Bar dia. & Bar nos. calculation for Astx Bar dia. & Bar nos. calculation for Astxspacing spacing

B of footing 2400 Nos. reqd 122.907 A of footing 1900 Nos. reqd 122.906971Astx req'd 639 19 Asty req'd 639 15

8 50.2655 955.044 8 50.265482510 78.5398 1492.26 10 78.539816312 113.097 2148.85 12 113.09733616 201.062 3820.18 16 201.0619320 314.159 5969.03 20 314.15926525 490.874 9326.6 25 490.87385232 804.248 15280.7 32 804.247719

Minimum bar dia req'd. 8 Minimum bar dia req'd. 8Note :- Don't change anything in this sheet

Diameter of reinf. Tried

Diameter of reinf. Tried

Bar dia. & Bar nos. calculation for Astx

955.0441671492.256512148.849383820.176675969.026049326.6031915280.7067

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Design of Footing :-A

Input DataFactored axial load (Pu) 1200 kNColumn Size Column side parallel to x-axis (a) 300 mm a

Column side parallel to y-axis (b) 800 mmFooting Size Column side parallel to x-axis (A) 1900 mm b

Column side parallel to y-axis (B) 2400 mm B xConcrete grade 20 N/mmReinforcement grade 415 N/mmSoil Bearing capacity (Working) 200 kN/mDepth of footing at column (D) (Provided) 450 mm yDepth at the edge of slopped footing (d) (Provide 200 mm PlanEffective cover to reinforcement 60 mm

Footing size is O.K. Reinf.Calculations // to AWeight of footing 38 kNTotal design load(Limit) 1238 kNArea required for footing 4.13 m DOffset parallel to x-axis 800 mm AOffset parallel to y-axis 800 mmUpward soil pressure (Factored) 271.49 kN/m SectionMoment at column face parallel to x-axis 86.88 kN.m / mRequired depth #N/A mmMoment at column face parallel to y-axis 86.88 kN.m / mRequired depth #N/A mmReinforcementReinforcement reqd. - parallel to x-axis (Astx) 639 mm/mReinforcement reqd. - parallel to y-axis (Asty) 639 mm/mMin. 0.12% Reinforcement-parallel to x-axis (Astx 480 mm/mMin. 0.12% Reinforcement-parallel to y-axis (Asty 330 mm/mReinforcement provided - parallel to x-axis (Astx) 10 @ 122.9 mm c/c - 20 Nos. .383 %Reinforcement provided - parallel to y-axis (Astx) 10 @ 122.9 mm c/c - 20 Nos. .442 %

Check the depth of footing for two-way shear at deff/2 from column facePerimeter at crictical section 4000 mmEffective depth at critical section 329.0625 mmArea resisting shear 1316250 mm 1.118 N/mmks #N/A #N/A N/mmDesign shear 1015.1 kN 0.771 N/mm

#N/ACkeck for one-way shear at deff. Distance from column face (along x-axis)

Effective depth of footing at critical section 268.125 mmTop width of footing at critical section 1580 mmCross sectional area of footing at critical section 533569 mmTotal Shear at critical section 267.1 kNShear stress (tvx) 0.415 N/mm

d

A x B

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% reinforcement at critical section 0.383 %Permissible shear stress (tcx) 0.430 N/mm

Safe O.K.

Ckeck for one-way shear at deff. Distance from column face (along y-axis)

Effective depth of footing at critical section 268.125 mmTop width of footing at critical section 1080 mmCross sectional area of footing at critical section 399506 mmTotal Shear at critical section 211.5 kNShear stress (tvy) 0.415 N/mm% reinforcement at critical section 0.442 %Permissible shear stress (tcy) 0.455 N/mm

Safe O.K.Check for bearing pressure at column baseActual bearing stress (Pu / (axb) ) 5.158333 N/mmA1 ( A x B ) 4560000 mmA2 ( a x b ) 240000 mmPermissible bearing stress0.45 x Fck x sqrt(A1/A2) = #N/A N/mm

#N/A

CALCULATIONFooting