Combined Isolated Footing

3.5

Y dir Col A

Col B 0.45

ETABS NODE NO. Conc grade = Steel grade = A) Proportioning of base size: Y - dir Size of column A = 300 30 0 mm Size of column B = 300 30 0 mm Ultimate load carrrid by column A Ultimate load carrrid by column B

X dir

Col A=1

Col B=2

M20 Fe415 X - dir x 230 mm x 230 mm = =

307.5 303

Additional MY 2 1

kN kN

SBC of the soil =

200

kN/m

Working load carrrid by column A = Working load carrrid by column B = Self wt of footing (10% of column load)=

20 5 20 2 41

kN kN kN

Total working load =

44 8

kN

Length of footing =

3 .5 0

m

Requried area of footing = Width of footing = Provide width of footing =

2 .2 4 0 .6 4 0.75

m m m

Provide Footing size of

3.50 m

x 0.75 m

2

2

= 2.63

2

m

As in this case, the property line is present on both end of column, hence there is no possibility of projection, so the pressure will not be uniform if the c.g. of footing and the c.g. of load does not coincide. In such case fooring will become eccentric and hence the pressure will be non-uni C.G of load system from end face of col A= = ( 308 x 0 .1 1 5 ) +

( 303 x

3 .3 8 5 )

( 30 8 + = C.G. of footing =

1 .7 4

m

1 .7 5

m

30 3 )

Eccentricity of load w.r.t c.g. of footing =

0 .0 1

Moment due to eccentricity = Total Moment Pressure calculation :

x 0.01 )

( 4 07

Int Intens ensity of of pres ressure due to to Ax Axial load oad = =

( 2 05

m

+ 202 ) /

2 .6 3 M/Z= x 3.50

= 15 5

kN/m

2

kN/m

2

x 3.50 ) / 6

=

=4

( 15 5

Pmin =

kN m kN m

P /A =

Intensity of pressure due to Moment = = 6/ ( 0.75

Pmax =

=5 =6

+4)

( 15 5

-4)

= 159 kN/m

2

= 151 kN/m

2

OK OK

1 0 .1 1 5

0 .1 1 5

151 15 9

15 7

15 1

159

Loa Load per metre etre run of slab =

Avg pr pressure x 1 m ( 15 8 x 1.00 ) Load per metre run of slab due to ultimate pressure = ( 15 8 x 1.50 )

Cantilever projection of slab @ face of beam = Maximum ultimate moment = d required =

(3 ( 1 00 0

Try overall depth Effective depth d = Ast=

40

( 23 7 x 10^6 ) x 2.76 )

= 230 mm 1 84 mm mm

2

x 0.15 2 =

= 15 8

kN/m

= 23 7

kN/m

= 0.15

m

x 0.15 ) 31

=3 mm

Width = 1000 End depth= 175 Effective end depth d =

( 30 8 + = C.G. of footing =

1 .7 4

m

1 .7 5

m

30 3 )


0 .0 1


x 0.01 )

( 4 07

Int Intens ensity of of pres ressure due to to Ax Axial load oad = =

( 2 05

m

+ 202 ) /

2 .6 3 M/Z= x 3.50

= 15 5

kN/m

2

kN/m

2

x 3.50 ) / 6

=

=4

( 15 5

Pmin =

kN m kN m

P /A =


Pmax =

=5 =6

+4)

( 15 5

-4)

= 159 kN/m

2

= 151 kN/m

2

OK OK

1 0 .1 1 5

0 .1 1 5

151 15 9

15 7

15 1

159

Loa Load per metre etre run of slab =

Avg pr pressure x 1 m ( 15 8 x 1.00 ) Load per metre run of slab due to ultimate pressure = ( 15 8 x 1.50 )

Cantilever projection of slab @ face of beam = Maximum ultimate moment = d required =

(3 ( 1 00 0


40

( 23 7 x 10^6 ) x 2.76 )

