ACI318 轨道基础计算书.docx
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ACI318轨道基础计算书
封面COVER
CONTENT
CONTENTI
1GISTOFCALCULATION1
2.MATERIALANDDESIGNLOAD1
2.1MATERIAL1
2.2DESIGNLOAD2
3AnalysisModal3
4AnalysisResult4
4.1PROJECT:
4
4.2ANALYZECAPACITYOFMAJORAXISBENDINGOFRC-WALL.5
4.3ANALYZECAPACITYOFMINORAXISBENDINGOFRC-WALL6
4.4ANALYZESHEARCAPACITYOFRC-WALL7
1GISTOFCALCULATION
（1）《BuildingCodeRequirementsforStructuralConcrete（ACI318-11）andCommentary》
（2）《InternationalBuildingCode》（2006）
（3）《MinimumDesignLoadsforBuildingsandOtherStructures》（ASCE/SEI7-10）
（4）《PrinciplesofFoundationEngineering》（BrajaM.Das）
（5）DESIGNENTRUSTINGDOCUMENTANDTHETHEOWNER'SDESIGNREQUIREMENTS
（6）DESIGNINFORMATIONPROVIDEDBYRELATEDDESIGNDISCIPLINES
2.MATERIALANDDESIGNLOAD
2.1MATERIAL
CONCRETEISSELECTEDFROMIRANIANLOCALSTANDARDS，CONCRETEMATERIALISSELECTEDFROMTHELOCALIRANIAN.THEMATERIALSHOULDBEANTICORROSIVEINSOILCOMPLYWITHLOCALCRITERIONS.
BASECUSHIONADOPTC15（2100PSI）LEVERCONCRETE（fc'=15MPa）
THEMAINSTRUCTUREC35（5000PSI）LEVERCONCRETE（fc'=35MPa）
AMONGTHEM,THECONCRETESTRENGTHGUARANTEERATEIS91%.
REINFORCEDSTEELISADOPTEDOFERANIANSTANDARDS,REAINFORCEDMATERIALISSELECTEDFROMTHELOCALIRANIAN.
THEREINFORCEDSTEELISADOPTEDAIIILEVERCONCRETE（fy=400MPa（50000PSI））,fu=600MPa（85000psi））SYMBOLSUSE
THENON-REINFORCEDSTEELISADOPTEDAIILEVERCONCRETE（fy=300MPa（42000PSI）,fu=500MPa（7000psi））SYMBOLSUSE
SECONDARYGROUT:
HIGHINTENSITYGROUTINGMATERIAL.
ANCHORBOLTSMATERIALSHALLBEUSEAIIREINFORCEDSTEELFORBARDIAMETERLESSTHAN32mm.FORDIAMETERSLARGERTHAN32mmOREQUALTO32mm,AIIIORST-52REINFORCEDSTEELCOULDBEAPPLIED.
EMBEDDEDPARTS:
ST37-2STEEL.
2.2DESIGNLOAD
2.2.1STANDARDVALUEOFUNIFORMLYDISTRIBUTEDLIVELOADONFLOORANDROOF
PLATFORM:
3.5KN/m2
2.2.2BASICWINDVELOCITY:
30M/S
2.2.3BASICSNOWPRESSURE:
0.25kN/m2
2.2.4SEISMICLOADS:
1）THESOILCLASSISB,ACCORDINGTOIBC2006.
2）S1ISCONSIDEREDAS0.8,ANDSsISEQUALTO1.3.
3）USEIBC2006ASTHEBASEFORSEISMICLOADING.（SOILDEPTHOF30MSHEARWAVEVELOCITYRANGEDBETWEEN375m/sAND750m/s）
PICTURE2.1THESKETCHMAPOFRESPONSESPECTRUM
2.2.4DISTRIBUTIONOFWHEELPRESSURE：
PICTURE2.2WHEELPRESSUREDISTRIBUTIONOFRECLAIMER（ACTONQU100RAIL）
3AnalysisModal
TheprogrammeforanalysisisMIDAS-GEN.
PICTURE3.1Full-pageproofofanalysismodal
PICTURE3.2Activeearthpressureforearthquakeconditions（kN/m2）
PICTURE3.3WHEELPRESSUREDISTRIBUTIONOFRECLAIMER（kN）
4AnalysisResult
4.1PROJECT:
*.DESIGNCODE:
ACI318-05,*.UNITSYSTEM:
kN,m
*.MEMBER:
WALLID=1,WALLMARK=wM0001
STORY=B2,LCB=2,POS=BOT
*.DESCRIPTIONOFWALLDATA
WallHeight（HTw）=0.500m.
WallLength（Lw）=21.600m.
WallThickness（hw）=0.600m.
ConcreteCovertoC.O.R.（dw）=0.051m.
ConcreteCovertoC.O.R.（de）=0.051m.
ConcreteStrength（fc）=34473.797KPa.
ModulusofElasticity（Ec）=27789387.580KPa.
V-RebarStrength（fy）=413685.566KPa.
H-RebarStrength（fys）=275790.378KPa.
ModulusofElasticity（Es）=199948023.746KPa.
4.2ANALYZECAPACITYOFMAJORAXISBENDINGOFRC-WALL.
（1）.Computedesignparameters.
-.Ast=SUM[Asi]=0.0579m^2.
-.Ag=Lw*hw=12.9600m^2.
-.Rhot=Ast/Ag=0.004469
-.esu=fy/Es=0.002069
-.beta1=MAX[1.05-0.05*（fc/1000）,0.65]=0.8000
（2）.Computeconcentricaxialloadcapacity.
