塔吊扶墙计算(品茗英文版).doc

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1、CalculationForAttachBuildings1.LocationandsizeofattachmentsLocationofattachmentscanbeseeninthefollowingtable：TOWERCRANESCHDULENoCodeBuildingTowerHeight(m)AttachFloorTC01FM2555KM599.955F/11F/17F/23FTC02C6018M6B92.756F/13F/20FTC03TC5518M6A67.253F/9F/14FTheplan,elevationdrawingsandembeddedmembersofat

2、tachmentscanbeseeninattachment.2.CalculationBecauseofthedifferencemodeloftowercranes,therearetwokindsofattachmentsusedinthisproject:AttachmentwithfourSupportmembers,whichusedfortowercrane1;AttachmentwiththreeSupportmembers,whichisusedfortowercrane2,towercrane3;Nowwecalculatetheattachmentsoftowercr

3、ane1andtowercrane2,whichareintheworstloadingconditions.ØTowercrane11)CalculationofthesupportforceAstheattachmentsareinstalledinaccordancewiththerequirementofthespecifications,theattachmentwhichontopoftowercranehasthebiggestload,sotheloadofthisattachmentcanbetakenastherationaletodesignandchecktheat

4、tachments.Thetowerofattachedtowercranecanbeseenasarigidsupportwithacantileverbeam,itsforcesandsupportreactionsarecalculatedasfollows:Thestandardvalueofwindloadshouldbecalculatedasthefollowingformula:Wk=W0×μz×μs×βzInwhich:W0──basewindpressure(kN/m2)，accordingtothe“GeneralConstructionSpecification”:

5、W0=0.83kN/m2;μz──windloadheightvariationcoefficient，accordingtothe“GeneralConstructionSpecification”:μz=2.030;μs──windloadshapecoefficient：Us=0.065；βz──vibrationfactorattheheightZ,βz=0.70Horizontalforceofwindload:Nw=Wk×B×KsInwhichWk──horizontalpressureofwindload,Wk=0.077kN/m2B──widthoftowercrane,B

6、=2.00mKs──reductionfactoroffrontalarea，Ks=0.20Accordingtocalculation,thehorizontalactionofwindload:q=0.03kN/mMaximumoverturningmomentoftowercrane:M=1500kN.mCalculationresult:Nw=108.02kN1)CalculationofSupportmemberforcesSketchmapofcalculation:Equilibriumequationofcalculateunit:δ11X1+Δ1p=0Δ1p=∑Ti0Ti

7、/EAδ11=∑Ti0Tili/EAAccordingtocalculate,theaxialforceofeachsupportmembers:T1*=X1;T2*=T20X1+T2;T3*=T30X1+T3;T4*=T40X1+T42)CalculationofthefirstkindofconstructionsituationCalculatetheaboveequations,inwhichθcyclesfro