design of abr & af (07.01)(autosaved) (1)

ECO PROTECTION ENGINEERS 20 Dec 2009

Rev. No. 1

DESIGN OF ANAEROBIC BAFFLE REACTOR & ANAEROBIC FILTER

1.0. DESIGN OF WALL PANEL (W1) (FIXED AT BOTTOM, HINGED AT TOP)Design Data

Width of wall panel = m Unit weight of RCC, = kN/m3

Finished Ground Level = RL. Dry unit weight of Soil, = kN/m3

Invert level of sump = RL. Unit weight of Liquid, = kN/m3

Founding depth of wall = RL. Cover to r/f (liquid face) = mmThickness of wall footing = m Cover to r/f (earth face) = mmTop of Wall level = RL. Grade of RCC = N/mm2

Surcharge on Wall = KN/m2 Grade of Reinf. Steel = N/mm2

Coefficient of earth pressure at rest, = Sketch Hinged TOC.

CalculationsCalculations done as per Moody's ChartHere, a = width / 2 =

b = depth = m

Therefore, (a / b) =

Case 1: Water Inside and no earth outside conditionThickness of grade slab = mm m

0.33.7

ECO PROTECTION ENGINEERS

-1.5

00.3

Design of Anaerobic Baffle Reactor & Filter

RL. -1.5

25

0

25

0.31

150

FGL.

Fixed

3

415

1.54.9

0.5 3.7

20 Dec 2009

4.9

10

50

9.81

Rev. No. 1

3 2518

Thickness of grade slab mm m

Pressure due to liquid, p1 = 9.81 x 3.4 = kN/m2

Dist. of resultant of p1 from fixity, d1 = mHeight of earth below grade slab = mSurcharge due to liquid below base slab = 0.5 x 48.069

p2 = kN/m2

Dist. of resultant of p2 from fixity, d2 = mPressure due to earth below base slab = 0.5 x 18 x 1.35

p3 = kN/m2

Dist. of resultant of p3 from fixity, d3 = mBy Equivalent pressure triangular,

(0.5 x 48.069 x 3.4 x 2.633) + (24.0345 x 1.35 x 0.675) + (0.5 x 12.15 x 1.35 x 0.45)= 0.5 x p x 4.9 x (4.9 / 3)

Equivalent triangular pressure, p = kN/m2

For the above equivalent pressure the wall is analysed as per Moody's chartRefer Figure 13 - Plate fixed along three edges - Hinged along one edge, Load IV of Moody's chartMoment, M = coeff. p b2

Depth reqd., d = √ ( 6 M ) / (σcbt b) Liquid pressure

Permissible stress, = N/mm2

Vertical Moment ( My ) (For (x / a) =1, middle of panel)

m

m

2.633

0.67524.035

300

1.35

0.45

60.163

My

3.4

48.069

kN/m2

(mm)

150

0.00-1.48

3

0-0.001

-0.0024

48.069

1.8

(KNm)

σcbt

10.8

y / b

12.15

MyCoeff.

1.35

Depth reqd.(mm)

Depth prov.

0

-5.95 141-3.46

70 300

-0.00410.6 1070.4

300300

kN/m2

24.035 12.15-5.95 141

0 0.0152 21.90 270 3000.2

-0.00410.4 300-0.0041 300-5.93 141

kN/m2

kN/m2 kN/m2

of 55


Design of Anaerobic Baffle Reactor & Filter20 Dec 2009

Rev. No. 1

Horizontal Moment ( Mx ) (For (x / a) = 0, edge of panel)

For (x / a) = 1, middle of panel& for (y / b) = ,Coeff.=Therefore, Max. BM (Mx) = KNm

Reinforcement Details for liquid pressureAst = M / (σst j d) For Fe415 steel,Ast vertical at bottom = 21904605 / (150 x 0.872 x 265) Liquid face,

on liquid face = mm2 = N/mm2

Ast vertical at 0.4 H from = 5945618 / (190 x 0.89 x 240) j =bottom on earth face = mm2 Earth face,

A horizontal at 0 4 H from 22915764 / (150 0 872 245) N/ 2

-11.077

σst 150

0 0 0.00 0 3000.2 0.0123 17.72 243 0.4 -0.00773000.4 0.0159 22.92 276 3000.6 0.0124 17.95 245 3000.8 0.0066 9.46 178 300

0.00 0 300

y / b Coeff.Mx

Depth reqd.

(KNm) (mm)1 0

(mm)

Depth prov.

0.872

190147

632

Ast horizontal at 0.4 H from = 22915764 / (150 x 0.872 x 245) = N/mm2

bottom on liquid face = mm2 j =Ast horizontal at 0.4 H from = 11076531 / (190 x 0.89 x 220)

bottom on earth face = mm2

Case 2: Earth outside & no water inside conditionHeight of earth = ( 0 ) - ( -1.5 ) - 0.3 = mPressure due to earth = 0.5 x 18 x 1.2 = KN/m2

Pressure due to surcharge = 0.5 x 10 = KN/m2

By Equivalent pressure triangular,p x 1.2^2 / 6 = ((10.8 x 1.2^2 / 6) + (5 x 1.2^2 / 2))

Therefore, p = KN/m2

Vertical Moment ( My ) (For (x / a) =1, middle of panel) Pressure from outside

(Refer Fig 15 of Moody's Chart for Co-eff.) GWT

300

1.2

510.8

m

25.8

3300

(mm)0

Depth reqd.(mm)

FGL

0.000 0.01

y / b Coeff.My

(KNm)

5 10.8

1

0.4

0.000 0.000.8 0.000 0.000.6

0

0.000 -0.010.2 -0.002 -0.08 17

1.2300

0.007 0.25 29

+

My

0.89190σst

298

300

3005

715

Depth prov.

300

4

of 55



Rev. No. 1

Horizontal Moment ( Mx ) (For (x / a) = 0, edge of panel) Equivalent Pressure(Refer Fig 15 of Moody's Chart for Co-eff.)

m


Provide uniform wall thickness of mm at bottom & mm at top

Reinforcement Details for earth pressureFor Fe415 steel,Liquid face, = N/mm2 ; j =Earth face, = N/mm2 ; j =Ast = M / (σst j d) At 0.8H

FGL

KN/m225.8

300σst

300

0.89190

300

Depth prov.(mm)

y / b Coeff.Mx

Depth reqd.

(KNm) (mm)1 0 0.00 0

0.8 0.0001 4 300300

3000.4 0.0021 0.08 160.6 0.0006

0.01

0 0 0.00 00.2

1.2

0.0045 0.17 24

0.02 9

-0.0018

σst

300

300150 0.872

-0.0687

My

0.2300300

Ast vertical at bottom = 251148 / (190 x 0.89 x 240)on earth face = mm2 At 0.6H

Ast vertical at 0.2 H from = 82626 / (150 x 0.872 x 265)bottom on liquid face = mm2

Ast horizontal at 0.2 H from = 168224 / (190 x 0.89 x 220)bottom on earth face = mm2

Ast horizontal at 0.2 H from = 68657 / (150 x 0.872 x 245) At 0.2H

bottom on liquid face = mm2

Direct Tension & ShearFrom Moody's chart, Rx =

Ry at top = ; Ry at bottom =Direct Hori. Tension in supp. Wall = Rx p b = 0.1806 x 60.163 x 4.9

= KN/mShear at top of Wall (W1) = Ry p b = 0.0376 x 60.163 x 4.9

= KN/mShear at base of Wall (W1) = Ry p b = 0.2285 x 60.163 x 4.9

= KN/mDesign of Wall for Direct Tension & Bending

Maximum bending moment, M = KNm / m For M25 concrete,Horizontal Tension in Wall, T = KN / m = N//mm2

= N//mm2

Approximate depth of section, d = 2 =For Fe415 steel,

= N//mm2

= mm < mme = M / T = 22.916 / 65.209 = m

6 M

0.3514300

σcbt

300

300

300

WALL SECTION

1.8

σct b+

T2 σct b

+

σst

291150

m 10.98

22.91665.209 1.3σct

2300At 0.4H

67.362

5

0.0376

6

2

53.241

11.084

0.22850.1806

2 σct bT

= mm > mmHence line of action of force lies outside the effective depth

300351.42

of 55

Admin

Sticky Note

how to find horizontal tension in wall



Rev. No. 1

d1 = 300 - 25 - (12 / 2) = mmE = e - d1 + (d / 2) = 351.42 - 269 + (300 / 2) For Fe415 steel,

