塔吊基础计算品茗英文版.docx
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塔吊基础计算品茗英文版.docx
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塔吊基础计算品茗英文版
CALCULATIONFORPILEFOUNDATIONOFTOWERCRANE
TowercraneTC1
1.Parameterinformation
Typeoftowercrane:
FM2555K,self-weight(includethepressure)F1=635.70kN,maximumliftingloadF2=100.00kN
OverturningmomentoftowercraneM=2945.91kN.m,liftingheightoftowercraneH=47.80m,WidthoftowercraneB=2m
Strengthofconcrete:
C30,steelgrade:
Ⅲ,lengthofpilecapLcorwidthBc=6.00m
Diameterofpileorpile'slengthd=0.40m
Pilespacea=5.80m,thicknessofpilecapHc=1.50m
EmbeddeddepthoffoundationD=0.00m,stirrupspaceofpilecapS=200mm
Thicknessofprotectionlayer:
50mm;
2.Calculationforverticalforceandbendingmomentofpilecap'stopsurfaceofthetowercranefoundation
ØSelf-weightoftowercrane(includepressure)F1=635.70kN
ØMaximumliftingloadoftowercraneF2=100.00kN
Verticalforceactinguponthetopsurfaceofpile'sfoundation
F=1.2×(F1+F2)=882.84kN
OverturningmomentoftowercraneM=1.4×2945.91=4124.27kN.m;
3.Calculationforthebendingmomentofrectangularpilecap
ØCalculationforverticalforceofthetopofpile(Referto《TechnicalStandardfor
constructionpile》JGJ94-94No5.1.1)
Inwhich
n──numberofsinglepile,n=4;
F──Designvalueofverticalforceactingonthetopsurfaceofthepilecap,F=1.2×735.70=882.84kN;
G──Self-weightofpilecap,
G=1.2×(25.0×Bc×Bc×Hc+20.0×Bc×Bc×D)=1620.00kN;
Mx,My──Designvalueofbendingmomentofpilecap'sbottomsurface(kN.m);
xi,yi──SpaceofsinglepilerelativelytothedirectionofXYoftheaxisofpilecap'scenter(m);
Ni──Designvalueofverticalforceofthesinglepile'stop(kN)。
Designvalueoftheverticalforceofsinglepiletopaccordingtothecalculation:
Maximumpressure:
N=(882.84+1620.00)/4+4124.27×(4.80×1.414/2)/[2×(4.80×1.414/2)2]=1233.36Kn
Withdrawalresistancecalculation
N=(882.84+1620.00)/4-4124.27×(4.80/2)/[4*(4.80/2)2]=196.1Kn>0
Withoutupliftforce!
ØCalculationforthebendingmomentoftherectangularpilecap(Referto《TheTechnicalStandardofConstructionPile》JGJ94-94No5.6.1)
Inwhich
Mx1,My1──Calculatingthedesignvalueofthebendingmomentatthecross
sectionofthedirectionXY(kN.m);
xi,yi──SpaceofsinglepilerelativelytothedirectionofXYoftheaxisofpilecap
center(m);
Ni1──Designvalueofsinglepiletopexceptself-weight(kN),Ni1=Ni-G/n。
Designvalueofthebendingmomentaccordingtocalculating:
N=(882.84+1620.00)/4+4124.27×(4.80/2)/[4×(4.80/2)2]=1055.32kN
Mx1=My1=2×(1055.32-1620.00/4)×(2.40-1.00)=1820.90kN.m
4.Calculationforreinforcementofthecrosssectionoftherectangularpilecap
Referto《DesignStandardofconcretestructure》(GB50010-2002)No7.2,Flexuralbearingcapacitycalculation.
Inwhich
1──coefficient,whentheconcretestrengthislessthanC50,
1tookas1.0,whenthegradeofconcretestrengthisC80,
1tookas0.94,durationdeterminedbylinearinterpolationmethod;
Fc──Designvalueofthecompressivestrengthofconcrete;
h0──Calculatedheightofpilecap.
fy──Designvalueoftensilestrengthofsteel,fy=300N/mm2
Accordingtothecalculation:
s=1820.90×106/(1.00×14.30×6000.00×1350.002)=0.010
=1-(1-2×0.010)0.5=0.010
s=1-0.012/2=0.995
Asx=Asy=1820.90×106/(0.995×1350.00×300.00)=4518.69mm2.
