DATA INPUT

BREADTH OF COLUMN(b)= 230.00 mm MADE BYDEPTH OF COLUMN (d)= 450.00 mm JAYESH R. RAJAILOAD ON COLUMN = 500.00 kN

MONENT ALONG TO X= 50 kN.mMONENT ALONG TO Y= 50 kN.mS.B.C= 200 kN/m2Fck= 20 N/mm2Fy= 415 N/mm2COVER= 50.00 mm

OUT PUT

REQUIERD PROVIDEDLENGTH OF FOOTING (L)= 1771.96 mm 2050.00 mmWIDTH OF FOOTING (B)= 1551.96 mm 2050.00 mmAREA OF FOOTING (A)= 2.75 m2 4.20 m2 SAFE

DEPTH REQUIRED= 473.67 mmOVERALL DEPTH OF FOOTING(D)= 550.00 mm ANGLE OF FOOTING(DEGREE)DEPTH OF FOOTING(d)= 200.00 mm 16.12

CHECK FOR TWO WAY SHEARPERIMETER AT CRITICAL SECTION = 3290.00 mmDEPTH AT CRITICAL SECTION = 389.21 mmNOMINAL SHEAR STRESS τv=Vu*P*D 0.49

1.13 SAFEPERMISSIBLE SHEAR STRESS τuc2 = τ'uc*ks=

AST AST (X) PARALLEL TO LONG SIDE AST (Y) PARALLEL TO SHORT SIDE

DIA OF BAR 12 12

AST REQUIREDNO OF BAR 11 11

AREA 1243.44 m2 1243.44 m2

AST PROVIDEDNO OF BAR 11 16

AREA 1243.44 m2 1808.64 m2

SPACING 181.80 mm 117.20 mm

CHECK FOR ONE WAY SHEAR (X)Bx = b + 2 * dx 930.00 mmDEPTH D= 146.51 mmDESIGN SHEAR Vu= 133.66 kNSHEAR RESISTED BY THE SECTION= 183.60 kN SAFE

CHECK FOR ONE WAY SHEAR (Y)By = d + 2 * dy 1150.00 mmDEPTH D= 116.67 mmDESIGN SHEAR Vu= 187.55 kNSHEAR RESISTED BY THE SECTION= 191.51 kN SAFE

BEARING PRESSUREACTUAL BEARING STRESS = 8 N/mm2PERMISSIBLE BEARING STRESS = 18 N/mm2 SAFE

Davg+d (AVG REPTH+LENGTH OF COLUMN)

MADE BY 50 kN.m 932.50 mmJAYESH R. RAJAI

2050.00 mm

MAXIMUM PRESSURE189 kN/m2

2050.00 mmSAFE

84 kN/m2

bd

LENGTH

WID

TH

P

RO

VID

ED

My

Mx

PRESSURE DIAGRAM

AST (Y) PARALLEL TO SHORT SIDE

12

AST REQUIRED11

1243.44 m2

AST PROVIDED16

1808.64 m2

117.20 mm

Davg+b (AVG REPTH+WIDTH OF COLUMN)

712.50 mm

154 kN/m2127 kN/m2

50 kN.m

84 kN/m2

154 kN/m2

127 kN/m2

bd

LENGTH

WID

TH

P

RO

VID

ED

My

Mx

SIZE OF FOOTINGBREADTH OF COLUMN(b)= 230 MMDEPTH OF COLUMN (d)= 450 MMVERTICAL UNFACTORED LOAD FROM COLUMN (P) = 500 KNSELF WT OF FOOTING (10% OF P) = 50 KNTOTAL LOAD= 550 KN

FACTORED LOAD=1.5* TOTAL LOAD 825

UPWARD FACTORED SOIL PRESSURE INCLUDING SELF WEIGHT (wu) = 196.31

UPWARD FACTORED SOIL PRESSURE (wu) = 178.47

SOIL BEARING CAPACITY= 200

AREA OF FOOTING REQUIRED (A req.) = 2.75LENGTH OF FOOTING REQUIRED (L req) = 1772 MMWIDTH OF FOOTING REQUIRED (B req) = 1552.0 MMLENGTH OF FOOTING (L provided) = 2050 MMWIDTH OF FOOTING (B povided) = 2050 MMPROJECTION OF FOOTING ABOUT X - AXIS (Cx) = 910 MMPROJECTION OF FOOTING ABOUT Y - AXIS (Cy) = 800 MM

AREA OF FOOTING PROVIDED (Apro) = 4.2EFFECTIVE COVER= 50 MM

DEPTH OF FOOTING

MOMENT ABOUT X AXIS= 142.42 KNMBALANCED DEPTH (X)= 473.7 MMWIDTH AT THE EDGE OF FOOTING (DX1)= 144.0 MMEFFECTIVE DEPTH REQ. (DX)= 490.0 MMRESISTING SECTION (X)= 330.0 MM

MOMENT ABOUT Y AXIS= 184.28 KNMBALANCED DEPTH (Y)= 348.4 MMWIDTH AT THE EDGE OF FOOTING (DY1)= 132.0 MMEFFECTIVE DEPTH REQ. (DY)= 475.0 MM

