Footing Design Modified for Pedestals

Node L/C Force-X kN Force-Y kN Force-Z kN Moment-X kNm

Moment-Y kNm

Moment-Z kNm

Node L/C Force-X kN Force-Y kN Force-Z kN Moment-X kNm

Moment-Y kNm

Moment-Z kNm

13 200 10.09 87.68 14.72 0.01 0.01 0.01

0 201 12.47 88.84 14.78 0.01 0.01 0.01

0 202 9.79 101.67 20.28 0.01 0.01 0.01

0 203 7.71 86.53 14.67 0.01 0.01 0.01

0 204 10.39 73.69 9.17 0.01 0.01 0.01

0 205 10.35 87.60 14.82 0.01 0.01 0.01

0 206 7.67 100.44 20.32 0.01 0.01 0.01

0 207 5.59 85.30 14.71 0.01 0.01 0.01

0 208 8.27 72.46 9.21 0.01 0.01 0.01

0 209 5.84 86.14 14.65 0.01 0.01 0.01

0 210 10.38 72.34 8.78 0.01 0.01 0.01

0 211 14.34 89.22 14.80 0.01 0.01 0.01

0 212 9.80 103.02 20.67 0.01 0.01 0.01

0 213 3.72 84.91 14.69 0.01 0.01 0.01

0 214 8.26 71.11 8.82 0.01 0.01 0.01

0 215 12.22 87.99 14.84 0.01 0.01 0.01

0 216 7.68 101.79 20.71 0.01 0.01 0.01

Project JPH J0263-FF-XX-XXX-XXX

Sulphur Melting & Filtration Unit 201064-C-101

DESIGN BASIS REPORTRev ADate 4/6/2011Page 1 OF 1

BEARING PRESSURE CHECK FOR FOUNDATION - F1

Area of steel required for Column = 2200

Column Reinf. configuration provided = 6 - 16 Ø + 6 - 16 Ø Area of steel provided for Column = 2412.7432

Column Width 0.50 m Anchorage length required for compression bar = 30 Ø

Column Depth 0.50 m Total Depth of footing required for Compression Anchorage

Overall Depth of Footing= 0.220 m (30x16) x 2200 / 2412.75 + 50 +12 + 12 =

Soil Density = 18.00 < Revise 511.67609 mm

Concrete Density = 25.00

Water density 10.00

Elevation at Ground 100.00 m

Foundation EL 98.00 m

Depth of foundation from FGL= 4.00 m

Water Table Level 90.00 m

Overburden soil depth= 2.00 m

TCo-efficient of Friction µ 0.30

Footing details :

Length in transverse direction (L) = 2.00 m

Length in longitudinal direction (W) = 2.00 m

Area (A) = 4.00 2 Z 1Section modulus @ z-z (Zz) = 1.33

Section modulus @ x-x (Zx) = 1.33

ex

Net SBC Gravity ( For all other load comb except wind/seismic ) = 400.00

500.00 P

600.00 X ez X

Gross SBC Gravity ( For all other load comb except wind/seismic ) = 436.00 L

536.00 Line of Zero Pressure

636.00 s

X= (L-aW) 1

FACTOR OF SAFETY

FOS Against Overturning FOS Against Sliding FOS Against Uplift3 Y=(L-aW)s Z 4

Without Wind OR Seismic W

CALCULATION FOR LOSS OF CONTACT 1.5 1.5 1.5 1.5 1.2 1.2 USING, FOUNDATION ENGINEERING HANDBOOK….by FANG

Foundation Raft Self-weight = 45.63 kN

Soil weight above foundation raft = 255.15 kN

mm2

mm2

kN/m3

kN/m3

kN/m3

m2

m3

m3

kN/m2 aW

Net SBC Gravity ( For Wind load comb) = kN/m2

Net SBC Gravity ( For Seismic load comb) = kN/m2

kN/m2

Gross SBC Gravity ( For Wind load comb) = kN/m2

Gross SBC Gravity ( For Seismic load comb) = kN/m2

With Wind OR Seismic


Without Wind OR Seismic


Without Wind OR Seismic

X

L

W

X

Z

Engineering SA

G37

MPK02180: SBC INCREASED BY 25 % FOR WIND AND SEISMIC CASES

Project JPH J0263-FF-XX-XXX-XXXSulphur Melting & Filtration Unit 201064-C-101

DESIGN BASIS REPORTRev ADate 4/6/2011Page 1 OF 1

Node L/C

STAAD support reactions Loss of contact (using, Fdn. Engg. Handbook…by FANG)

RE

MA

RK

13 200 13-200 10.09 87.68 14.72 0.01 0.01 0.01 97.11 0.01 0.01 97.13 97.11 97.10 97.11 0.00 0.00 0.00 0.00 - - 0.00 0.00 0.00 % 436.00 SAFE 388.46 17.85 6.53 38845.80 38845.80 -320.00 >1.2

13 201 13-201 12.47 88.84 14.78 0.01 0.01 0.01 97.40 0.01 0.01 97.42 97.40 97.39 97.40 0.00 0.00 0.00 0.00 - - 0.00 0.00 0.00 % 536.00 SAFE 389.61 19.34 6.04 38961.00 38961.00 -320.00 >1.2

13 202 13-202 9.79 101.67 20.28 0.01 0.01 0.01 100.61 0.01 0.01 100.63 100.61 100.60 100.61 0.00 0.00 0.00 0.00 - - 0.00 0.00 0.00 % 536.00 SAFE 402.45 22.52 5.36 40244.90 40244.90 -320.00 >1.2

13 203 13-203 7.71 86.53 14.67 0.01 0.01 0.01 96.83 0.01 0.01 96.84 96.83 96.81 96.83 0.00 0.00 0.00 0.00 - - 0.00 0.00 0.00 % 536.00 SAFE 387.31 16.57 7.01 38730.60 38730.60 -320.00 >1.2