5.Resistanceofshearingcalculationforthecrosssectionofrectangularpilecap
ØReferto《TheTechnicalStandardofConstructionPile》(JGJ94-94)No5.6.8andNo5.6.11.
Accordingtothecalculationschemeofthestep2,wecangetthemaximumshearingforcethatthedirectionpileofXYpressontherectangularpilecap,concerningthesymmetry,tookasV=1128.60kN,concerntheconditionofpilecapdeployingstirrup,theobliquebearingtheshearingforceshallmeetthefollowingformula:
Inwhich
0──Theimportancecoefficientofconstructionpilefoundation,take1.0;
──Shearcoefficient,
=0.08;
fc──Designvalueofaxialcompressivestrengthofconcrete,
fc=14.30N/mm2;
b0──Calculationwidthofthepilecapcalculationsection,b0=6000mm;
h0──Calculationheightofthepilecapcalculationsection,h0=1450mm;
fy──Designvalueoftensilestrengthofsteel,fy=300.00N/mm2;
S──Spaceofstirrup,S=200mm。
Accordingtocalculating,pilecaphasmeetstherequirementsoftheresistanceofshearing,simplyconstructedwithstirrup!
Øcalculatethediecuttingresistanceofpilecap
Fl≤(0.7βhft+0.15σpc,m)ηumh0
Fl--designvalueofload
βh--influencecoefficientofheight:
take0.96;
ft—designvaluetensilestrengthofconcrete;1.43N/mm2
σpc,m--compressivepre-stress
um—perimeterofeffectivesection
h0--effectiveheight,
η--influencecoefficientofshape;take1
Fl≤(0.7*0.96*1.43+0)*1*3350*4*1350=17383KN
thediecuttingresistanceofpilecapissafety
6.Checkingcalculationofthebearingcapacityofthepile
ØAccordingtothecalculationschemeofstep2,wecangettheaxialpressuredesignvalueofthepile,takethemaximumvalueN=1128.60kN.
Accordingto《PHCpile-10G409》,wechosethepilePHC-D400-A-95
N=1233.36<[R]=2288
7.Checkingcalculationofpile'sverticalultimatebearingcapacityandcalculationofthelengthofthepile
Calculatingofpilebearingcapacityreferto《TheTechnicalStandardofConstructionPileFoundation》(JGJ94-94)No5.2.2-3
Accordingtothecalculationschemeofstep2,wecangettheaxialpressuredesignvalueofthepile,takethemaximumvalueN=1128.60kN.
Checkingcalculationofthepile'sverticalultimatebearingcapacityshallmeettherequirementofthefollowingformula:
Maximumpressure:
Inwhich
R──Maximumultimatebearingcapacity;
Qsk──Thestandardvalueofsinglepile'stotalultimatelateralresistance:
Qpk──Thestandardvalueofsinglepile'stotalultimateendresistance:
s,
p──Respectivelybepilesideresistanceofthepilegroupeffectcoefficient,pileendresistanceofthepilegroupeffectcoefficient,thesubsoilofpilecapresistanceofthepilegroupeffectcoefficient;
s,
p──Respectivelybepilesideresistanceofpartialcoefficient,pileendresistanceofpartialcoefficient,thesubsoilofpilecapresistanceofpartialcoefficient;
qsk──Thestandardvalueofultimatelateralresistanceoftheilayersoilofpileside,takethevalueaccordingtothefollowingtable;
qpk──Thestandardvalueofultimateendresistance,takethevalueaccordingtothefollowingtable;
u──Pilebodycircumference,u=1.257m;
Ap──Pileendarea,takeAp=0.08m2
li──Thicknessoftheilayerofsoil,takethevalueaccordingtothefollowingtable
Thestandardvalueofthicknessandlateralresistanceareasfollowing:
Nameofsoil
No.
