footing biaxial

7/29/2019 footing biaxial

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NUCLEAR POWER CORPORATION OF INDIA LTD.

127744024.xls

DESIGN OF BI-AXIAL ISOLATED RCC FOOTING (IS 456, 2000)

Building Name

Footing Number:

Node number

COLUMN/PEDESTAL

Length (l, dim. || Z axis ) = 700 mmBreadth (b, dim. || X axis) = 600 mm

Height of pedestal = 1 m Breadth 6.5 m

Weight of pedestal/column = 10.50 KN

FOOTING

Foot length (L, dim. || Z axis) = 6.75 m

Foot Breadth (B, dim. || X axis) = 6.5 m

Thickness of footing (t) = 750 mm

Clear cover to Reinforcement = 75 mm

Main bar dia of footing = 16 mm

Effective depth of footing = 667 mm Length 6.75 m

Selfweight of the footing = 822.66 KN

Area of Footing(A) = 43.88

Sect mod of foot about Z axis (Zz) = 47.53

Sec mod of foot about X axis (Zx) = 49.36

MATERIALS OF CONSTRUCTION

20

415

CHECK FOR GROSS BEARING PRESSURE

1650

Safe gross bearing pr. = 1702.25 (net pr. + depth of foot * soil unit wt)

215Axial load from output (P1) = 721.07 KN

200 KN-m

2000 KN-m

Depth of top of foot. from ground = 2 m

Unit wt of soil = 19

Weight of soil retained above foot = 1651.29 KN

P = (P1+soil+pedestal+foot selfwt) = 3205.52 KN

Maximum bearing pressure = 117.79

Minimum bearing pressure = 28.33

Hence footing is safe against max gross bearing pr.

DESIGN FORCESFactored load comb. no. 18

100 KN

100 KN-m

5 KN-m

( Pu/Area+ Muz/Zz + Mux/Zx) = 4.48

( Pu/Area - Muz/Zz - Mux/Zx) = 0.07

Design of footing is done using above maximum effective soil pressure

m2

m3

m3

Grade of concrete fck

= N/mm2

Grade of steel fy= N/mm2

SafeNET bearing pressure = KN/m2

KN/m2

Unfactored load case number =

Moment about Z axis (Mz) =

Moment about X axis (Mx) =

KN/m3

KN/m2

KN/m2

Axial load:(Pu) =

Moment about Z axis (Muz

) =

Moment about X axis (Mux

) =

Maximum effective soil pressure pe max

KN/m2

Minimum effective soil pressure pe min

KN/m2

P

A

My

Zy

Mx

Zx

globalZ

globalX

globalX

globalZ

Footing Dimensions


2/25


127744024.xls

CALCULATION FOR BOTTOM STEEL

20.52 KN-m per meter

Mulimit = 1228.80 KN-m per meter

The section is singly reinforced

Hence, Ast = 85.468Min Ast = 800.400 (0.12 % for slab, cl 26.5.2.1)

Spacing = 251.20 mm (considering max of above two calculated values of Ast)

pt provided = 0.12 %

Hence provide 16 mm dia bar @ 251 mm c/c parellel to length of footing ( || to Z)


Calc. Ast = 81.272 The section is singly reinforced

Min Ast = 800.4 (0.12 % for slab, cl 26.5.2.1)



Hence provide 16 mm dia bar @ 251 mm c/c parellel to breadth of footing ( || to X)

Arrangement of bottom reinforcement as per above design is shown below

16 mm dia bar @ 251 mm c/c


1 1

Footing Length 6750 mm Breadth 6500 mm

Sec 1-1

1367 600

1267

L1

a a

Z Z

N1 N1

a a

L2 L2

2358

L1 Breadth 6500 mm

700

Footing Length 6750 mm 2283

PLAN

Mu about X1 X1 = ( pe max x length2/2)=

mm2

mm2

Mu about N1 N1 = ( pe max x length2/2)=

mm2

mm2

X1 X

X1 X

Ast=

0.5fck

fy [1 1

4.6Mu

fckbd2 ] bd


3/25


127744024.xls

CHECK FOR ONE WAY SHEAR :

One way shear at critical section L1- L1

Distance of critical sec. from edge of footing = 2.36 m

Shear force Vs =pe max x 2.358 x 1m width of footing = 10.574 KN

Shear stress 0.016

0.26

tv < tc hence O.K.




Shear stress 0.015

0.26

tv < tc hence O.K.

CHECK FOR TWO WAY SHEAR

Ref. cl 34.2.4 and cl.31.6.3 of IS 456 : 2000

1.54 >1

1

1.12

1.12

Shear force Vs = 4.484 ( 6.75 x 6.5 - 1.367 x 1.267) = 188.99 KN

Length of critical section = 2 x ( 1367 + 1267) = 5268 mm

Area of the critical section (length of critical sec x eff. d ) = 3513756

0.054

tv < allowable hence O.K.

tv= Vs/bd = N/mm2

tc

= N/mm2

tv= Vs/bd = N/mm2

tc

= N/mm2

Allowable shear stress tv allowable

= ks

tc

ks= ( 0.5 + bc) =

Hence, ks=

tc= 0.25 (fck)0.5 = N/mm2

tv allowable

= ks

x c

= N/mm2

mm2

Hence shear stress v= N/mm2


4/25


Project name

Building name

Breadth 6.5 m

Length 6.75 m

Column/Pedestal Footing size

mm mm m KN m m mm

500 600 0 0 6.75 6.5 750

700 600 0 0 6.75 6.5 750

700 600 0 0 6.75 6.5 750

700 600 0 0 6.75 6.5 750

700 600 0 0 6.75 6.5 750

700 600 0 0 6.75 6.5 750

700 600 0 0 6.75 6.5 750

700 600 0 0 6.75 6.5 750

700 600 0 0 6.75 6.5 750

700 600 0 0 6.75 6.5 750

700 600 0 0 6.75 6.5 750

700 600 0 0 6.75 6.5 750

Length (l,dim. || Z

axis )

Breadth(b, dim. ||

X axis)

Height ofPedestal

Weight ofpedestal

Footlength (L,

dim. || Zaxis)

FootBreadth

(B, dim. ||X axis)

Thicknessof footing

(t)

globalZ

globalX

globalX

globalZ

Footing Dimensions

Z and X axis are ass

as two horizontal Gloaxis of building.

