大型储罐内部可移动式脚手架设计及施工方案（中英对照）

大型储罐内部可移动式脚手架设计及施工方案（中英对照）

脚手架的搭设要求及简图:ScaffoldingErectionRequirementandSketch脚手架搭设的基本要求：BasicRequirementofScaffoldingErection脚手架的搭设过程完全按照最新规范《建筑施工扣件式钢管脚手架安全技术规范》执行。ErectionofScaffoldingshallstrictlycomplywithCode:BuidingConstructionCouple-typeSteelTubeScaffoldingSafetyTechnicalSpecification1.2脚手架的搭设简图：ScaffoldingErectionSketch1.2.1总平面图GeneralArrangement1.2.2A方向视图SectionViewofADirection1.2.3B方向视图SectionViewofBDirection1.2.4C方向视图SectionViewofCDirection1.2.5D-D视图SectionViewofD-DDirection脚手架本体的受力计算LoadingCalculationforScaffoldingBody2.1支撑整体脚手架的52根立杆的总受力：OverallLoadingon36verticalposts以脚手架处于不受风载荷影响时的公式计算，即Calculatingwithoutwindloadinginfluence,thatis※N52=1.2*(NG1K+NG2K)+1.4*∑NQK式中，hereN36--------52根立杆所承受的总载荷，包括恒载荷和动载荷；Overallloadingon52verticalposts,includingconstantanddynamicloadingboth.NG1K-----------脚手架结构所有钢管自重标准值产生的轴向力，即恒载荷之一部分；Axialforcecausedbysteeltubeselfweight,whichispartofconstantloading;NG2K-----------脚手架构配件自重标准值产生的轴向力，即恒载荷之另一部分；Axialforcecausedbyappurtenancesselfweight,whichispartofconstantloading.∑NQK---------施工载荷标准值产生的轴向力的总和，即动载荷。Totalaxialforcecausedbyconstructionloading,whichisdynamicloadingNG1K值的计算：CalculationofValueNG1KNG1K=Wφ48*L式中，HereWφ48----------钢管的单位重量，Wφ48=4.63Kg/m;Theunitweightofsteeltube,Wφ48=4.63Kg/m;L----------脚手架结构中所有钢管的长度之和，L=LV+LH+Loblique+Lother,Sumlengthofsteeltubesusedinthissystem,L=LV+LH+Loblique+Lother,式中,here,LV----------脚手架中所有立杆长度之和，包括：Sumlengthofverticalsteeltubes,including:LV1=6m/piece*52piece=312m------第一部分立杆长度之和;Theoveralllengthofverticalsteeltubesinfirstpart.LV2=6m/piece*46piece=276m-------第二部分立杆长度之和;Theoveralllengthofverticalsteeltubesinsecondpart.LV3=12m/piece*22piece=264m-------第三部分立杆长度之和;Theoveralllengthofverticalsteeltubesinthirdpart.即thatisLV=LV1+LV2+LV3=312+276+264=852mLH------------脚手架中所有横杆长度之和，包括：Sumlengthofhorizontalsteeltubes,including:LH1=（12*7+6*7+2*6）m/layer*3layers=414m------第一部分横杆长度之和;Theoveralllengthofhorizontalsteeltubesinfirstpart.LH2=（12*5+4.5*5）m/layer*2layers=165m-------第二部分横杆长度之和;Theoveralllengthofhorizontalsteeltubesinsecondpart.LH3=（12*3+2.5*2+4.5*4+6*2）m/layer*4layers=284m-------第三部分横杆长度之和;Theoveralllengthofhorizontalsteeltubesinthirdpart.即thatisLH=LH1+LH2+LH3=414+165+284=863mLoblique------------脚手架中所有斜杆长度之和，包括：Sumlengthoftensionsteeltubes,including:LobliqueA=6m/piece*18piece=108m-------A方向斜杆长度之和；TheoveralllengthofDirectionAtensionRodLobliqueB=6m/piece*28piece=168m-------B方向斜杆长度之和；TheoveralllengthofDirectionBtensionRodLobliqueC=（17+15）*2+8.5*8*3=268m-------C方向斜杆长度之和；TheoveralllengthofDirectionCtensionRod即thatisLoblique=LobliqueA+LobliqueB+LobliqueC=108+168+268=544mLother--------------脚手架中所有其它短连接杆件长度之和，一般情况下按立杆、横杆与斜杆之和的20%计算。Sumlengthofotherconnectionrod,generalcondition,itsnumbershallbe20%oftotalsumlengthofvertical,horizontalandtensionrod.