Chimney Calculation Sheet

CHIMNEY DESIGN CALCULATION CODE

: I.S. 6533 CUSTOMER : CHIMNEY DIAMETER-TOP D1(IN cm) CHIMNEY DIA BOTTOM BD (IN cm) CHIMNEY HEIGHT TOTAL H( IN cm) CORROSION ALLOWANCE ALLOWABLE BEARING ON FOUNDATION Ff( IN KG/cm2) ALLOWABLE BENDING STRESS-BEARING PLATE Fbp( IN KG/cm2)

SEGMENT I SEGMENT II SEGMENT III SEGMENT IV SEGMENT V

DIA D1 ( IN cm) 132 132 132 132 176

PAGE

DIA D1' (IN cm) 132 132 132 176 220

D AVG (IN cm) 132 132 132 154 198

SECTIONAL HEIGHT (IN cm) 960 960 920 880 880

SHELL THICKNESS (IN MM) ( IN cm) 10 1.00 12 1.20 16 1.60 20 2.00 22 2.20

DESIGN OF SEGMENT I DESIGN WIND SPEED (Vz)= WHERE

Vb X K1 X K2 X K3 K1= K2= K3= VB=

------

IS 875(3)-

PROBABILITY FACTOR= TERRAIN FACTOR= TOPOGRAPHY FACTOR = BASIC WIND SPEED= Vz =

1987

1 1.12 1 44 m/s

49.28 METRES/SEC

DESIGN WIND PRESSURE PZ = PZ = PZ =

0.6xVzxVz

WIND FORCE

=

Cf x Ae x Pz x 1.1

Cf= Ae= Ae=

FORCE COEFFICIENT EFFECTIVE AREA =

1.1 =

10% INCREASED TO TAKE CARE OF WIND PRESSURE ON CAGE AND LADDER

FL

WHERE

WIND FORCE

FL

1457.11104 N/M2 0.014862533 Kg/cm2

=

1 OF 14

FIRST CARBON TECHNOLOGIES PVT LTD,INDIA : 132 : 220 : 4600 : MM 3 : 20 : 1650

2486.061774 Kg

NOTE: I N/M2

CONVERSION FACTOR = 0.0000102 KG /cm2

(Pz= WIND PRESSURE) 1.2 AVG DIA x HEIGHT 126720 cm2

98039.2157

PAGE A)

BENDING MOMENT Mx =

FL(H-Y)/2

Mx= B) MODULUS OF SECTION Z=

where,

H= Y=

HEIGHT OF CHIMNEY in cm SECTION HEIGHT in cm

1193309.652 KG cm

.77T x D x D

WHERE

T=

SHELL THICKNESS W/O CORROSION ALLOWANCE(in cm) =

BOTTOM DIA(D) ( in cm)=

Z=

132

9391.536 cm^3

C) ACTUAL BENDING STRESS FB= = = =

Mx/Z 127.0622454 12457082.88 12.45708288

KG/cm^2 KG/cm^2 Pa Mpa

D) ACTUAL COMPRESSION STRESS Fc=

G/A

WHERE G=

DEAD WEIGHT OF SEGMENT

G=

A=

3099.85824 KGS

AREA OF SECTION BOTTOM W/O CORROSION ALLOWANCE

A=

FC = = =

10.74111631 KG/cm2 1053050.619 Pa 1.053050619 Mpa

E) TOTAL COMBINED STRESS

288.5974 cm2

D1= D2=

132 cm 130 cm

0.7

2 OF 14

PAGE Sc = = REFER TABLE 3 he/D< 20

Fb+ Fc 13.5101335 Mpa : I.S. 6533

D/t<140

MAXIMUM PERMISSIBLE COMBINED STRESS Mpa WITH TEMPERATURE CORRECTION FACTOR ALLOWABLE COMBINED STRESS a=

126 94.5

STABILITY CHECK 1.6 (Fb+ Fc) - 0.9 xFc < 1.8 x a 20.66846804 (CALCULATED)