Hence, input the

dimensions of footin

easily b y inputing folength parallel to glo

and footing breadthparallel to global X.


5/25

16 mm dia

16 mm dia

1

Footing Length 6


6/25

Sec 1-1

1167

L1

a a

Z

N1

a a

L2 L2

2458L1

500

Foot ing Length 6750 mm PLAN

X1 X

X1 X


7/25


127744024.xls


Building Name

Footing Number:

Node number

COLUMN

Length (l, dim. || Z axis ) = 700 mm

Breadth (b, dim. || X axis) = 600 mm

Height of pedestal = 1 m Breadth 3 m

Weight of pedestal/column = 10.50 KN

FOOTING

Foot length (L, dim. || Z axis) = 5 m

Foot Breadth (B, dim. || X axis) = 3 m

Thickness of footing (t) = 750 mm

Clear cover to Reinforcement = 75 mm

Main bar dia of footing = 16 mm

Effective depth of footing = 667 mm Length 5 m

Selfweight of the footing = 281.25 KN

Area of Footing(A) = 15.00Sect mod of foot about Z axis (Zz) = 7.50

Sec mod of foot about X axis (Zx) = 12.50

MATERIALS OF CONSTRUCTION

20

415

CHECK FOR GROSS BEARING PRESSURE

1650

Safe gross bearing pr. = 1702.25 (net pr. + depth of foot * soil unit wt)

215

Axial load from output (P1) = 10 KN

500KN-m

450KN-m

Depth of top of foot. from ground = 2 m

Unit wt of soil = 19

Weight of soil retained above foot = 554.04 KN

P = (P1+soil+pedestal+foot selfwt) = 855.79 KN

Maximum bearing pressure = 159.72

Minimum bearing pressure = -45.61

Recalculation of max pressure done below as min pressure is negative.

Recalculated max bearing press. = 170.76 Max bearing pressure is safe

Minimum bearing pressure = 0

DESIGN FORCES

Factored load comb. no. 18

150 KN

150 KN-m

150 KN-m

( Pu/Area+ Muz/Zz + Mux/Zx) = 42.00

( Pu/Area - Muz/Zz - Mux/Zx) = -22.00

Recalculation of maximum effective pressure done below as min pressure is negative.

75.15

0

m

2

m3

m3

Grade of concrete fck

= N/mm2

Grade of steel fy= N/mm2

SafeNET bearing pressure = KN/m2

KN/m2

Unfactored load case number =

Moment about Z axis (Mz) =

Moment about X axis (Mx) =

KN/m3

KN/m2

KN/m2

KN/m2

KN/m2

Axial load:(Pu) =

Moment about Z axis (Muz

) =

Moment about X axis (Mux

) =


KN/m2

Minimum effective soil pressure pe min

KN/m2


KN/m2

Minimum effective soil pressure pe min KN/m2

P

A

My

Zy

Mx

Zx

globalZ

globalX

globalX

globalZ

Footing Dimensions


8/25


127744024.xls

CALCULATION FOR BOTTOM STEEL


Mulimit = 1228.80 KN-m per meter

The section is singly reinforced

Hence, Ast = 738.53Min Ast = 800.40 (0.12 % for slab, cl 26.5.2.1)



Hence provide 16 mm dia bar @ 251 mm c/c parellel to length of footing ( || to Z) at bottom


Calc. Ast = 226.38 The section is singly reinforced

Min Ast = 800.40 (0.12 % for slab, cl 26.5.2.1)



Hence provide 16 mm dia bar @ 251 mm c/c parellel to breadth of footing ( || to X) at bottom

Arrangement of bottom reinforcement as per above design is shown below



1 1

Footing Length 5000 mm Breadth 3000 mm

Sec 1-1

1367 600

1267

L1

a a

Z Z

N1 N1

a a

L2 L2

1483

L1 Breadth 3000 mm

700

Footing Length 5000 mm 533

PLAN

Mu about X1 X1 = ( pe max x length2/2)=

mm2

mm2

Mu about N1 N1 = ( pe max x length2/2)=

mm2

mm2

X1 X

X1 X

Ast=

0.5fck

fy [ 1 1

4.6Mu

fckbd2 ] bd


9/25


127744024.xls

CHECK FOR ONE WAY SHEAR :




Shear stress 0.167

0.26

tv < tc hence O.K.




Shear stress 0.060

0.26

tv < tc hence O.K.

CHECK FOR TWO WAY SHEAR

Ref. cl 34.2.4 and cl.31.6.3 of IS 456 : 2000

2.17 >11

1.12

1.12

Shear force Vs = 42 ( 5 x 3 - 1.367 x 1.267) = 557.26 KN

Length of critical section = 2 x ( 1367 + 1267) = 5268 mm

Area of the critical section (length of critical sec x eff. d ) = 3513756

0.159

tv < allowable hence O.K.

tv= Vs/bd = N/mm2

tc

= N/mm2

tv= Vs/bd = N/mm2

tc

= N/mm2

Allowable shear stress tv allowable

= kst

c

ks = ( 0.5 + bc) =Hence, k

s=

tc= 0.25 (fck)0.5 = N/mm2

tv allowable

= ks

x c

= N/mm2

mm2

Hence shear stress v= N/mm2


10/25

Analysis of pressure below footing under axial load and biaxial moments

The footing slab area is divided into 20 x 20 = 400 elements.