= 230 mm 1 84 mm mm

2

x 0.15 2 =

= 15 8

kN/m

= 23 7

kN/m

= 0.15

m

x 0.15 ) 31

=3 mm


Required is

Y8

@

1 24 7

mm

Provide

Y8

@

200

mm

Distribution steel =

( 0.12 %

x 1 00 0

x 20 3 )

Provide

Y8

@

225

Shear @ d= Shear = ζ v=

- 0 .0 3 4 m -8 kN 2 N/mm -0.06

ζ c=

0.355

N/mm

Section for depth is

OK

2

= 2 51 =

2 43

mm

= 2 23

Enter depth at d location (From SP16)

Design of Longitudinal beam : -

307.5

30 3

1.62 0 .1 1 5

3 .2 7

0 .1 1 5

17 0 174 179 179 Load Diagram

2 0 .5 4

1.62 0.541

283.43

19.57 170.76 286.96

S.F.Diagram

17 0

-231.2201

1.18

1.13 B.M.Diagram

As in the central portion of beam, the moment is hogging, i.e. the tension is on th top portion of beam, hence the beam at the central portion will be designed as th isolated T- beam. Reinforcement at the central portion:

bf =

=

0.750

=

750

mm

bw =

=

450

mm

Let provide depth of beam Effective depth of beam

= =

605 541

mm mm

1206

mm

Ast=

1266

Provide

mm

2

6 Nos. Y 16 mm

Shear at d from face of column Shear = 171

=

ζ v=

0.70

ζ c=

0.330

N/mm

2


0.30 %

(From SP16) PROVIDE STIRRUPS

Shear to be resisted by stirrups = Try stirrups of 2-legged Y8

2

0.964 m

kN 2 N/mm

Provide

m

90.42

kN

Y 8 mm @ 217 mm @

200

mm

= 251

SUMMARY: Provide Footing size of

3.50 m

x 0.75 m

SLAB RENFORCEMENT: Provide

Y8

@

200

mm

Provide

Y8

@

300

mm

BEAM REINFORCEMENT: TOP: -

9 Nos. Y 12 mm

oment MX 2 2

orm.

kN m / metre

mm mm 129

mm

2

mm

0.16 %

2

mm

2

mm

0.17 %

Load per metre

27 685.8

2

mm

3.5

Y dir Col A

Col B 0.45

ETABS NODE NO. Conc grade = Steel grade = A) Proportioning of base size: Y - dir Size of column A = 300 mm Size of column B = 300 mm Ultimate load carrrid by column A Ultimate load carrrid by column B

X dir

Col A=3

Col B=4

M20 Fe415 X - dir x 230 mm x 230 mm = =

385.5 372

Additional MY 2 2

kN kN

SBC of the soil =

200

kN/m


257 248 51

kN kN kN


556

kN

Length of footing =

3.50

m


2.78 0.79 0.85

m m m


3.50 m

x 0.85 m

2

2

= 2.98

2

m

As in this case, the property line is present on both end of column, hence there is no possibility of projection, so the pressure will not be uniform if the c.g. of footing and the c.g. of load does not coincide. In such case fooring will become eccentric and hence the pressure will be non-uni C.G of load system from end face of col A= = ( 386 x 0.115 ) +

( 372 x

3.385 )

( 386 + = C.G. of footing =

1.72

m

1.75

m

372 )


0.03


x 0.03 )

( 505

Intensity of pressure due to Axial load = =

( 257

m

+ 248 ) /

2.98 M/Z= x 3.50

= 170

kN/m

2

kN/m

2

x 3.50 ) / 6

=

=8

( 170

Pmin =

kN m kN m

P /A =

Intensity of pressure due to Moment = = 13 / ( 0.85

Pmax =

= 15 = 13

+8)

( 170

-8)