13 204 13-204 10.39 73.69 9.17 0.01 0.01 0.01 93.62 0.01 0.01 93.63 93.62 93.60 93.62 0.00 0.00 0.00 0.00 - - 0.00 0.00 0.00 % 536.00 SAFE 374.47 13.85 8.11 37446.70 37446.70 -320.00 >1.2

13 205 13-205 10.35 87.60 14.82 0.01 0.01 0.01 97.09 0.01 0.01 97.11 97.09 97.08 97.09 0.00 0.00 0.00 0.00 - - 0.00 0.00 0.00 % 636.00 SAFE 388.38 18.08 6.44 38837.90 38837.90 -320.00 >1.2

13 206 13-206 7.67 100.44 20.32 0.01 0.01 0.01 100.30 0.01 0.01 100.32 100.30 100.29 100.30 0.00 0.00 0.00 0.00 - - 0.00 0.00 0.00 % 636.00 SAFE 401.22 21.72 5.54 40121.80 40121.80 -320.00 >1.2

13 207 13-207 5.59 85.30 14.71 0.01 0.01 0.01 96.52 0.01 0.01 96.53 96.52 96.50 96.52 0.00 0.00 0.00 0.00 - - 0.00 0.00 0.00 % 636.00 SAFE 386.07 15.74 7.36 38607.40 38607.40 -320.00 >1.2

13 208 13-208 8.27 72.46 9.21 0.01 0.01 0.01 93.31 0.01 0.01 93.32 93.31 93.29 93.31 0.00 0.00 0.00 0.00 - - 0.00 0.00 0.00 % 636.00 SAFE 373.23 12.38 9.04 37323.50 37323.50 -320.00 >1.2

13 209 13-209 5.84 86.14 14.65 0.01 0.01 0.01 96.73 0.01 0.01 96.74 96.73 96.71 96.73 0.00 0.00 0.00 0.00 - - 0.00 0.00 0.00 % 536.00 SAFE 386.92 15.77 7.36 38691.90 38691.90 -320.00 >1.2

13 210 13-210 10.38 72.34 8.78 0.01 0.01 0.01 93.28 0.01 0.01 93.29 93.28 93.26 93.28 0.00 0.00 0.00 0.00 - - 0.00 0.00 0.00 % 536.00 SAFE 373.12 13.59 8.24 37311.90 37311.90 -320.00 >1.2

13 211 13-211 14.34 89.22 14.80 0.01 0.01 0.01 97.50 0.01 0.01 97.51 97.50 97.48 97.50 0.00 0.00 0.00 0.00 - - 0.00 0.00 0.00 % 536.00 SAFE 390.00 20.60 5.68 38999.70 38999.70 -320.00 >1.2

13 212 13-212 9.80 103.02 20.67 0.01 0.01 0.01 100.95 0.01 0.01 100.96 100.95 100.93 100.95 0.00 0.00 0.00 0.00 - - 0.00 0.00 0.00 % 536.00 SAFE 403.80 22.87 5.30 40379.70 40379.70 -320.00 >1.2

13 213 13-213 3.72 84.91 14.69 0.01 0.01 0.01 96.42 0.01 0.01 96.44 96.42 96.41 96.42 0.00 0.00 0.00 0.00 - - 0.00 0.00 0.00 % 636.00 SAFE 385.69 15.15 7.64 38568.80 38568.80 -320.00 >1.2

13 214 13-214 8.26 71.11 8.82 0.01 0.01 0.01 92.97 0.01 0.01 92.99 92.97 92.96 92.97 0.00 0.00 0.00 0.00 - - 0.00 0.00 0.00 % 636.00 SAFE 371.89 12.09 9.23 37188.70 37188.70 -320.00 >1.2

13 215 13-215 12.22 87.99 14.84 0.01 0.01 0.01 97.19 0.01 0.01 97.21 97.19 97.18 97.19 0.00 0.00 0.00 0.00 - - 0.00 0.00 0.00 % 636.00 SAFE 388.77 19.23 6.07 38876.50 38876.50 -320.00 >1.2

13 216 13-216 7.68 101.79 20.71 0.01 0.01 0.01 100.64 0.01 0.01 100.66 100.64 100.63 100.64 0.00 0.00 0.00 0.00 - - 0.00 0.00 0.00 % 636.00 SAFE 402.57 22.09 5.47 40256.60 40256.60 -320.00 >1.2

MAX 14.34 103.02 20.71 0.01 0.01 0.01 100.96 100.93 0.00 0.00 0.00 %

MIN 3.72 71.11 8.78 0.01 0.01 0.01 92.99 92.96 < W/6 < L/6 5.30 37188.70 37188.70

Minimum FOS against SLIDING = 5.30 > 1.50 Hence SAFE against SLIDING

Minimum FOS against OVERTURNING = 37188.70 > 1.50 Hence SAFE against OVERTURNING

Minimum FOS against UPLIFT = No UPLIFT force, Hence SAFE against UPLIFT

FY/A (p1) kN/m2

MX/ Zx(p2)

kN/m2

MZ/ Zz

(p3)kN/m2

Pa

t c

orn

er1

=

p1+

p2+

p3

(

kN/m

2)

Pa

t c

orn

er2

=

p

1+

p2-p

3

(kN

/m2)

Pa

t c

orn

er3

=

p1-p

2-p

3

(k

N/m

2)

Pa

t c

orn

er4

=

p1-p

2+

p3

(k

N/m

2)

ex(m)

ez(m)

Pe

rmis

sib

le G

ros

s

SB

C

PT = FY+Pself+

Psoil

kN

Res. Shear

FR = (Fx

2+ Fz2 )1/2

kN

FOS in Sliding

= (µ.PT/FR)

FOS in overturni

ng - X

FOS in overturni

ng - Z

Upward force on footing

Factor of safty in Uplift

FX kN

FY kN

FZ kN

MX kNm MY kNm MZ kNmc=ex/W d=ez/L a (from

fig. 16.9)

s (from fig.