To achieve this the moment My ( or Mx) is input as negative automatically.

No input from previous sheet is required. Only activity is to run the solver fron tools menu. Out put will automaticaly update in footing design sheet.

Footing dimension:

Length = 5000

Width = 3000

Input loading data:(anti clock +) Calculated values: Difference: %

Axial (or P) = 855790Axial (or P) = 845299.72 10490.28 1.24

Mx (or Mz)= 500000000 Mx (or Mz)= 500010693.33 -10693.33 0

My (or Mx) = -450000000 My (or Mx) = -450007446.95 7446.95 0

Trial parameters: Chart Plotting data

x-intercept xc = 3086.78 \ define the location x y

y-intercept yc = 1052.21/ of NA 3086.78 0

0.17 0 1052.21

-2500 1500

Intermediate results: 2500 1500Eqn NA> y = 1052.21 - x * 0.34 2500 -1500New origi 0 , 1052.21 -2500 -1500New angle in rad -0.33 -2500 1500cos(phi) = 0.95 , sin(phi) = -0.32 old new

y' of lower left corn -3222.33 x horizontal Z horizontal

y vertical x verticalMx Mz

My MxComputation of Element stresses and stress resultants

Elem. no. Row fr bot Col fr left x y elem-area y' wrt NA stress elem-force

1 1 1 -2375 -1425 37500 -3111.01 0.16 6182.

2 1 2 -2125 -1425 37500 -3030.35 0.16 6022.

3 1 3 -1875 -1425 37500 -2949.68 0.16 5861.

4 1 4 -1625 -1425 37500 -2869.02 0.15 5701.

5 1 5 -1375 -1425 37500 -2788.36 0.15 5541.

6 1 6 -1125 -1425 37500 -2707.7 0.14 5380.

7 1 7 -875 -1425 37500 -2627.04 0.14 5220.

8 1 8 -625 -1425 37500 -2546.38 0.13 5060.

9 1 9 -375 -1425 37500 -2465.72 0.13 4899.

10 1 10 -125 -1425 37500 -2385.05 0.13 4739.

11 1 11 125 -1425 37500 -2304.39 0.12 4579.

12 1 12 375 -1425 37500 -2223.73 0.12 4419.

13 1 13 625 -1425 37500 -2143.07 0.11 4258

14 1 14 875 -1425 37500 -2062.41 0.11 4098

15 1 15 1125 -1425 37500 -1981.75 0.11 3938.

16 1 16 1375 -1425 37500 -1901.09 0.1 3777.

17 1 17 1625 -1425 37500 -1820.43 0.1 3617.

18 1 18 1875 -1425 37500 -1739.76 0.09 3457.

19 1 19 2125 -1425 37500 -1659.1 0.09 3297.

20 1 20 2375 -1425 37500 -1578.44 0.08 3136.

21 2 1 -2375 -1275 37500 -2969.03 0.16 5900.

22 2 2 -2125 -1275 37500 -2888.37 0.15 5739.

23 2 3 -1875 -1275 37500 -2807.71 0.15 5579.

24 2 4 -1625 -1275 37500 -2727.04 0.14 5419.

25 2 5 -1375 -1275 37500 -2646.38 0.14 52

26 2 6 -1125 -1275 37500 -2565.72 0.14 5098.27 2 7 -875 -1275 37500 -2485.06 0.13 4938.

28 2 8 -625 -1275 37500 -2404.4 0.13 4778.

29 2 9 -375 -1275 37500 -2323.74 0.12 4617.

30 2 10 -125 -1275 37500 -2243.08 0.12 4457.

31 2 11 125 -1275 37500 -2162.42 0.11 4297.

32 2 12 375 -1275 37500 -2081.75 0.11 4136.

33 2 13 625 -1275 37500 -2001.09 0.11 3976.

34 2 14 875 -1275 37500 -1920.43 0.1 3816.

35 2 15 1125 -1275 37500 -1839.77 0.1 3656.

36 2 16 1375 -1275 37500 -1759.11 0.09 3495.

37 2 17 1625 1275 37500 1678 45 0 09 3335

UNITSare Nandmm; AXES arex(or Z) horizontal & y(or X) vertically upwards; The origin is at the cg of area.

LOWER LEFTcorner is assumed as the most compressed point of the area.

c max =

-5000

-4000

-3000

-2000

-1000

0

1000

2000

3000

4000

5000

Yaxis(widthoffooti

ng)