= 177 kN/m

2

= 162 kN/m

2

OK OK

1 0.115

0.115

163 177

173

162

177

Load per metre run of slab =

Avg pressure x 1 m ( 175 x 1.00 ) Load per metre run of slab due to ultimate pressure = ( 175 x 1.50 ) Cantilever projection of slab @ face of beam = Maximum ultimate moment = d required =

(5 ( 1000


80

( 263 x 10^6 ) x 2.76 )

= 230 mm 184 mm mm

2

x 0.20 2 =

= 175

kN/m

= 263

kN/m

= 0.20

m

x 0.20 ) 44

=5 mm


Required is

Y8

@

629

mm

Provide

Y8

@

200

mm


( 0.12 %

x 1000

x 203 )

Provide

Y8

@

225

Shear @ d= Shear =

0.016 m 4 kN 2 N/mm 0.03

ζ v=

2

0.355

N/mm


OK

ζ c=

= 251 =

243

mm

= 223



385.5

372

1.61 0.115

3.27

0.115

207 217 225 226 Load Diagram

25.96

1.61 0.692

348.18

23.82 179.32 359.54

S.F.Diagram

207

-289.0036

1.49

1.37 B.M.Diagram


bf =

=

0.850

=

850

mm

bw =

=

450

mm


= =

750 692

mm mm

1206

mm

Ast=

1209

Provide

mm

2

6 Nos. Y 16 mm


=

ζ v=

0.58

ζ c=

0.330

N/mm

2


0.20 %



2

0.803 m

kN 2 N/mm

Provide

m

76.56

kN

Y 8 mm @ 328 mm @

250

mm

= 201


3.50 m

x 0.85 m


Y8

@

200

mm

Provide

Y8

@

300

mm


9 Nos. Y 12 mm

oment MX 2 1

orm.

kN m / metre

mm mm 129

mm

2

mm

0.16 %

2

mm

2

mm

0.17 %

Load per metre

2

mm

3.5

Y dir Col A

Col B 0.45


X dir

Col A=3

Col B=4

M20 Fe415 X - dir x 230 mm x 230 mm = =

417 415.5

Additional MY 2 2

kN kN

SBC of the soil =

200

kN/m


278 277 56

kN kN kN


611

kN

Length of footing =

3.50

m


3.05 0.87 0.85

m m m


3.50 m

x 0.85 m

2

2

= 2.98

2

m


( 416 x

3.385 )


1.75

m

1.75

m

416 )


0.00


x 0.00 )

( 555


( 278

m

+ 277 ) /

2.98 M/Z= x 3.50

= 187

kN/m

2

kN/m

2

x 3.50 ) / 6

=

=3

( 187

Pmin =

kN m kN m

P /A =


Pmax =

=2 =4

+3)

( 187

-3)

= 189 kN/m

2

= 184 kN/m

2

OK OK

1 0.115

0.115

184 189

188

184

189



(6 ( 1000


86

( 283 x 10^6 ) x 2.76 )

= 230 mm 184 mm mm

2

x 0.20 2 =

= 188

kN/m

= 283

kN/m

= 0.20

m

x 0.20 ) 45

=6 mm


Required is

Y8

@

585

mm

Provide

Y8

@

200

mm


( 0.12 %

x 1000

x 203 )

Provide

Y8

@

225

Shear @ d= Shear =

0.016 m 5 kN 2 N/mm 0.04

ζ v=

2

0.355

N/mm


OK

ζ c=

= 251 =

243

mm

= 223



417

415.5

1.63 0.115

3.27

0.115

235 238 241 241 Load Diagram

27.72

1.63 0.692

388.51

26.99 196.55 389.28

S.F.Diagram

235

-314.2662

1.59

1.55 B.M.Diagram


bf =

=

0.850

=

850

mm

bw =

=

450

mm


= =

750 692

mm mm

1407

mm

Ast=

1320

Provide

mm

2

7 Nos. Y 16 mm


=

ζ v=

0.63

ζ c=

0.330

N/mm

2


0.24 %



2

0.823 m

kN 2 N/mm

Provide

m

93.79

kN

Y 8 mm @ 268 mm @

250

mm

= 201


3.50 m

x 0.85 m


Y8

@

200

mm

Provide

Y8

@

300

mm


9 Nos. Y 12 mm

oment MX 2 1

orm.