KN/M2

KN/M2

KN/M2

KN/M2

M2

M2

RESISTING SECTION (Y)= 550.0 MM

REQ. BALANCE DEPTH= 473.67 MMTOTAL DEPTH PROVIDED= 550 MMDEPTH AT THE BASE= 200 MMEFFECTIVE DEPTH= 350 MM

PRESSURE CALCULATION

SECTION MODULOUS (Zx)= 1.44

SECTION MODULOUS (Zy)= 1.44

PRESSURE/AREA (P/A) = 118.98

MOMENT/SECTION MODULOUS (Mx/Zx)= 34.82

MOMENT/SECTION MODULOUS (My/Zy)= 34.82

MAXIMUM PRESSURE (P/A+Mx/Zx+My/Zy)= 188.62 SAFE

MINIMUM PRESSURE (P/A-Mx/Zx-My/Zy)= 49.33 SAFE

MAXIMUM PRESSURE IN X DIRECTION (P/A+Mx/Zx)= 153.80

MINMUM PRESSURE IN X DIRECTION (P/A-Mx/Zx)= 84.15

MAXIMUM PRESSURE IN Y DIRECTION (P/A+My/Zy)= 153.80

MINMUM PRESSURE IN Y DIRECTION (P/A-My/Zy)= 84.15

Net upward pressure for one way shear(X) = 126.62

Net upward pressure for one way shear(Y) = 126.62

Net upward pressure for two way shear = 126.62

TWO WAY SHEAR

AVERAGE DEPTH OF FOOTING= 482.5 MMCRITICAL SECTION IS AT DISTANCE dy/2 FORM FACE OF COLUMN= 241.25 MM

AREA OF THE SECTION= 1280505.96PROJECTION IN X= 0.7125 M

m3

m3

KN/m2

KN/m2

KN/m2

KN/m2

KN/m2

KN/m2

KN/m2

KN/m2

KN/m2

KN/m2

KN/m2

KN/m2

MM2

PROJECTION IN Y= 0.9325 MCENTILEVER= 668.75 MMACTUAL SHEAR FORCE Vu= 631.43 KNPERIMETER AT CRITICAL SECTION P= 3290.00 MMEFFECTIVE DEPTH AT CRITICAL SECTION D= 389.21 MM

NOMINAL SHEAR STRESS τv=Vu*P*D 0.49RATIO OF COLUMN SIDES b/d=βc= 0.51

1.12ks = 0.5 + βc not > 1 1.01

1.13 SAFE

AREA OF STEEL ALONG X

0.278PT (X)= 0.078 %

AST (X)= 802.37

AST MIN= 1230

AST REQUIRED= 1243.44USE BAR OF DIA= 12 MMNO OF BAR REQUIRED= 11 NOSNO OF BAR PROVIDED= 11 NOS

AST PROVIDED (X)= 1243.44SPACING= 181.8 MM

AREA OF STEEL ALONG Y

0.36PT (Y)= 0.10 %

AST (Y)= 1043.37

AST MIN= 1230

AST REQUIRED = 1243.44USE BAR OF DIA= 12 MMNO OF BAR REQUIRED= 11 NOS

N/MM2

τ'uc = 0.25 * (sqrt(fck))= N/MM2

PERMISSIBLE SHEAR STRESS τuc2 = τ'uc * ks= N/MM2

FOR STEEL IN X Mu/bd2 N/MM2

MM2

MM2

MM2

MM2

FOR STEEL IN X Mu/bd2 N/MM2

MM2

MM2

MM2

NO OF BAR PROVIDED= 16 NOS

AST PROVIDED (X)= 1808.64SPACING= 117.2 MM

ONE WAY SHEAR IN X DIRECTIONDESIGN SHEAR Vu= 133.66 KNB = b + 2 * dx 930 MMDEPTH D= 146.512 MMMOMENT ABOUT THE SECTION= 48.402 KNM

AREA OF THE SECTION= 525802.3255814SHEAR RESISTED BY THE SECTION= 183.604 KN

NOMINAL SHEAR STRESS τv= 0.133Pt=100 As/b d 0.236 %

PERMISSIBLE SHEAR STRESS τc= 0.349 SAFE

ONE WAY SHEAR IN Y DIRECTIONDESIGN SHEAR Vu= 187.55 KNB = b + 2 * dx 1150 MMDEPTH D= 116.667 MMMOMENT ABOUT THE SECTION= 51.921 KNM

AREA OF THE SECTION= 436240.97461161SHEAR RESISTED BY THE SECTION= 191.513 KN

NOMINAL SHEAR STRESS τv= 0.193Pt=100 As/b d 0.415 %

PERMISSIBLE SHEAR STRESS τc= 0.439 SAFE

CHECK FOR BEARING PRESSURE

ACTUAL BEARING STRESS = Pu / (bD) 7.97101

A1 = (Lf x Bf) 4202500

A1 = (b+4*Df) * (D+4*Df) 6439500

A1 = 4202500

MM2

MM2

N/MM2

N/MM2

MM2

N/MM2

N/MM2

N/MM2

MM2

MM2

MM2

A2 = b * D 103500sqrt(A1/A2) = 2.00

PERMISSIBLE BEARING STRESS = 0.45 * fck * (sqrt(A1/A2)) 18 SAFE

MM2

N/MM2

Without Shear

τc in X direction 15 20 25 30 35 400.15 0.250 0.236 0.15 0.28 0.28 0.29 0.29 0.29 0.3

0.28 0.36 0.349 0.25 0.35 0.36 0.36 0.37 0.37 0.380.5 0.46 0.48 0.49 0.5 0.5 0.51

0.75 0.54 0.56 0.57 0.59 0.59 0.61 0.6 0.62 0.64 0.66 0.67 0.68

1.25 0.64 0.67 0.7 0.71 0.73 0.741.5 0.68 0.72 0.74 0.76 0.78 0.79

1.75 0.71 0.75 0.78 0.8 0.82 0.84 152 0.71 0.79 0.82 0.84 0.86 0.88 20

2.25 0.71 0.81 0.85 0.88 0.9 0.92 25

τc in Y direction 2.5 0.71 0.82 0.88 0.91 0.93 0.95 300.25 0.500 0.415 2.75 0.71 0.82 0.9 0.94 0.96 0.98 35

0.36 0.48 0.439 3 0.71 0.82 0.92 0.96 0.99 1.01 40

234

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