11/25

89 5 9 -375 -825 37500 -1897.8 0.1

90 5 10 -125 -825 37500 -1817.14 0.1

91 5 11 125 -825 37500 -1736.48 0.09 92 5 12 375 -825 37500 -1655.82 0.09

93 5 13 625 -825 37500 -1575.16 0.08

94 5 14 875 -825 37500 -1494.5 0.08

95 5 15 1125 -825 37500 -1413.84 0.07

96 5 16 1375 -825 37500 -1333.18 0.07

97 5 17 1625 -825 37500 -1252.51 0.07

98 5 18 1875 -825 37500 -1171.85 0.06

99 5 19 2125 -825 37500 -1091.19 0.06

100 5 20 2375 -825 37500 -1010.53 0.05

101 6 1 -2375 -675 37500 -2401.12 0.13

102 6 2 -2125 -675 37500 -2320.46 0.12

103 6 3 -1875 -675 37500 -2239.79 0.12

104 6 4 -1625 -675 37500 -2159.13 0.11

105 6 5 -1375 -675 37500 -2078.47 0.11

106 6 6 -1125 -675 37500 -1997.81 0.11 107 6 7 -875 -675 37500 -1917.15 0.1

108 6 8 -625 -675 37500 -1836.49 0.1

109 6 9 -375 -675 37500 -1755.83 0.09

110 6 10 -125 -675 37500 -1675.16 0.09

111 6 11 125 -675 37500 -1594.5 0.08

112 6 12 375 -675 37500 -1513.84 0.08

113 6 13 625 -675 37500 -1433.18 0.08

114 6 14 875 -675 37500 -1352.52 0.07

115 6 15 1125 -675 37500 -1271.86 0.07

116 6 16 1375 -675 37500 -1191.2 0.06

117 6 17 1625 -675 37500 -1110.54 0.06

118 6 18 1875 -675 37500 -1029.87 0.05

119 6 19 2125 -675 37500 -949.21 0.05

120 6 20 2375 -675 37500 -868.55 0.05

121 7 1 -2375 -525 37500 -2259.14 0.12 122 7 2 -2125 -525 37500 -2178.48 0.12

123 7 3 -1875 -525 37500 -2097.82 0.11

124 7 4 -1625 -525 37500 -2017.15 0.11

125 7 5 -1375 -525 37500 -1936.49 0.1

126 7 6 -1125 -525 37500 -1855.83 0.1

127 7 7 -875 -525 37500 -1775.17 0.09

128 7 8 -625 -525 37500 -1694.51 0.09

129 7 9 -375 -525 37500 -1613.85 0.09

130 7 10 -125 -525 37500 -1533.19 0.08

131 7 11 125 -525 37500 -1452.53 0.08

132 7 12 375 -525 37500 -1371.86 0.07

133 7 13 625 -525 37500 -1291.2 0.07

134 7 14 875 -525 37500 -1210.54 0.06

135 7 15 1125 -525 37500 -1129.88 0.06

136 7 16 1375 -525 37500 -1049.22 0.06

137 7 17 1625 -525 37500 -968.56 0.05

138 7 18 1875 -525 37500 -887.9 0.05

139 7 19 2125 -525 37500 -807.24 0.04

140 7 20 2375 -525 37500 -726.57 0.04

141 8 1 -2375 -375 37500 -2117.16 0.11

142 8 2 -2125 -375 37500 -2036.5 0.11

143 8 3 -1875 -375 37500 -1955.84 0.1

144 8 4 -1625 -375 37500 -1875.18 0.1

145 8 5 -1375 -375 37500 -1794.52 0.1

146 8 6 -1125 -375 37500 -1713.85 0.09

147 8 7 -875 -375 37500 -1633.19 0.09

148 8 8 -625 -375 37500 -1552.53 0.08

149 8 9 -375 -375 37500 -1471.87 0.08

150 8 10 -125 -375 37500 -1391.21 0.07

151 8 11 125 -375 37500 -1310.55 0.07

152 8 12 375 -375 37500 -1229.89 0.07 153 8 13 625 -375 37500 -1149.23 0.06

154 8 14 875 -375 37500 -1068.56 0.06

155 8 15 1125 -375 37500 -987.9 0.05

156 8 16 1375 -375 37500 -907.24 0.05

157 8 17 1625 -375 37500 -826.58 0.04

158 8 18 1875 -375 37500 -745.92 0.04

159 8 19 2125 -375 37500 -665.26 0.04

160 8 20 2375 -375 37500 -584.6 0.03

161 9 1 -2375 -225 37500 -1975.18 0.1

162 9 2 2125 225 37500 1894 52 0 1


12/25

217 11 17 1625 75 37500 -400.65 0.02

218 11 18 1875 75 37500 -319.98 0.02

219 11 19 2125 75 37500 -239.32 0.01 220 11 20 2375 75 37500 -158.66 0.01

221 12 1 -2375 225 37500 -1549.25 0.08

222 12 2 -2125 225 37500 -1468.59 0.08

223 12 3 -1875 225 37500 -1387.93 0.07

224 12 4 -1625 225 37500 -1307.26 0.07

225 12 5 -1375 225 37500 -1226.6 0.07

226 12 6 -1125 225 37500 -1145.94 0.06

227 12 7 -875 225 37500 -1065.28 0.06

228 12 8 -625 225 37500 -984.62 0.05

229 12 9 -375 225 37500 -903.96 0.05

230 12 10 -125 225 37500 -823.3 0.04

231 12 11 125 225 37500 -742.64 0.04

232 12 12 375 225 37500 -661.97 0.04

233 12 13 625 225 37500 -581.31 0.03

234 12 14 875 225 37500 -500.65 0.03 235 12 15 1125 225 37500 -419.99 0.02

236 12 16 1375 225 37500 -339.33 0.02

237 12 17 1625 225 37500 -258.67 0.01

238 12 18 1875 225 37500 -178.01 0.01

239 12 19 2125 225 37500 -97.35 0.01

240 12 20 2375 225 37500 -16.68 0

241 13 1 -2375 375 37500 -1407.27 0.07

242 13 2 -2125 375 37500 -1326.61 0.07

243 13 3 -1875 375 37500 -1245.95 0.07

244 13 4 -1625 375 37500 -1165.29 0.06

245 13 5 -1375 375 37500 -1084.63 0.06

246 13 6 -1125 375 37500 -1003.96 0.05