kN m / metre

mm mm 129

mm

2

mm

0.16 %

2

mm

2

mm

0.17 %

Load per metre

2

mm

3.5

Y dir Col A

Col B 0.45


X dir

Col A=3

Col B=4

M20 Fe415 X - dir x 230 mm x 230 mm = =

Additional MY 1 1

441 441

kN kN

SBC of the soil =

200

kN/m


294 294 59

kN kN kN


647

kN

Length of footing =

3.50

m


3.23 0.92 0.95

m m m


3.50 m

x 0.95 m

2

2

= 3.33

2

m


( 441 x

3.385 )


1.75

m

1.75

m

441 )


0.00


x 0.00 )

( 588


( 294

m

+ 294 ) /

3.33 M/Z= x 3.50

= 177

kN/m

2

kN/m

2

x 3.50 ) / 6

=

=1

( 177

Pmin =

kN m kN m

P /A =


Pmax =

=0 =2

+1)

( 177

-1)

= 178 kN/m

2

= 176 kN/m

2

OK OK

1 0.115

0.115

176 178

177

176

178



(8 ( 1000


127

( 266 x 10^6 ) x 2.76 )

= 230 mm 184 mm mm

2

x 0.25 2 =

= 177

kN/m

= 266

kN/m

= 0.25

m

x 0.25 ) 55

=8 mm


Required is

Y8

@

395

mm

Provide

Y8

@

200

mm


( 0.12 %

x 1000

x 203 )

Provide

Y8

@

225

Shear @ d= Shear =

0.066 m 18 kN 2 N/mm 0.14

ζ v=

2

0.355

N/mm


OK

ζ c=

= 251 =

243

mm

= 223



441

441

1.64 0.115

3.27

0.115

251 252 253 253 Load Diagram

29.12

1.64 0.692

412.16

28.84 209.21 411.88

S.F.Diagram

251

-333.9015

1.67

1.66 B.M.Diagram


bf =

=

0.889

=

889

mm

bw =

=

450

mm


= =

750 692

mm mm

1407

mm

Ast=

1404

Provide

mm

2

7 Nos. Y 16 mm


=

ζ v=

0.67

ζ c=

0.330

N/mm

2


0.23 %



2

0.833 m

kN 2 N/mm

Provide

m

106.44

kN

Y 8 mm @ 236 mm @

225

mm

= 223


3.50 m

x 0.95 m


Y8

@

200

mm

Provide

Y8

@

300

mm


9 Nos. Y 12 mm

oment MX 1 1

orm.

kN m / metre

mm mm 129

mm

2

mm

0.16 %

2

mm

2

mm

0.17 %

Load per metre

2

mm

3.5

Y dir Col A

Col B 0.45


X dir

Col A=3

Col B=4

M20 Fe415 X - dir x 230 mm x 230 mm = =

Additional MY 2 1

414 408

kN kN

SBC of the soil =

200

kN/m


276 272 55

kN kN kN


603

kN

Length of footing =

3.50

m


3.01 0.86 0.95

m m m


3.50 m

x 0.95 m

2

2

= 3.33

2

m


( 408 x

3.385 )


1.74

m

1.75

m

408 )


0.01


x 0.01 )

( 548


( 276

m

+ 272 ) /

3.33 M/Z= x 3.50

= 165

kN/m

2

kN/m

2

x 3.50 ) / 6

=

=4

( 165

Pmin =

kN m kN m

P /A =


Pmax =

=7 =7

+4)

( 165

-4)