= mm Liquid face,M1 = T x E = 65.209 x 0.232 = N/mm2

= KNm j =Ast (hori. st.) reqd., = dia of bar = mm

= mm2 / metre heightAst (hori. st.) reqd. on each face = mm2 / metre height on each face

Minimum Reinforcement Details to provideMin. Ast mm thick wall Xn = (0.194/100) x 1000 x 300 = mm2

Min. Ast on each face = mm2

Min. Ast mm thick wall Xn = (0.194/100) x 1000 x 300 = mm2


Reinforcement Details to provided

1215.13

291

σst j d1

865

σst+

M1 T

300

582

582291

300

150σst

0.872

269

432.5

232

Vertical ReinforcementAst at bottom on liquid face = mm2

Provide Y mm c/c (Ast prov. = mm2 ) Ast at 0.2H from bottom on liquid face = mm2

Provide Y mm c/c (Ast prov. = mm2 ) Ast at bottom on earth face = mm2

Provide Y mm c/c (Ast prov. = mm2 ) Ast at 0.2H from bottom on earth face = mm2

Provide Y mm c/c (Ast prov. = mm2 )

Horizontal reinforcementAst at 0.2H from bottom on liquid face at middle of wall = mm2

Provide Y mm c/c (Ast prov. = mm2 ) Ast at 0.4H from bottom on liquid face at edge of wall = mm2

Provide Y mm c/c (Ast prov. = mm2 ) Ast at 0.4H from bottom on earth face at middle of wall = mm2

Provide Y mm c/c (Ast prov. = mm2 ) Ast at 0.4H from bottom on earth face at edge of wall = mm2


754

@

327

10 @

291

327291

715754

10 @ 240 327

298

29132710 @ 240

10 @ 240

15012

12 @ 150

291

654

327

240

10 @ 120

10 @ 240

632

291

of 55









b = depth = m




-1.5

00.3


0.33.7

RL. -1.5

150 4

25

0.41

Fixed

25

10

50

415

24.9

0.5 3.7

FGL. 0

4.9

04 Jan 2010

9.81

Rev. No. 1

4 2518




p2 = kN/m2


p3 = kN/m2


(0.5 x 48.069 x 3.4 x 2.633) + (24.0345 x 1.35 x 0.675) + (0.5 x 12.15 x 1.35 x 0.45)= 0.5 x p x 4.9 x (4.9 / 3)






m

m

350

2.633

0.67524.035

150

1.35

0.45

60.163

My

48.069

kN/m2

159

0.00-3.44

(KNm)

σcbt

(mm)

0.6

0-0.0024-0.0052

10.8

y / b

12.15

My

48.069

1.8

Coeff.

1.35

Depth reqd.(mm)

Depth prov.

-11 24 194-7.55

107

3.4

350

-0 0078

0

0 4350350

kN/m2

24.035 12.1511.24-7.51 158

194

0 0.0234 33.74 335 3500.2

0.00780.4 350-0.0052 350

kN/m2 kN/m2

of 55


Design of Anaerobic Baffle Reactor & Filter04 Jan 2010

Rev. No. 1






A h i t l t 0 4 H f 32409108 / (150 0 872 295) 2

-15.006

350

1500.872

190

3500 0 0.00 00.2 0.0149 21.51 268 0.4 -0.01043500.4 0.0224 32.41 329 3500.6 0.0191 27.59 303 3500.8 0.0104 15.09 224 3501 0 0.00 0

(mm)

Depth prov.y / b Coeff.

MxDepth reqd.

(KNm) (mm)

153

819 σst

Ast horizontal at 0.4 H from = 32409108 / (150 x 0.872 x 295) = N/mm2








(Refer Fig 15 of Moody's Chart for Co-eff.)

10.8

GWT

350

Depth prov.

4350

5

m

1.2

190

25.8

5350

(mm)0

10.8

y / b Coeff.My

Depth reqd.

(KNm) (mm)1

0.4

0.000 0.000.8 0.000 0.010.6 0.000 0.00

My

0.008

-0.030.2 -0.003 -0.11

0.310

1.2

-0.001

5

+

FGL

840

19 350

350

32

329

0.89

350

σst

9

of 55



Rev. No. 1


m




FGL

KN/m225.8

350

350

350

0.89σst

(KNm) (mm)

0.0004

Depth prov.

1 0 0.00 00.02 7

350

0.4 0.003 0.11 190.6 0.0012

350

y / b Coeff.Mx

Depth reqd. 1.2

0.0051 0.19 25

0.05 12

-0.06640.2 -0.0018

00.2

(mm)

0 0 0.00

0.8

σst

350

350150 0.872

350

My

190

350

350







Ry at top = ; Ry at bottom =Direct Hori. Tension in Supp. Wall = Rx p b = 0.2212 x 60.163 x 4.9

= KN/mShear at top of Wall = Ry p b = 0.0576 x 60.163 x 4.9

= KN/mShear at base of Wall = Ry p b = 0.2809 x 60.163 x 4.9



= N//mm2


= N//mm2

= mm = mme = M / T = 32.409 / 53.241 = m

6 M

350 3500.6087

1.8

WALL SECTION

350

350

σcbt

350

1.3

2 σct bT

σct b+

T2 σct b

+

σst 150

m 10.98

32.40953.241

350At 0.4H

σct

6

2

65.209

3

0.28090.2212

16.98

82.809

4

0.0576


350608.72

of 55



Rev. No. 1



= KNm j =Ast (horizontal steel) reqd., = dia of bar = mm

= mm2 / metre heightAst (hori. st.) reqd. on each face = mm2 / metre height






1224.76

320.5

M1 T

350

641

641320.5

350

σst j d1

474948

σst+

150465

0.872σst

319











12 @ 125 905

@320.5

357

12

357

840905

10 @ 220 357

329

320.535710 @ 220

10 @ 220

125

10 @320.5

220

12 @ 125

12 @ 250

819

320.5

320.5

905

452

of 55









b = depth = m



20 Dec 2009

9.81

Rev. No. 1

4.3 2518

2.154.9

25

-1.5

0.5 3.7

FGL.

4.9

415

25

10

500.33.7

0

0.44

4.3

Fixed

RL.

150


-1.5

00.3





p2 = kN/m2


p3 = kN/m2


(0.5 x 48.069 x 3.4 x 2.633) + (24.0345 x 1.35 x 0.675) + (0.5 x 12.15 x 1.35 x 0.45)= 0.5 x p x 4.9 x (4.9 / 3)






m

m-9.32-0.00910.4

3750.6-13.08 375209

121176

My375

My

48.069

1.8

Coeff.

1.35

Depth reqd.(mm)

Depth prov.

10.8

0.00-4.41

y / b

0 375(KNm)

0-0.0031-0.0065

24.035

12.15

3.4

σcbt

(mm)

2.633

60.163

48.069

kN/m2

1.35

4.3

0.675

0.45

150

kN/m2

-7.51 158375

24.035 12.150.2-0.00910.4-0.0052 375

-13.08 375209

0 0.0262 37.90 355

kN/m2

kN/m2 kN/m2

of 55

20 Dec 2009

Rev. No. 1







Ast vertical at 0.4H from = 13081515 / (190 x 0.89 x 315) j =bottom on earth face = mm2 Earth face,

A horizontal at 0 4H from 34558544 / (150 0 872 320) N/ 2

246

852

190

(mm) (mm)y / b Coeff.

MxDepth reqd.

Depth prov.

(KNm)1 0 0.00 0 375

0.8 0.0116 16.75 236 3750.6 0.0209 30.19 317 375

3750.4 0.0239 34.56 339 375

150

0.2 0.0152 22.00 271 0.4 -0.01090 0 0.00 0

0.872

375 -15.734

σst

Ast horizontal at 0.4H from = 34558544 / (150 x 0.872 x 320) = N/mm2








(Refer Fig 15 of Moody's Chart for Co-eff.)

826

Depth prov.