247 13 7 -875 375 37500 -923.3 0.05

248 13 8 -625 375 37500 -842.64 0.04

249 13 9 -375 375 37500 -761.98 0.04 250 13 10 -125 375 37500 -681.32 0.04

251 13 11 125 375 37500 -600.66 0.03

252 13 12 375 375 37500 -520 0.03

253 13 13 625 375 37500 -439.34 0.02

254 13 14 875 375 37500 -358.67 0.02

255 13 15 1125 375 37500 -278.01 0.01

256 13 16 1375 375 37500 -197.35 0.01

257 13 17 1625 375 37500 -116.69 0.01

258 13 18 1875 375 37500 -36.03 0

259 13 19 2125 375 37500 44.63 0

260 13 20 2375 375 37500 125.29 -0.01

261 14 1 -2375 525 37500 -1265.29 0.07

262 14 2 -2125 525 37500 -1184.63 0.06

263 14 3 -1875 525 37500 -1103.97 0.06

264 14 4 -1625 525 37500 -1023.31 0.05

265 14 5 -1375 525 37500 -942.65 0.05

266 14 6 -1125 525 37500 -861.99 0.05

267 14 7 -875 525 37500 -781.32 0.04

268 14 8 -625 525 37500 -700.66 0.04

269 14 9 -375 525 37500 -620 0.03

270 14 10 -125 525 37500 -539.34 0.03

271 14 11 125 525 37500 -458.68 0.02

272 14 12 375 525 37500 -378.02 0.02

273 14 13 625 525 37500 -297.36 0.02

274 14 14 875 525 37500 -216.7 0.01

275 14 15 1125 525 37500 -136.03 0.01

276 14 16 1375 525 37500 -55.37 0

277 14 17 1625 525 37500 25.29 0

278 14 18 1875 525 37500 105.95 -0.01

279 14 19 2125 525 37500 186.61 -0.01

280 14 20 2375 525 37500 267.27 -0.01 281 15 1 -2375 675 37500 -1123.31 0.06

282 15 2 -2125 675 37500 -1042.65 0.06

283 15 3 -1875 675 37500 -961.99 0.05

284 15 4 -1625 675 37500 -881.33 0.05

285 15 5 -1375 675 37500 -800.67 0.04

286 15 6 -1125 675 37500 -720.01 0.04

287 15 7 -875 675 37500 -639.35 0.03

288 15 8 -625 675 37500 -558.69 0.03

289 15 9 -375 675 37500 -478.02 0.03

290 15 10 125 675 37500 397 36 0 02


13/25

345 18 5 -1375 1125 37500 -374.74 0.02

346 18 6 -1125 1125 37500 -294.07 0.02

347 18 7 -875 1125 37500 -213.41 0.01 348 18 8 -625 1125 37500 -132.75 0.01

349 18 9 -375 1125 37500 -52.09 0

350 18 10 -125 1125 37500 28.57 0

351 18 11 125 1125 37500 109.23 -0.01

352 18 12 375 1125 37500 189.89 -0.01

353 18 13 625 1125 37500 270.55 -0.01

354 18 14 875 1125 37500 351.22 -0.02

355 18 15 1125 1125 37500 431.88 -0.02

356 18 16 1375 1125 37500 512.54 -0.03

357 18 17 1625 1125 37500 593.2 -0.03

358 18 18 1875 1125 37500 673.86 -0.04

359 18 19 2125 1125 37500 754.52 -0.04

360 18 20 2375 1125 37500 835.18 -0.04

361 19 1 -2375 1275 37500 -555.4 0.03

362 19 2 -2125 1275 37500 -474.74 0.03 363 19 3 -1875 1275 37500 -394.08 0.02

364 19 4 -1625 1275 37500 -313.42 0.02

365 19 5 -1375 1275 37500 -232.76 0.01

366 19 6 -1125 1275 37500 -152.1 0.01

367 19 7 -875 1275 37500 -71.43 0

368 19 8 -625 1275 37500 9.23 0

369 19 9 -375 1275 37500 89.89 0

370 19 10 -125 1275 37500 170.55 -0.01

371 19 11 125 1275 37500 251.21 -0.01

372 19 12 375 1275 37500 331.87 -0.02

373 19 13 625 1275 37500 412.53 -0.02

374 19 14 875 1275 37500 493.19 -0.03

375 19 15 1125 1275 37500 573.86 -0.03

376 19 16 1375 1275 37500 654.52 -0.03

377 19 17 1625 1275 37500 735.18 -0.04 378 19 18 1875 1275 37500 815.84 -0.04

379 19 19 2125 1275 37500 896.5 -0.05

380 19 20 2375 1275 37500 977.16 -0.05

381 20 1 -2375 1425 37500 -413.42 0.02

382 20 2 -2125 1425 37500 -332.76 0.02

383 20 3 -1875 1425 37500 -252.1 0.01

384 20 4 -1625 1425 37500 -171.44 0.01

385 20 5 -1375 1425 37500 -90.78 0

386 20 6 -1125 1425 37500 -10.12 0

387 20 7 -875 1425 37500 70.54 0

388 20 8 -625 1425 37500 151.2 -0.01

389 20 9 -375 1425 37500 231.87 -0.01

390 20 10 -125 1425 37500 312.53 -0.02

391 20 11 125 1425 37500 393.19 -0.02

392 20 12 375 1425 37500 473.85 -0.03

393 20 13 625 1425 37500 554.51 -0.03

394 20 14 875 1425 37500 635.17 -0.03

395 20 15 1125 1425 37500 715.83 -0.04

396 20 16 1375 1425 37500 796.49 -0.04

397 20 17 1625 1425 37500 877.16 -0.05

398 20 18 1875 1425 37500 957.82 -0.05

399 20 19 2125 1425 37500 1038.48 -0.06

400 20 20 2375 1425 37500 1119.14 -0.06

TOTAL 15000000 845299


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Analysis of pressure below footing under axial load and biaxial moments

The footing slab area is divided into 20 x 20 = 400 elements.

