isolated footing2

8/13/2019 Isolated Footing2

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Limit state Method of Design of Isolated Footing

Important Notes:

1. Design has Provisions to Input Horizontal Shear & Additional Verticla Loads on Pedestal

( Like wall Load due to Plint Beam etc , not considered in Staad Analysis )Row No 13- 162. Observe Red and Blue Colours , for ease of Understanding in X AND Y DIR3. Water table is considered in the design. If water table is not present enter the depth of footingfrom FGL as the depth of water table.4. This spread sheet can be used for the design of both tapered andnon tapered footing by entering value of t=T.


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BY: STACDATE: 11-09-2011

TATA CONSULTING ENGINEERSCLIENT: COASTAL ENERGY

Description Units Symbol Formulae

Fdn Location - Grid Mark FOOTING FOR 3A

LOAD COMBINATION 101 102 103 104

Vertical load From Staad - Unfactored kN p 1200.00 800.00 1000.00 499.4

Horizontal Shear in Y-Dir (Causing Mx) kN Fy 0.00 0.00 0.00 -4.59

Moment about x-x kN-m MX 0.0 0.0 0.0 -73.8

Horizontal Shear in X-Dir (Causing My) kN Fx 0.00 0.00 0.00 2.54

Moment about y-y kN-m MY 0.00 0.00 0.00 -1.64

Input Additional Loads , if any 0

Additional Vertical Load on Pedestal kN 0 0 0 0

Additional Moment Mx kN-m Mx,add 0 0 0 0

Additional Moment My kN-m My,add 0 0 0 0

Load factor Lf 1.00 1.00 1.00 1.50Type of Load :"N" for Normal or "E" for WL/SL, W for soil N N N N

Net SBC KN/m2

S 300.00 300.00 300.00 300.0

Grade of concrete N/mm2

fck 20 20 20 20

FOOTING DATA

Length along X-Direction m Lx 2.10 1.80 1.90 1.90

Length along Y-Direction m Ly 2.10 1.80 1.90 1.90

Thickness of Footing at col face m T 0.60 0.50 0.50 0.50

Thickness of Footing at end m t 0.60 0.50 0.50 0.50

Depth of footing below NGL m H 3.00 3.00 3.00 3.00Depth of footing below FGL m H1 3.00 3.00 3.00 3.00Depth of footing below Top of Pedestal m H2 0.00 0.00 0.00 0.00

WATER TABLE

Water table below FGL m H3

(if water table does not existenter value of H1 10.00 10.00 10.00 10.00

COL DATA

Column Dimension along X-Dir m lx 0.45 0.23 0.45 0.45Column Dimension along Y-Dir m ly 0.23 0.45 0.23 0.23REINF DATA

Clear Cover to Reinf 70 70 70 70Reinf Along X ( For My ) : Asx

Diameter mm d input 12 10 12 12

Spacing mm s input 150 130 150 150

Reinf Along Y ( For Mx ) : Asy

Diameter mm d input 12 10 12 12

Spacing mm s input 150 130 150 150


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Grade of Steel fy 415 415 415 415

REMARKS

For Bearing Pressure , If "$$", Change K SAFE SAFE SAFE SAFFor shear about axis parallel to x-x direction SAFE SAFE SAFE SAFFor moment about axis parallel to x-x direction SAFE SAFE SAFE SAFFor shear about axis parallel to y-y direction SAFE SAFE SAFE SAFFor moment about axis parallel to y-y direction SAFE SAFE SAFE SAF

For punching shear SAFE SAFE SAFE SAFAgainst Over Turning SAFE SAFE SAFE SAFAgainst Sliding SAFE SAFE SAFE SAFAgainst Uplift SAFE SAFE SAFE SAF

TENSION CHECKno

tension

no

tension

no

tension

no

tensiInput "K", as per Fig-6.14,of Teng in case of Tension 0.00 0.00 0.00 0.00

CALCULATIONSFinal Values Adopted for Ftg Design

Vertical load - Unfactored KN P 1200.00 800.00 1000.00 499.4Moment about x-x KN-m Mx MX+Fy*H2+Mx,add 0.00 0.00 0.00 73.7

Moment about y-y KN-m My MY+Fx*H2+My,add 0.00 0.00 0.00 1.64

Footing area m2

A Lx*Ly 4.41 3.24 3.61 3.6

Weight of Footing KN WF ((A*t)+(((Lx*Ly)+(lx*ly))/2*(T-t)))*25 66.15 40.50 45.13 45.1

Weight of soil above Footing KN WS (lx*ly))*(H1-T)+((A+(lx*ly)/2*(T-t))* 186.04 141.14 157.79 157.

Col weight KN WC (lx*ly)*(H2-T)*25 0.00 0.00 0.00 0.00

Total load KN WT WF+WS+WC+P 1452.19 981.64 1202.92 702.3

Eccentricity along y-y = Mx / P m ey Mx/WT 0.00 0.00 0.00 0.11

Eccentricity along x-x = My / P m ex My/WT 0.00 0.00 0.00 0.00

Factors Reqd for Calculation of "K" Value

Factor ex/ Lx 0.00 0.00 0.00 0.00Factor ey/ Ly 0.00 0.00 0.00 0.06

P/A KN/m PV WT / A 329.29 302.98 333.22 194.5

Z about x-x m ZXX (1/6)*(Lx*Ly*Ly) 1.54 0.97 1.14 1.14

Z about y-y m ZYY (1/6)*(Ly*Lx*Lx) 1.54 0.97 1.14 1.14

Mx/Zx KN/m PX Mx/Zx 0.00 0.00 0.00 64.5

My/Zy KN/m PY My/Zy 0.00 0.00 0.00 1.43

SBC with overburden soil KN/m2

GS S+(H*18)*(1.25 for WL/SL) 354.00 354.00 354.00 354.0Base pressure

Pmax (Pa) KN/m PA PV+PX+PY 329.29 302.98 333.22 260.5

Pmin (Pb) KN/m PB PV-PX-PY 329.29 302.98 333.22 128.6


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(Pc) KN/m PC PV+PX-PY 329.29 302.98 333.22 257

(Pd)KN/m P

DP

V-P

X+P

Y 329.29 302.98 333.22 131Redistriduted Max Base pressure KN/m Predist NA NA NA N

Design of footing-about x-x

Avg max base pressure KN/m PE (PA+PC)/2 329.29 302.98 333.22 259

Avg min base pressure KN/m PF (PB+PD)/2 329.29 302.98 333.22 130

Max base pr. At col face KN/m PG ((PE-PF)*((L/2+l/2)/L))+PF 329.29 302.98 333.22 202

Avg pr. KN/m PAVG (PE+PG)/2-Over burden pr. 272.11 246.91 277.01 174

Water pressure at founding level KN/m2

Pw (H1-H3)*10 -70.00 -70.00 -70.00 -70

Cantilever length m LY Ly/2 - ly/2 0.94 0.68 0.84 0.

Over burden load from top KN/m wdead (WF+WS)/A 57.19 56.06 56.21 56

Moment at face of col without redistribution KN-m MY

((PE-PG)*0.5*LY*2LY/3)+((PG-

Wdead)*LY*LY/2)+(Pw*LY*LY/2) 88.34 40.30 72.17 39

Moment at face of col using redist pressure KN-m MYREDIST (Predist-Wdead)*LY*LY/2 NA NA NA N

Design Moment at face of col KN-m MY 88.34 40.30 72.17 39

Factored moment KN-m MUY MY*lf 88.34 40.30 72.17 59

Effective Depth reqd mm dredq sqrt(MUY*10^6/137.96*fck) 178.94 120.86 161.72 146

Effective Cover to Steel 76.00 85.00 76.00 76

Effective Depth provided at col face mm dprod T*1000-(cover+1/2 dia of bar) 524.00 415.00 424.00 424

Mu/bd - 0.32 0.23 0.40 0.

Singly Reinforced Section :

Ref Page 10 Sp-16 for Formula :0.87 fy = b 361.05 361.05 361.05 3610.87 fy 1.005 fy / fck = a 7529.246 7529.246 7529.246 7529

Mu / bd2

OR Mulim/bd2

= c Mu / bd2

0.321748 0.234014 0.40142 0.33(b + sqrt ( b2 - 4ac )) / 2a (pt/100) 0.047045 0.047296 0.046814 0.04

(b - sqrt ( b2 - 4ac )) / 2a (pt/100) 0.000908 0.000657 0.001139 0.00

(pt) 0.090835 0.065716 0.113886 0.09

Limiting Moment of Resistance KN-m Mu,lim 757.83 475.34 496.18 496

pt redq (min of 0.12%) - ptreqd 0.12 0.12 0.12 0.