= 168 kN/m

2

= 161 kN/m

2

OK OK

1 0.115

0.115

161 168

166

161

168



(8 ( 1000


120

( 251 x 10^6 ) x 2.76 )

= 230 mm 184 mm mm

2

x 0.25 2 =

= 167

kN/m

= 251

kN/m

= 0.25

m

x 0.25 ) 53

=8 mm


Required is

Y8

@

419

mm

Provide

Y8

@

200

mm


( 0.12 %

x 1000

x 203 )

Provide

Y8

@

225

Shear @ d= Shear =

0.066 m 17 kN 2 N/mm 0.13

ζ v=

2

0.355

N/mm


OK

ζ c=

= 251 =

243

mm

= 223



414

408

1.62 0.115

3.27

0.115

230 235 240 240 Load Diagram

27.58

1.62 0.692

381.57

26.43 193.92 386.42

S.F.Diagram

230

-311.9913

1.59

1.52 B.M.Diagram


bf =

=

0.889

=

889

mm

bw =

=

450

mm


= =

750 692

mm mm

1407

mm

Ast=

1307

Provide

mm

2

7 Nos. Y 16 mm


=

ζ v=

0.62

ζ c=

0.330

N/mm

2


0.23 %



2

0.813 m

kN 2 N/mm

Provide

m

91.16

kN

Y 8 mm @ 275 mm @

225

mm

= 223


3.50 m

x 0.95 m


Y8

@

200

mm

Provide

Y8

@

300

mm


9 Nos. Y 12 mm

oment MX 2 2

orm.

kN m / metre

mm mm 129

mm

2

mm

0.16 %

2

mm

2

mm

0.17 %

Load per metre

2

mm

3.5

Y dir Col A

Col B 0.45


X dir

Col A=3

Col B=4

M20 Fe415 X - dir x 230 mm x 230 mm = =

316.5 237

Additional MY 2 3

kN kN

SBC of the soil =

200

kN/m


211 158 37

kN kN kN


406

kN

Length of footing =

3.50

m


2.03 0.58 0.75

m m m


3.50 m

x 0.75 m

2

2

= 2.63

2

m


( 237 x

3.385 )


1.52

m

1.75

m

237 )


0.23


x 0.23 )

( 369


( 211

m

+ 158 ) /

2.63 M/Z= x 3.50

= 141

kN/m

2

kN/m

2

x 3.50 ) / 6

=

= 40

( 141

Pmin =

kN m kN m

P /A =

Intensity of pressure due to Moment = = 62 / ( 0.75

Pmax =

= 87 = 62

+ 40 )

( 141

- 40 )

= 181 kN/m

2

= 100 kN/m

2

OK OK

1 0.115

0.115

103 178

158

100

181



(3 ( 1000


43

( 254 x 10^6 ) x 2.76 )

= 230 mm 184 mm mm

2

x 0.15 2 =

= 169

kN/m

= 254

kN/m

= 0.15

m

x 0.15 ) 32

=3 mm


Required is

Y8

@

1161

mm

Provide

Y8

@

200

mm


( 0.12 %

x 1000

x 203 )

Provide

Y8

@

225

Shear @ d= Shear = ζ v=

-0.034 m -9 kN 2 N/mm -0.07

ζ c=

0.355

N/mm


OK

2

= 251 =

243

mm

= 223



316.5

237

1.42 0.115

3.27

0.115

116 164 201 204 Load Diagram

23.23

1.42 0.547

223.86

13.14 156.55 293.27

S.F.Diagram

113

-225.287

1.34

0.75 B.M.Diagram


bf =

=

0.750

=

750

mm

bw =

=

450

mm


= =

605 547

mm mm

1206

mm

Ast=

1216

Provide

mm

2

6 Nos. Y 16 mm


=

ζ v=

0.64

ζ c=

0.330

N/mm

2


0.29 %



2

0.758 m

kN 2 N/mm

Provide

m

75.32

kN

Y 8 mm @ 263 mm @

250

mm

= 201

SUMMARY: Prov Proviide Foot Footiing size size of

3.50 3.50 m

x 0.75 0.75 m


Y8

@

200

mm

Provide

Y8

@

300

mm


0.459375

9 Nos. Y 12 mm

oment MX 1 2

orm.