<

170.1 Mpa (ALLOWABLE)

DESIGN OF SEGMENT II DESIGN WIND SPEED (Vz)= WHERE

Vb X K1 X K2 X K3 K1= K2= K3= VB=

------

IS 875(3)-

PROBABILITY FACTOR= TERRAIN FACTOR= TOPOGRAPHY FACTOR = BASIC WIND SPEED= Vz =

1987

1 1.11 1 44 m/s

48.84 METRES/SEC

DESIGN WIND PRESSURE PZ = PZ = PZ =

0.6xVzxVz

WIND FORCE

=

Cf x Ae x Pz x 1.1

Cf= Ae= Ae=

FORCE COEFFICIENT EFFECTIVE AREA =

1.1 =

10% INCREASED TO TAKE CARE OF WIND PRESSURE ON CAGE AND LADDER

F

WHERE

WIND FORCE

FL

1431.20736 N/M2 0.014598315 Kg/cm2

=

4883.732003 Kg

NOTE: I N/M2

CONVERSION FACTOR = 0.0000102 KG /cm2

(Pz= WIND PRESSURE) 1.2 AVG DIA x HEIGHT 253440 cm2

3 OF 14

A)

BENDING MOMENT Mx =

PAGE FL(H-Y)/2

Mx= B) MODULUS OF SECTION Z=

where,

H= Y=

HEIGHT OF CHIMNEY in cm SECTION HEIGHT in cm

4688382.723 KG cm

.77T x D x D

WHERE

T=

SHELL THICKNESS W/O CORROSIONALLOWANCE(in cm) =

BOTTOM DIA(D) ( IN cm)=

Z=

132.00

12074.832 cm3

C) ACTUAL BENDING STRESS FB= = = =

Mx/Z 388.2772632 38066398.35 38.06639835

KG/cm2 KG/cm2 Pa Mpa

D) ACTUAL COMPRESSION STRESS Fc=

G/A

WHERE G=

DEAD WEIGHT OF SEGMENT

G=

6814.008998 KGS

D1= D2=

132 cm 129.6 cm

0.9

4 OF 14

A=

AREA OF SECTION BOTTOM W/O CORROSION ALLOWANCE

A=

FC = = =

PAGE

370.4886 cm2 370.4886

18.39195322 KG/cm2 1803132.668 Pa 1.803132668 Mpa

E) TOTAL COMBINED STRESS Sc = = REFER TABLE 3 he/D< 20

Fb+ Fc 39.86953102 Mpa : I.S. 6533

D/t<140

MAXIMUM PERMISSIBLE COMBINED STRESS Mpa WITH TEMPERATURE CORRECTION FACTOR ALLOWABLE COMBINED STRESS a=

108 81

STABILITY CHECK 1.6 (Fb+ Fc) - 0.9 xFc < 1.8 x a 62.16843023 (CALCULATED)

<

145.8 Mpa (ALLOWABLE)

DESIGN OF SEGMENT III DESIGN WIND SPEED (Vz)= WHERE

Vb X K1 X K2 X K3 K1= K2= K3= VB=

-----PROBABILITY FACTOR= TERRAIN FACTOR= TOPOGRAPHY FACTOR = BASIC WIND SPEED= Vz =

47.96 METRES/SEC

IS 875(3)1 1.09 1 44 m/s

1987

5 OF 14

DESIGN WIND PRESSURE PZ = PZ = PZ =

0.6xVzxVz

WIND FORCE

=

Cf x Ae x Pz x 1.1

Cf= Ae= Ae=

FORCE COEFFICIENT EFFECTIVE AREA =

1.1 =

10% INCREASED TO TAKE CARE OF WIND PRESSURE ON CAGE AND LADDER

F

WHERE

WIND FORCE

A)