16.9)

X(m)

Y(m)

%Loss of contact

Engineering SA

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DESIGN BASIS REPORTRev BDate 4/6/2011Page 1 OF 7

DESIGN OF FOUNDATION - F2DATA :

Grade of concrete, fc' = 28

Grade of Reinforcement, fy = 413

Unit wt. of concrete = 25.00

Unit wt. of soil = 18.00

Unit wt. of water = 10.00

Total depth of foundation below F.G.L.= X = 4.00 m

Net SBC of soil for combinations other than WL & Seismic = 400

Depth of the Column, D = 0.50 m

Width of the Column, B = 0.50 m

Length of the Footing, L = 2.00 m

Width of the Footing. W = 2.00 m

Thickness of the Footing, T = 0.220 m

Load Combination involve Seismic / Wind Loads = Y

0.50

3.78

0(T2)

0.22

0

(T)

2.00(W)

COLUMN & FOOTING ELEVATION

0.75

B

2.00

0.50

(L) D X

0.75Z

0.75 0.50 0.75

COLUMN & FOOTING PLAN(All dimensions are in m)

Support reactions from STAAD : Node No : 13 Load Case : 212 13-212

Vertical Load ( Fy ) = 103.02 kN

Hor. Load ( Fx ) = 9.80 kN

Hor. Load ( Fz ) = 20.67 kN

Moment ( Mx ) = 0.01 kN-m

Moment ( Mz ) = 0.01 kN-m

Moment ( My ) = 0.01 kN-m

N/mm2

N/mm2

kN/m3

kN/m3

kN/m3

kN/m2

Engineering SA

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DESIGN BASIS REPORTRev BDate 4/6/2011

Engineering SA

LOAD CALCULATIONS :Weight of Raft = (L x W x D1+ B x D x T2 ) x ρ(concrete)(2x2x0.22+0.5x0.5x3.78) x 25 = 45.63 kNWeight of soil = (2x2x3.78-(0.5x0.5x3.78))x18 255.15 kNTotal downward weight = ( 103.022 + 45.63 + 255.15 ) = 403.80 kN

NET & GROSS SBC CALCULATION :

Soil pressure = ( 4 x 18 ) = 72.00

Net SBC ( For Non Seismic / Non Wind Load combinations ) = 400.00

Gross SBC ( For Non Seismic / Non Wind Load combinations ) = 472.00

Net SBC ( For Wind Load combinations ) = 500.00

Gross SBC ( For Wind Load combinations ) = 572.00

Net SBC ( For Seismic Load combinations ) = 600.00

Gross SBC ( For Seismic Load combinations ) = 672.00

Angle of Internal friction of soil (Φ) = 30 degree

Shear strength of soil = σ X Tan Φ 41.57

DESIGN LOADS :

Vertical Load ( P ) = 403.80 kN

( 9.797^2 + 20.668^2 ) = 22.87 kN

39.20 kN-m

82.68 kN-m

0.01 kN-m

DESIGN PARAMETERS :

Reinforcement Bar dia. = 12.00 mm

Clear cover to reinforcement = 30.00 mm

0.30

Area of footing, A = ( 2 x 2 ) = 4.00

Section modulus @ x-x (Zx) = ( 2 x 2^2 ) / 6 = 1.33

Section modulus @ z-z (Zz) = ( 2 x 2^2 ) / 6 = 1.33

Polar Moment of Inertia Iyy = Ix + Iz = 2.67

CHECK FOR BEARING PRESSURE :

Pressure due to soil = (255.15 / 4) = 63.79

Pressure due to Raft = (45.63 x 4) = 11.41

(Note :- For simplicity considering uniform pressure intensity of Raft SW & Soil wedge)

Pressure due to P = ( 403.8 / 4 ) = 100.95

( 39.198 / 1.33 ) = 29.47

( 82.682 / 1.33 ) = 62.17

( 100.95 + 29.47 + 62.17 ) = 192.59

pGmax < Gross SBC ( For Seismic / Wind Load combinations ), Hence OK

( 100.95 - 29.47 - 62.17 ) = 9.31

pGmin > 0.00, Hence OK

STABILITY CHECK :

(a) CHECK FOR OVERTURNING :

82.68 kN-m

( 403.8)x2/2 = 403.80 kN-m

FOS against overturning = ( 403.8 / 82.682 ) = 4.88

Allowable FOS = 1.50

Footing size is OK

(L x W x T2- B x D x T2 ) x ρ(soil)

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

Resultant Hz Force (HR) =

Moment ( MXD ) =

Moment ( MZD ) =

Moment ( MYD ) =

Co-efficient of friction, m =

m2

m3

m3

m4

kN/m2

kN/m2

kN/m2

Pressure due to MXD = kN/m2

Pressure due to MZD = kN/m2

Max. Gross Pressure, pGmax = kN/m2

Min. Gross Pressure, pGmin = kN/m2

Overturning Moment, MO =

Restoring Moment, MR =

H81

gpn01473: 25% INCREASE IN NET SBC FOR NON SEISMIC / NON WIND LOAD COMBINATIONS

H83

gpn01473: 25% INCREASE IN NET SBC FOR NON SEISMIC / NON WIND LOAD COMBINATIONS

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Engineering SA

(b) CHECK FOR SLIDING :

22.87 kN

Total Restoring force = ( 403.8) x 0.3 = 121.14 kN

FOS against sliding = ( 121.14 / 22.87 ) = 5.30

Allowable FOS = 1.50

Footing size is OK

DESIGN BASE PRESSURE :

4 3

2.00 X

Z

1 2

2.00

FOOTING PLAN

Pressure @ Corner '1' = ( 100.95 + 29.47 + 62.17 ) = 192.59

Pressure @ Corner '2' = ( 100.95 + 29.47 - 62.17 ) = 68.26

Pressure @ Corner '3' = ( 100.95 - 29.47 - 62.17 ) = 9.31

Pressure @ Corner '4' = ( 100.95 - 29.47 + 62.17 ) = 133.64

1/4 2/3

0.75 1.250

192.