Area of steel reqd mm Ast-r (ptreqd*dprod)*(1000/100) 720.00 600.00 600.00 600

Area of steel provided mm2

Ast-p 1000/s*(area of one bar) 754.08 604.23 754.08 754

pt (provided) - ptprod (Ast-p / dprod)*10 0.14 0.15 0.18 0.

pt (max) , Table-C & E, sp:16 , p-10 0.955 0.955 0.955 0.9


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Cantilever dist d from face of col (for shear) mm ls (LY*1000)-dprod 411.00 260.00 411.00 411

Cantilever dist d from face of col (for shear) mm ls (LY*1000)-d

prod411.00 260.00 411.00 411

pressure ordinate at "d" away KN/m psh ((PE-PG)/Ly)*((Ly/2)+(l/2)+d)+PF 329.29 302.98 333.22 231

Factored shear force KN Vu ((PE+Psh)/2-Wdead+Pw)*ls*Lf 83.07 46.00 85.08 73

Effective depth at critical section mm ded ((T-t)(ls/LY))+(t-Cover) 524.00 415.00 424.00 424

Width at critical section mm bed ((Lx-lx)*dprod/LY)+lx 1374.71 1195.26 1186.29 1186

Nominal shear stress N/mm v Vu*1000/bed*ded 0.159 0.111 0.201 0.1Permissible shear stress N/mm

2 c as per IS456 0.180 0.180 0.310 0.3Permissible Shear Stress (N/mm2) tc 0.18 0.18 0.309938 0.309

(Ref Formula in Sp:16 p175 ) 16.1367 15.94946 13.05717 13.05

= 0.8 fck / 6.89 pt >= 1 b 16.1367 15.94946 13.05717 13.05Max Allowable Shear Stress tcmax 2.8 2.8 2.8 2

Design of footing-about y-y

Avg max base pressure KN/m2 PE (PA+PD)/2 329.29 302.98 333.22 195

Avg min base pressure KN/m2 PF (PB+PC)/2 329.29 302.98 333.22 193

Max base pr. At col face KN/m PG ((PE-PF)*((W/2+w/2)/W))+PF 329.29 302.98 333.22 194

Avg pr. KN/m PAVG (PE+PG)/2 272.11 246.91 277.01 139

Base pr. At col face KN/m PE ((PA-PD)/W*(W/2+w/2))+PC 329.29 302.98 333.22 194

Avg pr. KN/m PAVG 272.11 246.91 277.01 139

Water Pressure at founding level KN/m2

Pw (H1-H3)*10 -70.00 -70.00 -70.00 -70

Cantilever length m LX Lx/2 - lx/2 0.83 0.79 0.73 0.7

Moment at face of col without redistribution KN-m MX

((PE-PG)*0.5*LX*2LX/3)+((PG-

Wdead)*LX*LX/2)+(Pw*Lx*Lx/2) 68.78 54.51 54.40 18

Moment at face of col using redist pressure KN-m MXREDIST (Predist-Wdead)*LX*LX/2 NA NA NA N

Design Moment at face of col KN-m MX 68.78 54.51 54.40 18

Factored moment KN-m MUX MX*lf 68.78 54.51 54.40 27.

Effective Depth reqd mm dredq sqrt(MUX*10^6/137.96*fck) 157.88 140.55 140.42 99

Effective Cover 88.00 75.00 88.00 88

Effective Depth provided mm dprod T*1000-(cover+1/2 dia of bar) 512.00 425.00 412.00 412

Mu/bd2

- 0.26 0.30 0.32 0.


Ref Page 10 Sp-16 for Formula :0.87 fy = b 361.05 361.05 361.05 3610.87 fy 1.005 fy / fck = a 7529.246 7529.246 7529.246 7529

Mu / bd2 OR Mulim/bd

2 = c Mu / bd

20.262376 0.301782 0.320508 0.16

(b + sqrt ( b2 - 4ac )) / 2a (pt/100) 0.047215 0.047102 0.047048 0.047


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(b - sqrt ( b2 - 4ac )) / 2a (pt/100) 0.000738 0.000851 0.000905 0.000

(pt) 0.073806 0.085094 0.090478 0.045

Limiting Moment of Resistance KN-m Mu,lim 723.52 498.53 468.49 468.

pt redq (min of 0.12%) - 0.12 0.12 0.12 0.1

Area of steel reqd mm Ast-r (ptreqd*dprod)*(1000/100) 614.40 510.00 494.40 494.


Ast-p 1000/s*(area of one bar) 754.08 604.23 754.08 754

pt (provided) - pt (Ast-p / dprod)*10 0.147 0.142 0.183 0.18

pt (max) , Table-C & E, sp:16 , p-10 0.954 0.954 0.954 0.95

Cantilever dist d from face of col (for shear) mm ls (LX*1000)-dprod 313.00 360.00 313.00 313.

Check for cantilever dist for shear mm ls 313.00 360.00 313.00 313.

pressure ordinate at "d" away KN/m2

ps ((PE-PG)/Lx)*((Lx/2)+(l/2)+d)+PF 329.29 302.98 333.22 195.


ps 329.29 302.98 333.22 195.

Factored shear force KN Vu (PAVG+PW)*Lf*ls 63.26 63.69 64.79 32.6

Effective depth at critical section mm ded ((T-t)(ls/LX))+(t-Cover) 512.00 425.00 412.00 412.

Width at critical section mm bed ((Ly-ly)*dprod/LX)+ly 1390.53 1180.89 1179.02 1179

Nominal shear stress N/mm2 v Vu*1000/bed*ded 0.12 0.15 0.16 0.0

Permissible Shear Stress N/mm2 c as per IS456 0.18 0.18 0.31 0.3

Permissible Shear Stress (N/mm2) tc 0.18 0.18 0.313861 0.313

(Ref Formula in Sp:16 p175 ) 15.76715 16.33379 12.68763 12.68

b= 0.8 fck / 6.89 pt >= 1 b 15.76715 16.33379 12.68763 12.68

Max Allowable Shear Stress tcmax 2.8 2.8 2.8 2.8

Punching shear [ @ d/2 ]

max pr. Ordinate at + d/2 KN/m2

ps1 329.29 302.98 333.22 216.

min pr. Ordinate at - d/2 KN/m2

ps2 329.29 302.98 333.22 172.

Avg pr. Ordinate KN/m2 ps3 329.29 302.98 333.22 194.Punching shear-length m psly ly + dprod / 2 0.49 0.66 0.44 0.4

Punching shear-width m pslx lx + dprod/2 0.71 0.44 0.66 0.6

Area for punching shear m2

Aps pslx * psly 0.35 0.29 0.29 0.2Punching shear force KN 1129.20 749.11 939.43 710.Depth of fooring at d/2 mm x + t - cover 524.00 415.00 424.00 424.

m ls Ly/2 - Ly/2 - dprod/2 0.67 0.47 0.62 0.6

m x (T-t) ls / LY 0.00 0.00 0.00 0.0

Punching shear stress N/mm2

0.89 0.82 1.00 0.7

Allowable shear stress under limit state N/mm2

as per cl.31.6.3.1 of IS 456:2000 1.12 1.12 1.12 1.1Beeta-c 0.51 0.51 0.51 0.5

Ks 1.00 1.00 1.00 1.0


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tc 1.12 1.12 1.12 1.12

Check for Overturning

(a) about x-xVertical load KN P 1200.0 800.0 1000.0 499.4Disturbing Moment about x-x KN-m Mx 0.0 0.0 0.0 73.8Load combination No 101 102 103 104

Restoring moment KN-m MxR 0.5*Ly*(WF+WS+WC+P-WU) 1848.94 1087.60 1382.84 907.3

Factor of safety against overturning MxR/Mx 100.0 100.0 100.0 12.3

REMARKS SAFE SAFE SAFE SAF

(B) about y-yVertical load KN P 1200.0 800.0 1000.0 499.4Disturbing Moment about y-y KN-m MyR 0.0 0.0 0.0 1.6Load combination No 101 102 103 104