375

2

190

5

+

FGL

1.2

-0.001

0.009375

0.33 335

3750.2 -0.003 -0.12 200

0.4

0.000 0.000.8

-0.03

375

11

0.000 4375

0.89

0.010.6 0.000 0.00

1

y / b Coeff.My

Depth reqd.

(KNm) (mm)

315

σst

(mm)0

m375

My10.8

GWT

25.8

1.210.8

of 55

20 Dec 2009

Rev. No. 1




m




My

-0.0629-0.0017

0.05 13

σst

375

375150 0.872

0.19 25

375

0.23750 0 0.00 0

0.2 0.0053750.4 0.0032 0.12 20

0.6 0.00143753751 0 0.00 0

0.02 80.8 0.0005

(mm)y / b Coeff.

MxDepth reqd.

(KNm) (mm)1.2

190σst 0.89

25.8

375

KN/m2

Depth prov.

375

FGL

375







Ry at top = ; Ry at bottom =Direct Hori. Tension in supp. Wall = Rx p b = 0.2292 x 60.163 x 4.9

= KN/mShear at top of Wall (W1) = Ry p b = 0.064 x 60.163 x 4.9

= KN/mShear at base of Wall (W1) = Ry p b = 0.2948 x 60.163 x 4.9



= N//mm2


= N//mm2

= mm < mme = M / T = 34.559 / 53.241 = m

2 σct bT

18.867

86.907

4

0.064

6

2

67.568

3375At 0.4H

1.3σct

0.29480.2292

150

m 10.98

34.55953.241

1.8

σst

375

WALL SECTION

375

375

σcbt

T2 σct b

+σct b

+

3750.6491

6 M

361


375649.11

of 55

20 Dec 2009

Rev. No. 1





= KNm j =Ast (horizontal steel) reqd., = dia of bar = mm

= mm2 / metre heightAst (hori.st.) reqd. on each face = mm2 / metre height on each face






469

493150σst

σst

0.872M1 T

344

375

σst j d1

375

664

664332

938

332

26.2512

+











852

332

332

905

452

125

12 @ 250

10 @

10 @ 220

10 @ 220

125

12 @ 125826

905

10 @ 220 357

332

332

905

357

12

357

220

12 @

@332

357332

of 55

4.0. DESIGN OF WALL PANEL (W4)Design Data

Width of wall panel = m Unit weight of RCC, = KN/m3

Ground Level = RL. Dry unit weight of Soil, = KN/m3

Invert level of sump = RL. Unit weight of Liquid, = KN/m3

Top of Wall level = RL. Grade of RCC = N/mm2

Founding Depth = RL. Grade of Reinf. Steel = N/mm2

Surcharge on Wall = KN/m2

Cover to r/f (liquid face) = mm Hinged TOC.Cover to r/f (earth face) = mmCoefficient of active earth pressure, =

Calculations m

Calculations done as per Moody's ChartHere, a = width / 2 = IL.

b = depth =Therefore, (a / b) = m

Case 1: (Water inside and no earth outside)Height of water = m

0

3 4

25189.81


Design of Anaaerobic Baffle Reactor & Filter

25415

0.3

20 Dec 2009

Rev. No. 1

31.8

3.7

2540

10

0.33

3.7

3.5

1.53.5

0.43

Fixed

3

0.3

Height of water = mPressure due to water = (9.81x3.4) = KN/m2

Refer Figure 13 - Plate fixed along three edges - Hinged along one edge, Load IV of Moody's chart

Moment, M = coeff. p b2

Depth reqd., d = √ ( 6 M ) / (σcbt b)

Permissible stress, = 2 N/mm2


3

KN/m2



33.35

225

(mm)

1668.29

3.5

My225

-4.3817

-2.47225

225

3.4

Depth reqd.

0.40.2

-0.00863

-0.00520

-3.530.6

1

Coeff.My

(mm)

σcbt

00.8

0.00000

-0.00283 -1.16

(KNm)0.00

y / b(mm)

Depth prov.

y / b Coeff.Mx

Depth reqd.

(KNm)

62

-2.12

91108

-0.00604 22533.354225

84 2250 0.02528 10.33 186

1 0.00000 0.00 0225

0.4 0.02343 9.57 179

0.8 0.01121 4.58 1240.6 0.02030

6.18 143 0.4 -0.01070 0.00000 0.00 0 225

225225225

(mm)

Depth prov.

0.2 0.01512

Provide depth = Provide mm225120.85365

of 55


Design of Anaaerobic Baffle Reactor & Filter20 Dec 2009

Rev. No. 1





bottom on liquid face = mm2 j =Ast horizontal at 0.4H from = 4381682 / (190 x 0.89 x 173)


Case 2: (Earth outside & Tank empty condition)Height of earth = ( 1.8 ) - ( 0 ) = mPressure due to earth = 0.33 x 18 x 1.8 = KN/m2


Equivalent pressure triangular,1 8^2 / 6 ((10 692 1 8^2 / 6) + (3 3 1 8^2 / 2))

0.872

150

389σst

403

3.3

0.89

1.810.692

69190

σst 150

p x 1.8^2 / 6 = ((10.692 x 1.8^2 / 6) + (3.3 x 1.8^2 / 2))Therefore, p = KN/m2


Equivalent Pressure


m

For (x / a) = 1, middle of panel& for (y / b) = ,Coeff.=Therefore, Max. BM (Mx) = KNmProvide depth = mm

75

72225225

0.02343

(KNm)

58

1.8

225

My225

0

Depth reqd.

225Provide of thicknesswall

0 0.00000 0.000.2 0.01512 1.01

225

0.8 0.01121 0.75 500.60.4 1.56

0.02030 1.35 67

0.00000 0.00(mm)

0

Depth prov.

0

y / b

1

10.692225

Coeff.Mx

3.3 My

-0.19

-0.58

25

84

m

225

0.6 -0.00604

0.02528 1.69

0.40.2 -0.03141 -2.10

-0.00283

225-0.40 37 225

-0.00863

1 0.00000

44

0.8

(mm)0.00 0 225 +

FGL

y / b Coeff.My

Depth reqd.

(KNm)

1.8

20.592

(mm)

FGL

0.4

48.836

-0.0107

20.592 KN/m2

Provide -0.7155

mm throughout

225

Depth prov.

(mm)225

225

of 55



Rev. No. 1








Ry at bottom = Ry at top =Direct Hori. Tension in Wall = Rx p b = 0.2265 x 20.592 x 3.5

55

σst

σst 0.890.872

190150

0.2901

225

At 0.4H82

225

225

225

WALL SECTION0.0619

29225

0.2265

53

Direct Hori. Tension in Wall = Rx p b = 0.2265 x 20.592 x 3.5= KN/m

Shear at base of Wall = Ry p b = 0.2901 x 20.592 x 3.5= KN/m

Shear at top of Wall = Ry p b = 0.0619 x 20.592 x 3.5= KN/m

Design of Wall for Direct Tension & BendingMaximum bending moment, M = KNm / m For M25 concrete,Horizontal Tension in Wall, T = KN / m = N//mm2

= N//mm2


= N//mm2

= mm < mme = M / T = 9.572 / 21.122 = m

= mmHence line of action of force lies outside the effective depth



= KNm j =Ast (horizontal steel) reqd., =

= mm2 / metre height

Reinforcement Details to provide

9.572

+σct b

150

m

371

2 σct bT

187

20.908

1500.872

0.4532

T

1.3

453.18

21.122

σst+

M1 T

+

σcbt

σct

1.8

σst j d1

σst

10.98

16.324

225

195

7.84

448

4.461

σst

6 M2 σct b

pMin. Ast for mm thick wall Xn = (0.211/100) x 1000 x 225 = mm2

Min. Ast on each face = mm2237.5225 475

of 55



Rev. No. 1

Reinforcement Details to provideVertical Reinforcement

Ast at bottom on liquid face = mm2





Horizontal reinforcementAst at 1 H from bottom on liquid face at middle of wall = mm2


Y (Ast prov. = mm2 ) Ast at 0.4H from bottom on earth face at middle of wall = mm2

P id Y / (A prov = 2 )

10 @ 170448462@10

8 @

10 @ 170

8 @ 200

8 @

8 @ 200

200

237.5

403

237.5100

462

237.5251

462

237.5

237.5

170

503

251

251


Y (Ast prov. = mm2 ) 10 @ 170

10 @ 170448462

462

of 55









Calculations m




Fixed

4

0.3

0.57

3.5

23.5

3.7

40

10

0.33

25415

0.3

20 Dec 2009

Rev. No. 1

41.8

3.7

25

25189.81



3 4

0







3

KN/m2



250

250250250

2500 0.00000 0.00 00.2 0.01579 6.45 147 0.4 -0.0116

10.65 1880.4 0.02782 11.37 195

0.8 0.01508 6.16 1430.6 0.02607

1 0.00000 0.00 0(mm)

Depth prov.