kN m / metre

mm mm 1 29

mm

2

mm

0.16 %

2

mm

2

mm

0.17 %

Load per metre

2

mm

DESIGN

OF

ISOLATED

SLOPED

Project User

Comments:

ARIF

Date

Footing Identifier =

18-Aug-14

Time

03:13

ETABS NO. 10 DWG NO. C16

Safe Bearing Capacity of Soil = Depth of Founding Level below Ground

(Df) =

Weight Density of Soil & Backfill togethe Load Factor for Limit State Method

= (LF) =

20

T/m

2

m

2

m

3

1.8

T/m

1.5

Factor

(Fck) =

20

N/mm

2

Steel Grade

(fy) =

415

N/mm

2

Column Dimensions: E_W Column Dimensions: N_S Offset from face of column Crack width

(L1) = (B1) = = =

0.3 0.23 75

m Width m Width mm m

Concrete Grade

0.3

0 8 . 0 = B

LOAD CASES

Case

Load (T) P

I II III IV V VI VII VIII

Moments (T.M) MZ( @Z ) MX( @X ) M_E-W M_N-S

14 14 13

0 0 0

Soil over Stress Actual / Factor Allowable

0 0 0

1 1.25 1.25

AREA 0.728 Section Modulus

m

Z_NS

0.1

m

For SBC Punching Stress (E Stress (NS Depth (be Reinf. (Be

Z_EW

0.1

m

Bearing pr

Trial Footing Size L/B Length - L Width - B

0.91 0.80

M E_W M N_S

if (P > Pp) then 'Revise Footing Size' Depth of Footing at Centre Eff. Cover to Bott. Reinf. d'

0.97 0.92 0.83

550 75

0.88

mm mm

Depth of Footing at Ed de=D-d'= 475

Distances from CL of to a) Column Face, b) De from & its Distance from Edge, Perimeter & Punching Area for Shear ECT,.

L1 (E-W) L (E-W)

0.3 0.91

Xf Lf

For Moment E-W N-S 0.15 0.115 0.305 0.285

For punching shear perimeter area, Ap

B1 (N-S) B (N-S) Lpu=(L1+De) Bpu=(B1+De)

0.23 0.8 0.775 0.705

Xd Ld

0.625 0

0.59 0 2.96

0.55

Area of footing @ critical section for one way shear E-W

(((0.3+2*475/1000)+0.91)/2*(-6.52173913043464-230)/1000)+((230-75)

N-S

(((0.23+2*475/1000)+0.8)/2*(-59.5238095238094-230)/1000)+((230-75) E-W N-S a= J=

0.41 0.09

0.39 0.08

C=

0.3875

0.3525

M_E-W

M_N-S

5.359

5.735

Shear due to Moment =

44.02147 Overburden Pressure Df - D = 1.45 IF (foundation depth-D) is <= 0, then this component is 0 *Volume of concrete x 2.5 + (Total volume of excavation i.e. L x B x D - volume of concret OB Load(Ptot) 2.81 Eb = {M_E-W} / (P + Pob) OB Press(Pob) 3.866 El = {M_N-S} / (P + Pob) R=

R = 0.133 or 0.138 or 0.15 * fck

X

0.138

p-max=Ptot*(1+6*Eb/B+6*El/L) p-min=Ptot*(1-6*Eb/B-6*El/L)