59

192.

59

192.

59

Gross Pressure Variation along X-Direction( On Higher side, considering Max. pressure as Uniform Intensity )

Pressure @ Column face = ( 192.59 ) + ( 192.59-192.59 ) x 1.25 / 2 = 192.59

Net pressure @ Column face (for reinf. Calculation)= 192.59 - 63.79 - 11.41 = 117.39

DEPTH CHECK :Moment @ Column face = (Considering 1m width of the Footing)( 117.39 x 0.75^2 / 2 ) + ( 0.5 x 0.75 x ( 117.39 x 0.75^2 / 2 ) = 35.00 kN-mLoad Factor for Concrete design = 1.40Factored moment, Muz = ( 35 x 1.4 ) = 49.00 kN-mEff. Depth required = ( 49 x 10^6 ) / (0.133 x 27.6 x 1000 ) = 115.54 mm

( 220 - 30 - 6 ) = 184.00 mm

Effective depth provided is OK

Total Sliding force, HR =

MZD MXD

KN/m2

KN/m2

KN/m2

KN/m2

KN/m2

KN/m2

Eff. Depth provided, deff =

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Engineering SA

REINFORCEMENT CALCULATION :

f = 0.90 (cl.9.3.2))

0.85 (cl.10.2.7.3)

m= 413/ (27.6x0.85) 17.60

(49 x 10^6 ) / ( 0.9 x 1000 x 184^2 ) = 1.61

% of Steel reqd = 1 _ (1- (1-2x17.6x1.61/413) )= 0.40 %17.60

Area of Steel reqd, Ast(req) = 0.4 x 1000 x 184 = 736Min. % of Steel reqd = (of Gross area of concrete for average depth of footing) 0.18 % (cl.10.5.4)

Area of Minimum Steel reqd, Ast(min) = ( 0.18 / 100 ) x 1000 x (220) = 396

Reinforcement area required to be provided = 736.00Spacing of reinforcement = ( 0.7854 x 12^2 x 1000 / 736 ) = 153.66 mmProvide spacing = 150.00 mm

Area of Steel provided = ( 0.7854 x 12^2 x 1000 / 150 ) = 753.98% of Steel provided = ( 753.98 x 100 ) / (1000 x 184 ) = 0.410 %

0.75 1.250

192.

59

192.

59

192.

59

Gross Pressure Variation along Z-Direction( On Higher side, considering Max. pressure as Uniform Intensity )

Pressure @ Column face = ( 192.59 ) + ( 192.59-192.59 ) x 1.25 / 2 = 192.59

Net pressure @ Column face (for reinf. Calculation) = 192.59 - 63.79 - 11.41 = 117.39

DEPTH CHECK :Moment @ Column face = (Considering 1m width of the Footing)( 117.39 x 0.75^2 / 2 ) + ( 0.5 x 0.75 x ( 117.39 x 0.75^2 / 2 ) = 33.02 kN-mLoad Factor for Concrete design = 1.40Factored moment, Muz = ( 33.02 x 1.4 ) = 46.23 kN-mEff. Depth required = ( 46.23 x 10^6 ) / (0.133 x 27.6 x 1000 ) = 112.22 mm

( 220 - 30 - 12 - 6 ) = 172.00 mm

Effective depth provided is OK

REINFORCEMENT CALCULATION :

(46.23 x 10^6 ) / ( 0.9 x 1000 x 172^2 ) = 1.74

% of Steel reqd =1 _

(1- (1-2*17.6x1.74/413) )= 0.44 %17.60

Area of Steel reqd, Ast(req) = 0.44 x 1000 x 172 = 756.8Min. % of Steel reqd = (of Gross area of concrete for average depth of footing) 0.18 % (cl.10.5.4)

Area of Minimum Steel reqd, Ast(min) = ( 0.18 / 100 ) x 1000 x (220) = 396.00

Reinforcement area required to be provided = 756.80Spacing of reinforcement = ( 0.7854 x 12^2 x 1000 / 756.8 ) = 149.44 mmProvide spacing = 150.00 mm

Area of Steel provided = ( 0.7854 x 12^2 x 1000 / 150 ) = 753.98% of Steel provided = ( 753.98 x 100 ) / (1000 x 172 ) = 0.440 %

b1 =

Ratio ( Muz /( f b x deff2 )) = N/mm2

mm2

mm2

mm2

mm2

KN/m2

KN/m2

Eff. Depth provided, deff =

Ratio ( Mux / b x deff2 ) = N/mm2

mm2

mm2

mm2

mm2

-

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Engineering SA

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Engineering SA

4 3

2.00

1 2

0.566 0.184 1.250

(All dimensions are in m)

220

Considering Critical section @ deff from Column face

Net pressure @ footing edge (for shear check) = 117.39

Shear force @ section = ( 220 ) + ( 220-220 ) x 1.434 / 2 = 117.39 x 0.566 x 2 = 132.89

Effective depth at 'd' distance from Col. Face 220 - 50 -12/ 2 = 164 mm

Factored shear force = ( 132.89 x 1.4 ) = 186.04 kN

( 186.04 x 1000 ) / ( 2000 x 164 ) = 0.567

% of Steel provided = 0.410 %

l = 1.00 (cl 8.6.1)

f = 0.75 (cl.9.3.2.3))

0.75 x 0.17 x 1 27.6 0.670

(cl.11.2.1.1)

Shear stress is within permissible limit, Hence section provided is OK.