77 2500 0.03718 15.19 225

25033.354250

y / b Coeff.Mx

Depth reqd.

(KNm)

93

-1.77

127138

-0.01190

(mm)

Depth prov.

0.80.00000

-0.00633 -2.59

(KNm)0.00

y / b

1

Coeff.My

(mm)

σcbt

0

0.40.2

-0.01390

-0.00433

-5.680.6 -4.86

250

250

3.4

Depth reqd.

33.35

3.5

My250

-4.7478

250

(mm)

1.8

Provide depth = Provide mm125.8011 250

of 55

20 Dec 2009

Rev. No. 1












51

3.3

0.89

1.810.692

σst

526

190

σst 1500.872

142

408



Equivalent Pressure


m

For (x / a) = 1, middle of panel& for (y / b) = ,Coeff.=Therefore, Max. BM (Mx) = KNmProvide depth = mm50.835 Provide

(mm)250

3.3

20.592

0.4

250

Depth prov.

250250 -0.0116

My

KN/m2

38

31

m

250FGL

250

1.8

20.592

(mm)+

FGL

y / b Coeff.My

Depth reqd.

(KNm)1 0.00000

56

0.8

(mm)0.00 0 250

-0.00633

250-0.79 51 250

-0.01390

-0.42

-0.930.6 -0.01190

0.03718 2.48

0.40.2 -0.00433 -0.290

y / b

1

10.692250

Coeff.Mx

0.00000 0.00(KNm)

Depth reqd.(mm)

0

Depth prov.

0.8 0.01508 1.01 580.6 0.02607 1.74 76

0.01579 1.05

250

My1.860.02782 79

Provide of thicknesswall

0.4

0 0.00000 0.000.2

0 250 -0.7753

mm throughout250

250

91

59

1.8

of 55

20 Dec 2009

Rev. No. 1











55

250

250

250

WALL SECTION

28

0.2496

250

0.3394

250

0.0849

At 0.4H

σst 0.890.872

190150

10

71

σst





= N//mm2


= N//mm2

= mm < mme = M / T = 11.369 / 16.324 = m







σst

6 M2 σct b

9.81

10.98+

σcbt

17.989

σst j d1

450

σst+

M1 T

1500.872

0.6965

T

1.3

696.46

16.324

σst

220

601

2 σct bT

201

m

24.461

6.119

σct

σct b

1.8

11.369

+

250150



250257.5515

of 55

20 Dec 2009

Rev. No. 1











Y mm c/c (Ast prov. = mm2 ) Ast at 0.4H from bottom on earth face at middle of wall = mm2


257.5

628

314

524

257.5280

524

257.5

257.5

280

257.5

@ 250

10 @ 280

10 @

10

10 @ 150

280

150

526

10

125

10 @ 150450524@

10 @


Y mm c/c (Ast prov. = mm2 ) 524450524

10 @ 150

10 @ 150

of 55









Calculations m




0

3 4

25189.81



25415

0.3

20 Dec 2009

Rev. No. 1

4.31.8

3.7

2540

10

0.33

3.7

3.5

3.5

2.15

0.61

Fixed

4.3

0.3







3

KN/m2



1.8

250

(mm)

3.5

My250

-4.7478

-5.56250

250

3.4

Depth reqd.

33.35

0.40.2

-0.01521

-0.00384

-6.210.6

1

Coeff.My

(mm)

σcbt

00.8

0.00000

-0.00744 -3.04

(KNm)0.00

y / b(mm)

Depth prov.

y / b Coeff.Mx

Depth reqd.

(KNm)

101

-1.57

136144

-0.01361 25033.354250

72 2500 0.04014 16.40 234

(mm)

Depth prov.

0.6 0.02696

1 0.00000 0.00 0

0.4 0.02835 11.58 197

0.8 0.01575 6.43 146

-0.0116

11.02 192

0.2 0.01572 6.42 146 0.40 0.00000 0.00 0

250250250

250

250

Provide depth = Provide mm125.8011 250

of 55



Rev. No. 1










σst 1500.872

142

416σst

567

190

1.810.692

3.3

0.89

45



Equivalent Pressure


m

For (x / a) = 1, middle of panel& for (y / b) = ,Coeff.=Therefore, Max. BM (Mx) = KNmProvide depth = mm

94

59

1.8

250

0 250 -0.7753

mm throughout250

79

Provide of thicknesswall

0.4

0 0.00000 0.000.2 0.01572 1.05

250

My1.890.02835

0.8 0.01575 1.05 590.6 0.02696 1.80 77

0.00000 0.00(KNm)

Depth reqd.(mm)

0

Depth prov.

0

y / b

1

10.692250

Coeff.Mx

-0.50

-1.010.6 -0.01361

0.04014 2.68

0.40.2 -0.00384 -0.26

-0.00744

250-0.91 55 250

-0.01521

1 0.00000

58

0.8

(mm)0.00 0 250 +

FGL

y / b Coeff.My

Depth reqd.

(KNm)

1.8

20.592

(mm)

41

29

m

250FGL

250

My

250250 -0.0116

250

Depth prov.

KN/m2

3.3

20.592

0.4

(mm)250

50.835 Provide

of 55



Rev. No. 1









77

σst

9

σst 0.890.872

190150

0.0896

At 0.4H

250

0.349

250

WALL SECTION

28

250

250

250

0.2523

56





= N//mm2


= N//mm2

= mm < mme = M / T = 11.584 / 16.324 = m







11.584

+

250

σct bm

25.153

6.458

220

615

2 σct bT

203

1500.872

0.7096

T

1.3

709.63

16.324

σst

σst j d1

458

σst+

M1 T

18.184

σct

1.8

+

σcbt

10.04

10.98

150σst

6 M2 σct b



515257.5

250

of 55



Rev. No. 1









Y (Ast prov. = mm2 ) Ast at 0.4H from bottom on earth face at middle of wall = mm2


10 @

10 @ 150458524@

280

150

567

10

125

10 @ 150

10 @ 280

10 @

10 @ 250

524

257.5280

524

257.5

257.5

280

257.5

257.5

628

314


Y (Ast prov. = mm2 ) 10 @ 150

10 @ 150 524

524458

of 55

7.0. DESIGN OF COVER SLABDesign Data

Dimensions of the slab (c/c distance b/w supports), = N/mm2

Length of short span, = m = N/mm2

Length of long span, = mWidth of the supporting beam, = mmClear cover to main reinforcement = mmAssume dia. of reinforcement steel = mm

CalculationsAssume the thickness of slab as mm ; Effective depth, d = mmEffective span, lx = 3.4 m (or) 3.15 m whichever is less; lx = m

ly = 4.3 m (or) 4.05 m whichever is less; ly = m= < 2 ; Here, (ly / lx ) is less than 2, Hence design the slab as two way slab

Load CalculationsDead Load of slab = 0.175 x 25 = KN/m2 Dust Load on slab = KN/m2

Finishes load on slab = KN/m2 Other load on slab = KN/m2

Live Load on slab = KN/m2 Total Design Load = KN/m2

1.29(ly / lx )

4.382.30.75

0.507.93

Design of Anaaerobic Baffle Reactor & FilterRev. No. 1

3.154.05

Ly =

4.3

mLy 4.3Lx

25fck

Lx = 3.4 m

20 Dec 2009


150175

10

415fy3.4

40020

g

Design Load w = KN/m2

Support Condition (Type of panel according to support condition)For this support condition,

Short span coefficient for (ly / lx ) = Long span coefficient,For negative moment, αx = For negative moment, αy =For positive moment, αx = For positive moment, αy =

Moment CalculationMax. BM per unit width, = αx w l x

2 & = αy w l x2

Ast, req Ast , min = (0.223/100)x175x1000 = mm2

Ast , min on each face = mm2

For Short Span, Permissible stress, σcbt = N/mm2

At mid span, Permissible stress in reinf. steel,At supports, σst = N/mm2

For Long span, j =At mid span,At supports,

Design for Direct Tension & Bending along short span

Maximum bending moment, M = KNm / m For M25 concrete,Shear at top of Wall W3 Tw2 = KN / m = N//mm2

= N//mm2

Approximate depth of section, d = 2 =

= mmAssume total depth of section as mm

One Long Edge Discontinuous

7.93

Mx My

1.29,0.05650.0435

0.0370.028

3901951.8

Mu

3.42 174227

Dreqd.

