整理2台5吨吊车梁计算书2 sets of 5 tons crane beam calculationWord格式文档下载.docx

整理2台5吨吊车梁计算书2 sets of 5 tons crane beam calculationWord格式文档下载.docx

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2craneinformation:

Thecranebeamwithtwoidenticalcranerunningatthesametime

Thebasicinformationofthefirstcrane（parameterI）

Cranetype:

5t225_intermediatesofthookcrane

Cranespan:

22500mm

Craneweight:

5.56t

Carweight:

2.126t

Craneliftingweight:

5t

Levelofwork:

A4~A5（intermediate）

Hookform:

softhookcrane

Numberofsidewheels:

2

Maximumwheelpressure:

45kN

Minimumwheelpressure:

13.4kN

Tracktype:

38Kg/m

Cranewidth:

3500mm

CranetrackC:

3000mm

3loadinformation:

Theverticalloadcoefficient:

v=1.04

Partialfactorofcraneload:

gammac=1.4

Localgravityaccelerationvalue:

g=9.8

Additionalverticaluniformliveloadstandardvalue:

0kN/m

Additionalhorizontaluniformliveloadstandardvalue:

Powerfactorofcrane:

1=1.05

Horizontalhorizontalbrakingforcecoefficientofcrane:

beta1=0.12

Pendulumdynamiccoefficientofcrane:

alpha1=0

4checkthecontrolinformation:

Allowablevalueofverticaldeflectionofcranebeam:

l/1000

Allowablevalueofhorizontaldeflectionofcranebeam:

l/2200

Forintermediateworkingcranebeams,thefatiguecheckshallnotbecarriedoutaccordingtotherequirementsofthesteelgauge

5sectioninformationofcranebeam:

Sketchmapofcranebeam

Sectionnumber:

H-600*260*6*12

Userdefinedcrosssection

Sectionmaterialtype:

Q345

Sectionqualitypermetre:

76.11kg/m

Thegeometricparametersofthesectionareasfollows:

CrosssectionalheightH,=600,mm

UpperflangewidthB1,=260,mm

LowerflangewidthB2=260mm

WebthicknessTw=6mm

TheupperflangethicknessisTf1=12mm

ThelowerflangethicknessisTf2=12mm

Themechanicalparametersofthesectionareasfollows:

Xaxis,crosssection,momentofinertia,Ix,=63498.701,cm^4

Xaxis,netcrosssection,momentofinertia,Inx,=63498.701,cm^4

XaxisupperfinsectionresistancemomentWx=2116.623cm^3

XaxisupperwingnetcrosssectionresistancemomentWnx=2116.623cm^3

X,lowerwing,netcrosssection,resistancemoment,Wnx1,=2116.623,cm^3

YaxisupperfinsectionresistancemomentWy=270.48cm^3

YaxisupperwingnetcrosssectionresistancemomentWny=135.2cm^3

TheeffectivenetareaoftheupperflangeisAne=31.2cm^2

NetcrosssectionaxisheightCny,=300,mm

Thecranebeamismadeofequalsectionbeam:

TheendheightofsectionisHD=700mm

TerminalXaxis,grosssection,momentofinertia,Id,=63498.701,cm^4

AttheendoftheXaxisofSd=1166.112cm^3grosssection

TheendoftheXshaftflangeofSdu=1229.28cm^3

TheendoftheXshaftflangeofSdd=917.28cm^3

6brakestructureinformationofcranebeam:

Thecranebeamdoesnotuseanybrakestructure

7weldingsectioninformationofcranebeam:

TheweldedbeamandtheupperflangeofthecranebeamshallbeweldedwithaT-shapedcompositeweld

Doubleanglefilletweldsareusedbetweenthewebofthecranebeamandthelowerflange

Heightoflowerflangeweld:

hfd=6mm

Theweldingseamofthewebandflangeofthecranebeamadoptsautomaticwelding

8webstiffenerinformation:

Transversestiffenerarrangement:

bothsidesarearrangedinpairs

Transversestiffenerendwelding:

continuouswelding,continuousarc

Transversestiffenersareselected:

SB6_Q345

Transversestiffenerspacing:

a=750mm

Widthoftransversestiffener:

60mm

Thedistancebetweentheendofthetransversestiffenerandthelowerflange:

50mm

Thecranebeamdoesnotmatchthelongitudinalstiffenerandthetransverseshortstiffener

9bearinginformation:

Thesupporttypeadoptedforthecranebeamisthemiddlespan,thewholeedge,thesidespan,thesideedgeandthesideplate

Platesupportstiffeneruse:

Widthofflatsupportstiffener:

Weldheightofstiffenerweld:

7mm

Flatseatsupport:

SB20_Q345

Widthofplatesupport:

Lengthofplatesupport:

260mm

Flangesupportribs:

SB8_Q345

Flangesupportribwidth:

220mm

Extendthelengthofthelowerflange:

15mm

Crosssectionwebfootheight:

Crosssectionupperflangeweldheight:

6mm

Andcrossflangeunderfootheight:

10calculationparameters:

Yieldstrengthofbeamcrosssection:

fy=345N/mm^2

Materialconversionfactorofbeamsection:

