塔吊扶墙计算(品茗英文版)Word下载.doc
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塔吊扶墙计算(品茗英文版)Word下载.doc
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M5
99.95
5F/11F/17F/23F
TC02
C6018
M6B
92.75
6F/13F/20F
TC03
TC5518
M6A
67.25
3F/9F/14F
Theplan,elevationdrawingsandembeddedmembersofattachmentscanbeseeninattachment.
2.Calculation
Becauseofthedifferencemodeloftowercranes,therearetwokindsofattachmentsusedinthisproject:
AttachmentwithfourSupportmembers,whichusedfortowercrane1;
AttachmentwiththreeSupportmembers,whichisusedfortowercrane2,towercrane3;
Nowwecalculatetheattachmentsoftowercrane1andtowercrane2,whichareintheworstloadingconditions.
Ø
Towercrane1
1)Calculationofthesupportforce
Astheattachmentsareinstalledinaccordancewiththerequirementofthespecifications,theattachmentwhichontopoftowercranehasthebiggestload,sotheloadofthisattachmentcanbetakenastherationaletodesignandchecktheattachments.
Thetowerofattachedtowercranecanbeseenasarigidsupportwithacantileverbeam,itsforcesandsupportreactionsarecalculatedasfollows:
Thestandardvalueofwindloadshouldbecalculatedasthefollowingformula:
Wk=W0×
μz×
μs×
βz
Inwhich:
W0──basewindpressure(kN/m2),accordingtothe“GeneralConstructionSpecification”:
W0=0.83kN/m2;
μz──windloadheightvariationcoefficient,accordingtothe“GeneralConstructionSpecification”:
μz=2.030;
μs──windloadshapecoefficient:
Us=0.065;
βz──vibrationfactorattheheightZ,βz=0.70
Horizontalforceofwindload:
Nw=Wk×
B×
Ks
Inwhich
Wk──horizontalpressureofwindload,Wk=0.077kN/m2
B──widthoftowercrane,B=2.00m
Ks──reductionfactoroffrontalarea,Ks=0.20
Accordingtocalculation,thehorizontalactionofwindload:
q=0.03kN/m
Maximumoverturningmomentoftowercrane:
M=1500kN.m
Calculationresult:
Nw=108.02kN
2)CalculationofSupportmemberforces
Sketchmapofcalculation:
Equilibriumequationofcalculateunit:
δ11X1+Δ1p=0
Δ1p=∑Ti0Ti/EA
δ11=∑Ti0Tili/EA
Accordingtocalculate,theaxialforceofeachsupportmembers:
T1*=X1;
T2*=T20X1+T2;
T3*=T30X1+T3;
T4*=T40X1+T4
3)Calculationofthefirstkindofconstructionsituation
Calculatetheaboveequations,inwhichθcyclesfrom0to360,atlast,wecangetthemaximumaxialpressureandaxialtensionofeverySupportmember.
ThemaximumaxialpressureofSupportmember1:
27.51kN;
ThemaximumaxialpressureofSupportmember2:
98.86kN;
ThemaximumaxialpressureofSupportmember3:
119.19kN;
ThemaximumaxialpressureofSupportmember4:
45.20kN;
ThemaximumaxialtensionofSupportmember1:
ThemaximumaxialtensionofSupportmember2:
ThemaximumaxialtensionofSupportmember3:
ThemaximumaxialtensionofSupportmember3:
45.20kN;
4)Calculationofthestrengthofsupportmember
a)Checkingoftheaxialtensionstrengthofsupportmember
Checkingformula:
=N/An≤f
N──maximumaxialtensionofsupportmember;
N=119.19kN;
──tensilestressofsupportmember;
An──sectionareaofsupportmember,inthisproject,weuseU-steel16,An=2195mm2;
Accordingtocalculation,themaximumtensilestress:
119.19×
1000/2195=54.30N/mm2
Themaximumtensilestressisnomorethan216N/mm2,whichisallowabletensilestressofsupportmember,itcansatisfytherequirements!
b)Checkingoftheaxialcompressivestrengthofsupportmember
──compressivestressofsupportmember;
N──axialstressofsupportmember,supportmember1:
N=27.51kN;
Supportmember2:
N=98.86kN;
Supportmember3:
N=119.19kN;
Supportmember4:
N=45.20kN.
──slendernessratioofsupportmember;
Member1λ=8741.853/62.800=139;
Member2λ=7212.489/62.800=115;
Member3λ=7212.489/62.800=115
Member4λ=8741.853/62.800=139;
──pressurestabilityfactorofsupportmember,whichiscalculatedby;
Member1:
φ=0.349,Member2:
φ=0.464;
Member3:
φ=0.464,Member4:
φ=0.349;
σ1=27.51×
1000/(0.349×
2195.000)=35.911N/mm2;
σ2=98.86×
1000/(0.464×
2195.000)=97.066N/mm2;
σ1=119.19×
2195.000)=117.027N/mm2;
σ2=45.20×
2195.000)=59.004N/mm2;
Accordingtocalculation,themaximumcompressivestressis117.027N/mm2.
Themaximumcompressivestressisnom
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