Soilthickness(m)
Standardvalueof
Soillateralresistance(kPa)
Standardvalueof
Soilendresistance(kPa)
Siltysoilorsand
1
2
24
1200
Cohesivesoil
2
13
24
965
Cohesivesoil
3
6
88
1900
Cohesivesoil
4
3
60
2000
Cohesivesoil
5
8
60
2000
Siltysoilorsandysoil
6
16
52.5
4200
Cohesivesoil
7
8
96
3150
Siltysoilorsandysoil
8
8
52.5
4350
Becausetheburieddepthofthepileis25m,sotheendofthepileshallatthe5thsoillayer.
Checkingcalculationofmaximumpressure:
R=1.26×(12×30×1+6×88×1+3×60×1+4×60×1)/1.65+1.06×4200.00×0.08/1.65=1214.69kN
TheRvaluecalculatedisgreaterthanthemaximumpressurewhichis1214.69kN,someetstherequirement!
TowercraneTC2
1.Parameterinformation
Typeoftowercrane:
C6018,self-weight(includethepressure)F1=692.09kN,maximumliftingload;F2=100.00kN
OverturningmomentoftowercraneM=2466.86kN.m,liftingheightoftowercraneH=38.8m,WidthoftowercraneB=2m
Strengthofconcrete:
C30,steelgrade:
Ⅲ,lengthofpilecapLcorwidthBc=6.00m
Diameterofpileorpile'slengthd=0.40m
Pilespacea=5.80m,thicknessofpilecapHc=1.50m
EmbeddeddepthoffoundationD=0.00m,stirrupspaceofpilecapS=200mm
Thicknessofprotectionlayer:
50mm;
2.Calculationforverticalforceandbendingmomentofpilecap'stopsurfaceofthetowercranefoundation
ØSelf-weightoftowercrane(includepressure)F1=692.09kN
ØMaximumliftingloadoftowercraneF2=100.00kN
Verticalforceactinguponthetopsurfaceofpile'sfoundation
F=1.2×(F1+F2)=950.51kN
OverturningmomentoftowercraneM=1.4×2466.86=3453.60kN.m;
3.Calculationforthebendingmomentofrectangularpilecap
ØCalculationforverticalforceofthetopofpile(Referto《TechnicalStandardforconstructionpile》JGJ94-94No5.1.1)
Inwhich
n──numberofsinglepile,n=4;
F──Designvalueofverticalforceactingonthetopsurfaceofthepilecap,F=1.2×792.09=950.51kN;
G──Self-weightofpilecap,
G=1.2×(25.0×Bc×Bc×Hc+20.0×Bc×Bc×D)=1620.00kN;
Mx,My──Designvalueofbendingmomentofpilecap'sbottomsurface(kN.m);
xi,yi──SpaceofsinglepilerelativelytothedirectionofXYoftheaxisofpilecap'scenter(m);
Ni──Designvalueofverticalforceofthesinglepile'stop(kN)。
Designvalueoftheverticalforceofsinglepiletopaccordingtothecalculation:
Maximumpressure:
N=(950.51+1620.00)/4+3453.60×(4.80×1.414/2)/[2×(4.80×1.414/2)2]=1151.47Kn
Withdrawalresistancecalculation
N=(953.52+1620.00)/4-3453.60×(4.80/2)/[4*(4.80/2)2]=282.8Kn>0
Withoutupliftforce!
ØCalculationforthebendingmomentoftherectangularpilecap(Referto《TheTechnicalStandardofConstructionPile》JGJ94-94No5.6.1)
Inwhich
Mx1,My1──Calculatingthedesignvalueofthebendingmomentatthecross
sectionofthedirectionXY(kN.m);
xi,yi──SpaceofsinglepilerelativelytothedirectionofXYoftheaxisofpilecap
center(m);
Ni1──Designvalueofsinglepiletopexceptself-weight(kN),Ni1=Ni-G/n。
Designvalueofthebendingmomentaccordingtocalculating:
N=(950.51+1620.00)/4+3453.60×(4.80/2)/[4×(4.80/2)2]=1002.38kN
Mx1=My1=2×(1002.38-162
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