20

=

P-edge=Ptot*(1+6*Eb/ P-face=Ptot*(1+12*Eb/ P-d

=Ptot*(1+12*Eb/

M-face = Lf^2*{P-edge V-De = Ld*{(P-edge+P Punching shear stress =

((A-Ap)*(Ptot-Pob)) /

(P.Perimeter*De)+((M_E-W*a*c_E-W) / (0.85J_E-W))+((M_N-S*a*c_N-S) / (0.85*J_N-S)) e s a C

Ptot (P+Pob)/A

I I III IV V VI VII VIII

22.77 23.19 22.35

M-(E-W)/ M/Z

M-(N-S)/ M/Z

p-max t/m2

p-min t/m2

P-edge t/m2

0.27 3.69 0.27

0.14 0.08 2.10

23.17 26.97 24.72

22.36 19.41 19.98

23.04 26.88 22.62

#REF!

#REF!

26.97

19.41

Limit state De = SqRt((Mu / K Fck) * b)

De (cm)=

Permissible Punching Shear Stress bc = L / B Ks = (0.5 + bc) Ks = tc = 0.25 * Sqrt(Fck) t c =

= Ks * tc 1.00 111.80

= t/m2

P-face t/m2 22.86 24.41 22.44

R = Mu / b * de

- N/mm

Pt (Req) = 0.5*Fck/Fy{[1-(1-4.6*Mu/B*de^2)/Fck]^0.5}*b*de Pt (Req) Min = 0.12% Ast - Reinforcement to be required = Pt (req) * A * d Ast - Reinforcement Provided Pt (Provided) @ Efffective depth d from face of column =0.85*sqrt(0.8*Fck)*(sqrt(1+5* b)-1)/6*b Allowable Shear Stress (t/m2)

b

=0.8 * Fck / 6.89 * pt Actual Shear stress (t/m2)

1.00

for E_W

1.00

Bearing pressure = Pu/bD in t/m2

0.30 1.80 728000 69000

Permissible bearing pressure = 0.45 fck (sqrt(A1/A2))

A1 = (min of (Lf x Bf or ( b + 4Df )x ( D + 4 Df ) A2 = b x D where sqrt(A1/A2) should not be greater than 2

Footing Size Pedestal Dimensions: E_W = Pedestal Dimensions: N_S = Length - L: E_W = Width - B: N_S = Depth = Column face Footing Edge Ast =

for N_S

0.30 0.23 0.91 0.80 550 230

m m m m mm

Long Side (E_W)

Bottom Reinf.

Quantities Footing 1 2 3 4 5

Excavation PCC RCC Formwork Reinforcement Total reinforcement per cft =

Pedesta 3.10 0.13 0.28 0.8 8

m3 m3 m3 m2 Kgs

1 Concrete 2 Formwork 8

0.28

35.314 0.819724

FOOTING

BY

LIMIT

STATE

METHOD

EXECUTION

0.305

Lf = Ld

N

De

BP/2

0

+ -

Z-Axis

-

L1 =0.30 1 7 . 0

= u p B

2 . 0 = 1 B

W

X - Axis

n o i s I n e e T s a o C NP-face

P-f

P-face

P-f

9 2 . 0 =

f L

Lpu = 0.775

+ +

+ -

d P

d 0 . L 0 0

Pedge

Xf = 0.15 Xd =0.625 L = 0.91 m

Lf

S

Ld e g d e P

e g d e P

hear ) ) ding) ding)

(P-max - Pob) e 19.31 - c 5.55 a d P23.10 f P 20.85 (3.87) (3.87) (3.87) e c a f d (3.87) P P (3.87) 5.55 Fdn Size OK Depth OK Depth OK