To achieve this the moment My ( or Mx) is input as negative automatically.

No input from previous sheet is required. Only activity is to run the solver fron tools menu. Out put will automaticaly update in footing design sheet.

Footing dimension:

Length = 5000

Width = 3000

Input loading data:(anti clock +) Calculated values: Difference: %

Axial (or P) = 150000Axial (or P) = 150001.59 -1.59 0

Mx (or Mz)= 150000000 Mx (or Mz)= 149999185.11 814.89 0

My (or Mx) = -150000000 My (or Mx) = -150002259.15 2259.15 0

Trial parameters: Chart Plotting data

x-intercept xc = -1017.47 \ define the location x y

y-intercept yc = -331.89/ of NA -1017.47 0

0.08 0 -331.89

-2500 1500

Intermediate results: 2500 1500Eqn NA> y = -331.89 - x * 0.33 2500 -1500New origi 0 , -331.89 -2500 -1500New angle in rad -0.32 -2500 1500

cos(phi) 0.95 , sin(phi) = -0.31 old new

y' of lower left corn -1885.8 x horizontal Z horizontal

y vertical x verticalMx Mz

My MxComputation of Element stresses and stress resultants

Elem. no. Row fr bot Col fr left x y elem-area y' wrt NA stress elem-force

1 1 1 -2375 -1425 37500 -1775.73 0.07 2653.

2 1 2 -2125 -1425 37500 -1698.2 0.07 2537.

3 1 3 -1875 -1425 37500 -1620.68 0.06 2421.

4 1 4 -1625 -1425 37500 -1543.15 0.06 2305.

5 1 5 -1375 -1425 37500 -1465.62 0.06 2190.

6 1 6 -1125 -1425 37500 -1388.09 0.06 2074.

7 1 7 -875 -1425 37500 -1310.57 0.05 1958.

8 1 8 -625 -1425 37500 -1233.04 0.05 1842.

9 1 9 -375 -1425 37500 -1155.51 0.05 1726.

10 1 10 -125 -1425 37500 -1077.98 0.04 1610.

11 1 11 125 -1425 37500 -1000.45 0.04 1494.

12 1 12 375 -1425 37500 -922.93 0.04 1379.

13 1 13 625 -1425 37500 -845.4 0.03 1263.

14 1 14 875 -1425 37500 -767.87 0.03 1147.

15 1 15 1125 -1425 37500 -690.34 0.03 1031.

16 1 16 1375 -1425 37500 -612.82 0.02 915.

17 1 17 1625 -1425 37500 -535.29 0.02 799.

18 1 18 1875 -1425 37500 -457.76 0.02 684.

19 1 19 2125 -1425 37500 -380.23 0.02 568.

20 1 20 2375 -1425 37500 -302.7 0.01 452.

21 2 1 -2375 -1275 37500 -1633.13 0.07 2440.

22 2 2 -2125 -1275 37500 -1555.6 0.06 2324.

23 2 3 -1875 -1275 37500 -1478.07 0.06 2208.

24 2 4 -1625 -1275 37500 -1400.54 0.06 2092.

25 2 5 -1375 -1275 37500 -1323.02 0.05 1976.

26 2 6 -1125 -1275 37500 -1245.49 0.05 1861.27 2 7 -875 -1275 37500 -1167.96 0.05 1745.

28 2 8 -625 -1275 37500 -1090.43 0.04 1629.

29 2 9 -375 -1275 37500 -1012.9 0.04 1513.

30 2 10 -125 -1275 37500 -935.38 0.04 1397.

31 2 11 125 -1275 37500 -857.85 0.03 1281.

32 2 12 375 -1275 37500 -780.32 0.03 1166.

33 2 13 625 -1275 37500 -702.79 0.03 1050.

34 2 14 875 -1275 37500 -625.27 0.02 934.

35 2 15 1125 -1275 37500 -547.74 0.02 818.

36 2 16 1375 -1275 37500 -470.21 0.02 702.

37 2 17 1625 1275 37500 392 68 0 02 586

UNITSare Nandmm; AXES arex(or Z) horizontal & y(or X) vertically upwards; The origin is at the cg of area.

LOWER LEFTcorner is assumed as the most compressed point of the area.

c max =

-

-5000

-4000

-3000

-2000

-1000

0

1000

2000

3000

4000

5000

Yaxis(widthoffooti

ng)


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89 5 9 -375 -825 37500 -585.09 0.02