107122

1.8

Tw2+

Tw2+

6 M m 10.98

2.20 86 112

σcbt

129

KNm N/mm2 mm2

1.3

4.45

2.91 98 148

σct

1500.872

4.4518.867

2 σct b 2 σct b σct b

175Assume total depth of section as mme = M / T = 4.45 / 18.867 = m

= mm > mm235.86

1750.2359

175

of 55

Design of Anaaerobic Baffle Reactor & FilterRev. No. 1

20 Dec 2009


The line of action of force lies outside the effective depthd1 = 175 - 20 - (10 / 2) = mmE = e - d1 + (d / 2) = 235.86 - 150 + (175 / 2) For Fe415 steel,


= KNm j =Ast reqd., =

= mm2 / metre length

Design for Direct Tension along long spanMaximum bending moment, M = KNm / m For M25 concrete,Shear at top of Wall W1 Tw1 = KN / m = N//mm2

= N//mm2

Approximate depth of section, d = 2 =

= mmAssume total depth of section as mm

103

150

173σst 150

3.26 0.872

292

M1+

Tσst j d1 σst

σct 1.3σcbt 1.8

2.9111.084

Tw2+

10.982 σct b 2 σct b σct b

Tw2+

6 M m

175Assume total depth of section as mme = M / T = 2.91 / 11.084 = m

= mm > mmThe line of action of force lies outside the effective depthd1 = 175 - 20 - (10 / 2) = mmE = e - d1 + (d / 2) = 262.54 - 150 + (175 / 2) For Fe415 steel,


= KNm j =Ast reqd., =

= mm2 / metre length

Reinforcement detailsProvide Y @ mm C/C, (T&B) along short span (Ast pro. = mm2 )Provide Y @ mm C/C, (T&B) along long span (Ast pro. = mm2 )

1508251

1750.2625

175

150

σst 150

262.54

200

187

8

0.872M1

+T

σst j d1 σst

2.22

335200

of 55

8.0. DESIGN OF SLAB SUPPORTING FILTER MEDIADesign Data

Dimensions of the slab (c/c distance b/w supports), = N/mm2

Length of short span, = m = N/mm2

Length of long span, = mWidth of end support = mmWidth of support near to end support = mmClear cover to main reinforcement = mmAssume dia. of reinforcement steel = mm

CalculationsAssume the thickness of slab as mm ; Effective depth of slab = mmEffective span of slab, lx = clear span lx = m

ly = clear span ly = m= > 2

Here, (ly / lx) is greater than 2, Hence design the slab as one way slab

Load CalculationsDead Load of slab = 0.125 x 25 = kN/m2 BM Coeff. In mid-span = 1 /

2

375

25



415fy

375

20

3(ly / lx)

8

101

2

8

125

8

3.375

3.1250

1.5

Lx=3

.375

m

Ly = 1.875m

Rev. No. 1

20 Dec 2009

fck

Lx

Ly

1.875

Finishes load on slab = kN/m2 Design BM, M = W l / KN mLive Load on slab = kN/m2 = (18.235 x 1.5) /Other load on slab = kN/m2 = KN mDesign Load = kN/m2

Total Design load per m width = kN/m For M25 concrete,Depth reqd., d = √ ( 6 M ) / (σcbt b) = N//mm2

= mmTherefore, thickness of slab = mm

Reinforcement Details For Fe415 steel,Liquid face,

= N/mm2

= mm2 / metre length j =

Reinforcement Details to provideAst at span = 3420000 / (150 x 0.872 x 101) Ast min. = (0.2343/100) b D

= mm2 = mm2

Ast (along short dir.) = mm2

Ast (along long dir.) = mm2

Provide Y @ mm C/C along short dir. (Ast pro. = mm2 )Provide Y @ mm C/C along long dir. (Ast pro. = mm2 )

293

0.872

1.8σcbt

18.235

150σstσst j dM

15.11

88

335335

15088 150

293

=Area of Reinf. Steel, Ast reqd.,

107125

259

259

293

18.2353.42

00

of 55

9.0. DESIGN OF WALL FOOTING FOR WALL (W1)Design Data

Founding depth of wall footing = m RL.FGL = m RL.Top of wall level = m RL.IL. of tank = m RL.

CalculationsThickness of wall above base slab = mThickness of wall below base slab = mThickness of base slab = mThickness of cover slab = mWidth of footing = mOutside projection of footing = mInside projection of footing = mThickness of footing = m

EL. 3.875

0.175

0.3

0.3

0.43750.3

-1.5

3.8751.8

0.3

1.1750.4375

20 Dec 2009


Design of Anaerobic Baffle Reactor & FilterRev. No. 1

0.15

EL. 1.8

EL. 0.3

Point O

C/S OF WALL FOOTING

300

EL. -1.5437.5

1175

150

300

300

of 55

20 Dec 2009



1.8263 Weight of cover slab 0.4375 x 0.175 x 25 =

15.7510.588

1.5681.64

26.81

6.609

0.219

5.177

5.169

11.2931.5 x 0.4375 x 18 =

1.91

0.588

0.588

11.25

0.956

23.63

11.81

8.81

6

Footing

0.956

Weight of water

Weight of earth inside footing projection

3 x 0.4375 x 18 =

Load in kN/mS.No. Component

5

7Weight of earth outside footing projection

Weight of base slab

Main wall above base slab

Main wall below base slab

1

2

4

Leverarm in m Moment in kNm/m about O

0.4375 x 0.15 x 25 =

1.5 x 0.3 x 25 =

0.956

3.58 x 0.3 x 25 =

1.175 x 0.3 x 25 =

Case 1 No earth outside and water inside condition

Vertical load, P = 26.81+1.64+1.91+11.25+8.8125+11.81+15.34= kN

Moment due to above load, M = 15.75+1.57+1.83+6.61+5.18+11.29 + 14.67-21.9= kNm

Width of the footing, L = mDistance of resultant, x = M / P = 34.99 / 77.57 = mEccentricity, e = | (L / 2) - x | = m

e = mm < (L/6) = 196 mm ; No Tension

Soil pressure, p = (P/L)(1 ± (6e/L))

Max. soil pressure, pmax = (P/L)(1 + (6e/L)) Min. soil pressure, pmin = (P/L)(1 - (6e/L))= kN/m2 = kN/m2

kN/m2 kN/m2

10Moment due to earth outside the tank

0.13650.45

-21.9

0.25

14.669

20

3.58 x 0.4375 x 9.81 = 0.95615.34Weight of water inside the tank

112.03

1.18

136.5

9Moment due to water inside the tank

77.57

8

20 112.03

34.99

kN/m kN/m

kN/m2 kN/m2

77.76454.266

of 55

Admin

Sticky Note

how to find this two moment...water inside & earth outside

20 Dec 2009



Case 2 Earth outside and no water inside condition


Moment due to above load, M = 15.75+1.57+1.83+6.61+5.18+11.29 + 5.17 + 0.25= kNm

Width of the footing, L = mDistance of the resultant, x = M / P = 47.64 / 85.86 = mEccentricity, e = | (L / 2) - x | = m




47.64

85.86

1.18

60.95

32.5

85.2

0.560.0325

kN/m2 kN/m2

kN/m2

kN/m2

Case 3 Earth outside and water inside condition

Vertical load, P = 26.81+1.64+1.91+11.25+8.8125+11.81+23.63+15.34kN

Moment due to above load, M = 15.8+1.6+1.8+6.6+5.2+11.3 + 5.2+14.7+-21.9 + 0.25kNm