220

4 3

1.250

0.172

0.5781 2

2.00

(All dimensions are in m)

Considering Critical section @ deff from Column face

ONE-WAY SHEAR CHECK : ( Along X-Direction)

KN/m2

KN

Shear stress, tv = N/mm2

Perm. Shear stress, tc = N/mm2

ONE-WAY SHEAR CHECK : ( Along Z-Direction)

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Engineering SA

Net pressure @ footing edge (for shear check) = 117.39

Shear force @ section = ( 220 ) + ( 220-220 ) x 1.422 / 2 = 117.39 x 0.578 x 2 = 135.70

Effective depth at 'd' distance from Col. Face 220 - 50 -12 - 12/ 2 = 152 mm

( 0.5 x ( 152 + 117.39 ) x 0.578 x 2 ) =

Factored shear force = ( 135.7 x 1.4 ) = 189.98 kN

( 189.98 x 1000 ) / ( 2000 x 152 ) = 0.625

% of Steel provided = 0.44 %

0.75 x 0.17 x 1 27.6 0.670

(cl.11.2.1.1)

Shear stress is within permissible limit, Hence section provided is OK.

BEARING STRESS CHECK :

Footing area, A1 = ( 2 x 2 ) = 4.00

Column area, A2 = ( 0.5 x 0.5 ) = 0.25

Ratio A1 / A2 = Min. of 2.00 & Ratio ( 4 / 0.25 ) = 2.00

Force @ top of Footing = 403.80 kN

Bearing stress = ( 403.8 x 1000 ) / ( 0.25 x 10^6 ) = 1.62

Perm. Bearing stress = (0.85 x 0.9x 27.6) = 21.11

(cl.10.14.1)

Bearing stress is within permissible limit, Hence OK.

PUNCHING SHEAR CHECK :

0.67

2

220

0.684

0.658 0.092

Considering Critical section @ deff/2 from Column face

1.00

Max. Vertical Load = 403.80 kN

Periphery of the section = ( 2 x 684) + ( 2 x 672 ) = 2712.00 mm

Effective depth of Footing = 220 - 50 -12 - 12/ 2 = 152.00 mm

Punching shear stress = ( 403.8 x 1000 ) / ( 2712 x 152 ) = 0.980

Column position Edge

30.00 (cl.11.11.2)

Perm punching sh. stress = 0.370

(cl.11.11.2)

Punching shear stress is not within permissible limit, Hence Revise Footing depth.

kN/m2

kN

Shear stress, tv = N/mm2

Perm. Shear stress, tc = N/mm2

m2

m2

N/mm2

N/mm2

b =

N/mm2

as =

MIN(0.75 x 0.33 x 1 x (27.6)^0.5, 0.083 x 30 x (164/2000+2) x 1 , (1+2/1) x1 x( 27.6)^0.5))

N/mm2

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Engineering SA

SUMMARY :

Width of the Footing in X - direction = 2.00 m

Length of the Footing in Z - direction = 2.00 m

Thickness of the Footing = 0.220 m

Grade of concrete, fc' = 28

Grade of Reinforcement, fy = 413

Bottom reinforcementProvide 12mm dia bars @ 150mm c/c parallel to X - directionProvide 12mm dia bars @ 150mm c/c parallel to Z - direction

Top reinforcement

Provide 12mm dia bars @ 150 mm c/c in both directions

N/mm2

N/mm2

200 D+L201 D+L+WX202 D+L+WZ203 D+WX204 D+WZ205 D+L+EX206 D+L+EZ207 D+L-WX208 D+L-WZ209 D-WX210 D-WZ211 D+L-EX212 D+L-EZ213 D+EX214 D+EZ215 D-EX216 D-EZ

Horizontal Vertical Horizontal MomentNode L/C Fx kN Fy kN Fz kN Mx kNm My kNm Mz kNm Mz kNm

3 200 DL+LL 0 39.263 6.769 0 0 0201 DL+L 0.364 39.268 6.77 0 0 0202 DL+L 0 44.837 9.049 0 0 0203 DL+LL -0.364 39.258 6.767 0 0 0204 DL+LL 0 33.69 4.488 0 0 0205 D+WX 0.364 40.009 7.028 0 0 0206 D+WZ 0 45.577 9.307 0 0 0207 D-WX -0.364 39.999 7.024 0 0 0208 D-WZ 0 34.43 4.745 0 0 0209 DL+LL 0 39.979 7.017 0 0 0210 DL+LL 0 34.958 5.274 0 0 0211 DL+LL 0 38.547 6.52 0 0 0212 DL+LL 0 43.568 8.263 0 0 0213 DL+EX 0 40.72 7.275 0 0 0214 DL+EZ 0 35.699 5.531 0 0 0215 DL-EX 0 39.288 6.777 0 0 0216 DL-EZ 0 44.309 8.52 0 0 0

4 200 DL+LL 0 0.088 1.107 0 0 0201 DL+L 0.364 0.083 1.109 0 0 0202 DL+L 0 -5.485 3.388 0 0 0203 DL+LL -0.364 0.093 1.105 0 0 0204 DL+LL 0 5.662 -1.174 0 0 0205 D+WX 0.364 -0.658 1.366 0 0 0206 D+WZ 0 -6.226 3.645 0 0 0207 D-WX -0.364 -0.647 1.362 0 0 0208 D-WZ 0 4.921 -0.917 0 0 0209 DL+LL 0 -0.628 1.355 0 0 0210 DL+LL 0 4.393 -0.388 0 0 0211 DL+LL 0 0.804 0.858 0 0 0212 DL+LL 0 -4.217 2.602 0 0 0213 DL+EX 0 -1.369 1.612 0 0 0214 DL+EZ 0 3.653 -0.131 0 0 0215 DL-EX 0 0.064 1.115 0 0 0216 DL-EZ 0 -4.958 2.859 0 0 0

