ACI318 轨道基础计算书.docx

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