Eccentric Footing Xl

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Text of Eccentric Footing Xl

  • m 25

    Fe 500

    150 kN/m2

    1.5 x 1.2 m

    350 mm d

    0.6 X 0.4 m

    2 m Angle of dispersion

    18 KN/m3

    70 kN

    0 kNm

    weight due to soil above footing 56.16 kNincluding wedge

    0.6 m

    0.2 m

    0.378 m

    0.222 m

    Moment due to eccentricity 15.54 kNm

    126.16 m

    15.54 kNm

    Eccentricity from C.G of footing

    Total Load P

    Total moment M

    Axial load from the column

    Moment from the column

    C.G of footing from top

    C.G of column from top

    C.G of the load from top

    S.B.C of the Soil

    size of the footing (assumed)

    Thickness of Footing

    Dimentions of column

    Depth of the footing

    Density of Soil

    Eccentric Footing(Give Input only in Yellow Box)

    Grade of Concrete

    Grade of Steel

  • 70.0889 kN/m2

    43.1551 kN/m2

    Check

    113.244 kN/m2 Safe

    26.9338 kN/m2 Safe

    34.40 kNm

    268.524 mm2

    Ast Min 420 mm2

    Provide 12 at 175 mm centres

    Ast Provided 646 mm2

    59.3

    V 19.4 kN

    Vu 29.10 kN

    TV 0.08315 Check

    SafeTC 0.31919

    212.97 kN

    Stress 0.28975 Check

    SafeTc' 1.25

    Shear force at the distance D from the

    column face

    Two Way Shear

    Punching shear

    P/A + M/Z

    P/A - M/Z

    Moment Mu

    Ast Required

    Check for Shear

    One Way Shear

    P/A

    M/Z

  • Total overturning Moment 15.54 kNm

    due to Soil Above Footing 33.70 kNm

    due to Self weight of Footing 9.45 kNm

    Total Moment 43.1 kNm Check

    2.5 Safe

    Check for Over Turning

    Resisting Moment

    Factor of Safety

  • 0.200

    0.378

    300 m

    30o

    1.2 m

    kN/m2

    26.934

    59.3

    One Way Shear

  • 0.45 m

    175 mm

    Two Way Shear

  • 0.6

    350 mm

    kN/m2

    113.244 kN/m2

  • 0.75 m

  • M 25

    Fe 500

    150 kN/m2

    1.5 x 2 m

    350 mm deff

    0.6 X 0.4 m

    2.5 m

    18 KN/m3

    70 kN

    50 kNm

    Gap between column face and Found 200 mm

    Self weight of foundation 26.25 kN

    Weight of soil above Foundation (Rec) 106.812 kN

    Total load on foundation except Axial Load 133.062 kN

    1 m

    0.4 m

    0.793 m

    0.207 m

    Moment due to eccentricity 42.00 kNm

    C.G of footing from top

    C.G of column from top

    C.G of the load from top

    Eccentricity from C.G of footing

    Depth of the footing

    Density of Soil

    Axial load from the column

    Moment from the column

    S.B.C of the Soil

    size of the footing (assumed)

    Thickness of Footing

    Dimentions of column

    Eccentric Footing(Give Input only in Yellow Box)

    Grade of Concrete

    Grade of Steel

  • 203.062 m

    92.00 kNm

    Ecentricity 0.453063596 M > 0.333333

    165.0096376 kN/m2

    Revise

    1.640809211 m

    Length Top Reinforcement Required

    0 kN/m2

    other end

    74.04133333 kN/m2

    Ast Required 590.9301157 KN-m

    Ast Min 420 mm2

    Dia of Bar 12

    191.3886812 mmCritical Section

    110 mm

    1028.16 mm2

    load Coming on Footing Due to Soil & Foundation 47.45 Kn/m

    Shear at critical face -0.186271 kN

    v -0.000931 N/mm2

    pt 0.343

    8.47

    Spacing of Bar Provided

    Ast Provided

    Check for Shear

    Maximum Pressure

    Footing Contact

    Intensity at

    Moment Mu

    Spacing of Bar Required

    Total Load P

    Total moment M

  • c 0.41769 N/mm2 Safe in Shear

    Wu 101.531

    Stress Vu 254.335 kN

    v 0.423892 N/mm2

    2

    Ks 1

    c 1.25 N/mm2 Safe in Shear

    Total overturning Moment 92.00 kNm

    133.06 kNm

    1.3 Revise

    Check for Over Turning

    Resisting Moment

    due to Soil Above Footing and foundation weight

    Factor of Safety

    Two Way Shear

  • 0.4

    1

    2

    0.206833

    300 m

    o 1.5

    One Way Shear

    CG of whole System

    CG of Dead Load

  • 300 300

    Critical Section 300

    For Oneway

    Shear 94.61343

    2

    1.3

    47.45

    Kn/m

    0

    150 150 0.55

    1.5

    175.82

  • 150

    0.9 2

    1.5