Rc Footing For Column Design As Per Is

InfoMile Solutions Client: S.V.POWER PVT LTD Project: 500 TPH CFBC BOILER Job Title: Design of Footing Building: COMPRESSOR BUILDING

Reference

X

Grade of Steel Unit Weight of Soil Safe Bearing Capacity of soil, SBC

15.09.2008 AKV Rev:

Description of Problem Grade of Concrete

Z

Date: Done by: Checked by:

0

Values Units M25

fck

25.00 MPa

Fe500

fy

500.00 MPa 18.00 kN 600.00 kN/m2

Depth of Pedestal

lpz

0.60 m

Width of Pedestal

bpx

0.30 m

Length of Pedestal above footing

hp

2.70 m

Length of Footing

Lz

1.50 m

Width of Footing Area of Footing Depth of Footing Effective Cover to Steel Effective depth

Bx

1.20 m 1.80 m2 0.40 m 0.06 m 0.34 m

Moment of inertia about x,

A D cc d Zxx

0.45 m3

Moment of inertia about z,

Zzz

0.36 m3

Weight of soil above footing

Ws

78.73 kN

Weight of Footing GOVERNING LOAD CASES NORMAL LOADS(DL+IL) Pi Mxi Mzi DL+IL+EQX Pii Mxii Mzii DL+IL+EQZ Piii Mxiii Mziii

Wf

18.00 kN

NORMAL LOADS(DL+IL) Pi/A Mxi/Zxx Mzi/Zzz

369.82 kN 8.53 kNm 5.88 kNm 392.16 kN 7.94 kNm 36.04 kNm 388.82 kN 8.02 kNm 30.50 kNm

259.20 kN/m2 18.96 kN/m2 16.33 kN/m2

Pmaxi Pmini SINCE Pmaxi<SBC, SIZE PROVIDED IS SAFE DL+IL+EQX Pii/A Mxii/Zxx Mzii/Zzz

294.49 kN/m2 223.91 kN/m2

Pmaxii Pminii SINCE Pmaxii<1.25SBC, SIZE PROVIDED IS SAFE

389.35 kN/m2 153.86 kN/m2

DL+IL+EQZ Piii/A Mxiii/Zxx Mziii/Zzz Pmaxiii Pminiii SINCE Pmaxiii<1.25SBC, SIZE PROVIDED IS SAFE

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271.61 kN/m2 17.64 kN/m2 100.10 kN/m2

269.75 kN/m2 17.82 kN/m2 84.73 kN/m2 372.30 kN/m2 167.20 kN/m2

371.71 Mx X Mz Z

311.65 1.50

0.6 0.30

1.20 171.50

251.93

287.57

274.21

Moments at the face of Pedestal:

SP16, Design aids to IS:456-2000

Moment about X-direction Mxu/bd2 (Mxu = 1.5*Mx) Percent of Steel required

cl. 26.3.3.b.1 & 2 of IS:456-2000

Area of steel required/m Provided Diameter of bar # 12 Spacing required Check for max. spacing Provide #12mm bars @ 200mm

SP16, Design aids to

Moment about Z-direction Mzu/bd2 (Mzu = 1.5*Mz) Percent of Steelrequired

IS:456-2000

Cl. 26.3.3.b.1 & 2 of IS:456-2000

Table 19 of IS:456-2000

Area of steel required/m Provided Diameter of bar # 12 Spacing required Check for max. spacing Provide #12mm bars @ 200mm Check for Shear: Pr. at d diatance from face 284.30 Shear For both directions 29.49 Maximum Shear Force ζv = Vu/bd (Vu = 1.5*V) Available steel Area Percent of steel provided For the above % of steel Design Shear strength

Since ζc > ζv, Safe One Way Shear

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Mx pt Ast

Mz pt Ast

kN/m2 kN V ζv

ζc

35.61 kNm 0.46 MPa 0.12 % 408.00 mm2 4.00 250.00 mm 250.00 mm

28.67 kNm 0.37 MPa 0.12 % 408.00 mm2 4.00 250.00 mm 250.00 mm

357.03 kN/m2 33.07 kN 33.07 kN 0.15 MPa 565.49 mm2 0.17 % 0.35 MPa

Punching Shear Punching Resistance Punching resistance is

>

895.33 kN 392.16 kN

Hence Safe in Punching Shear Cl. 26.5.2.1 of IS:456-2000

Shrinkage reinforcement at top: Minimum Area of steel Provided Diameter of bar # 10 Spacing required Provide #10mm bars @ 250mm Final Results: Provide Size of the Footing: 1200 x 1500 x 400mm Bottom Main reinforcement about X-Direction: Provide #12mm bars @ 200 c/c Bottom Main reinforcementabout Z-Direction: Provide #12mm bars @ 200 c/c Shrinkage reinforcement at top: Provide #10mm bars @ 250 c/c

file:///var/www/apps/pdfcoke/pdfcoke/tmp/scratch4/10691621.xls

408.00 mm2 78.54 mm2 192.50 mm

file:///var/www/apps/pdfcoke/pdfcoke/tmp/scratch4/10691621.xls

file:///var/www/apps/pdfcoke/pdfcoke/tmp/scratch4/10691621.xls

file:///var/www/apps/pdfcoke/pdfcoke/tmp/scratch4/10691621.xls