Restoring moment KN-m MyR 0.5*Lx*(WF+WS+WC+P-WU) 1848.94 1087.60 1382.84 907.3

Factor of safety against overturning MyR/My 100.00 100.00 100.00 554.5


Check for Sliding

Disturbing load (resultant of x-x and y-y dir) KN FR 0.0 0.0 0.0 5.2

Coefficient of friction m tan(2*f/3) 0.500 0.500 0.500 0.50

Restoring force KN WR m*(WF+WS+WC+P) 726.10 490.82 601.46 351.1

Factor of safety against sliding WR/ FR 100.0 100.0 100.0 67.0

Check against uplift

Water depth at founding level m Hw H1-H3 -7.00 -7.00 -7.00 -7.00


Pw Hw * 10 -70.00 -70.00 -70.00 -70.0

Total upward force on footing KN WU Pw * Lx * Ly -308.70 -226.80 -252.70 -252.7

Total downward force KN WD WT 1452.19 981.64 1202.92 702.3

Factor of safety against sliding WD/ WT 100.00 100.00 100.00 100.0



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LOAD COMBINATION

Vertical load From Staad - Unfactored kN p

Horizontal Shear in Y-Dir (Causing Mx) kN Fy

Moment about x-x kN-m MXHorizontal Shear in X-Dir (Causing My) kN Fx

Moment about y-y kN-m MYInput Additional Loads , if any

Additional Vertical Load on Pedestal kN

Additional Moment Mx kN-m Mx,add

Additional Moment My kN-m My,add

Load factor LfType of Load :"N" for Normal or "E" for WL/SL, W for soil

Net SBC KN/m2

S


fck

FOOTING DATA

Length along X-Direction m Lx

Length along Y-Direction m Ly

Thickness of Footing at col face m T

Thickness of Footing at end m t

Depth of footing below NGL m HDepth of footing below FGL m H1Depth of footing below Top of Pedestal m H2

WATER TABLE


(if water table does not existenter value of H1

COL DATA

Column Dimension along X-Dir m lxColumn Dimension along Y-Dir m lyREINF DATA

Clear Cover to ReinfReinf Along X ( For My ) : Asx

Diameter mm d input

Spacing mm s input


Diameter mm d input

Spacing mm s input

110 111 112 11

339.00 740.30 413.49 665

10.82 7.21 -27.49 45.

-29.2 -76.4 -106.1 0.

-22.05 26.18 3.40 0.7

25.37 -27.90 -2.29 -0.2

0 0 0 0

0 0 0 0

0 0 0 0

1.20 1.20 1.20 1.2E E E E

300.00 300.00 300.00 300

20 20 20 20

1.90 1.90 1.90 1.9

1.90 1.90 1.90 1.9

0.50 0.50 0.50 0.5

0.50 0.50 0.50 0.5

3.00 3.00 3.00 3.03.00 3.00 3.00 3.00.00 0.00 0.00 0.0

10.00 10.00 10.00 10.

0.45 0.45 0.45 0.40.23 0.23 0.23 0.2

70 70 70 70

12 12 12 12

150 150 150 15

12 12 12 12

150 150 150 15


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Grade of Steel fy

REMARKS

For Bearing Pressure , If "$$", Change KFor shear about axis parallel to x-x directionFor moment about axis parallel to x-x directionFor shear about axis parallel to y-y directionFor moment about axis parallel to y-y direction

For punching shearAgainst Over TurningAgainst SlidingAgainst Uplift

TENSION CHECKInput "K", as per Fig-6.14,of Teng in case of Tension


Vertical load - Unfactored KN PMoment about x-x KN-m Mx MX+Fy*H2+Mx,add

Moment about y-y KN-m My MY+Fx*H2+My,add

Footing area m2

A Lx*Ly

Weight of Footing KN WF ((A*t)+(((Lx*Ly)+(lx*ly))/2*(T-t)))*25

Weight of soil above Footing KN WS (lx*ly))*(H1-T)+((A+(lx*ly)/2*(T-t))*

Col weight KN WC (lx*ly)*(H2-T)*25

Total load KN WT WF+WS+WC+P

Eccentricity along y-y = Mx / P m ey Mx/WT

Eccentricity along x-x = My / P m ex My/WT


Factor ex/ Lx

Factor ey/ Ly

P/A KN/m PV WT / A

Z about x-x m ZXX (1/6)*(Lx*Ly*Ly)

Z about y-y m ZYY (1/6)*(Ly*Lx*Lx)

Mx/Zx KN/m PX Mx/Zx

My/Zy KN/m PY My/Zy


GS S+(H*18)*(1.25 for WL/SL)Base pressure

Pmax (Pa) KN/m PA PV+PX+PY

Pmin (Pb) KN/m PB PV-PX-PY

415 415 415 4

SAFE SAFE SAFE SASAFE SAFE SAFE SASAFE SAFE SAFE SASAFE SAFE SAFE SASAFE SAFE SAFE SA

SAFE SAFE SAFE SASAFE SAFE SAFE SASAFE SAFE SAFE SASAFE SAFE SAFE SA

no

tension

no

tension

no

tension

n

tens0.00 0.00 0.00 0.

339.00 740.30 413.49 66529.17 76.41 106.10 0.

25.37 27.90 2.29 0.

3.61 3.61 3.61 3.

45.13 45.13 45.13 45

157.79 157.79 157.79 157

0.00 0.00 0.00 0.

541.92 943.22 616.40 868

0.05 0.08 0.17 0.

0.05 0.03 0.00 0.

0.02 0.02 0.00 0.0.03 0.04 0.09 0.

150.12 261.28 170.75 240

1.14 1.14 1.14 1.

1.14 1.14 1.14 1.

25.52 66.84 92.81 0.

22.19 24.41 2.01 0.

367.50 367.50 367.50 367

197.83 352.53 265.57 241

102.40 170.03 75.93 239


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(Pc) KN/m PC PV+PX-PY

(Pd)KN/m P

DP

V-P

X+P

YRedistriduted Max Base pressure KN/m Predist


Avg max base pressure KN/m PE (PA+PC)/2

Avg min base pressure KN/m PF (PB+PD)/2

Max base pr. At col face KN/m PG ((PE-PF)*((L/2+l/2)/L))+PF

Avg pr. KN/m PAVG (PE+PG)/2-Over burden pr.


Pw (H1-H3)*10

Cantilever length m LY Ly/2 - ly/2

Over burden load from top KN/m wdead (WF+WS)/A


((PE-PG)*0.5*LY*2LY/3)+((PG-

Wdead)*LY*LY/2)+(Pw*LY*LY/2)

Moment at face of col using redist pressure KN-m MYREDIST (Predist-Wdead)*LY*LY/2

Design Moment at face of col KN-m MY

Factored moment KN-m MUY MY*lf

Effective Depth reqd mm dredq sqrt(MUY*10^6/137.96*fck)

Effective Cover to Steel

Effective Depth provided at col face mm dprod T*1000-(cover+1/2 dia of bar)

Mu/bd -


Ref Page 10 Sp-16 for Formula :0.87 fy = b0.87 fy 1.005 fy / fck = a

Mu / bd2

OR Mulim/bd2

= c Mu / bd2

(b + sqrt ( b2 - 4ac )) / 2a (pt/100)

(b - sqrt ( b2 - 4ac )) / 2a (pt/100)

(pt)

Limiting Moment of Resistance KN-m Mu,lim

pt redq (min of 0.12%) - ptreqd

Area of steel reqd mm Ast-r (ptreqd*dprod)*(1000/100)


Ast-p 1000/s*(area of one bar)

pt (provided) - ptprod (Ast-p / dprod)*10

pt (max) , Table-C & E, sp:16 , p-10

153.45 303.71 261.55 2

146.79 218.85 79.94 2NA NA NA

175.64 328.12 263.56 2

124.60 194.44 77.94 2

153.21 269.37 181.98 2

108.21 242.54 166.56 1

-70.00 -70.00 -70.00 -

0.84 0.84 0.84

56.21 56.21 56.21 5

14.62 63.56 38.40 4

NA NA NA

14.62 63.56 38.40 4

17.55 76.27 46.08 4

79.75 166.26 129.23 1

76.00 76.00 76.00 7

424.00 424.00 424.00 4

0.10 0.42 0.26

361.05 361.05 361.05 37529.246 7529.246 7529.246 75

0.097615 0.42427 0.256336 0.20.047681 0.046748 0.047232 0.0

0.000272 0.001205 0.000721 0.0

0.027191 0.12054 0.072081 0.0

496.18 496.18 496.18 4

0.12 0.12 0.12

600.00 511.09 600.00 6

754.08 754.08 754.08 7

0.18 0.18 0.18

0.955 0.955 0.955 0


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Cantilever dist d from face of col (for shear) mm ls (LY*1000)-dprod


prodpressure ordinate at "d" away KN/m psh ((PE-PG)/Ly)*((Ly/2)+(l/2)+d)+PF

Factored shear force KN Vu ((PE+Psh)/2-Wdead+Pw)*ls*Lf

Effective depth at critical section mm ded ((T-t)(ls/LY))+(t-Cover)