90 5 10 -125 -825 37500 -507.56 0.02

91 5 11 125 -825 37500 -430.03 0.02 92 5 12 375 -825 37500 -352.51 0.01

93 5 13 625 -825 37500 -274.98 0.01

94 5 14 875 -825 37500 -197.45 0.01

95 5 15 1125 -825 37500 -119.92 0

96 5 16 1375 -825 37500 -42.4 0

97 5 17 1625 -825 37500 35.13 0

98 5 18 1875 -825 37500 112.66 0

99 5 19 2125 -825 37500 190.19 -0.01

100 5 20 2375 -825 37500 267.72 -0.01

101 6 1 -2375 -675 37500 -1062.71 0.04

102 6 2 -2125 -675 37500 -985.18 0.04

103 6 3 -1875 -675 37500 -907.65 0.04

104 6 4 -1625 -675 37500 -830.12 0.03

105 6 5 -1375 -675 37500 -752.6 0.03

106 6 6 -1125 -675 37500 -675.07 0.03 107 6 7 -875 -675 37500 -597.54 0.02

108 6 8 -625 -675 37500 -520.01 0.02

109 6 9 -375 -675 37500 -442.48 0.02

110 6 10 -125 -675 37500 -364.96 0.01

111 6 11 125 -675 37500 -287.43 0.01

112 6 12 375 -675 37500 -209.9 0.01

113 6 13 625 -675 37500 -132.37 0.01

114 6 14 875 -675 37500 -54.85 0

115 6 15 1125 -675 37500 22.68 0

116 6 16 1375 -675 37500 100.21 0

117 6 17 1625 -675 37500 177.74 -0.01

118 6 18 1875 -675 37500 255.27 -0.01

119 6 19 2125 -675 37500 332.79 -0.01

120 6 20 2375 -675 37500 410.32 -0.02

121 7 1 -2375 -525 37500 -920.1 0.04 122 7 2 -2125 -525 37500 -842.57 0.03

123 7 3 -1875 -525 37500 -765.05 0.03

124 7 4 -1625 -525 37500 -687.52 0.03

125 7 5 -1375 -525 37500 -609.99 0.02

126 7 6 -1125 -525 37500 -532.46 0.02

127 7 7 -875 -525 37500 -454.93 0.02

128 7 8 -625 -525 37500 -377.41 0.02

129 7 9 -375 -525 37500 -299.88 0.01

130 7 10 -125 -525 37500 -222.35 0.01

131 7 11 125 -525 37500 -144.82 0.01

132 7 12 375 -525 37500 -67.3 0

133 7 13 625 -525 37500 10.23 0

134 7 14 875 -525 37500 87.76 0

135 7 15 1125 -525 37500 165.29 -0.01

136 7 16 1375 -525 37500 242.81 -0.01

137 7 17 1625 -525 37500 320.34 -0.01

138 7 18 1875 -525 37500 397.87 -0.02

139 7 19 2125 -525 37500 475.4 -0.02

140 7 20 2375 -525 37500 552.93 -0.02

141 8 1 -2375 -375 37500 -777.5 0.03

142 8 2 -2125 -375 37500 -699.97 0.03

143 8 3 -1875 -375 37500 -622.44 0.02

144 8 4 -1625 -375 37500 -544.91 0.02

145 8 5 -1375 -375 37500 -467.39 0.02

146 8 6 -1125 -375 37500 -389.86 0.02

147 8 7 -875 -375 37500 -312.33 0.01

148 8 8 -625 -375 37500 -234.8 0.01

149 8 9 -375 -375 37500 -157.27 0.01

150 8 10 -125 -375 37500 -79.75 0

151 8 11 125 -375 37500 -2.22 0

152 8 12 375 -375 37500 75.31 0 153 8 13 625 -375 37500 152.84 -0.01

154 8 14 875 -375 37500 230.36 -0.01

155 8 15 1125 -375 37500 307.89 -0.01

156 8 16 1375 -375 37500 385.42 -0.02

157 8 17 1625 -375 37500 462.95 -0.02

158 8 18 1875 -375 37500 540.48 -0.02

159 8 19 2125 -375 37500 618 -0.02

160 8 20 2375 -375 37500 695.53 -0.03

161 9 1 -2375 -225 37500 -634.89 0.03

162 9 2 2125 225 37500 557 36 0 02


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217 11 17 1625 75 37500 890.76 -0.04

