g-mmp726結構計算書-zy code項目名稱迪士尼度假區(qū)標識牌

結構StructureCalculation項目名稱：迪士尼度假區(qū)標識ProjectName:ShanghaiDisneyThemePark設計單位：至形工程Designinstitute:ZhiXingSignageEngineering 號：G-Author:Dai計算日期：2015331Calculationdate:Mar31st本工程鋁標識位于迪士度區(qū)園區(qū)內按構物標設計計算，設計圖號為GMM726/0102030405，標識牌由上下獨ThesignageisdesignedforShanghaiDisneyResort.Thecalculationisdoneaccordingtostandardstructurecalculation.DrawingnumberisG-MMP713/01-02-03-04-05.Thesignageconsistsofaupperandalowerpiecesthatisseparatedfromeachother.Theoverallstructureofthesignageisshowninthedrawingbelow.上部Upperpieceofthe下部Lowerpieceofthe該標識牌主要由鋁板組成，通過螺栓與背面墻體連接Thesignageismainlymadeofaluminumpanelsandisconnectedtothewallthroughthethreadedbolts.一、設計依據和基礎參數Designstandardandbasic設計依據Design Loadcodeforthedesignofbuildingstructures《鋼結構設計規(guī)范 (GB50017-Codefordesignofsteel《鋁合金結構設計規(guī)范 (GB50429-Codefordesignofaluminumalloy《混凝土結構設計規(guī)范 (GB50010-結構材料參數Structurematerial識牌主要材料均為鋁材，連接螺栓采用鋼材，標號為Q235鋼，螺鋁板抗拉/壓強度設計值f’=90N/mm2鋁板抗剪強度設計值f’v=55N/mm2鋁板容重g0=27kN/m3鋼材抗拉/壓強度設計值f=210N/mm2鋼材抗剪強度設計值fv=125N/mm2鋼材容重g1=78kN/m3混凝土抗壓強度設計值fc=14.3N/mm2混凝土抗拉強度設計值ft=1.43N/mm2混凝土容重g2=25kN/m3螺栓抗拉強度設計值ftb=170螺栓抗剪強度設計值fvb=140TheprojectislocatedatShanghaiPuDongdistrict.ThesignageislocatedwithinShanghaiDisneyResort.Thesignageismainlymadeofaluminum.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構件幾何尺寸和自重Structuredimensionandself-上部標識牌為不規(guī)則矩形，輪廓尺寸為1290×780mm，總重量為G=280N。通過螺栓與背面墻體連接，共M5.5連接螺12個。該標識牌緊貼，不考慮風荷載因素，僅計算自重工況。Theupperpieceofthesignageisirregularrectangularshapedwithanoveralldimensionof1290×780mm.ThetotalweightofthesignageisG=280N.Thesignageisconnectedtothebackwallthroughthreadedbolts.Thereareintotal12M5.5bolts.Sincethesignageisimmediayattachedtothewall,windloadisignoredandonlytheself-weightisconsideredinthecalculation.下部標識牌為鋁板字母形狀，總重量為G=90N。字母的底部通過螺栓與鋁底板連接，每個字母連接螺絲的個數為2～3個。該標識Thelowerpieceofthesignageisasetoflettersmadeofaluminumpanels,whichhasatotalweightof90N.Thebottomofthelettersisconnectedtothealuminumbaseplatethroughthreadedbolts.Eachletterhastwotothreebolts.Thispieceofsignageisacantileverstructure,hencethewindloadneedstobeconsidered.二、上部標識牌和背面墻體連接處螺栓Calculationoftheboltsatthejointoftheupperpieceofthesignageandthewall剪切作用，如下圖示。Theweightloadoftheupperpieceofthesignageistransferredtothewallthroughconnectingbolts.Theboltsexperienceshearforceasshowninthedrawingbelow.采用M5.5螺絲，每個螺栓的抗剪承載力為Qmax=S*fvb=3.14×標志牌四角和中間共布12個螺絲，因此該螺絲抗剪強度滿足要EachM5.5threadedboltshasa umallowedshearforceQmax=S*fvb=3.14×5.52/4×140=3.32kN，whichismuchgreaterthanthetotalself-weightloadofthesignageG=0.28kN.Sincethereareintotal12threadedboltsonthefourcornersandmiddlesectionofthesignage,theshearstrengthoftheboltssatisfiestherequirement.三、下部標識牌風荷載計算Windloadcalculationofthelowerpieceofthesignage風荷載標準值計算Windloadstandard所在地基本風壓為w0=0.55kN/m2，考慮到海風影響，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)，構筑物5m，查《建筑結構荷載規(guī)范》(B50009-2012)，風壓高度變化系數μz=1.09，風荷載體型系數μs=1.3，系數βz=1.74按荷載規(guī)范公式8.1.1-1，風荷載標準Thebasicwindpressureatthesignagelocationisw0=0.55kN/m2,takingintoconsiderationtheeffectofwindfromoceanandgroundroughnessislevelA(Fornearoceanwatersurface,island,oceanshore,lakeshoreanddesertarea).Sincetheheightforcalculationofthestructuredoesnotexceed5m,accordingto“buildingstructureloadregulation”(GB50009-2012),windpressurevariationcoefficientisμz=1.09,windloadbodycoefficientisμs=1.3,windvibrationcoefficientisβz=1.74.Accordingtotheregulation’sload8.1.1-1,standardwindloadvaluewk=βzμsμzw0=1.74×1.3×1.09×0.55=1.356kN/m2構件幾何尺寸Structure最大的“U”為驗算對象，迎風面積約為S=0.015m2。Thelowerpieceofthesignageconsistsofindividualletters.Thecalculationisbasedonletter‘U”whichhastheleastnumberofconnectingboltswhilehavingthebiggestarea.ThewindwardsideareaofletterusisapproximayS=0.015m2.Windloadbendingmoment計算簡圖如下圖所示。Thewindloadgeneratesbendingmomentatthebottomofthelowerpieceofthesignagewheretheletterisbolted,asshownintheequivalentforcediagrambelow.風荷載等效集中F=S×wk=0.015×1.356=0.02kN?？偟膹澗貫镸2=F×L=0.02×0.093=0.002kN*m。底部最大剪力Q2=F=0.02kN。WindloadequivalentconcentratedforceF=S×wk=0.015×1.356=0.02kN.TotalbendingmomentisM2=F×L=0.02×0.093=0.002kN*m,andtheumshearforceatthebottomis四、標識牌底部螺栓強度計算Calculationofboltstrengthatthebottomofthesignage風荷載在連接處最大彎矩M2/2=0.001kN*m。風荷載集中力F/2=0.01kNThelowpieceofthesignageisconnectedtothealuminumbaseplatethroughM4threadedbolts.Underthewindload,the umbendingstressandshearstressatthebottomoftheboltsarecalculated. umbendingmomentatthejointcausedbythewindloadisM2/2=0.001kN*m.Theconcentratedwindloadforceis彎矩驗算Bendingstress按照《鋼結構設計規(guī)范》(GB50017-2003)第5.2.1條，考慮雙N