所以therefore,Lother=(LV+LH+Loblique)*20%=(852+863+544)*20%=2559*20%=511.8m即thatisL=LV+LH+Loblique+Lother=852+863+544+511.8=2770.8m所以so,NG1K=4.63Kg/m*2770.8m=12828.8Kg=12.83TNG2K值的计算：CalculationofValueNG2KNG2K=NG2K1+NG2K2式中here,NG2K1----------脚手架中脚踏板的重量；ThesumweightofgangplanksNG2K1=10Kg/piece*100piece=1000KgNG2K2---------脚手架中所有连接构件的重量，一般情况下，连接构件的重量按所有钢管重量的10%计算，所以：Thesumweightofscaffoldingcouple,generalcondition,thecoupleweightshallbe10%oftotalsumweightofallsteeltube,therefore,NG2K2=NG1K*10%=1283Kg即thatisNG2K=NG2K1+NG2K2=1000+1283=2283Kg2.1.3∑NQK值的计算：CalculationofValue∑NQK∑NQK=∑NQKw+∑NQKm式中here,NQKw———施工过程中作业层上的人员重量，该脚手架计划最多6个人员同时进行工作；Theweightofscaffoldersworkingonthisstructure,maxworkeris6;∴NQKw=100*6=600kgNQKm——施工过程中作业层的器具和材料自重，Theweightoftoolsandsupportmaterialsduringconstruction,e)∴NQKm=200kg∴∑NQK=∑NQKw+∑NQKm=600+200=800kg※∴N52=1.2*(NG2K1+NG2K2)+1.4∑NQK=1.2*(12828.8+2283)+1.4*800=19254kg2.2脚手架立杆的稳定性校核TheStabilityofVerticalRods立杆的稳定性应按下列公式计算：thestabilitycouldbeworkedoutthroughtheformulabelow:不考虑风载荷时：withoutwindloadinginfulence:Ν1/φ/A≤f式中here,Ν1—每根计算立杆段的轴向力计算值,Theaxialforceofeverysectionofverticalrods,Ν1=Ν52/52=19254/52=370kg=3626Nφ—轴心受压构件的稳定系数，φ=7320/λ²thestablefactorofaxesofcompresseddevice,φ=7320/λ²式中here，λ—双排架立杆的容许长细比，查表5.1.9得λ=210，见附表1theallowableslendernessratioofdouble-rowverticalrods,checkfromtable5.1.9,λ=210，seeAttachment1.∴φ=7320/210²=0.166φ48*4英标钢管的截面积，A=553mm²φ48*4BritishStandardSteelTubeSectionArea,A=553mm²f—Q235钢抗拉，抗压和抗弯强度设计值，查表5.1.6得，f=205N/mm²,见附表2，thedesigntensible,pressureandbendingvalueofQ235,checkfromtable5.1.6,f=205N/mm²,seeAttachment2∴Ν1/φA=3626N/0.166/553mm2=39.5N/mm2≤f=205N/mm²∴脚手架立杆的稳定性符合要求Therefore,thestabilityofverticalrodscouldmeetrequirements.2.3脚手架滑动轮的稳定性校核TheStabilityofWheels∵滑动轮的测试最大极限载荷为Pmax=800kg,ThetestmaxloadingofwheelisPmax=800kg,又∵当脚手架处于移动状态时，脚手架上是没有工作人员，所以每个滑动轮的承重为：Whenmovingthestructure,thereisnoanyworkersonit,andsotheloadingoneachwheelis:N/52=(NG1K+NG2K)/52=（12828.8+2283）/52=15111.8/52=290.6Kg式中：N------------移动时脚手架的净重量，N=NG1K+NG2Khere:N-----------Thenetweightofscaffolding,N=NG1K+NG2K所以，安全系数δ=800/290.6=2.75So,thesafetyfactorδ800/290.6=2.75∴脚手架滑动轮的选用符合要求。So,Thewheelscouldmeetrequirements.3手架移动方案TheMovementPlanofScaffoldingTower3.1移动时脚手架的净重量N：ThenetweightofscaffoldingN:N=NG2K+NG2K=12828.8+2283=15111.8kg又andalso∵滑动轮的摩擦系数为f=0.5thefrictioncoefficientofwheelisf=0.5∴移动脚手架时所需要的拉力P=f*NtheforcetomovestructureshallbeP=f*N∴P=0.5*15111.8*9.8=74047.8N∴选用了3套10T/套的手拉葫芦来拉动整个脚手架是完全符合要求的。Therefore,use3setsof10T/setChainBlockscouldmoveoverallstructureandmeetrequirement.即，当3套10T/套的手拉葫芦同时受力时，每套手拉葫芦的受力为P/3=74047.8/3=24683N.thatis,whenthese3setsofChainBlocksbearingloading,theloadingoneachsetofChainBlocksshallbeP/3=74047.8/3=24683N.3.2移动脚手架时受力点的布置TheForcePointsArrangement如图5D-D视图（Fig5D-Dsketch）所示，当要脚手架整体往罐中心移动时，牵引点固定于中心集水坑旁边，脚手架的受力点选择a,d,e；当要脚手架整体往侧面移动时，牵引点固定于脚手架的侧面，如果牵引点附近有罐壁管口的话，可以选择罐壁管口作为牵引点，从而免除在罐底板处焊接的次数，而此时脚手架的受力点选择为a,b,和c点。SeeSectionViewD-D（Fig5D-Dsketch）,whenthetowerneedtobemovedtotankcenter,theforcepointsshallbefixednearthecentersump,pointa,dandeontowershallbeadoptedasconnectionpoints;whenthetowerneedtobemovedtosideway,thefocepointsshallbefixedonthesideofit.Ifthereisnozzles