Width at critical section mm bed ((Lx-lx)*dprod/LY)+lx

Nominal shear stress N/mm v Vu*1000/bed*dedPermissible shear stress N/mm

2 c as per IS456Permissible Shear Stress (N/mm2) tc

(Ref Formula in Sp:16 p175 )

= 0.8 fck / 6.89 pt >= 1 bMax Allowable Shear Stress tcmax


Avg max base pressure KN/m2 PE (PA+PD)/2

Avg min base pressure KN/m2 PF (PB+PC)/2

Max base pr. At col face KN/m PG ((PE-PF)*((W/2+w/2)/W))+PF

Avg pr. KN/m PAVG (PE+PG)/2

Base pr. At col face KN/m PE ((PA-PD)/W*(W/2+w/2))+PC

Avg pr. KN/m PAVG


Pw (H1-H3)*10

Cantilever length m LX Lx/2 - lx/2


((PE-PG)*0.5*LX*2LX/3)+((PG-

Wdead)*LX*LX/2)+(Pw*Lx*Lx/2)

Moment at face of col using redist pressure KN-m MXREDIST (Predist-Wdead)*LX*LX/2

Design Moment at face of col KN-m MX

Factored moment KN-m MUX MX*lf

Effective Depth reqd mm dredq sqrt(MUX*10^6/137.96*fck)

Effective Cover

Effective Depth provided mm dprod T*1000-(cover+1/2 dia of bar)

Mu/bd2

-




2 = c Mu / bd

2

(b + sqrt ( b2 - 4ac )) / 2a (pt/100)

411.00 411.00 411.00 41

411.00 411.00 411.00 41

164.60 299.20 223.41 24

21.65 92.45 57.84 5

424.00 424.00 424.00 42

1186.29 1186.29 1186.29 11

0.051 0.218 0.136 0

0.310 0.310 0.310 0

0.309938 0.309938 0.309938 0.3

13.05717 13.05717 13.05717 13.

13.05717 13.05717 13.05717 13.

2.8 2.8 2.8

172.31 285.69 172.75 24

127.92 236.87 168.74 24

155.37 267.06 171.22 24

107.63 220.16 115.78 18

155.37 267.06 171.22 24

107.63 220.16 115.78 18

-70.00 -70.00 -70.00 -7

0.73 0.73 0.73 0

10.63 40.28 12.10 3

NA NA NA

10.63 40.28 12.10 3

12.76 48.34 14.52 3

68.00 132.36 72.54 11

88.00 88.00 88.00 8

412.00 412.00 412.00 41

0.08 0.28 0.09 0

361.05 361.05 361.05 367529.246 7529.246 7529.246 752

0.075158 0.284763 0.08553 0.2

0.047744 0.047151 0.047715 0.0


12/72



(b - sqrt ( b2 - 4ac )) / 2a (pt/100)

(pt)


pt redq (min of 0.12%) -




pt (provided) - pt (Ast-p / dprod)*10


Cantilever dist d from face of col (for shear) mm ls (LX*1000)-dprod

Check for cantilever dist for shear mm ls


ps ((PE-PG)/Lx)*((Lx/2)+(l/2)+d)+PF


ps

Factored shear force KN Vu (PAVG+PW)*Lf*ls

Effective depth at critical section mm ded ((T-t)(ls/LX))+(t-Cover)

Width at critical section mm bed ((Ly-ly)*dprod/LX)+ly

Nominal shear stress N/mm2 v Vu*1000/bed*ded

Permissible Shear Stress N/mm2 c as per IS456

Permissible Shear Stress (N/mm2) tc


b= 0.8 fck / 6.89 pt >= 1 b

Max Allowable Shear Stress tcmax



ps1


ps2

Avg pr. Ordinate KN/m2 ps3Punching shear-length m psly ly + dprod / 2

Punching shear-width m pslx lx + dprod/2


Aps pslx * pslyPunching shear force KNDepth of fooring at d/2 mm x + t - cover

m ls Ly/2 - Ly/2 - dprod/2

m x (T-t) ls / LY



as per cl.31.6.3.1 of IS 456:2000Beeta-c

Ks

0.000209 0.000802 0.000238 0.00

0.020908 0.080213 0.023807 0.05

468.49 468.49 468.49 46

0.12 0.12 0.12 0

494.40 494.40 494.40 49

754.08 754.08 754.08 75

0.183 0.183 0.183 0.

0.954 0.954 0.954 0.

313.00 313.00 313.00 31

313.00 313.00 313.00 31

165.28 277.95 172.12 24

165.28 277.95 172.12 24

15.99 58.45 17.36 43

412.00 412.00 412.00 41

1179.02 1179.02 1179.02 117

0.04 0.14 0.04 0

0.31 0.31 0.31 0

0.313861 0.313861 0.313861 0.31

12.68763 12.68763 12.68763 12.6

12.68763 12.68763 12.68763 12.6

2.8 2.8 2.8 2

158.90 284.29 202.70 24

141.33 238.27 138.80 24

150.12 261.28 170.75 240.44 0.44 0.44 0

0.66 0.66 0.66 0

0.29 0.29 0.29 0395.12 837.65 477.25 75424.00 424.00 424.00 42

0.62 0.62 0.62 0

0.00 0.00 0.00 0

0.42 0.89 0.51 0

1.12 1.12 1.12 10.51 0.51 0.51 0

1.00 1.00 1.00 1


13/72



tc


(a) about x-xVertical load KN PDisturbing Moment about x-x KN-m MxLoad combination No

Restoring moment KN-m MxR 0.5*Ly*(WF+WS+WC+P-WU)

Factor of safety against overturning MxR/Mx

REMARKS

(B) about y-yVertical load KN PDisturbing Moment about y-y KN-m MyRLoad combination No

Restoring moment KN-m MyR 0.5*Lx*(WF+WS+WC+P-WU)

Factor of safety against overturning MyR/My

REMARKS

Check for Sliding

Disturbing load (resultant of x-x and y-y dir) KN FRCoefficient of friction m tan(2*f/3)

Restoring force KN WR m*(WF+WS+WC+P)

Factor of safety against sliding WR/ FR


Water depth at founding level m Hw H1-H3


Pw Hw * 10

Total upward force on footing KN WU Pw * Lx * Ly

Total downward force KN WD WT

Factor of safety against sliding WD/ WTREMARKS

1.12 1.12 1.12 1.

339.0 740.3 413.5 66529.2 76.4 106.1 0110 111 112 11

754.89 1136.12 825.65 1065

25.9 14.9 7.8 206

SAFE SAFE SAFE SA

339.0 740.3 413.5 66525.4 27.9 2.3 0110 111 112 11

754.89 1136.12 825.65 1065

29.76 40.72 360.07 4439

SAFE SAFE SAFE SA

24.6 27.2 27.7 45

0.500 0.500 0.500 0.5

270.96 471.61 308.20 434

11.0 17.4 11.1 9

-7.00 -7.00 -7.00 -7.

-70.00 -70.00 -70.00 -70

-252.70 -252.70 -252.70 -252

541.92 943.22 616.40 868

100.00 100.00 100.00 100

SAFE SAFE SAFE SA


14/72





LOAD COMBINATION









Net SBC KN/m2

S


fck

FOOTING DATA






WATER TABLE



COL DATA



Diameter mm d input

Spacing mm s input


Diameter mm d input

Spacing mm s input

119 120 121 12

485.48 448.24 507.22 545

9.49 -1.80 20.33 9.5

-46.6 -63.6 -29.4 -52

2.63 2.53 1.23 11.