-.Po=（0.85*fc）*（Ag-Ast）+fy*Ast=402025.57kN.
-.MaximumAxialLoad:
Pomax=0.80*Po=321620.46kN.
-.MaximumAxialTension:
Pt=-fy*Ast=-23959.34kN.
（3）.Computecapacityofconcretestressblock.
-.a=beta1*c=21.382m.
-.Cc=0.85*fc*a*hw=375932.38kN.
-.MnCc=Cc*（Lw/2-a/2）=40957.06kN-m.
-.Ps=SUM[Fsi（k）]=18620.88kN.
-.MnPs=SUM[Fsi（k）*（Lw/2-di（k））]=34111.39kN-m.
（4）.Computenominalcapacity（Pn,Mn）ofgivenneutralaxis.
-.Pn=Cc+Ps=394553.26kN.
-.Mn=MnPs+MnCc=75068.45kN-m.
-.Pn>Pomax--->Pn=Pomax=321620.46kN.
（5）.Computestrengthreductionfactor.
-.et=0.00000
-.et_min=0.00207
-.et_max=0.00500
-.etphi=0.650
（6）.Computeaxialloadandmomentcapacity（phiPn,phiMn）.
-.phiPn=phi*Pn=209053.30kN.
-.phiMn=phi*Mn=48794.49kN-m.
（7）.Checkratiosofaxialloadandmomentcapacity.
-.Rat_P=Pu/phiPn=0.023<1.000--->O.K.
-.Rat_M=Mu/phiMn=0.019<1.000--->O.K.
4.3ANALYZECAPACITYOFMINORAXISBENDINGOFRC-WALL
（1）.Computedesignparameters.
-.Ast=SUM[Asi]=0.0579m^2.
-.Ag=Lw*hw=12.9600m^2.
-.Rhot=Ast/Ag=0.004469
-.esu=fy/Es=0.002069
-.beta1=MAX[1.05-0.05*（fc/1000）,0.65]=0.8000
（2）.Computeconcentricaxialloadcapacity.
-.Po=（0.85*fc）*（Ag-Ast）+fy*Ast=402025.57kN.
-.MaximumAxialLoad:
Pomax=0.80*Po=321620.46kN.
-.MaximumAxialTension:
Pt=-fy*Ast=-23959.34kN.
（3）.Computecapacityofconcretestressblock.
-.a=beta1*c=0.043m.
-.Cc=0.85*fc*a*Lw=27353.96kN.
-.MnCc=Cc*（hw/2-a/2）=7615.10kN-m.
-.Ps=SUM[Fsi（k）]=-10943.74kN.
-.MnPs=SUM[Fsi（k）*（hw/2-di（k））]=3243.49kN-m.
（4）.Computenominalcapacity（Pn,Mn）ofgivenneutralaxis.
-.Pn=Cc+Ps=16410.22kN.
-.Mn=MnPs+MnCc=10858.59kN-m.
（5）.Computestrengthreductionfactor.
-.et=0.02750
-.et_min=0.00207
-.et_max=0.00500
-.et>et_max--->phi=0.900
（6）.Computeaxialloadandmomentcapacity（phiPn,phiMn）.
-.phiPn=phi*Pn=14769.20kN.
-.phiMn=phi*Mn=9772.73kN-m.
（7）.Checkratiosofaxialloadandmomentcapacity.
-.Rat_P=Pu/phiPn=0.331<1.000--->O.K.
-.Rat_M=Mu/phiMn=0.336<1.000--->O.K.
4.4ANALYZESHEARCAPACITYOFRC-WALL
（1）.Checkpermissiblemaximumshearstrength.
（LCB=5,POS=J）
-.Appliedaxialforce:
Pu=3236.74kN.
-.Appliedbend.moment:
Mu=2240.24kN-m.
-.Appliedshearforce:
Vu=1747.09kN.
-.d=0.8*Lw=17.280m.
-.Vn=10*SQRT（fc）*hw*d=50547.43kN.
-.phi=0.75
-.phiVn=phi*Vn=37910.58kN.
-.VuO.K.
（2）.Computeshearstrengthofconcrete.
-.Term1=Lw*（1.25*SQRT（fc）+0.2*Pu/（Lw*hw））=81325.64（bylb,in）.
-.Term2=Mu/Vu-Lw/2=-374.71（bylb,in）.
（0.6*SQRT（fc）+Term1/Term2）*hw*d-->NotappliedbecauseTerm2issmallerthan0.
-.Vc=MAX[3.3*SQRT（fc）*hw*d+Pu*d/（4*Lw）,0]=17328.00kN.
（3）.ComparefactoredshearforcewithphiVc/2.
-.phi=0.75
-.phiVc/2=phi*Vc/2=6498.00kN.
-.VuMinimumshearreinforcement.
-.Allowablemaximumspacingofreinforcement.
Vertical:
s1=MIN[3*hw,18in]=0.457m.
Horizontal:
s2=MIN[3*hw,18in]=0.457m.
（4）.Checkrequiredratiosofverticalandhorizontalshearreinforcement.
-.RhoN=0.0025
-.RhoH=0.0025
-.Rhot=Ast/Ag=0.0045>RhoN--->O.K.
PICTURE4.1THERELATIONSHIPBETWEENAXIALFORCE（P）WITHMOMENT（MxorMy）
PICTURE4.2THERELATIONSHIPBETWEENAXIALFORCEWITHMOMENTOFMAJORAXIS
PICTURE4.3THERELATIONSHIPBETWEENAXIALFORCEWITHMOMENTOFMINORAXIS
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