Net allowable bearing capacity= kN/m2

Gross allowable bearing pressure= 200 + (18 x 3.3)= kN/m2

kN/m2 kN/m2 Max. gross soil pressurekN/ 2 < kN/ 2259169 03

200

259.4

101.20

40.411.18

188.5

64 964

3.23

85.2

76.17169.979

0.40

169.03 3.23

169.03

0.1885

60.95

= kN/m2 < kN/m2

kN/m2 Hence OKkN/m2

259169.0364.964107.3

of 55

Admin

Line

Admin

Call Out

i

Admin

Call Out

j

Admin

Call Out

I

Admin

Sticky Note

=85.2-60.95=a =(i/I) or (j/I)=b =axb=c =c+60.95=ans

20 Dec 2009



Design of cantilever projection of footing Characteristic strength of materialDesign Data Grade of Concrete, fck = N/mm2

Thickness of footing, D = m Grade of Reinf.steel, fy = N/mm2

Projection of footing, l = m Cover to Reinf. steelThickness of soil over footing proj. = m Earth face = mmPartial safety factor (Long Term) =

CalculationsCase 1

Gross soil pressure at face of footing = kN/m2

Gross soil pressure at edge of footing = kN/m2

Net soil pressure for design = {1.5 x (77.7635106382979 - (25 x 0.3) - (18 x 3))}at the face of the footing w 1 = kN/m2

Net soil pressure for design = {1.5 x (112.03 - (25 x 0.3) - (18 x 3))}at the edge of the footing w 2 = kN/m2

(w 2 - w 1) l2

= kNm kN/m2 kN/m2

50

0.3

24.4

25415

1.5

112.03

75.8

0.4375

77.764

3

BM at the face of wall,3

M2

w 1 l2

= +24.475.8

0.4375

5 61= kNm kN/m2 kN/m2

Case 2Gross soil pressure at face of footing = kN/m2




(w 2 - w 1) l2

= kNm kN/m2 kN/m2





(w 2 - w 1) l2

= kNm kN/m2 kN/m2

Design Bending Moment, Mu = kNmlet diameter of reinf.steel be = mm ; Eff. Depth, d = mmM / bd2 ; p %

0.4375

BM at the face of wall, M =2

76.171

22.01

5.61

68.7

2.97

85.2

22.01

35.55

+0.4375

3 35.55w 1 l

2

245

107.3169.03

68.7

161.3

2 3 161.3w 1 l

2

+BM at the face of wall, M =

0 0488

12.48

12.4810

0 21Mu / bd2 = ; pt = %pt, min = % of overall c/s area i.e. bD0.12

0.04880.21

of 55

20 Dec 2009



Reinforcement detailsAst = mm2 at bottomAst = mm2 at top face

@ mm c/c radially at bottom (Ast pro. = mm2 )

@ mm c/c radially at top (Ast pro. = mm2 )

@ mm c/c circumf. (T & B) (Ast pro. = mm2 )

Check for ShearCritical section for shear is at a distance of d from the face of wallDistance, l 1 = l - d = m X1

Case 1Pressure, w 1 = kN/m2 ; w 2 = kN/m2

Total shear at section X1-X1 = + (1/2) (w 2 - w 1) l 1

= kN / metre lengthkN/m2 kN/m2

X1Case 2

53.1875.8

0.1925

0.1925

393

393

393

53.18 75.8w 1 l 1

12.41

Provide Y 10 200

360360

Provide Y 10 200

Provide Y 10 200

0.1925




X1Case 3

Pressure, w 1 = kN/m2 ; w 2 = kN/m2


= kN / metre lengthDesign shear, Vu = kN / metre length kN/m2 kN/m2

Percentage of reinf.steel prov. pt = %Shear strength of concrete, τc = N/mm2

Shear stress developed, τv = Vu / bd= N/mm2 < N/mm2 ; Hence OK

Sketch showing reinforcement in footing

Y10 @ 200 mm c/c

Y10 @ 200 mm c/cY10 @ 200 mm c/c (T&B)

27.13 161.3 120.56

35.55 29.59

0.297

27.13

0.11 0.297

0.16

300

0.1925

120.56 161.3w 1 l 1

w 1 l 1

6.27

29.59 35.55

1175

of 55




EL. 3.875

04 Jan 2010



0.15

-1.5

3.8751.8

0.35

1.450.55

0.3

0.35

0.550.3

0.175

EL. 0.3EL. 1.8

Point O

C/S OF WALL FOOTING

1450

150

300

350

550EL. -1.5

350

of 55

04 Jan 2010



1.175

3.58 x 0.35 x 25 =

1.45 x 0.3 x 25 =


0.55 x 0.15 x 25 =

1.5 x 0.35 x 25 =

Weight of base slab



1

2

4

Weight of earth outside footing projection

3 x 0.55 x 18 =

Load in kN/mS.No. Component

5

7

6

Footing

1.175

Weight of water


2.41

0.725

0.725

13.13

1.175

29.70

14.85

10.88

9.519

0.275

7.884

8.168

17.4491.5 x 0.55 x 18 =

0.725

2.4212.06

31.28

2.8323 Weight of cover slab 0.55 x 0.175 x 25 =

22.678








kN/m2 kN/m2

51.71

18.13 111.38


93.90

8

111.38

1.45

174

Weight of water inside the tank 3.58 x 0.55 x 9.81 = 1.17519.29 22.666

18.13

0.1740.55

-33.74

0.3110Moment due to earth outside the tank

kN/m kN/m

kN/m2 kN/m2

76.00953.501

of 55

04 Jan 2010










0.0420.68

84.44

42

104.31

1.45

59.44

71.26

kN/m2 kN/m2

kN/m2

kN/m2










kN/m2 kN/m2 Max. gross soil pressure2 2

0.49

169.19 1.29

169.19

0.238

59.44

74.95768.923

84.44

1.29

1.45

238

64 976

123.60

60.19

169 19

200

259.4

259= kN/m2 < kN/m2

kN/m2 Hence OKkN/m2

105.564.976 169.19 259

of 55

04 Jan 2010






CalculationsCase 1





(w 2 - w 1) l2

= kNm kN/m2 kN/m2

2w 1 l

2

= +21.7674.82

0.55

8 64


M

3

21.76

25415

1.5

111.38

74.82

0.55

76.009

0.3

50

= kNm kN/m kN/m





(w 2 - w 1) l2

= kNm kN/m2 kN/m2





(w 2 - w 1) l2

= kNm kN/m2 kN/m2

Design Bending Moment, Mu = kNmlet diameter of reinf.steel be = mm ; Eff. Depth, d = mm

/ 2 %

BM at the face of wall, M =

0 0771

19.62

19.6210

0 33245

105.5169.19

66

161.54

2 3 161.54w 1 l

2

+66

4.49

84.44

20.19

34.41

+0.55

3 34.41w 1 l

2

74.957

20.19

8.64

BM at the face of wall, M =2

0.55

Mu / bd2 = ; pt = %pt, min = % of overall c/s area i.e. bD

0.07710.330.12

of 55

04 Jan 2010











X1Case 2

Provide Y 10 200

0.305

Provide Y 10 200

360360

w 1 l 1

18.33

Provide Y 10 200 393

45.4 74.82

0.305

0.305

393

393

45.474.82




X1Case 3







Y10 @ 200 mm c/c

Y10 @ 200 mm c/cY10 @ 200 mm c/c (T&B)