218 11 18 1875 75 37500 968.29 -0.04

219 11 19 2125 75 37500 1045.82 -0.04 220 11 20 2375 75 37500 1123.35 -0.04

221 12 1 -2375 225 37500 -207.08 0.01

222 12 2 -2125 225 37500 -129.55 0.01

223 12 3 -1875 225 37500 -52.02 0

224 12 4 -1625 225 37500 25.51 0

225 12 5 -1375 225 37500 103.04 0

226 12 6 -1125 225 37500 180.56 -0.01

227 12 7 -875 225 37500 258.09 -0.01

228 12 8 -625 225 37500 335.62 -0.01

229 12 9 -375 225 37500 413.15 -0.02

230 12 10 -125 225 37500 490.67 -0.02

231 12 11 125 225 37500 568.2 -0.02

232 12 12 375 225 37500 645.73 -0.03

233 12 13 625 225 37500 723.26 -0.03

234 12 14 875 225 37500 800.78 -0.03 235 12 15 1125 225 37500 878.31 -0.03

236 12 16 1375 225 37500 955.84 -0.04

237 12 17 1625 225 37500 1033.37 -0.04

238 12 18 1875 225 37500 1110.9 -0.04

239 12 19 2125 225 37500 1188.42 -0.05

240 12 20 2375 225 37500 1265.95 -0.05

241 13 1 -2375 375 37500 -64.47 0

242 13 2 -2125 375 37500 13.06 0

243 13 3 -1875 375 37500 90.58 0

244 13 4 -1625 375 37500 168.11 -0.01

245 13 5 -1375 375 37500 245.64 -0.01

246 13 6 -1125 375 37500 323.17 -0.01

247 13 7 -875 375 37500 400.7 -0.02

248 13 8 -625 375 37500 478.22 -0.02

249 13 9 -375 375 37500 555.75 -0.02 250 13 10 -125 375 37500 633.28 -0.03

251 13 11 125 375 37500 710.81 -0.03

252 13 12 375 375 37500 788.33 -0.03

253 13 13 625 375 37500 865.86 -0.03

254 13 14 875 375 37500 943.39 -0.04

255 13 15 1125 375 37500 1020.92 -0.04

256 13 16 1375 375 37500 1098.45 -0.04

257 13 17 1625 375 37500 1175.97 -0.05

258 13 18 1875 375 37500 1253.5 -0.05

259 13 19 2125 375 37500 1331.03 -0.05

260 13 20 2375 375 37500 1408.56 -0.06

261 14 1 -2375 525 37500 78.13 0

262 14 2 -2125 525 37500 155.66 -0.01

263 14 3 -1875 525 37500 233.19 -0.01

264 14 4 -1625 525 37500 310.72 -0.01

265 14 5 -1375 525 37500 388.25 -0.02

266 14 6 -1125 525 37500 465.77 -0.02

267 14 7 -875 525 37500 543.3 -0.02

268 14 8 -625 525 37500 620.83 -0.02

269 14 9 -375 525 37500 698.36 -0.03

270 14 10 -125 525 37500 775.88 -0.03

271 14 11 125 525 37500 853.41 -0.03

272 14 12 375 525 37500 930.94 -0.04

273 14 13 625 525 37500 1008.47 -0.04

274 14 14 875 525 37500 1085.99 -0.04

275 14 15 1125 525 37500 1163.52 -0.05

276 14 16 1375 525 37500 1241.05 -0.05

277 14 17 1625 525 37500 1318.58 -0.05

278 14 18 1875 525 37500 1396.11 -0.06

279 14 19 2125 525 37500 1473.63 -0.06

280 14 20 2375 525 37500 1551.16 -0.06 281 15 1 -2375 675 37500 220.74 -0.01

282 15 2 -2125 675 37500 298.27 -0.01

283 15 3 -1875 675 37500 375.79 -0.01

284 15 4 -1625 675 37500 453.32 -0.02

285 15 5 -1375 675 37500 530.85 -0.02

286 15 6 -1125 675 37500 608.38 -0.02

287 15 7 -875 675 37500 685.91 -0.03

288 15 8 -625 675 37500 763.43 -0.03

289 15 9 -375 675 37500 840.96 -0.03

290 15 10 125 675 37500 918 49 0 04


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345 18 5 -1375 1125 37500 958.67 -0.04

346 18 6 -1125 1125 37500 1036.19 -0.04

347 18 7 -875 1125 37500 1113.72 -0.04 348 18 8 -625 1125 37500 1191.25 -0.05

349 18 9 -375 1125 37500 1268.78 -0.05

350 18 10 -125 1125 37500 1346.3 -0.05

351 18 11 125 1125 37500 1423.83 -0.06

352 18 12 375 1125 37500 1501.36 -0.06

353 18 13 625 1125 37500 1578.89 -0.06

354 18 14 875 1125 37500 1656.42 -0.07

355 18 15 1125 1125 37500 1733.94 -0.07

356 18 16 1375 1125 37500 1811.47 -0.07

357 18 17 1625 1125 37500 1889 -0.08

358 18 18 1875 1125 37500 1966.53 -0.08

359 18 19 2125 1125 37500 2044.05 -0.08

360 18 20 2375 1125 37500 2121.58 -0.08

361 19 1 -2375 1275 37500 791.16 -0.03

362 19 2 -2125 1275 37500 868.69 -0.03 363 19 3 -1875 1275 37500 946.21 -0.04

364 19 4 -1625 1275 37500 1023.74 -0.04

365 19 5 -1375 1275 37500 1101.27 -0.04

366 19 6 -1125 1275 37500 1178.8 -0.05

367 19 7 -875 1275 37500 1256.33 -0.05

368 19 8 -625 1275 37500 1333.85 -0.05

369 19 9 -375 1275 37500 1411.38 -0.06

370 19 10 -125 1275 37500 1488.91 -0.06

371 19 11 125 1275 37500 1566.44 -0.06

372 19 12 375 1275 37500 1643.96 -0.07

373 19 13 625 1275 37500 1721.49 -0.07

374 19 14 875 1275 37500 1799.02 -0.07

375 19 15 1125 1275 37500 1876.55 -0.07

376 19 16 1375 1275 37500 1954.08 -0.08

377 19 17 1625 1275 37500 2031.6 -0.08 378 19 18 1875 1275 37500 2109.13 -0.08

379 19 19 2125 1275 37500 2186.66 -0.09

380 19 20 2375 1275 37500 2264.19 -0.09

381 20 1 -2375 1425 37500 933.76 -0.04

382 20 2 -2125 1425 37500 1011.29 -0.04

383 20 3 -1875 1425 37500 1088.82 -0.04

384 20 4 -1625 1425 37500 1166.35 -0.05

385 20 5 -1375 1425 37500 1243.88 -0.05

386 20 6 -1125 1425 37500 1321.4 -0.05

387 20 7 -875 1425 37500 1398.93 -0.06

388 20 8 -625 1425 37500 1476.46 -0.06

389 20 9 -375 1425 37500 1553.99 -0.06

390 20 10 -125 1425 37500 1631.51 -0.07

391 20 11 125 1425 37500 1709.04 -0.07

392 20 12 375 1425 37500 1786.57 -0.07

393 20 13 625 1425 37500 1864.1 -0.07

394 20 14 875 1425 37500 1941.63 -0.08

395 20 15 1125 1425 37500 2019.15 -0.08

396 20 16 1375 1425 37500 2096.68 -0.08

397 20 17 1625 1425 37500 2174.21 -0.09

398 20 18 1875 1425 37500 2251.74 -0.09

399 20 19 2125 1425 37500 2329.26 -0.09

400 20 20 2375 1425 37500 2406.79 -0.1

TOTAL 15000000 150001


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Documents

footing biaxial