g mmp327結(jié)構(gòu)計(jì)算書z code項(xiàng)目名稱迪士尼度假區(qū)標(biāo)識(shí)牌

ProjectName:ShanghaiDisneyThemeParkDesigninstitute:ZhiXingSignageEngineering Author:Dai計(jì)算日期：20151121Calculationdate:Nov21stThealuminumsignageisdesignedforShanghaiDisneyResort.Thecalculationisdoneaccordingtostandardstructurecalculation.DrawingnumberisG-MMP327/01-02-03.Theoverallstructureofthesignageisshowninthedrawingbelow.DesignstandardandbasicDesign Loadcodeforthedesignofbuildingstructures Codefordesignofsteelstructures Codefordesignofaluminumalloystructures 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)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.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/mm25m。迎風(fēng)面外形近似圓形，如上圖所示，迎風(fēng)面積約S=0.052m2。Accordingtothedrawing,thedistancebetweenthecenterofthesignageandthegrounddoesnotexceed5m.Thesideisroughlycircularshaped,asshowninthedrawingabove.ThewindwardsideareaisS=0.052m2.標(biāo)識(shí)牌通過1根橫向懸臂桿件即Φ10mm厚1.5mm不銹鋼與墻體錨固支座連接。不銹鋼通過孔口塞接的方式與7mm厚鋁底6mm厚不銹鋼背板（疊加）連接，不銹鋼背板再采用螺栓安裝該標(biāo)識(shí)牌重量為4kg，取G=40N。Thesignageisconnectedtothebasetethroughtoahorizontalstainlesssteeltubewith10mmdiameterand1.5mmwallthickness,whilethebaseteisattachedtothewall.Thestainlesssteelpipeispluggedontothe7mmthickaluminumbaseteand6mmthickstainlesssteelte.Thetwotesarestackedtogetherandthestainlesssteelteissecuredtothewallthroughbolts.Thesignageismainlymadeofaluminum.Accordingtotheprovidedbythedesigninstituteandproduction,theweightofthesignageis4kg,hence自重荷載引起的彎矩和剪力Bendingmomentcausedbyself-weightload要荷重部分的中點(diǎn)計(jì)算力臂，即M1=0.04×0.137=0.0055kN*m。 cantileveraluminumframeexperiencecausedbythesignageweightQ=G=0.04kN. ofarmcalculatedbasedonthecenterofweighthencethebendingmomentisWindloadWindloadstandard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》(GB50009-2012)，風(fēng)壓高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,standardwindloadvalue風(fēng)荷載傾覆彎矩計(jì)算WindloadcapsizingbendingmomentTheequivalent diagramofthewindloadinducedcapsizingbendingmomentisshownbelow.風(fēng)荷載等效集中力F=S×wk=0.052×1.356=0.071kN風(fēng)荷載引起的傾覆彎矩M2M2=F×H=0.071×0.137=0.01kN*m。 F=S×wk=0.052CapsizingbendingmomentcausedbywindloadM2M2=F×H=0.071×0.137=0.01kN*m.三、懸臂不銹強(qiáng)度和變形計(jì)算Calculationofstressanddeflectionofthecantileverstainlesssteeltube驗(yàn)算Φ10mm厚1.5mm不銹鋼考慮風(fēng)荷載作用和自重作用風(fēng)荷載在連接處最大彎矩M2=0.01kN*m。自重荷載為Q=0.04kN。風(fēng)荷載集中力Calculationisconductedtoestimatethe umbendingstressatthebottomoftheΦ10mm,1.5mmthickstainlesssteeltubeunderwindloadaswellastheself-weightload.Self-weightcaused umbendingmomentattheconnectingpointisM1=0.0055kN*m.Windload umbendingmomentatthepointisM2=0.01Self-weightloadisWindloadequivalent isCalculationofbendingmomentattheN 5.2.1為

M

M W W矩作用平面的凈截面模量，Wnx=π(D4-d4)/(32D)=π×(104-74)/(32×180.9Nmm2f210Nmm2 Codefordesignofsteel N5.2.1

