Diseño de Columna Mas Critica
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ETABS 2015 15.1.0 License #*1TUE77HT3U6TEKK ETABS 2015 Concrete Frame Design ACI 318-14 Column Section Design Column Element Details (Summary) Level Element Section ID Combo ID Station Loc Length (cm) LLRF Type PISO 1 C12 C 25X50 UDCon4 320 320 0.76 Sway Special Section Properties b (cm) h (cm) dc (cm) Cover (Torsion) (cm) 25 50 5.6 2.5 Material Properties E c (kgf/cm²) f' c (kgf/cm²) Lt.Wt Factor (Unitless) f y (kgf/cm²) f ys (kgf/cm²) 219019.95 210 1 4200 4200 Design Code Parameters Φ T Φ CTied Φ CSpiral Φ Vns Φ Vs Φ Vjoint 0.9 0.65 0.75 0.75 0.6 0.85 Axial Force and Biaxial Moment Design For P u , M u2 , M u3 Design P u kgf Design M u2 kgf-m Design M u3 kgf-m Minimum M2 kgf-m Minimum M3 kgf-m Rebar Area mm² Rebar % % 14257.1931 -164.6661 5599.9761 324.2086 431.1375 1250 1 Axial Force and Biaxial Moment Factors C m Factor Unitless δ ns Factor Unitless δ s Factor Unitless K Factor Unitless Effective Length cm Major Bend(M3) 0.6 1 1 1 320 Minor Bend(M2) 0.6 1 1 1 320 Shear Design for V u2 , V u3 Shear V u kgf Shear ΦV c kgf Shear ΦV s kgf Shear ΦV p kgf Rebar A v /s cm²/m Major, Vu2 1749.9925 6923.1016 0 0 0 Minor, Vu3 51.4582 6057.2056 0 0 0 final pronoei.EDB Page 1 of 2 23/11/2015
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Transcript of Diseño de Columna Mas Critica
ETABS 2015 15.1.0 License #*1TUE77HT3U6TEKK
ETABS 2015 Concrete Frame Design
ACI 318-14 Column Section Design
Column Element Details (Summary)
Level Element Section ID Combo ID Station Loc Length (cm) LLRF Type
PISO 1 C12 C 25X50 UDCon4 320 320 0.76 Sway Special
Section Properties
b (cm) h (cm) dc (cm) Cover (Torsion) (cm)
25 50 5.6 2.5
Material Properties
Ec (kgf/cm²) f'c (kgf/cm²) Lt.Wt Factor (Unitless) fy (kgf/cm²) fys (kgf/cm²)
219019.95 210 1 4200 4200
Design Code Parameters
ΦT ΦCTied ΦCSpiral ΦVns ΦVs ΦVjoint
0.9 0.65 0.75 0.75 0.6 0.85
Axial Force and Biaxial Moment Design For Pu , Mu2 , Mu3
Design Pu
kgfDesign Mu2
kgf-mDesign Mu3
kgf-mMinimum M2
kgf-mMinimum M3
kgf-mRebar Area
mm²Rebar %
%
14257.1931 -164.6661 5599.9761 324.2086 431.1375 1250 1
Axial Force and Biaxial Moment Factors
Cm FactorUnitless
δns FactorUnitless
δs FactorUnitless
K FactorUnitless
Effective Lengthcm
Major Bend(M3) 0.6 1 1 1 320
Minor Bend(M2) 0.6 1 1 1 320
Shear Design for Vu2 , Vu3
Shear Vu
kgfShear ΦVc
kgfShear ΦVs
kgfShear ΦVp
kgfRebar Av /s
cm²/m
Major, Vu2 1749.9925 6923.1016 0 0 0
Minor, Vu3 51.4582 6057.2056 0 0 0
Joint Shear Check/Design
final pronoei.EDB Page 1 of 2 23/11/2015
ETABS 2015 15.1.0 License #*1TUE77HT3U6TEKK
Joint ShearForce
kgf
ShearVu,Top
kgf
ShearVu,Tot
kgf
ShearΦVc
kgf
JointAreacm²
ShearRatio
Unitless
Major Shear, Vu2 N/A N/A N/A N/A N/A N/A
Minor Shear, Vu3 N/A N/A N/A N/A N/A N/A
(6/5) Beam/Column Capacity Ratio
Major Ratio Minor Ratio
N/A N/A
Notes:
N/A: Not Applicable
N/C: Not Calculated
N/N: Not Needed
final pronoei.EDB Page 2 of 2 23/11/2015