Mx

MyWnyAccordingtoCodefordesignofsteelstructures,(GB50017-2003) Mx

M isusedtocalculatethestress.Thecrosssectionthebeamisringshaped.Thecombinedeffectofwindloadandself-weightloadisconsidered.Wnxisthenetsectionmodulusofthebendingplane,Wnx=πD3/32=π×43/32=6.28mm3,γxistheplasticdevelopmentcoefficientwhichisequalto1.15inthiscase.Thebendingstressatthecrosssectionis

Mx

M

138.5N/138.5Nmm2f170Nmm2，Thestructurestrengthcomplieswiththe連接處剪應力驗算Calculationofshearstressatthe按照《鋼結構設計規(guī)范》第4.1.2條，對螺絲底部的剪應力驗算公式為

(4.1.2)，考慮全截面均勻受TheshearstressatthebottomofthethreadedboltisaccordingtoCodefordesignofsteelstructures,section4.1.2,

(6.1.2).Assumingtheshearstressisevenlydistributedthecross

0.80N/mm2[

]140N/

，實際剪應力小于容許應力，承載力滿足要Theactualshearstressismuchlessthantheallowablevalue,hencethestrengthcomplieswiththerequirement.五、下部標識牌懸臂CalculationofstrengthofthealuminumcantileverbaseplateforthelowerpieceofthesignageAsshowninthedrawingabove,thelowerpieceofthesignageisconnectedtoanaluminumcantileverbaseplate.Windloadistransferredthroughthreadedboltstothealuminumbaseplate.Thestressunderthebendingmomentiscalculated.彎矩應力強度驗算Bendingstress按照《鋁合金結構設計規(guī)范》(GB50429-2007)第6.1.1條，按M6.1.1

W，鋁6mm， x y度按字母寬度計算取100mm，其中Wenx為彎矩作用平面的凈截面量，Wenx=bh2/6=600mm3，γx為截面塑性發(fā)展系數，取1.00。則截面ThestressiscalculatedaccordingtoCodefordesignofaluminum M M yWeny,inwhichWenxisthenetsectionmodulusofbendingplane.Thecrosssectionofthealuminumbaseplatehasathicknessof6mmandthewidthoftheplateisassumedtobethesameastheletter,hence100mm.ThusWenx=bh2/6=600mm3.γxistheplasticdevelopmentcoefficientwhichisequalto1.00inthiscase.ThebendingstressatthecrosssectionisMx0.002

3.33N/mm2[f]90N/W

1.00

材料的的強度設計值，結構有較好的安全儲備Muchlessthanthedesignedstrengthofthealuminumalloy,thusthestructurehasalargesafetyfactor.六、構件防腐除銹處理Anti-corrosionandrustremovalof鋼結構的構造要求均應符合現行國GB50046GB8932的規(guī)定。 andrustproofcoating,surfacetreatmentsandstructureofthesteelworkallcomplywiththecurrentnationalstandardGB50046and為125um，室外為150um。Redleadpaintisusedastherustproofcoatingwithonelayerofbasecoatingandtwolayersofsurfacecoating.Thetotalthicknessoftherustproofcoatingis125umindoorand150umoutdoor.外，均刷底漆二度；漆膜厚度大于等于60μm。構件安裝完成后，應時間根據涂層質量和環(huán)境條件而定。凡發(fā)現涂層表面失去光澤達90％，表面粗糙，風化開裂達25％或漆膜起化開裂達25％或漆膜起B(yǎng)eforesendingoutthestructurefromthefactory,twolayersofbasecoatingwithtotalthicknessequaltoorgreaterthan60umwillbeappliedontotheentirestructureexceptthefrictionsurfaceoftheboltandthe50mmwidestripsalongwieldinglines.Oncethestructureisinsta