79328976 column footing design is 456

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  • 7/29/2019 79328976 Column Footing Design is 456

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    Client: Date:

    Job Title: Done by:

    Location Checked by:

    Type Node Number Rev: 0

    Reference Description of Problem Values Units

    Grade of Concrete M20 fck 30.0 0 MPa

    Grade of Steel Fe415 fy 415 .00 MPa

    Unit Weight of Soil 18.00 kN

    X Safe Bearing Capacity of soil, SBC 130.00 kN/m2

    Depth of Pedestal lpz 0.30 m

    Z Width of Pedestal bpx 0.30 m

    Length of Pedestal above footing hp 1.90 m

    Length of Footing L z 0.75 m

    Width of Footing Bx 0.75 m

    Area of Footing A 0.56 m2

    Depth of Footing D 0.30 m

    Edge thickness Dedge 0.30 m

    Column offset 0.10

    Effective Cover to Steel cc 0.05 m

    Effective depth d 0.25 m

    Effective depth at 'd' apart 0.250 m

    Effective depth at 'd/2' apart 0.250 0.250 m

    Moment of inertia about x, Zxx 0.07 m3

    Moment of inertia about z, Zzz 0.07 m

    Weight of soil above footing Ws 16.16 kN

    Weight of Footing Wf 4.22 kN

    GOVERNING LOAD CASES

    NORMAL LOADS(DL+IL)

    Pi 21.875 1.5 14.58 kN

    Mxi 0 1.5 0.00 kNm

    Mzi 0 1.5 0.00 kNm

    DL+IL+EQX

    Pii 21.875 1.2 18.23 kN

    Mxii 0 1.2 0.00 kNm

    Mzii 0 1.2 0.00 kNm

    DL+IL+EQZ

    Piii 21.875 1.2 18.23 kN

    Mxiii0 1.2 0.00 kNm

    Mziii 0 1.2 0.00 kNm

    NORMAL LOADS(DL+IL)

    Pi/A 62.15 kN/m2

    Mxi/Zxx 0.00 kN/m2

    Mzi/Zzz 0.00 kN/m2

    Pmaxi 62.15 kN/m2

    Pmini 62.15 kN/m2

    Safe

    DL+IL+EQX

    Pii/A 68.64 kN/m2

    Mxii/Zxx 0.00 kN/m2

    Mzii/Zzz 0.00 kN/m2

    Pmaxii 68.64 kN/m2

    Pminii 68.64 kN/m2

    Safe

    DL+IL+EQZ

    Piii/A 68.64 kN/m2

    Mxiii/Zxx 0.00 kN/m2

    Mziii/Zzz 0.00 kN/m2

    Pmaxiii 68.64 kN/m2

    Pminiii 68.64 kN/m2

    Safe

    1/8/2012

    CDS

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    68.64

    Mx

    X

    Mz

    Z 68.64

    0.75 0.30

    0.30

    0.75

    68.64

    68.64 68.64

    68.64

    Moments at the face of Pedestal:

    Moment about X-direction Mx 1.74 kNm

    Mxu/bd2

    (Mxu = 1.5*Mx) 0.04 MPa

    SP16, Design aids to Percent of Steel required p t 0.12 %IS:456-2000 Area of steel required/m A st 300.00 mm

    Provided Diameter of bar #12 3.00

    Spacing required 334.00 mm

    cl. 26.3.3.b.1 & 2 of Check for max. spacing 300.00 mm

    IS:456-2000 Provide #12mm bars @ 309mm

    Moment about Z-direction Mz 1.74 kNm

    Mzu/bd2

    (Mzu = 1.5*Mz) 0.04 MPa

    SP16, Design aids to Percent of Steelrequired p t 0.12 %

    IS:456-2000 Area of steel required/m A st 300.00 mm

    Provided Diameter of bar #12 3.00

    Spacing required 334.00 mm

    Cl. 26.3.3.b.1 & 2 of Check for max. spacing 300.00 mm

    IS:456-2000 Provide #12mm bars @ 309mm

    Check for Shear:

    Pr. at d diatance from face 68.64 kN/m2

    68.64 kN/m2

    Shear For both directions -1.72 kN -1.72 kN

    Maximum Shear Force V -1.72 kN

    v = Vu/bd (Vu = 1.5*V) v -0.010 MPa

    Available steel Area 366.01 mm2

    Percent of steel provided 0.14 %

    For the above % of steel

    Table 19 of IS:456-2000 Design Shear strength c #N/A MPa

    #N/APunching Shear

    Punching Resistance 502.08 kN

    Punching resistance is > 18.23 kN

    Safe

    Shr inkage re inforcement at top:Cl. 26.5.2.1 of IS:456-2000 Minimum Area of steel 300.00 mm

    2

    Provided Diameter of bar #10 78.54 mm2

    Spacing required 261.80 mm

    Provide #10mm bars @ 250mm

    Final Results:

    Provide Size of the Footing: 750 x 750 x 300mm

    Bottom Main reinforcement about X-Direction:

    Provide #12mm bars @ 309 c /c 3 Nos

    Bottom Main reinforcementabout Z-Direction:

    Provide #12mm bars @ 309 c /c 3 Nos

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