1450

108.56 161.54w 1 l 1

w 1 l 1

9.29

26.52 34.41

0.305

0.297

41.19

0.17 0.297

0.16

300

41.19 161.54 108.56

34.41 26.52

of 55




EL. 3.875

0.175

0.3

0.375

1.45

-1.5

3.8750

0.53750.53750.3

20 Dec 2009



0.3750.15

EL. 0.3EL. 0

Point O

C/S OF WALL FOOTING

375

375

EL. -1.5537.5

1450

150

300

of 55

20 Dec 2009



3 Weight of cover slab 0.5375 x 0.175 x 25 =

11.61

1.5 x 0.5375 x 18 =

33.52

1.181 17.14

10.88

24.3020.725

2.386

2.776

10.194

0.269

7.884

3.121.2 x 0.5375 x 18 =

14.51

2.35

0.725

0.725

14.06

1.181

2.02

S.No. Component

5

7Weight of earth outside footing projection

6

Footing

Weight of water


Weight of base slab



1

2

4


0.5375 x 0.15 x 25 =

1.5 x 0.375 x 25 =

Load in kN/m

1.181

3.58 x 0.375 x 25 =

1.45 x 0.3 x 25 =








kN/m2 kN/m2

10Moment due to earth outside the tank

0.51

-37.9

0.33

22.267

0.215

7.32125.36

1.18118.853.58 x 0.5375 x 9.81 =


96.19

7.32

8 Weight of water inside the tank

125.36

1.45

215

49.05

kN/m kN/m

kN/m2 kN/m2

81.60451.076

of 55

20 Dec 2009










68.13

88.95

1.45

50.94

41

71.75

0.770.041

kN/m2 kN/m2

kN/m2

kN/m2










kN/m2 kN/m2 Max. gross soil pressurekN/ 2 < kN/ 2227147 56

200

227

107.80

52.50

1.13

1.45

238

55 41

71.75 50.94

64.03658.654

0.49

147.56 1.13

147.56

0.238

= kN/m2 < kN/m2

kN/m2 Hence OKkN/m2

227147.5655.4193.28

of 55

20 Dec 2009






CalculationsCase 1



Net soil pressure for design = {1.5 x (81.6037931034483 - (25 x 0.3) - (18 x 1.2))}at the face of the footing w 1 = kN/m2

Net soil pressure for design = {1.5 x (125.36 - (25 x 0.3) - (18 x 1.2))}at the edge of the footing w 2 = kN/m2

(w 2 - w 1) l2

= kNm kN/m2 kN/m2

25415

501.5

125.36

144.39

0.53750.3

78.76

1.2

81.604


M2

w 1 l2

= +78.76144.39

0.5375

17 7= kNm kN/m2 kN/m2





(w 2 - w 1) l2

= kNm kN/m2 kN/m2





(w 2 - w 1) l2

= kNm kN/m2 kN/m2

Design Bending Moment, Mu = kNmlet diameter of reinf.steel be = mm ; Eff. Depth, d = mmM / bd2 ; p %

2

0 36

BM at the face of wall, M =

BM at the face of wall,

64.036

17.7

52.48.68

71.75

52.4

63.98

+0.5375

3 63.98w 1 l

2

96.2721.75

21.7510 245

0.5375

2 3 177.69w 1 l

2

M =

0 0842

93.28147.56

96.27

177.69

+

Mu / bd2 = ; pt = %pt, min = % of overall c/s area i.e. bD0.12

0.36 0.0842

of 55

20 Dec 2009











X1Case 2

108.68144.39

393

0.2925

0.2925

w 1 l 1

37.01

393

108.68 144.39

393

360360

Provide Y 10 200

Provide Y 10 200

Provide Y 10 200

0.2925




X1Case 3







Y10 @ 200 mm c/c

Y10 @ 200 mm c/cY10 @ 200 mm c/c (T&B)

133.38

63.98 57.68

0.19 0.297

0.16

45.49w 1 l 1

177.69

0.297

45.49

300

0.2925

57.68 63.98

133.38 177.69

w 1 l 1

17.79

1450

of 55

12.0. DESIGN OF WALL FOOTING FOR WALL (W1A)Design Data Sketch showing c/s of wall footing

IL. of sump = m RL.FGL = m RL. RL. 1.8Top of wall level = m RL.

CalculationsThickness of wall = mThickness of footing = mOutside projection of footing = mInside projection of footing = mWidth of footing = m

Point OCalculation of Eccentricity

20 Dec 2009

Rev. No. 1Design of Anaerobic Baffle Reactor & Filter


RL. 3.875

0.65


20.11

0.3

RL. 0.3

Load in kN/m

1.8

0.25

3.875

0.225

1.125

0.25

250250

1125

225

3.575 x 0.225 x 25 = 7.2900.3631 Wall

S.No. Component


Vertical load, P = 20.11+7.03125+22.8= kN

Moment due to above load, M = 7.29+3.96 + 18.24-10.33kNm


e = mm < (L/6) = 188 mm ; Hence OK



- 1.690

1.5 x 0.25 x 18 =

1.125 x 0.25 x 25 =

49.94

3.955

0.8446.75

0.563

-

3.58 x 0.65 x 9.81 =

-

0.1785

0.125

7.03

0.80022.80 18.240

86.65

1.13

178.5

19.16

Footing

Weight of water on inside base slab projectionMoment due to earth outside the tank

6

5

Weight of earth on outside base slab projection


2

4

2.13

0.38

-10.330-

of 55

20 Dec 2009



kN/m2 kN/m2

kN/m2 kN/m2



Moment due to above load, M = 7.29+3.96 + 0.84--1.69= kNm

Width of the footing, L = mDistance of the resultant, x = M / P = 13.78 / 33.89 = m

86.65

67.868

2.13

50.964

33.89

1.1313.78

0.41Eccentricity, e = | (L / 2) - x | = m

e = mm < (L/6) = 188 mm ; Hence OK



kN/m2 kN/m2

kN/m2 kN/m2


Vertical load, P = 20.11+7.03125+6.75+22.8kN

Moment due to above load, M = 7.29+3.96+0.84+18.24+1.69-10.33= kNm


e = mm < (L/6) = 188 mm ; Hence OK


55.11

1.130.38

0.1795179.5

5.14

155.5

55.11

34.012

21.69

44.006

56.69

5.14

0.1555

Max. soil pressure, pmax = (P/L)(1 + (6e/L)) Min. soil pressure, pmin = (P/L)(1 - (6e/L))= kN/m2 = kN/m22.1598.63

of 55

20 Dec 2009





kN/m2 kN/m2 Max. gross soil pressure= kN/m2 < kN/m2

; Hence OKkN/m2 kN/m2



Projection of footing, l = m Cover to Reinf. steelEarth face = mm

CalculationsCase 1

Gross soil pressure at face of footing w 2 = kN/m2 w = 25 x 0 25 = kN/m250 964

227

40

2.15

57.894

0.65

98.63

0.25

77.19

25

6 25

415

98.63

200

227

Gross soil pressure at face of footing, w 2 = kN/m2 w = 25 x 0.25 = kN/m2

Gross soil pressure at edge of footing, w 1 = kN/m2

(w 2 - w 1) l2

= kNm kN/m2 kN/m2

Net BM for Design Mu = 3.89 - 1.32 = kNm

Case 2Gross soil pressure at face of footing, w 2 = kN/m2 w = 25 x 0.25 = kN/m2


(w 2 - w 1) l2

= kNm kN/m2 kN/m2




(w 2 - w 1) l2

= kNm kN/m2 kN/m2

1.8

4.38

2.15

+62

=w l 2

1.32

5.14

M2

w 1 l2

=

w 1 l2

34.012

kNm=

50.964

+6 2.1350.964

0.65

1.32=

2.13

3.12w l 2

6

2.57

6.25

5.142

=

M =BM at face of wall due to gross soil pressure,

= +

BM at face of wall due to gross soil pressure, M w l 2

2=

M

BM at face of wall due to gross soil pressure,

BM at face of wall due to gross soil pressure, M


2

w 1 l2

3.89

BM at face of wall due to gross soil pressure, M =

21.32 kNm

0.65

0.6557.894

57.894

34.012

kNm

2.15

6.25

6.25

Net BM for Design Mu = 4.38 - 1.32 = kNmDesign Bending Moment, Mu = kNmDepth required, dreq. = ((6 M)/(b σcbt)) where, σcbt = N/mm2

3.06

1.83.06

of 55

20 Dec 2009



= mm < mm ; Hence OK

let bar diameter = mm For Earth face, = N/mm2

Eff. Depth, d = mm j =Ast, req = M / (σst j d) = mm2 pt, min = % on both faceAst, min = mm2 = % on each face

Reinforcement detailsAst = mm2 at bottom ; Ast = mm2 at top

@ mm c/c at bottom transverse (Ast pro. = mm2 )

@ mm c/c at top transverse (Ast pro. = mm2 )