-1.89 -1.66 -0.47 -11.

0 0 0 0

0 0 0 0

0 0 0 0

1.20 1.20 1.20 1.2E E E E

300.00 300.00 300.00 300

20 20 20 20

1.90 1.90 1.90 1.9

1.90 1.90 1.90 1.9

0.50 0.50 0.50 0.5

0.50 0.50 0.50 0.5

3.00 3.00 3.00 3.03.00 3.00 3.00 3.00.00 0.00 0.00 0.0

10.00 10.00 10.00 10.

0.45 0.45 0.45 0.40.23 0.23 0.23 0.2

70 70 70 70

12 12 12 12

150 150 150 15

12 12 12 12

150 150 150 15


15/72



Grade of Steel fy

REMARKS







Footing area m2

A Lx*Ly








Factor ex/ Lx

Factor ey/ Ly

P/A KN/m PV WT / A



Mx/Zx KN/m PX Mx/Zx

My/Zy KN/m PY My/Zy





415 415 415 4



no

tension

no

tension

no

tension

n

tens0.00 0.00 0.00 0.

485.48 448.24 507.22 54546.58 63.64 29.37 52

1.89 1.66 0.47 11

3.61 3.61 3.61 3.

45.13 45.13 45.13 45

157.79 157.79 157.79 157

0.00 0.00 0.00 0.

688.39 651.16 710.14 748

0.07 0.10 0.04 0.

0.00 0.00 0.00 0.

0.00 0.00 0.00 0.0.04 0.05 0.02 0.

190.69 180.38 196.71 207

1.14 1.14 1.14 1.

1.14 1.14 1.14 1.

40.75 55.67 25.69 46

1.65 1.45 0.41 9.

367.50 367.50 367.50 367

233.09 237.50 222.82 263

148.29 123.26 170.61 151


16/72




(Pd)KN/m P

DP

V-P

X+P








Pw (H1-H3)*10




((PE-PG)*0.5*LY*2LY/3)+((PG-








Mu/bd -



Mu / bd2

OR Mulim/bd2

= c Mu / bd2

(b + sqrt ( b2 - 4ac )) / 2a (pt/100)

(b - sqrt ( b2 - 4ac )) / 2a (pt/100)

(pt)








229.78 234.59 221.99 2

151.60 126.16 171.44 1NA NA NA

231.44 236.05 222.40 2

149.94 124.71 171.03 1

195.62 187.12 199.82 2

157.32 155.37 154.90 1

-70.00 -70.00 -70.00 -

0.84 0.84 0.84

56.21 56.21 56.21 5

32.52 32.60 30.91 3

NA NA NA

32.52 32.60 30.91 3

39.03 39.13 37.09 4

118.93 119.08 115.94 1

76.00 76.00 76.00 7

424.00 424.00 424.00 4

0.22 0.22 0.21

361.05 361.05 361.05 37529.246 7529.246 7529.246 75

0.21708 0.217632 0.206322 0.20.047344 0.047342 0.047375 0.0

0.000609 0.000611 0.000578 0.0

0.060898 0.061055 0.057843 0.0

496.18 496.18 496.18 4

0.12 0.12 0.12

600.00 600.00 600.00 6

754.08 754.08 754.08 7

0.18 0.18 0.18

0.955 0.955 0.955 0


17/72



















Avg pr. KN/m PAVG


Pw (H1-H3)*10



((PE-PG)*0.5*LX*2LX/3)+((PG-






Effective Cover


Mu/bd2

-




2 = c Mu / bd

2

(b + sqrt ( b2 - 4ac )) / 2a (pt/100)

411.00 411.00 411.00 41

411.00 411.00 411.00 41

213.81 211.96 211.29 23

47.55 48.23 44.70 5

424.00 424.00 424.00 42

1186.29 1186.29 1186.29 11

0.112 0.114 0.105 0

0.310 0.310 0.310 0

0.309938 0.309938 0.309938 0.3

13.05717 13.05717 13.05717 13.

13.05717 13.05717 13.05717 13.

2.8 2.8 2.8

192.34 181.83 197.13 21

189.04 178.93 196.30 19

191.08 180.72 196.81 20

135.50 125.07 140.76 15

191.08 180.72 196.81 20

135.50 125.07 140.76 15

-70.00 -70.00 -70.00 -7

0.73 0.73 0.73 0

17.27 14.52 18.61 2

NA NA NA

17.27 14.52 18.61 2

20.72 17.42 22.33 2

86.67 79.47 89.97 10

88.00 88.00 88.00 8

412.00 412.00 412.00 41

0.12 0.10 0.13 0

361.05 361.05 361.05 367529.246 7529.246 7529.246 752

0.122092 0.102652 0.131566 0.1

0.047612 0.047667 0.047586 0.0


18/72


19/72



tc





REMARKS




REMARKS

Check for Sliding







Pw Hw * 10




1.12 1.12 1.12 1.

485.5 448.2 507.2 54546.6 63.6 29.4 52119 120 121 12

894.04 858.67 914.69 951

19.2 13.5 31.1 18

SAFE SAFE SAFE SA

485.5 448.2 507.2 5451.9 1.7 0.5 11119 120 121 12

894.04 858.67 914.69 951

473.04 517.27 1929.73 84

SAFE SAFE SAFE SA

9.8 3.1 20.4 14

0.500 0.500 0.500 0.5

344.20 325.58 355.07 374

35.0 104.8 17.4 25

-7.00 -7.00 -7.00 -7.

-70.00 -70.00 -70.00 -70

-252.70 -252.70 -252.70 -252

688.39 651.16 710.14 748

100.00 100.00 100.00 100

SAFE SAFE SAFE SA


20/72





LOAD COMBINATION









Net SBC KN/m2

S


fck

FOOTING DATA






WATER TABLE



COL DATA



Diameter mm d input

Spacing mm s input


Diameter mm d input

Spacing mm s input

128 139 140 14

376.61 586.89 648.96 314

-20.89 39.95 8.03 11.

-90.6 -1.7 -65.8 -26

3.25 1.02 22.23 -17

-2.21 -0.50 -23.55 20.

0 0 0 0

0 0 0 0

0 0 0 0

1.20 1.50 1.50 1.5E N N N

300.00 300.00 300.00 300

20 20 20 20

1.90 1.90 1.90 1.9

1.90 1.90 1.90 1.9

0.50 0.50 0.50 0.5

0.50 0.50 0.50 0.5

3.00 3.00 3.00 3.03.00 3.00 3.00 3.00.00 0.00 0.00 0.0

10.00 10.00 10.00 10.

0.45 0.45 0.45 0.40.23 0.23 0.23 0.2

70 70 70 70

12 12 12 12

150 150 150 15

12 12 12 12

150 150 150 15


21/72



Grade of Steel fy

REMARKS







Footing area m2

A Lx*Ly








Factor ex/ Lx

Factor ey/ Ly

P/A KN/m PV WT / A



Mx/Zx KN/m PX Mx/Zx

My/Zy KN/m PY My/Zy





415 415 415 4



no

tension

no

tension

no

tension

n

tens0.00 0.00 0.00 0.

376.61 586.89 648.96 31490.58 1.73 65.84 26

2.21 0.50 23.55 20

3.61 3.61 3.61 3.

45.13 45.13 45.13 45

157.79 157.79 157.79 157

0.00 0.00 0.00 0.

579.53 789.81 851.88 517

0.16 0.00 0.08 0.

0.00 0.00 0.03 0.

0.00 0.00 0.01 0.0.08 0.00 0.04 0.

160.53 218.78 235.98 143

1.14 1.14 1.14 1.

1.14 1.14 1.14 1.