5 200 DL+LL 16.78 65.636 8.755 0 0 0201 DL+L 18.95 67.131 8.754 0 0 0202 DL+L 17.361 77.15 13.333 0 0 0203 DL+LL 14.61 64.14 8.757 0 0 0204 DL+LL 16.199 54.122 4.178 0 0 0205 D+WX 15.485 63.898 8.712 0 0 0206 D+WZ 13.897 73.916 13.291 0 0 0207 D-WX 11.146 60.907 8.716 0 0 0208 D-WZ 12.734 50.888 4.137 0 0 0209 DL+LL 13.845 63.054 8.774 0 0 0210 DL+LL 16.47 57.605 6.064 0 0 0211 DL+LL 19.715 68.218 8.736 0 0 0212 DL+LL 17.09 73.667 11.447 0 0 0213 DL+EX 10.381 59.82 8.733 0 0 0214 DL+EZ 13.006 54.371 6.022 0 0 0215 DL-EX 16.25 64.984 8.695 0 0 0216 DL-EZ 13.625 70.434 11.406 0 0 0

6 200 DL+LL 12.826 5.903 4.49 0 0 0201 DL+L 14.976 7.39 4.489 0 0 0202 DL+L 12.443 -5.433 9.069 0 0 0203 DL+LL 10.676 4.415 4.492 0 0 0

204 DL+LL 13.209 17.238 -0.088 0 0 0205 D+WX 11.949 4.789 4.447 0 0 0206 D+WZ 9.416 -8.034 9.027 0 0 0207 D-WX 7.649 1.814 4.45 0 0 0208 D-WZ 10.182 14.637 -0.13 0 0 0209 DL+LL 10.288 3.569 4.509 0 0 0210 DL+LL 13.102 13.904 1.798 0 0 0211 DL+LL 15.364 8.236 4.472 0 0 0212 DL+LL 12.55 -2.099 7.183 0 0 0213 DL+EX 7.261 0.968 4.467 0 0 0214 DL+EZ 10.075 11.303 1.756 0 0 0215 DL-EX 12.337 5.635 4.43 0 0 0216 DL-EZ 9.523 -4.699 7.141 0 0 0

7 200 DL+LL 15.534 50.37 8.616 0 0 0201 DL+L 18.105 49.365 8.617 0 0 0202 DL+L 16.162 60.395 12.608 0 0 0203 DL+LL 12.963 51.375 8.614 0 0 0204 DL+LL 14.906 40.345 4.623 0 0 0205 D+WX 14.175 51.626 8.471 0 0 0206 D+WZ 12.232 62.656 12.461 0 0 0207 D-WX 9.033 53.635 8.468 0 0 0208 D-WZ 10.976 42.605 4.477 0 0 0209 DL+LL 11.357 51.746 8.571 0 0 0210 DL+LL 15.128 43.448 6.147 0 0 0211 DL+LL 19.711 48.994 8.661 0 0 0212 DL+LL 15.94 57.292 11.085 0 0 0213 DL+EX 7.427 54.006 8.424 0 0 0214 DL+EZ 11.198 45.709 6 0 0 0215 DL-EX 15.781 51.254 8.514 0 0 0216 DL-EZ 12.01 59.552 10.938 0 0 0

8 200 DL+LL 13.283 -4.577 3.383 0 0 0201 DL+L 15.855 -5.553 3.384 0 0 0202 DL+L 12.9 -14.738 7.376 0 0 0203 DL+LL 10.712 -3.6 3.381 0 0 0204 DL+LL 13.666 5.585 -0.611 0 0 0205 D+WX 12.2 -2.988 3.238 0 0 0206 D+WZ 9.245 -12.172 7.23 0 0 0207 D-WX 7.056 -1.034 3.235 0 0 0208 D-WZ 10.011 8.15 -0.757 0 0 0209 DL+LL 9.547 -3.256 3.338 0 0 0210 DL+LL 13.603 2.327 0.913 0 0 0211 DL+LL 17.02 -5.897 3.428 0 0 0212 DL+LL 12.964 -11.48 5.853 0 0 0213 DL+EX 5.892 -0.691 3.191 0 0 0214 DL+EZ 9.948 4.893 0.766 0 0 0215 DL-EX 13.365 -3.331 3.281 0 0 0216 DL-EZ 9.309 -8.915 5.706 0 0 0

9 200 DL+LL 9.072 57.764 9.267 0 0 0201 DL+L 10.884 58.114 9.278 0 0 0202 DL+L 9.227 69.165 13.554 0 0 0203 DL+LL 7.259 57.414 9.257 0 0 0204 DL+LL 8.917 46.362 4.981 0 0 0205 D+WX 9.515 57.612 9.231 0 0 0206 D+WZ 7.857 68.663 13.507 0 0 0207 D-WX 5.889 56.912 9.21 0 0 0208 D-WZ 7.547 45.86 4.934 0 0 0209 DL+LL 6.008 57.148 9.226 0 0 0

210 DL+LL 8.667 49.391 6.426 0 0 0211 DL+LL 12.136 58.38 9.309 0 0 0212 DL+LL 9.476 66.137 12.109 0 0 0213 DL+EX 4.638 56.645 9.178 0 0 0214 DL+EZ 7.298 48.889 6.378 0 0 0215 DL-EX 10.766 57.878 9.262 0 0 0216 DL-EZ 8.106 65.635 12.062 0 0 0

10 200 DL+LL 7.664 -1.95 4.035 0 0 0201 DL+L 9.39 -1.775 4.045 0 0 0202 DL+L 7.57 -13.383 8.322 0 0 0203 DL+LL 5.938 -2.125 4.024 0 0 0204 DL+LL 7.758 9.482 -0.253 0 0 0205 D+WX 7.939 -1.787 3.998 0 0 0206 D+WZ 6.119 -13.395 8.275 0 0 0207 D-WX 4.487 -2.137 3.977 0 0 0208 D-WZ 6.308 9.471 -0.3 0 0 0209 DL+LL 4.949 -2.091 3.993 0 0 0210 DL+LL 8.014 6.471 1.192 0 0 0211 DL+LL 10.379 -1.809 4.076 0 0 0212 DL+LL 7.314 -10.372 6.878 0 0 0213 DL+EX 3.499 -2.103 3.946 0 0 0214 DL+EZ 6.563 6.459 1.144 0 0 0215 DL-EX 8.928 -1.821 4.029 0 0 0216 DL-EZ 5.863 -10.383 6.83 0 0 0