@ mm c/c (T & B) longitudinally (Ast pro. = mm2 ) Check for Shear

Critical section for shear is at a distance of d from the face of wallDistance, l 1 = l - d = m

Case 1 X1Pressure, w 1 = kN/m2 ; w 2 = kN/m2


= kN / metre length

257.5 0.103

206σst 190

0.898

88

d

302

0.444

257.5

175

0.444

2.13 35.49

8 35

257.5

Provide Y 8 175

Provide Y 8 302

0.206

101 250

Provide Y 8 175

w 1 l 1

302

= kN / metre length

kN/m2 kN/m2



= kN / metre length

kN/m2 kN/m2



= kN / metre length

kN/m2 kN/m2

Design shear, Vu = kN / metre lengthShear strength of concrete, τc = N/mm2


24.86 5.14

d 0.444

2.1335.49

2.15 40.23

w 1 l 1

6.66

5.14

8.35

24.86

2.15

0.444d

1.86390.05

w 1 l 1

9.4140.23

1.86399.41

of 55

13.0. DESIGN OF WALL FOOTING FOR WALL (W5)Design Data Sketch showing c/s of wall footing




S.No. Component

1 Wall

250

3.575 x 0.25 x 25 = 9.4950.425

3.875

0.25

1.45

0.3

250300

1450

1.8

0.25

RL. 0.3

Load in kN/m

RL. 3.875

0.9


22.34

0.3

20 Dec 2009







e = mm < (L/6) = 242 mm ; Hence OK



0.52

-15.190-

5.69


2

4

6

5


81.15

1.45

210

32.44

Footing


9.06

1.00031.56 31.560

-

3.58 x 0.9 x 9.81 =

-

0.21

0.150

62.96

6.570

1.2158.10

0.725

- 2.480

1.5 x 0.3 x 18 =

1.45 x 0.25 x 25 =

of 55

20 Dec 2009



kN/m2 kN/m2

kN/m2 kN/m2




Width of the footing, L = mDistance of the resultant, x = M / P = 19.76 / 39.5 = m0.50

39.50

1.4519.76

52.527

81.15

65.538

5.69

Eccentricity, e = | (L / 2) - x | = me = mm < (L/6) = 242 mm ; Hence OK



kN/m2 kN/m2

kN/m2 kN/m2





e = mm < (L/6) = 242 mm ; Hence OK


1.88

0.225

36.13

42.106

71.06

225

52.6

33.361

1.8852.6

1.450.51

0.217217

Max. soil pressure, pmax = (P/L)(1 + (6e/L)) Min. soil pressure, pmin = (P/L)(1 - (6e/L))= kN/m2 = kN/m293.01 5

of 55

20 Dec 2009










CalculationsCase 1

Gross soil pressure at face of footing w 2 = kN/m2 w = 25 x 0 25 = kN/m2

93.01

200

227

25

6 25

415

93.01

0.25

74.801

5

59.627

0.9

52 527

227

40



(w 2 - w 1) l2

= kNm kN/m2 kN/m2




(w 2 - w 1) l2

= kNm kN/m2 kN/m2




(w 2 - w 1) l2

= kNm kN/m2 kN/m2

33.361

kNm

5

6.25

6.25

kNm

0.9

0.959.627

59.627

2.53

2

w 1 l2

8.63


2



BM at face of wall due to gross soil pressure, +


2=

M

=


=1.882

6.1

6.25

2.53=

5.69

5.01w l 2

6

52.527

+6 5.6952.527

0.9

1.88

M2

w 1 l2

=

w 1 l2

33.361

kNm= 2.53

2.48

9.4

5

+62

=w l 2

Net BM for Design Mu = 9.4 - 2.53 = kNmDesign Bending Moment, Mu = kNmDepth required, dreq. = ((6 M)/(b σcbt)) where, σcbt = N/mm21.8

6.876.87

of 55

20 Dec 2009













= kN / metre length

Provide Y 8 175

w 1 l 1

302

302

0.206

151 250

257.5

Provide Y 8 175

Provide Y 8

0.694

5.69 41.81

16 48

175

d

302

0.694

257.5

257.5 0.103

206σst 190

0.898

197

= kN / metre length

kN/m2 kN/m2



= kN / metre length

kN/m2 kN/m2



= kN / metre length

kN/m2 kN/m2


Shear stress developed, τv = Vu / bd= N/mm2 < N/mm2 ; Hence OK0.09

w 1 l 1

18.0947.12

1.863918.09

1.8639

5

0.694d47.12

w 1 l 1

9.73

1.88

16.48

26.16

5

1.88

d 0.694

5.6941.81

26.16

of 55

14.0. DESIGN OF WALL FOOTING FOR WALL (W6)Design Data Sketch showing c/s of wall footing




S.No. Component

1 Wall

250

3.575 x 0.25 x 25 = 9.4950.425

3.875

0.25

1.45

0.3

250300

1450

1.8

0.25

RL. 0.3

Load in kN/m

RL. 3.875

0.9


22.34

0.3

20 Dec 2009







e = mm < (L/6) = 242 mm ; Hence OK



0.50

-16.400-

2.28


2

4

6

5


84.57

1.45

229

31.23

Footing


9.06

1.00031.56 31.560

-

3.58 x 0.9 x 9.81 =

-

0.229

0.150

62.96

6.570

1.2158.10

0.725

- 2.680

1.5 x 0.3 x 18 =

1.45 x 0.25 x 25 =

of 55

20 Dec 2009



kN/m2 kN/m2

kN/m2 kN/m2




Width of the footing, L = mDistance of the resultant, x = M / P = 19.96 / 39.5 = m0.51

39.50

1.4519.96

53.357

84.57

67.544

2.28

Eccentricity, e = | (L / 2) - x | = me = mm < (L/6) = 242 mm ; Hence OK



kN/m2 kN/m2

kN/m2 kN/m2





e = mm < (L/6) = 242 mm ; Hence OK


2.44

0.22

35.12

41.778

71.06

220

52.04

33.226

2.4452.04

1.450.49

0.231231

Max. soil pressure, pmax = (P/L)(1 + (6e/L)) Min. soil pressure, pmin = (P/L)(1 - (6e/L))= kN/m2 = kN/m295.85 2.16

of 55

20 Dec 2009










CalculationsCase 1

Gross soil pressure at face of footing w 2 = kN/m2 w = 25 x 0 25 = kN/m2

95.85

200

227

25

6 25

415

95.85

0.25

76.466

2.16

60.312

0.9

53 357

227

40



(w 2 - w 1) l2

= kNm kN/m2 kN/m2




(w 2 - w 1) l2

= kNm kN/m2 kN/m2




(w 2 - w 1) l2

= kNm kN/m2 kN/m2

33.226

kNm

2.16

6.25

6.25

kNm

0.9

0.960.312

60.312

2.53

2

w 1 l2

7.82


2



BM at face of wall due to gross soil pressure, +


2=

M

=


=2.442

5.29

6.25

2.53=

2.28

5.14w l 2

6

53.357

+6 2.2853.357

0.9

2.44

M2

w 1 l2

=

w 1 l2

33.226

kNm= 2.53

2.61

8.73

2.16

+62

=w l 2

Net BM for Design Mu = 8.73 - 2.53 = kNmDesign Bending Moment, Mu = kNmDepth required, dreq. = ((6 M)/(b σcbt)) where, σcbt = N/mm21.8

6.26.2

of 55

20 Dec 2009













= kN / metre length

Provide Y 8 175

w 1 l 1

302

302

0.206

144 250

257.5

Provide Y 8 175

Provide Y 8

0.694

2.28 41.67

15 25

175

d

302

0.694

257.5

257.5 0.103

206σst 190

0.898

178

= kN / metre length

kN/m2 kN/m2



= kN / metre length

kN/m2 kN/m2



= kN / metre length

kN/m2 kN/m2


Shear stress developed, τv = Vu / bd= N/mm2 < N/mm2 ; Hence OK0.08

w 1 l 1

17.0647

1.863917.06

1.8639

2.16

0.694d47

w 1 l 1

9.93

2.44

15.25

26.18

2.16

2.44

d 0.694

2.2841.67

26.18

of 55

design of abr & af (07.01)(autosaved) (1)

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