0.90 X

0.75

B2 C1 C21.3562 B1

0.76

x2.03

XGRADE OF STEEL AND CONCRETE = 415 25SAFE BEARING CAPACITY OF SOIL= 250 kN/sqmCOLUMN LOAD C1 Pu1 = 825 kNCOLUMN LOAD C2 Pu2 = 500 kNAREA OF FOOTING REQUIRED = 3.89 Sqm PEDESTAL SIZE (L / B) FOR C1 0.6 0.45 m PEDESTAL SIZE (L / B) FOR C2 0.6 0.45 mLENGTH OF THE FOOTING REQUIRED L = 3.678 mSPACING BETWEEN COLUMNS L3 = 2.028 mPROJECTION BEYOND FIRST COLUMN L1 = 0.90 mPROJECTION BEYOND SECOND COLUMN L2 = 0.75 m

2 qob1+b2 = 2.1135

DISTANCE OF C.G. OF LOADS FROM COLUMN C1 Y = 1.2627 mDISTANCE OF C.G. OF LOADS FROM EDGE B1 = 2.0127 mFOOING WIDTH b2 b2 = 1.3562 mFOOING WIDTH b1 b1 = 0.7573 mNET UPWARD PRESSURE= 227.27 kN/sqm

DISTANCE OF C.G. OF SECTION FROM EDGE B1 = 2.0127 mWIDTH AT THE FACE OF THE COLUMN AT C1 = 1.2096 mWIDTH AT THE FACE OF THE COLUMN AT C2 = 0.879 mWIDTH AT C.G = 1.085 m

BENDING MOMENT AND SHEAR FORCE CALCULATION :AT FIRST COLUMN C1 :WIDTH AT THE FACE OF THE COLUMN TO THE LEFT OF C1 = 1.2585 mAREA OF BENDING MOMENTT STRIP TO THE LEFT FACE OF COLUMN 1 = 0.7844 sqmDISTANCE OF C.G. OF STIP FROM LEFT FACE OF COLUMN 1 = 0.3037 mBENDING MOMENT TO THE LEFT OF C1 = 54.1486 kNm 54.149

SHEAR FORCE AT OUTER FACE OF COLUMN 1 = 178.2746 KN

WIDTH AT THE FACE OF THE COLUMN TO THE RIGHT OF C1 = 1.1608 mAREA OF BENDING MOMENT STRIP TO THE RIGHT FACE OF COLUMN 1 = 1.5102 sqmDISTANCE OF C.G. OF STIP FROM RIGHT FACE OF COLUMN 1 = 0.6155 mBENDING MOMENT TO THE RIGHT OF C1 = 46.2648 kNm 46.265

SHEAR FORCE AT INNER FACE OF COLUMN 1 = -206.7742 KN

(b1 + b2) x L = (P1+P2+1.1(P1+P2))

AT FIRST COLUMN C2 :WIDTH AT THE FACE OF THE COLUMN TO THE LEFT OF C1 = 0.9283 mAREA OF BENDING MOMENTT STRIP TO THE LEFT FACE OF COLUMN 1 = 0.8849 sqmBENDING MOMENT TO THE LEFT OF C1 = 2.0141 kNm

SHEAR FORCE AT INNER FACE OF COLUMN 2 = -132.2202 KN

WIDTH AT THE FACE OF THE COLUMN TO THE RIGHT OF C1 = 0.8305 mAREA OF BENDING MOMENT STRIP TO THE RIGHT FACE OF COLUMN 1 = 0.3573 sqmBENDING MOMENT TO THE RIGHT OF C1 = 17.9878 kNm

SHEAR FORCE AT OUTER FACE OF COLUMN 1 = 81.1951 KN

AT C.G. OF LOAD :WIDTH AT C.G. = 1.0850 mBENDING MOMENT AT C.G. = -31.6989 kNm

AT POINT OF ZERO SHEAR FORCE (MAXIMUM HOGGING MOMENT) :POINT OF ZERO SHEAR FORCE Lo = -10.946 mm

EQUATION OF SHEAR FORCE = 18.505 172.106 X + -333.33FROM EDGE B1 X = 1.65 m OR -10.946 mWIDTH AT X 1.025 m

AREA OF BENDING MOMENT STRIP = 1.467 sqmDISTANCE OF C.G. OF STRIP FROM POINT OF ZERO SHEAR FORCE = 0.782 m

MAXIMUM HOGGING BENDING MOMENT = -38.014 kNm

TO FIND POINTS OF CONTRAFLEXURE :Cube Root of an equation :

6.17 + 86.05 + -333.33 X +

ENTER VALUE OF X = 1.065421862.2085079

THE TWO CONTRAFLEXURE POINTS ARE 1.0654 m & 2.2085

X2 +

X3 X2

kNm

kNm

=0

250

0.000.00

m

Co. Trap. Fo. with beam final