79.23 1.52 57.59 23

1.93 0.43 20.60 18

367.50 354.00 354.00 354

241.70 220.73 314.17 184

79.37 216.83 157.79 101


22/72




(Pd)KN/m P

DP

V-P

X+P








Pw (H1-H3)*10




((PE-PG)*0.5*LY*2LY/3)+((PG-








Mu/bd -



Mu / bd2

OR Mulim/bd2

= c Mu / bd2

(b + sqrt ( b2 - 4ac )) / 2a (pt/100)

(b - sqrt ( b2 - 4ac )) / 2a (pt/100)

(pt)








237.84 219.86 272.97 1

83.23 217.70 198.98 1NA NA NA

239.77 220.30 293.57 1

81.30 217.27 178.39 1

170.13 218.97 242.95 1

148.74 163.42 212.05 1

-70.00 -70.00 -70.00 -

0.84 0.84 0.84

56.21 56.21 56.21 5

31.50 32.65 52.46 1

NA NA NA

31.50 32.65 52.46 1

37.79 48.97 78.69 1

117.04 133.22 168.88 7

76.00 76.00 76.00 7

424.00 424.00 424.00 4

0.21 0.27 0.44

361.05 361.05 361.05 37529.246 7529.246 7529.246 75

0.210231 0.272385 0.43772 0.00.047363 0.047186 0.046708 0.0

0.00059 0.000767 0.001245 0.0

0.058952 0.076668 0.124466 0.0

496.18 496.18 496.18 4

0.12 0.12 0.12

600.00 600.00 527.73 6

754.08 754.08 754.08 7

0.18 0.18 0.18

0.955 0.955 0.955 0


23/72



















Avg pr. KN/m PAVG


Pw (H1-H3)*10



((PE-PG)*0.5*LX*2LX/3)+((PG-






Effective Cover


Mu/bd2

-




2 = c Mu / bd2

(b + sqrt ( b2 - 4ac )) / 2a (pt/100)

411.00 411.00 411.00 4

411.00 411.00 411.00 4

205.49 219.64 268.65 15

47.55 57.80 95.50 2

424.00 424.00 424.00 42

1186.29 1186.29 1186.29 11

0.112 0.136 0.225 0

0.310 0.310 0.310 0

0.309938 0.309938 0.309938 0.3

13.05717 13.05717 13.05717 13.

13.05717 13.05717 13.05717 13.

2.8 2.8 2.8

162.47 219.22 256.58 16

158.60 218.35 215.38 12

160.99 218.89 240.86 14

105.52 162.84 192.51 9

160.99 218.89 240.86 14

105.52 162.84 192.51 9

-70.00 -70.00 -70.00 -7

0.73 0.73 0.73 0

9.40 24.41 32.88 8

NA NA NA

9.40 24.41 32.88 8

11.28 36.62 49.33 1

63.94 115.21 133.71 6

88.00 88.00 88.00 8

412.00 412.00 412.00 4

0.07 0.22 0.29 0

361.05 361.05 361.05 367529.246 7529.246 7529.246 752

0.066448 0.215745 0.290595 0.0

0.047768 0.047348 0.047134 0.0


24/72



(b - sqrt ( b2 - 4ac )) / 2a (pt/100)

(pt)











ps ((PE-PG)/Lx)*((Lx/2)+(l/2)+d)+PF


ps








b= 0.8 fck / 6.89 pt >= 1 b




ps1


ps2






m x (T-t) ls / LY




Ks

0.000185 0.000605 0.000819 0.00

0.018475 0.060519 0.081884 0.01

468.49 468.49 468.49 46

0.12 0.12 0.12 0

494.40 494.40 494.40 49

754.08 754.08 754.08 75

0.183 0.183 0.183 0.

0.954 0.954 0.954 0.

313.00 313.00 313.00 31

313.00 313.00 313.00 31

161.85 219.08 250.05 15

161.85 219.08 250.05 15

13.50 43.63 59.67 15

412.00 412.00 412.00 41

1179.02 1179.02 1179.02 117

0.03 0.11 0.14 0

0.31 0.31 0.31 0

0.313861 0.313861 0.313861 0.31

12.68763 12.68763 12.68763 12.6

12.68763 12.68763 12.68763 12.6

2.8 2.8 2.8 2

187.81 219.30 255.80 15

133.26 218.26 216.15 13

160.53 218.78 235.98 140.44 0.44 0.44 0

0.66 0.66 0.66 0

0.29 0.29 0.29 0436.59 831.48 917.04 45424.00 424.00 424.00 42

0.62 0.62 0.62 0

0.00 0.00 0.00 0

0.47 0.89 0.98 0

1.12 1.12 1.12 10.51 0.51 0.51 0

1.00 1.00 1.00 1


25/72



tc





REMARKS




REMARKS

Check for Sliding







Pw Hw * 10




1.12 1.12 1.12 1.

376.6 586.9 649.0 31490.6 1.7 65.8 26128 139 140 14

790.62 990.38 1049.35 731

8.7 571.8 15.9 27

SAFE SAFE SAFE SA

376.6 586.9 649.0 3142.2 0.5 23.5 20128 139 140 14

790.62 990.38 1049.35 731

358.23 1996.73 44.56 35

SAFE SAFE SAFE SA

21.1 40.0 23.6 21

0.500 0.500 0.500 0.5

289.77 394.90 425.94 258

13.7 9.9 18.0 12

-7.00 -7.00 -7.00 -7.

-70.00 -70.00 -70.00 -70

-252.70 -252.70 -252.70 -252

579.53 789.81 851.88 517

100.00 100.00 100.00 100

SAFE SAFE SAFE SA


26/72





LOAD COMBINATION









Net SBC KN/m2

S


fck

FOOTING DATA






WATER TABLE



COL DATA



Diameter mm d input

Spacing mm s input


Diameter mm d input

Spacing mm s input

147 148 149 15

586.89 648.96 314.54 586

39.95 8.03 11.04 39.

-1.7 -65.8 -26.5 -1.

1.02 22.23 -17.96 1.0

-0.50 -23.55 20.84 -0.5

0 0 0 0

0 0 0 0

0 0 0 0

1.20 1.20 1.20 1.2E E E E

300.00 300.00 300.00 300

20 20 20 20

1.90 1.90 1.90 1.9

1.90 1.90 1.90 1.9

0.50 0.50 0.50 0.5

0.50 0.50 0.50 0.5

3.00 3.00 3.00 3.03.00 3.00 3.00 3.00.00 0.00 0.00 0.0

10.00 10.00 10.00 10.

0.45 0.45 0.45 0.40.23 0.23 0.23 0.2

70 70 70 70

12 12 12 12

150 150 150 15

12 12 12 12

150 150 150 15


27/72



Grade of Steel fy

REMARKSFor Bearing Pressure , If "$$", Change KFor shear about axis parallel to x-x directionFor moment about axis parallel to x-x directionFor shear about axis parallel to y-y directionFor moment about axis parallel to y-y directionFor punching shear

Against Over TurningAgainst SlidingAgainst Uplift



Vertical load - Unfactored KN P

Moment about x-x KN-m Mx MX+Fy*H2+Mx,add


Footing area m2

A Lx*Ly








Factor ex/ Lx

Factor ey/ Ly

P/A KN/m PV WT / A



Mx/Zx KN/m PX Mx/Zx

My/Zy KN/m PY My/Zy





415 415 415 4

SAFE SAFE SAFE SASAFE SAFE SAFE SASAFE SAFE SAFE SASAFE SAFE SAFE SASAFE SAFE SAFE SASAFE SAFE SAFE SASAFE SAFE SAFE SASAFE SAFE SAFE SASAFE SAFE SAFE SA

no

tension

no

tension

no

tension

n

tens0.00 0.00 0.00 0.

586.89 648.96 314.54 586

1.73 65.84 26.47 1.

0.50 23.55 20.84 0.

3.61 3.61 3.61 3.

45.13 45.13 45.13 45

157.79 157.79 157.79 157

0.00 0.00 0.00 0.

789.81 851.88 517.46 789

0.00 0.08 0.05 0.

0.00 0.03 0.04 0.

0.00 0.01 0.02 0.

0.00 0.04 0.03 0.

218.78 235.98 143.34 218

1.14 1.14 1.14 1.

1.14 1.14 1.14 1.

1.52 57.59 23.16 1.

0.43 20.60 18.23 0.