11 200 DL+LL 16.213 71.72 11.906 0 0 0201 DL+L 17.941 71.399 11.932 0 0 0202 DL+L 16.727 84.589 16.623 0 0 0203 DL+LL 14.485 72.042 11.88 0 0 0204 DL+LL 15.699 58.852 7.189 0 0 0205 D+WX 16.743 72.082 11.989 0 0 0206 D+WZ 15.529 85.272 16.68 0 0 0207 D-WX 13.287 72.724 11.937 0 0 0208 D-WZ 14.501 59.535 7.246 0 0 0209 DL+LL 13.01 71.843 11.82 0 0 0210 DL+LL 15.07 59.424 7.805 0 0 0211 DL+LL 19.416 71.598 11.992 0 0 0212 DL+LL 17.357 84.017 16.007 0 0 0213 DL+EX 11.811 72.526 11.877 0 0 0214 DL+EZ 13.871 60.107 7.862 0 0 0215 DL-EX 18.218 72.281 12.049 0 0 0216 DL-EZ 16.158 84.7 16.064 0 0 0

12 200 DL+LL 9.704 -6.685 6.472 0 0 0201 DL+L 11.656 -6.759 6.498 0 0 0202 DL+L 9.374 -19.41 11.19 0 0 0203 DL+LL 7.752 -6.611 6.445 0 0 0204 DL+LL 10.034 6.04 1.753 0 0 0205 D+WX 10.153 -6.828 6.555 0 0 0206 D+WZ 7.871 -19.479 11.248 0 0 0207 D-WX 6.249 -6.68 6.503 0 0 0208 D-WZ 8.531 5.971 1.811 0 0 0209 DL+LL 6.518 -6.604 6.386 0 0 0210 DL+LL 10.505 5.301 2.369 0 0 0211 DL+LL 12.89 -6.767 6.558 0 0 0212 DL+LL 8.904 -18.671 10.574 0 0 0213 DL+EX 5.015 -6.673 6.443 0 0 0214 DL+EZ 9.002 5.232 2.426 0 0 0215 DL-EX 11.387 -6.835 6.615 0 0 0

216 DL-EZ 7.401 -18.74 10.632 0 0 013 200 DL+LL 10.087 87.683 14.723 0 0 0

201 DL+L 12.468 88.835 14.779 0 0 0202 DL+L 9.787 101.674 20.279 0 0 0203 DL+LL 7.707 86.531 14.668 0 0 0204 DL+LL 10.387 73.692 9.168 0 0 0205 D+WX 10.354 87.604 14.82 0 0 0206 D+WZ 7.674 100.443 20.32 0 0 0207 D-WX 5.593 85.299 14.708 0 0 0208 D-WZ 8.274 72.46 9.208 0 0 0209 DL+LL 5.837 86.144 14.648 0 0 0210 DL+LL 10.377 72.344 8.778 0 0 0211 DL+LL 14.337 89.222 14.798 0 0 0212 DL+LL 9.797 103.022 20.668 0 0 0213 DL+EX 3.724 84.913 14.689 0 0 0214 DL+EZ 8.264 71.112 8.819 0 0 0215 DL-EX 12.224 87.99 14.839 0 0 0216 DL-EZ 7.684 101.791 20.709 0 0 0

14 200 DL+LL 8.338 0.988 11.101 0 0 0201 DL+L 10.054 0.611 11.157 0 0 0202 DL+L 8.399 -13.591 16.597 0 0 0203 DL+LL 6.623 1.364 11.046 0 0 0204 DL+LL 8.278 15.567 5.605 0 0 0205 D+WX 8.888 0.705 11.197 0 0 0206 D+WZ 7.233 -13.497 16.637 0 0 0207 D-WX 5.457 1.459 11.086 0 0 0208 D-WZ 7.112 15.661 5.645 0 0 0209 DL+LL 5.275 1.482 11.026 0 0 0210 DL+LL 8.263 17.186 5.199 0 0 0211 DL+LL 11.402 0.494 11.176 0 0 0212 DL+LL 8.414 -15.211 17.003 0 0 0213 DL+EX 4.109 1.576 11.066 0 0 0214 DL+EZ 7.097 17.28 5.239 0 0 0215 DL-EX 10.236 0.588 11.216 0 0 0216 DL-EZ 7.248 -15.117 17.043 0 0 0

15 200 DL+LL 4.373 71.169 11.562 0 0 0201 DL+L 7.594 70.837 11.532 0 0 0202 DL+L 2.764 82.749 15.984 0 0 0203 DL+LL 1.151 71.5 11.592 0 0 0204 DL+LL 5.981 59.588 7.139 0 0 0205 D+WX 2.398 69.738 11.643 0 0 0206 D+WZ -2.432 81.651 16.096 0 0 0207 D-WX -4.045 70.402 11.704 0 0 0208 D-WZ 0.785 58.489 7.251 0 0 0209 DL+LL -1.162 71.574 11.64 0 0 0210 DL+LL 6.488 59.639 7.608 0 0 0211 DL+LL 9.907 70.764 11.484 0 0 0212 DL+LL 2.257 82.698 15.516 0 0 0213 DL+EX -6.358 70.475 11.752 0 0 0214 DL+EZ 1.292 58.541 7.72 0 0 0215 DL-EX 4.711 69.665 11.595 0 0 0216 DL-EZ -2.939 81.599 15.627 0 0 0

16 200 DL+LL 12.589 -0.591 6.127 0 0 0201 DL+L 14.689 0.063 6.097 0 0 0202 DL+L 13.698 -11.872 10.551 0 0 0203 DL+LL 10.489 -1.246 6.157 0 0 0204 DL+LL 11.48 10.689 1.703 0 0 0