M

M

,consideringthesituationinwhichWW WWmomentsintwodirectionsactingsimultaneously.Wnxisthenetsectionmodulusofthebendingne.Sincethecrosssectionofthecirculartubeisaxial-symmetrical,onlyonemodulusisconsideredWnx=π(D4-d4)/(32D)=π×(104-74)/(32×10)=74.5mm3.γxisthesticdevelopmentcoefficientwhichisequalto1.15inthisThebendingstressatthecrosssection180.9N/mm2[f]210N/mm2, strengthrequirement.Calculationofshearstressatthe為(4.1.2)

2.77N/mm2[

]125N/

，實(shí)際剪應(yīng)力 Codefordesignofsteelstructures",(GB50017-2003)section4.1.2.Theshearstressatthebottomofthepipeiscalculatedusingformula (4.1.2).Assumetheshearstressisdistributedacrossthecrosssectionevenly.

2.77N/mm2[

]125N/Theactualshearstressismuchlessthantheallowablevalue,hencethestrengthsatisfiestherequirement.Deflection evenlydistributedload,accordingtostaticcalculation umdeflectionundersuchcircumstanceisf

fql

1.3560.13787104

qlf

87104 deflectionratiois5.05/274＝1/54,whichisgreaterthantheallowedvalue1/180,hencedoesnotsatisfiestherequirement.若將不銹鋼截面增大至Φ15mm厚3mm，則慣性4I=2160mm4f8EI

1.3560.1372744 8710 IfthestainlesssteeltubeischangedtoΦ15mmand3mmthick,themomentof esI=2160mm4,andtheqlf

87104 deflectionsrationis0.87/274＝1/315,lessthantheallowablevalue1/180,hencesatisfiestherequirement.Therefore,thecantileverstainlesssteeltubeshouldchangetoΦ15mmand3mmthickaccordingtotheThreadedboltshearstressM6threadedboltsareusedtosecurethebasete.EachoftheboltshasaallowableshearloadofQmax=S*fvb=3.14×62/4×140=3956.4N,whichisgreaterthanthecombined self-weightandwindload.Hencethemembersatisfiestheshearstrength不銹鋼背板上螺栓抗拉驗(yàn)算Threaded 懸臂不銹鋼通過6mm厚不銹鋼背板上2組4個(gè)M6螺栓Asshowninthedrawingabove,thebendingmomentcausedbywindloadandself-weightloadispassedtothe6mmthickstainlesssteelbasetefromthecantileverstainlesssteeltubethrough2sets,intotal4,M6threadedbolts.T1=M1/a1=0.0055106/66.5/4=20.7N，風(fēng)荷載彎矩引起的拉力為T2=M2/a2=0.01查相關(guān)螺栓產(chǎn)品手冊(cè)，每個(gè)螺栓受拉的極限承載力為Thetensileloadcausedbyself-weighloadbendingmomentis1=M1/a1=0.0055×106/66.5/4=20.7N,whilethetensileloadcausedbywindloadbendingmomentisT2=M2/a2=0.01×106/13.5/4=185.2N.ThecombinedtensileloadisT=T1+T2=205.9N.Accordingtotheproductmanualofthethreadedboltmendedbythe,eachbolthasaumallowabletensileloadofTmax=3600N>205.9N.Hencethestrengthrequirementissatisfied.六、構(gòu)件防腐除銹處理Anti-corrosionandrustremovalofGB50046GB8932的規(guī)定。Anti-corrosionandrustproofcoating,surfacetreatmentsandstructureofthesteelworkallcomplywiththecurrentnationalstandardGB50046andGB8932.為125um，室外為150um。Redleadpaintisusedastherustproofcoatingwithonelayerofbasecoatingandtwolayersofsurfacecoating.Thetotalthicknessoftherustproofcoatingis125umindoorand150umoutdoor.Beforesendingoutthestructurefromthefactory,twolayersofbasecoatingwithtotalthicknessequaltoorgreaterthan60umwillbeappliedontotheentirestructureexceptthefrictionsurfaceoftheboltandthe50mmwidestripsalongwieldinglines.Oncethestructureisinstalled,twolayersofbasecoatingwillbeappliedtoalltheuncoatedsurfaces,includingtheonceex