367.50 367.50 367.50 367

220.73 314.17 184.73 220

216.83 157.79 101.95 216


28/72




(Pd)KN/m P

DP

V-P

X+P








Pw (H1-H3)*10




((PE-PG)*0.5*LY*2LY/3)+((PG-








Mu/bd2

-



Mu / bd2

OR Mulim/bd2

= c Mu / bd2

(b + sqrt ( b2 - 4ac )) / 2a (pt/100)

(b - sqrt ( b2 - 4ac )) / 2a (pt/100)

(pt)








219.86 272.97 148.27 2

217.70 198.98 138.42 2NA NA NA

220.30 293.57 166.50 2

217.27 178.39 120.18 2

218.97 242.95 146.14 2

163.42 212.05 100.11 1

-70.00 -70.00 -70.00 -

0.84 0.84 0.84

56.21 56.21 56.21 5

32.65 52.46 11.68 3

NA NA NA

32.65 52.46 11.68 3

39.17 62.95 14.02 3

119.15 151.05 71.27 1

76.00 76.00 76.00 7

424.00 424.00 424.00 4

0.22 0.35 0.08

361.05 361.05 361.05 37529.246 7529.246 7529.246 75

0.217908 0.350176 0.077964 0.20.047342 0.046963 0.047736 0.0

0.000611 0.00099 0.000217 0.0

0.061133 0.099033 0.021692 0.0

496.18 496.18 496.18 4

0.12 0.12 0.12

600.00 600.00 600.00 6

754.08 754.08 754.08 7

0.18 0.18 0.18

0.955 0.955 0.955 0


29/72



















Avg pr. KN/m PAVG


Pw (H1-H3)*10



((PE-PG)*0.5*LX*2LX/3)+((PG-






Effective Cover


Mu/bd2

-




2 = c Mu / bd2

(b + sqrt ( b2 - 4ac )) / 2a (pt/100)

411.00 411.00 411.00 41

411.00 411.00 411.00 41

219.64 268.65 156.48 21

46.24 76.40 17.40 4

424.00 424.00 424.00 42

1186.29 1186.29 1186.29 11

0.109 0.180 0.041 0

0.310 0.310 0.310 0

0.309938 0.309938 0.309938 0.3

13.05717 13.05717 13.05717 13.

13.05717 13.05717 13.05717 13.

2.8 2.8 2.8

219.22 256.58 161.57 21

218.35 215.38 125.11 21

218.89 240.86 147.66 21

162.84 192.51 98.41 16

218.89 240.86 147.66 21

162.84 192.51 98.41 16

-70.00 -70.00 -70.00 -7

0.73 0.73 0.73 0

24.41 32.88 8.08 2

NA NA NA

24.41 32.88 8.08 2

29.30 39.46 9.69 2

103.04 119.59 59.26 10

88.00 88.00 88.00 8

412.00 412.00 412.00 41

0.17 0.23 0.06 0

361.05 361.05 361.05 367529.246 7529.246 7529.246 752

0.172596 0.232476 0.057087 0.1

0.04747 0.0473 0.047794 0.0


30/72



(b - sqrt ( b2 - 4ac )) / 2a (pt/100)

(pt)










pressure ordinate at "d" away KN/m2 ps ((PE-PG)/Lx)*((Lx/2)+(l/2)+d)+PF


ps








b= 0.8 fck / 6.89 pt >= 1 b




ps1


ps2






m x (T-t) ls / LY




Ks

0.000483 0.000653 0.000159 0.00

0.04829 0.065278 0.015864 0.0

468.49 468.49 468.49 46

0.12 0.12 0.12 0

494.40 494.40 494.40 49

754.08 754.08 754.08 75

0.183 0.183 0.183 0.

0.954 0.954 0.954 0.

313.00 313.00 313.00 31

313.00 313.00 313.00 31

219.08 250.05 155.80 21

219.08 250.05 155.80 21

34.91 47.74 12.20 34

412.00 412.00 412.00 41

1179.02 1179.02 1179.02 117

0.08 0.12 0.03 0

0.31 0.31 0.31 0

0.313861 0.313861 0.313861 0.31

12.68763 12.68763 12.68763 12.6

12.68763 12.68763 12.68763 12.6

2.8 2.8 2.8 2

219.30 255.80 151.31 21

218.26 216.15 135.37 21

218.78 235.98 143.34 210.44 0.44 0.44 0

0.66 0.66 0.66 0

0.29 0.29 0.29 0668.47 736.92 368.15 66424.00 424.00 424.00 42

0.62 0.62 0.62 0

0.00 0.00 0.00 0

0.71 0.79 0.39 0

1.12 1.12 1.12 10.51 0.51 0.51 0

1.00 1.00 1.00 1


31/72



tc





REMARKS




REMARKS

Check for Sliding







Pw Hw * 10




1.12 1.12 1.12 1.

586.9 649.0 314.5 5861.7 65.8 26.5 1147 148 149 15

990.38 1049.35 731.65 990

571.8 15.9 27.6 57

SAFE SAFE SAFE SA

586.9 649.0 314.5 5860.5 23.5 20.8 0147 148 149 15

990.38 1049.35 731.65 990

1996.73 44.56 35.10 1996

SAFE SAFE SAFE SA

40.0 23.6 21.1 40

0.500 0.500 0.500 0.5

394.90 425.94 258.73 394

9.9 18.0 12.3 9

-7.00 -7.00 -7.00 -7.

-70.00 -70.00 -70.00 -70

-252.70 -252.70 -252.70 -252

789.81 851.88 517.46 789

100.00 100.00 100.00 100

SAFE SAFE SAFE SA


32/72





LOAD COMBINATION









Net SBC KN/m2

S


fck

FOOTING DATA






WATER TABLE



COL DATA



Diameter mm d input

Spacing mm s input


Diameter mm d input

Spacing mm s input

168 169 170 17

1602.20 1747.30 1689.21 1316

7.46 8.76 8.47 1.9

81.8 92.4 88.5 19

34.23 10.52 4.32 15.

42.92 42.34 23.23 2.2

0 0 0 0

0 0 0 0

0 0 0 0

1.20 1.20 1.20 1.2E E E E

300.00 300.00 300.00 300

20 20 20 20

1.90 1.90 1.90 1.9

1.90 1.90 1.90 1.9

0.50 0.50 0.50 0.5

0.50 0.50 0.50 0.5

3.00 3.00 3.00 3.03.00 3.00 3.00 3.00.00 0.00 0.00 0.0

10.00 10.00 10.00 10.

0.45 0.45 0.45 0.40.23 0.23 0.23 0.2

70 70 70 70

12 12 12 12

150 150 150 15

12 12 12 12

150 150 150 15


33/72



Grade of Steel fy

REMARKS

For Bearing Pressure , If "$$", Change KFor shear about axis parallel to x-x directionFor moment about axis parallel to x-x directionFor shear about axis parallel to y-y directionFor moment about axis parallel to y-y directionFor punching shear

Against Over TurningAgainst SlidingAgainst Uplift





Footing area m2

A Lx*Ly


Weight of soil above Footing KN WS -(lx*ly))*(H1-T)+((A+(lx*ly)/2*(T-t))*






Factor ex/ Lx

Factor ey/ Ly

P/A KN/m PV WT / A



Mx/Zx KN/m PX Mx/Zx

My/Zy KN/m PY My/Zy





415 415 415 4

UNSAFE UNSAFE UNSAFE UNSUNSAFE UNSAFE UNSAFE UNSUNSAFE UNSAFE UNSAFE UNSUNSAFE UNSAFE UNSAFE SAUNSAFE UNSAFE UNSAFE SAUNSAFE UNSAFE UNSAFE UNS

SAFE SAFE SAFE SASAFE SAFE SAFE SASAFE SAFE SAFE SA

no

tension

no

tension

no

tension

n

tens0.00 0.00 0.00 0.

1602.20 1747.30 1689.21 13181.76 92.40 88.50 19

42.92 42.34 23.23 2.

3.61 3.61 3.61 3.

45.13 45.13 45.13 45

157.79 157.79 157.79 157

0.00 0.00 0.00 0.

1805.11 1950.21 1892.12 151

0.05 0.05 0.05 0.

0.02 0.02 0.01 0.

0.01 0.01 0.01 0.0.02 0.02 0.02 0.

500.03 540.23 524.13 420

1.14 1.14 1.14 1.

1.14 1.14 1.14 1.

71.52 80.83 77.42 16

37.54 37.03 20.32 1.