OK

Case I No Tension

Case II Tension Allowed 0.97

Depth OK Depth OK

essure e mm

allowable 20.00 25.00 25.00 0.00 0.00 0.00 0.00 0.00

(actual / allowable) 0.97 0.92 0.83

L1 (E-W)=

0.30 m

B1 (N-S)=

0.23 m

d eff= 475

d eff/2= 238

OK 230

mm

Dcentre= 550 D (for one way shear) Dmin= 230

-D_os=7 For E-W -D_os=60 For N-S

D (for Punching shear) D_ps=380 For E-W D_ps=368 For N-S

L (E-W)=

0.91 m

&

B (N-S) =

0.80 m

Column offset+2xEffecti

=

-0.11 m

2

=

-0.16 m

2

Footing base dimension

(Area of trapaezoid) (Area of trapaezoid) E-W

N-S

1-(1/(1+2/3*SQRT(Bpu/Lpu))) a = 1-(1/(1+2/3*SQRT(Lpu/Bpu))) [2*(De*Lpu^3)/12]+[2*(Lpu*De^3)/ J= [2*(De*Lpu^3)/12]+[2*(Lpu*De^3)/12]+[De*(Bp u*Lpu^2/2))] [(De*Lpu*Bpu^2)/2)] C= Lpu/2

Bpu/2

M=

a/ (0.85*J_E-W)

a/ (0.85*J_N-S)

e) x 1.8

2.76 W IT H N O T EN SI O N P-edge=Ptot*(1+6*El/L) P-face=Ptot*(1+12*El/L^2*Xf)

) B^2*Xf) ^2*Xd)

P-d

=Ptot*(1+12*El/L^2*Xd)

3+P-face/6-Pob/2}L TM d)*0.5-Pob}L T/m

FOR - M_E-W only P-d M-face t/m2 tm 23.14 28.26 22.72

0.71 0.83 0.70

V@De

t

Punch.sh strs t/m2

(2.61) (3.22) (2.56)

47.83 47.92 47.75

FOR - M_N-S only P-face P-d M-face t/m2 t/m2 tm

P-edge t/m2 22.91 23.27 24.45

22.81 23.21 22.95

0.8

-2.56

47.92

1.2

-3.84

71.87

7.49

22.97 23.31 25.45

0.70 0.72 0.74

0.74 1.11 6.66

Depth OK 111.80 Depth OK

0.07

0.05

0.019

0.015

0.12 456

0.12 519

550 -0.48

628 -0.39 82.14

.

58.81 Depth OK

Depth OK

OK

Summary

Kgs 4

Nos. 7

l

0 m3 2 m2

Dia 10

Spacing 150

Short Side (N_S)

Kgs 4

Nos. 8

Dia 10

ce

ce

d e w o l l A n I I o i e s s n a e C T

d P

Pedge

e depth D_os D min

12]+

V@De

t (3.30) (3.36) (3.65)

-3.30 -4.95

82.14 40.41

Spacing 150

Story

Point

Load

FX

FY

FZ

MX

MY

MZ

BASE

69 COMB1

1.26

-0.1

202.33

0.196

0.429

0.012

BASE

69 COMB2

-0.82

-0.04

165.17

0.101

-4.63

-0.03

BASE

69 COMB3

2.84

-0.12

158.55

0.213

5.317

0.049

BASE

69 COMB4

0.66

-0.96

165.68

2.329

0.389

0.046

BASE

69 COMB5

1.36

0.79

158.04

-2.015

0.298

-0.027

BASE

69 COMB6

-1.04

-0.03

197.6

0.11

-5.832

-0.034

BASE

69 COMB7

3.52

-0.14

189.33

0.25

6.602

0.065

BASE

69 COMB8

0.8

-1.18

198.24

2.895

0.442

0.061

BASE

69 COMB9

1.68

1.01

188.69

-2.535

0.327

-0.03

BASE BASE BASE BASE

69 69 69 69

-1.54 3.03 0.31 1.18

0 -0.11 -1.14 1.04

120.21 111.95 120.86 111.3

0.038 0.178 2.823 -2.607

-5.986 6.448 0.288 0.174

-0.04 0.059 0.055 -0.036

COMB10 COMB11 COMB12 COMB13

Combined Isolated Footing

Recommend Documents