205 D+WX 11.57 -2.239 6.208 0 0 0206 D+WZ 10.578 -14.174 10.663 0 0 0207 D-WX 7.369 -3.548 6.269 0 0 0208 D-WZ 8.361 8.387 1.815 0 0 0209 DL+LL 9.319 -1.285 6.205 0 0 0210 DL+LL 10.962 10.359 2.172 0 0 0211 DL+LL 15.859 0.103 6.049 0 0 0212 DL+LL 14.216 -11.542 10.082 0 0 0213 DL+EX 6.199 -3.587 6.317 0 0 0214 DL+EZ 7.843 8.057 2.283 0 0 0215 DL-EX 12.74 -2.199 6.16 0 0 0216 DL-EZ 11.097 -13.844 10.194 0 0 0

17 200 DL+LL 0.317 45.479 8.596 0 0 0201 DL+L 2.109 44.133 8.533 0 0 0202 DL+L -0.579 55.354 12.506 0 0 0203 DL+LL -1.476 46.824 8.659 0 0 0204 DL+LL 1.212 35.603 4.686 0 0 0205 D+WX -1.281 46.516 8.302 0 0 0206 D+WZ -3.969 57.737 12.275 0 0 0207 D-WX -4.866 49.207 8.428 0 0 0208 D-WZ -2.178 37.986 4.455 0 0 0209 DL+LL -2.351 47.596 8.498 0 0 0210 DL+LL 1.298 37.691 6.199 0 0 0211 DL+LL 2.985 43.361 8.694 0 0 0212 DL+LL -0.665 53.266 10.993 0 0 0213 DL+EX -5.741 49.979 8.267 0 0 0214 DL+EZ -2.092 40.074 5.968 0 0 0215 DL-EX -0.405 45.744 8.463 0 0 0216 DL-EZ -4.055 55.649 10.762 0 0 0

18 200 DL+LL 6.865 -13.389 4.374 0 0 0201 DL+L 8.553 -14.273 4.31 0 0 0202 DL+L 7.679 -23.191 8.285 0 0 0203 DL+LL 5.177 -12.505 4.437 0 0 0204 DL+LL 6.05 -3.587 0.463 0 0 0205 D+WX 5.885 -11.211 4.079 0 0 0206 D+WZ 5.012 -20.129 8.054 0 0 0207 D-WX 2.51 -9.442 4.207 0 0 0208 D-WZ 3.383 -0.524 0.232 0 0 0209 DL+LL 4.962 -11.4 4.276 0 0 0210 DL+LL 5.803 -5.53 1.976 0 0 0211 DL+LL 8.768 -15.379 4.471 0 0 0212 DL+LL 7.927 -21.248 6.772 0 0 0213 DL+EX 2.295 -8.337 4.045 0 0 0214 DL+EZ 3.135 -2.467 1.745 0 0 0215 DL-EX 6.101 -12.316 4.241 0 0 0216 DL-EZ 5.26 -18.186 6.541 0 0 0

267 200 DL+LL -4.136 17.104 -0.001 0 0 0201 DL+L -2.784 15.622 -0.001 0 0 0202 DL+L -4.089 17.035 0.344 0 0 0203 DL+LL -5.488 18.587 -0.001 0 0 0204 DL+LL -4.183 17.173 -0.347 0 0 0205 D+WX -3.159 16.184 -0.001 0 0 0206 D+WZ -4.464 17.598 0.344 0 0 0207 D-WX -5.863 19.149 -0.001 0 0 0208 D-WZ -4.558 17.736 -0.347 0 0 0209 DL+LL -6.891 21.236 -0.001 0 0 0210 DL+LL -4.175 17.162 -0.002 0 0 0

211 DL+LL -1.381 12.972 -0.001 0 0 0212 DL+LL -4.097 17.047 -0.001 0 0 0213 DL+EX -7.266 21.799 -0.001 0 0 0214 DL+EZ -4.55 17.724 -0.002 0 0 0215 DL-EX -1.756 13.535 -0.001 0 0 0216 DL-EZ -4.472 17.609 -0.001 0 0 0

268 200 DL+LL 13.771 31.557 -0.001 0 0 0201 DL+L 15.123 33.039 -0.001 0 0 0202 DL+L 13.856 31.685 0.344 0 0 0203 DL+LL 12.419 30.074 -0.001 0 0 0204 DL+LL 13.687 31.428 -0.347 0 0 0205 D+WX 14.749 32.478 -0.001 0 0 0206 D+WZ 13.482 31.124 0.344 0 0 0207 D-WX 12.045 29.513 -0.001 0 0 0208 D-WZ 13.312 30.867 -0.347 0 0 0209 DL+LL 11.016 27.425 -0.001 0 0 0210 DL+LL 13.705 31.457 -0.002 0 0 0211 DL+LL 16.526 35.689 -0.001 0 0 0212 DL+LL 13.837 31.657 -0.001 0 0 0213 DL+EX 10.642 26.863 -0.001 0 0 0214 DL+EZ 13.331 30.895 -0.002 0 0 0215 DL-EX 16.152 35.127 -0.001 0 0 0216 DL-EZ 13.463 31.095 -0.001 0 0 0

10.087 87.683 14.723 0 0 012.468 88.835 14.779 0 0 0

9.787 101.674 20.279 0 0 07.707 86.531 14.668 0 0 0

10.387 73.692 9.168 0 0 010.354 87.604 14.82 0 0 0

7.674 100.443 20.32 0 0 0

5.593 85.299 14.708 0 0 08.274 72.46 9.208 0 0 05.837 86.144 14.648 0 0 0

10.377 72.344 8.778 0 0 014.337 89.222 14.798 0 0 0

9.797 103.022 20.668 0 0 03.724 84.913 14.689 0 0 08.264 71.112 8.819 0 0 0

12.224 87.99 14.839 0 0 07.684 101.791 20.709 0 0 0

Footing Design Modified for Pedestals

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