367.50 367.50 367.50 367

609.09 658.09 621.87 439

390.97 422.36 426.39 402


34/72




(Pd)KN/m P

DP

V-P

X+P








Pw (H1-H3)*10




((PE-PG)*0.5*LY*2LY/3)+((PG-








Mu/bd2

-



Mu / bd2

OR Mulim/bd2

= c Mu / bd2

(b + sqrt ( b2 - 4ac )) / 2a (pt/100)

(b - sqrt ( b2 - 4ac )) / 2a (pt/100)

(pt)








534.01 584.02 581.23 4

466.06 496.43 467.04 4NA NA NA

571.55 621.06 601.55 4

428.51 459.39 446.72 4

508.69 550.01 533.51 4

483.91 529.32 511.32 3

-70.00 -70.00 -70.00 -

0.84 0.84 0.84

56.21 56.21 56.21 5

147.95 164.25 157.80 1

NA NA NA

147.95 164.25 157.80 1

177.54 197.10 189.36 1

253.66 267.27 261.97 2

76.00 76.00 76.00 7

424.00 424.00 424.00 4

0.99 1.10 1.05

361.05 361.05 361.05 37529.246 7529.246 7529.246 75

0.987535 1.096391 1.053327 00.045041 0.044695 0.044833 0.0

0.002912 0.003258 0.00312 0.0

0.291201 0.325803 0.312046 0.2

496.18 496.18 496.18 4

0.29 0.33 0.31

1234.69 1381.41 1323.07 8

754.08 754.08 754.08 7

0.18 0.18 0.18

0.955 0.955 0.955 0


35/72



















Avg pr. KN/m PAVG


Pw (H1-H3)*10



((PE-PG)*0.5*LX*2LX/3)+((PG-






Effective Cover


Mu/bd2

-




2 = c Mu / bd2

(b + sqrt ( b2 - 4ac )) / 2a (pt/100)

411.00 411.00 411.00 41

411.00 411.00 411.00 41

540.61 586.09 568.06 43

212.01 235.43 226.18 15

424.00 424.00 424.00 42

1186.29 1186.29 1186.29 11

0.500 0.555 0.533 0

0.310 0.310 0.310 0

0.309938 0.309938 0.309938 0.3

13.05717 13.05717 13.05717 13.

13.05717 13.05717 13.05717 13.

2.8 2.8 2.8

537.57 577.26 544.46 42

462.49 503.19 503.81 41

508.92 549.00 528.95 42

467.04 506.92 480.49 36

508.92 549.00 528.95 42

467.04 506.92 480.49 36

-70.00 -70.00 -70.00 -7

0.73 0.73 0.73 0

105.60 116.07 108.56 7

NA NA NA

105.60 116.07 108.56 7

126.72 139.28 130.27 9

214.31 224.67 217.29 18

88.00 88.00 88.00 8

412.00 412.00 412.00 41

0.75 0.82 0.77 0

361.05 361.05 361.05 367529.246 7529.246 7529.246 752

0.746547 0.820523 0.767477 0.5

0.045788 0.045561 0.045724 0.0


36/72



(b - sqrt ( b2 - 4ac )) / 2a (pt/100)

(pt)










pressure ordinate at "d" away KN/m2 ps ((PE-PG)/Lx)*((Lx/2)+(l/2)+d)+PF


ps








b= 0.8 fck / 6.89 pt >= 1 b




ps1


ps2






m x (T-t) ls / LY




Ks

0.002166 0.002392 0.002229 0.00

0.21655 0.239191 0.222932 0.1

468.49 468.49 468.49 46

0.22 0.24 0.22 0

892.19 985.47 918.48 64

754.08 754.08 754.08 75

0.183 0.183 0.183 0.

0.954 0.954 0.954 0.

313.00 313.00 313.00 31

313.00 313.00 313.00 31

525.68 565.53 538.02 42

525.68 565.53 538.02 42

152.27 167.21 155.88 11

412.00 412.00 412.00 41

1179.02 1179.02 1179.02 117

0.37 0.41 0.38 0

0.31 0.31 0.31 0

0.313861 0.313861 0.313861 0.31

12.68763 12.68763 12.68763 12.6

12.68763 12.68763 12.68763 12.6

2.8 2.8 2.8 2

524.65 568.05 550.78 42

475.41 512.40 497.49 41

500.03 540.23 524.13 420.44 0.44 0.44 0

0.66 0.66 0.66 0

0.29 0.29 0.29 01788.09 1948.09 1884.04 147424.00 424.00 424.00 42

0.62 0.62 0.62 0

0.00 0.00 0.00 0

1.91 2.08 2.01 1

1.12 1.12 1.12 10.51 0.51 0.51 0

1.00 1.00 1.00 1


37/72



tc





REMARKS




REMARKS

Check for Sliding







Pw Hw * 10




1.12 1.12 1.12 1.

1602.2 1747.3 1689.2 13181.8 92.4 88.5 19168 169 170 17

1954.92 2092.77 2037.58 1683

23.9 22.6 23.0 87

SAFE SAFE SAFE SA

1602.2 1747.3 1689.2 13142.9 42.3 23.2 2168 169 170 17

1954.92 2092.77 2037.58 1683

45.55 49.43 87.70 743

SAFE SAFE SAFE SA

35.0 13.7 9.5 15

0.500 0.500 0.500 0.5

902.56 975.11 946.06 759

25.8 71.2 99.5 47

-7.00 -7.00 -7.00 -7.

-70.00 -70.00 -70.00 -70

-252.70 -252.70 -252.70 -252

1805.11 1950.21 1892.12 1519

100.00 100.00 100.00 100

SAFE SAFE SAFE SA


38/72





LOAD COMBINATION









Net SBC KN/m2

S


fck

FOOTING DATA






WATER TABLE

Water table below FGL m H3(if water table does not exist

enter value of H1

COL DATA



Diameter mm d input

Spacing mm s input


Diameter mm d input

Spacing mm s input

177 178

1701.73 1729.37

16.59 0.44

140.9 30.8

8.99 9.82

7.57 7.34

0 0

0 0

0 0

1.20 1.20E E

300.00 300.00

20 20

1.90 1.90

1.90 1.90

0.50 0.50

0.50 0.50

3.00 3.003.00 3.000.00 0.00

10.00 10.00

0.45 0.450.23 0.23

70 70

12 12

150 150

12 12

150 150


39/72



Grade of Steel fy

REMARKSFor Bearing Pressure , If "$$", Change KFor shear about axis parallel to x-x directionFor moment about axis parallel to x-x directionFor shear about axis parallel to y-y directionFor moment about axis parallel to y-y direction




Vertical load - Unfactored KN P

Moment about x-x KN-m Mx MX+Fy*H2+Mx,add


Footing area m2

A Lx*Ly


Weight of soil above Footing KN WS -(lx*ly))*(H1-T)+((A+(lx*ly)/2*(T-t))*






Factor ex/ Lx

Factor ey/ Ly

P/A KN/m PV WT / A



Mx/Zx KN/m PX Mx/Zx

My/Zy KN/m PY My/Zy





415 415

UNSAFE UNSAFEUNSAFE UNSAFEUNSAFE UNSAFEUNSAFE UNSAFEUNSAFE UNSAFE

UNSAFE UNSAFESAFE SAFESAFE SAFESAFE SAFE

no

tension

no

tension0.00 0.00

1701.73 1729.37

140.86 30.82

7.57 7.34

3.61 3.61

45.13 45.13

157.79 157.79

0.00 0.00

1904.65 1932.29

0.07 0.02

0.00 0.00

0.00 0.00

0.04 0.01

527.60 535.26

1.14 1.14

1.14 1.14

123.22 26.96

6.62 6.42

367.50 367.50

657.44 568.63

397.77 501.88


40/72




(Pd) KN/m PD PV-PX+PYRedistriduted Max Base pressure KN/m Predist







Pw (H1-H3)*10




((PE-PG)*0.5*LY*2LY/3)+((PG-








Mu/bd2

-



Mu / bd2 OR Mulim/bd2 = c Mu / bd2

(b + sqrt ( b2 - 4ac )) / 2a (pt/100)

(b - sqrt ( b2 - 4ac )) / 2a (pt/100)

(pt)








644.21 555.80

411.00 514.72NA NA

650.82 562.22

404.38 508.30

542.52 538.52

540.46 494.16

-70.00 -70.00

0.84 0.84

56.21 56.21

170.30 149.24

NA NA

170.30 149.24

204.36 179.09

272.15 254.77

76.00 76.00

424.00 424.00

1.14 1.00

361.05 361.057529.246 7529.246

1.136759 0.996201

0.044565 0.045014

0.003388 0.002939

0.338783 0.293935

496.18 496.18

0.34 0.29

1436.44 1246.28

754.08 754.08

0.18 0.18

0.955 0.955


41/72




Cantilever dist d from face of col (for shear)

isolated footing2

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