CF=（235/345）^0.5=0.8253

Tensilestrengthofupperflangesection:

ft=310N/mm^2

Tensilestrengthoflowerflangesection:

fb=310N/mm^2

Shearstrengthofthebeamwebsection:

fv=180N/mm^2

Compressivestrengthofendofwebplate:

fce=400N/mm^2

Shearstrengthofweldedbeamofcranebeam:

fw=200N/mm^2

Two.Checktheresultsofaglance

Numericallimitresultofcheckingitem

Compression（upper）flange,widthtothicknessratio10.58,maximum12.4satisfaction

Thewebhasamaximumthicknessratioof96andamaximumof250meets

Theupperflangehasacompressivestrengthratioof0.63andamaximum1satisfaction

Themaximumtensilestrengthofthelowerflangeis0.42,andthecontentis1

Theshearstressintensityratioofendwebplateis0.35andthemaximumis1

Thelocalcompressivestrengthofthewebisgreaterthan0.11andthemaximum1issatisfied

Thetranslatedwebstressintensityratiois0.34andthemaximum1satisfies

Theoverallstabilitystrengthratiowas0.96andthemaximum1met

Calculatedvalueofverticaldeflection（mm）4.83maximum7.5satisfaction

Thecalculatedvalueofhorizontaldeflection（mm）0doesnotneedtobecheckedandsatisfied

ThestrengthoftheupperflangeweldislessthanthatoftheTshapecombinationweld

Themaximumstrengthofthelowerflangeweldsis1than0.15

Lowerflangeweldheight（mm）6minimum6meets

Lowerflangeweldheight（mm）6maximum7meets

ThestrengthratioofzoneIbureauis0.20andthemaximumis1

ThestrengthratioofzoneIIis0.22andthemaximumis1

Thestrengthratiooftheboxgirderis0.25andthemaximumis1

ThestabilityratioofZoneIVis0.28andthemaximumis1

ThestrengthratioofZoneVis0.29andthemaximumis1

Ribarrangementinbothsideswithlight/intermediatesatisfaction

Transversestiffenerspacing（mm）750maximum1152meets

Transversestiffenerspacing（mm）750minimum288meets

Thetransversestiffenerextensionwidth（mm）60,minimum59.2meets

Transversestiffenerthickness（mm）6minimum4meets

Whenthereisnolongitudinalstiffener,ho/Tw96satisfiesthemaximum140.3

Thestrengthratioofflatstiffeneris0.42andthemaximumis1

Thestrengthratioofflatstiffeneris0.09andthemaximumis1

Theflangestiffenerhasastablestrengthratioof0.25andamaximum1satisfaction

Thestressintensityoftheendfaceoftheprotrusionis0.24thanthemaximum,andthe1issatisfied

Themaximumstrengthoftheribstiffeneris1higherthanthatofthe0.15

Thewidthofribstiffener（mm）is60andtheminimum59.2satisfies

Flatstiffener,weldheight（mm）7,minimum6meet

Flatstiffener,weldfootheight（mm）7,maximum7satisfaction

Thewidthoftheribstiffenerextends（mm）107,theminimum7meets

Flangestiffenerthickness（mm）8,minimum7.1meet

Flangestiffener,weldheight（mm）7,minimum6meet

Flangestiffener,weldheight（mm）7,maximum7satisfaction

Three.Calculationofsectionalinternalforceofcranebeam:

1Calculationofmaximumshearforceatthesupportofthecranebeam（parameterVd）:

Verticaladditionalliveloadaction,lowerendshear,Vda=0,kN

Themaximumwheelpressurestandardvalueafterconsideringthedynamiccoefficientofthecrane:

P=1.05*45=47.25kN

Calculationoflowerendshearingforceofcraneunderverticalload:

Vdc=1.4x1.04x（47.25x（2*7500-3000）/7500

+47.25*（2*7500-3500-6500）/7500）=169.697kN

Maximumshearvalueattheend:

Vd=169.697kN

CalculationofmaximumverticalbendingmomentMvmin2spans（Ref）:

MidspanbendingmomentMva=0kN*munderverticaladditionalliveload

Standardvaluesofverticalforceofsinglewheelafterconsideringdynamiccoefficientsofcrane:

Craneloadresultantforce:

F=47.25*2+47.25*2=189kN

Reactionforceofleftsupport:

R=189*3625/7500=91.35kN

Mvccalculationofmidspanbendingmomentofcranebeam:

Mvc=1.4x1.04x（91.35*3625-47.25*3000*10^-3=275.757kN*m）

Calculationofmaximumbendingmomentinmidspan:

Mvm=275.757kN*m

Vmcalculationofthemaximumverticalbendingmomentcorrespondingto3spans（Ref）:

Verticaladditionalliveloadaction,lowerendshear,Vma=0,kN

Calculationoftheleftshearforceatthemaximumbendingmoment:

Vml=1.4x1.04x（91.35-47.25*1）=64.21kN

Calculationofrightshearforceatmaximumbendingmoment:

Vmr=Vml-1.4x1.04x47.25=-4.586kN

Thecalculatedvalueofthemaximumbendingmomentcorrespondingtomidspan:

Vm=64.21kN

4Calculationofmaximumhorizontalbendingmomentofmidspanofcranebeam（Mhm）:

Midspanb