelimit1.0hencethestructureshouldhavealargesafetyfactor.连接处剪应力验算Calculationoftheshearstressatthe按照《铝合金结构设计规范》第6.1.2条，对悬臂铝板底部的应力验算。公式cantileverbeamisconductedaccordingtoCodefordesignofaluminumalloystructures,section6.1.2.TheformulaisVmax 考虑全截面均匀Assumingtheshearstressisevenlydistributedacrossthecross(0.20.345)13

0.31N/mm2[

]55N/mm2实际剪应力远小于容许应力，承载力满足要求Actualshearstressismuchsmallerthanallowablestress,loadcapacitysatisfiestherequirement.四、悬臂铝板焊缝应Cantileveraluminumplateweldstress13mmThecantileverbeamofthesignageisweldedtothealuminumbaseplate.Thewindloadisthedeterminingfactortothestressattheweldseam.Hencethebendingmomentandshearforcecausedbywindloadisusedtocalculatethestressatthefilletweldseam.角焊缝剪应力验算Filletweldseamshearstress按照《铝合金结构设计规范》(GB50429-2007)9.2.2条验算悬AccordingtoCodefordesignofaluminumalloystructures,(GB50429-2007)section9.2.2,calculationoftheshearstressattheendofthealuminumcantileverbeamlt(9.2.2-w9mm焊缝高度验算assumetheheightoftheweldseam

0.12N/mm2[fw]65N/mm2v剪应力小于极限vShearstressislessthanthe角焊缝正应力验算Filletweldseamnormalstress金结构设计规范》第9.2.2条验算悬臂铝板正应力。TensioncausedbybendingmomentisN=M/a=0.148×106/13=11.38kN.Thenormalstressofthecantileveraluminumbeamiscalculatedaccordingtocodefordesignofaluminumalloystructures,(GB50429-2007)section9.2.2,lt(9.2.2-w9mm焊缝高度验算assumetheheightoftheweldseam

3.61N/mm2[fw]65N/mm2v正应力小于极限vNormalstressislessthanthe五、Calculationofstrengthatthe螺栓抗剪验算Threadedboltshearstress采用M5.5螺栓，每个螺栓的抗剪承载力为m==.5.2×14=32.5NM5.5threadedboltsareused,eachhasa umshearloadofQmax=S*fvb=3.14×5.52/4×140=3324.5N,muchgreaterthanthecombinedshearstresscausedbytheweightofthesignageandwindload,thussatisfiestheshearstrengthrequirementofaconnective螺栓抗拉验算Bolttension悬臂铝板通过底48M5.5螺栓传递风荷载和自重荷载4个螺栓受拉力最大，因此以角部4个螺栓为验算对象，忽略4ThebendingmomentonthealuminumcantileverbeamcausedbytheweightofthesignageandwindloadistransferredthroughthefoursetsofM5.5threadboltsonthebaseplate,totaleightbolts,asshowninthedrawingbelow.Underthecombinedeffectofwindloadandweightofthesignage,thetensiononthefourboltsatthecornersisthehighest.Hencethetensiononthesefourboltsiscalculatedandthecontributionmadebythefourboltsatthemiddlesectionisneglected.自重荷载弯矩引起的拉力为T1=M1a1=0.086×106/390=220kN，风荷载弯矩引起的拉力为T2=M2a2=0.148×106/90=1645N，拉力的合力值为T=T1+T2=1865N。每个螺栓收拉的极限承载力为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.铝板接触面局部承压验算Calculationoflocalcompressivestressatthecontactingsurfaceofthealuminumpanel悬臂铝板插入铝锚板后接触面外侧用角焊缝加强，自重的竖向13m，偏安全考虑将所有自重荷载均计入一个受压面，局部压力σ=2vt＝201×1×1318N/m2<90N/mm2足规范要求。Thecantileveraluminumbeamisinsertedandfilletweldedtothealuminumbaseplate.Theverticalcomponentoftheweightloadcausescompressionatthecontractsurfaceofthealuminumbaseplate.Thethicknessofthealuminumbaseplateis13mm.Inordertobeonthesafeside,onlyonecompressionsurfaceisconsideredinthecalculation.Hence,thelocalcompressivestressiscalculatedtobeσ=G2/nvdt＝200/(1×13×13)=1.18N/mm2<[f]=90N/mm2,whichcomplieswiththeregulation.六、构件防腐除锈处理Anti-corrosionrustremovalofthe钢结构的构造要求均应符合现行国GB50046GB8932的规定。Anti-corrosionandrustproofcoating,surfacetreatmentsandstructureofthesteelworkallcomplywiththecurrentnationalstandardGB50046andGB8932.为125um150u。Redleadpaintisusedastherustproofcoatingwithonelayerofbasecoatingandtwolayersofsurfacecoating.Thetotalthicknessoftherustproofcoatingis125umindoorand150umoutdoor.外，均刷底漆二度；漆膜厚度大于等于‘60μm。构件安装完成后，应时间根据涂层质量和环境条件而定。凡发现涂层表面失去光泽达90％，表面粗糙，风化开裂达25％或漆膜起化开裂达25％或漆膜起Beforesendingoutthestructurefromthefactory,twolayersofbasecoatingwithtotalthicknessequaltoorgreaterthan60umwillbeappliedontotheentirestructureexceptthefrictionsurfaceoftheboltandthe50mmwidestripsalongweldinglines.Oncethestructureisinstalled,twolayersofbasecoatingwillbeappliedtoalltheuncoatedsurfaces,includingtheonceexposedduringthetransportationandinstallation.T