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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7/29/2019 79328976 Column Footing Design is 456
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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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