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
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