FL

NOTE: I N/M2

1380.09696 N/M2 0.014076989 Kg/cm2

=

CONVERSION FACTOR = 0.0000102 KG /cm2

PAGE

(Pz= WIND PRESSURE) 1.2 AVG DIA x HEIGHT 374880 cm2

6965.879756 Kg

BENDING MOMENT Mx =

FL(H-Y)/2

Mx= B) MODULUS OF SECTION Z=

where,

.77T x D x D T=

SHELL THICKNESS W/O CORROSION ALLOWANCE(in cm) =

BOTTOM DIA(D) ( IN cm)=

Z=

17441.424 cm3

C) ACTUAL BENDING STRESS Mx/Z 702.9212965 68913852.6 68.9138526

D) ACTUAL COMPRESSION STRESS Fc=

HEIGHT OF CHIMNEY in cm SECTION HEIGHT in cm

12259948.37 KG cm

WHERE

FB= = = =

H= Y=

G/A

KG/cm2 KG/cm2 Pa Mpa

132

1.3

6 OF 14

WHERE G=

PAGE DEAD WEIGHT OF SEGMENT

G=

D1= D2=

132 cm 128.8 cm

11545.35497 KGS 0

A=

AREA OF SECTION BOTTOM W/O CORROSION ALLOWANCE

A=

FC = = =

533.5174 cm2

21.64007204 KG/cm2 2121575.69 Pa 2.12157569 Mpa

E) TOTAL COMBINED STRESS Sc = = REFER TABLE 3 he/D< 20

Fb+ Fc 71.03542829 Mpa : I.S. 6533

D/t<140

MAXIMUM PERMISSIBLE COMBINED STRESS Mpa WITH TEMPERATURE CORRECTION FACTOR ALLOWABLE COMBINED STRESS a=

124 93

STABILITY CHECK 1.6 (Fb+ Fc) - 0.9 xFc < 1.8 x a 111.7472671 (CALCULATED)

<

167.4 Mpa (ALLOWABLE)

DESIGN OF SEGMENT IV DESIGN WIND SPEED (Vz)= WHERE

Vb X K1 X K2 X K3 K1= K2= K3= VB=

-----PROBABILITY FACTOR= TERRAIN FACTOR= TOPOGRAPHY FACTOR = BASIC WIND SPEED=

IS 875(3)1 1.06 1 44 m/s

1987

7 OF 14

Vz =

46.64 METRES/SEC

DESIGN WIND PRESSURE PZ = PZ = PZ =

0.6xVzxVz

WIND FORCE

=

Cf x Ae x Pz x 1.1

Cf= Ae= Ae=

FORCE COEFFICIENT EFFECTIVE AREA =

1.1 =

10% INCREASED TO TAKE CARE OF WIND PRESSURE ON CAGE AND LADDER

F

WHERE

WIND FORCE

A)

F

NOTE: I N/M2

PAGE

1305.17376 N/M2 0.013312772 Kg/cm2

=

CONVERSION FACTOR = 0.0000102 KG /cm2

(Pz= WIND PRESSURE) 1.2 AVG DIA x HEIGHT 510400 cm2

8969.187491 Kg

BENDING MOMENT Mx =

FL(H-Y)/2

Mx= B) MODULUS OF SECTION Z=

where,

.77T x D x D T=

SHELL THICKNESS W/O CORROSION ALLOWANCE(in cm) =

BOTTOM DIA(D) ( IN cm)=

Z=

40547.584 cm3

C) ACTUAL BENDING STRESS Mx/Z 530.6624629 52025731.66 52.02573166

D) ACTUAL COMPRESSION STRESS Fc=

HEIGHT OF CHIMNEY in cm SECTION HEIGHT in cm

21517080.79 KG cm

WHERE

FB= = = =

H= Y=

G/A

KG/cm2 KG/cm2 Pa Mpa

176

1.7

8 OF 14

WHERE G=

PAGE DEAD WEIGHT OF SEGMENT

G=

A=

154 cm 150 cm

18139.45545 KGS

AREA OF SECTION BOTTOM W/O CORROSION ALLOWANCE

A=

FC = = =

D1= D2=

812.9774 cm2

22.31237357 KG/cm2 2187487.605 Pa 2.187487605 Mpa

E) TOTAL COMBINED STRESS Sc = = REFER TABLE 3 he/D< 30

Fb+ Fc 54.21321926 Mpa : I.S. 6533

D/t<140

MAXIMUM PERMISSBLE COMBINED STRESS Mpa WITH TEMPERATURE CORRECTION FACTOR ALLOWABLE COMBINED STRESS a=

108 81

STABILITY CHECK 1.6 (Fb+ Fc) - 0.9 xFc < 1.8 x a 84.77241198 (CALCULATED)

<

145.8 Mpa (ALLOWABLE)

DESIGN OF SEGMENT V DESIGN WIND SPEED (Vz)= WHERE

Vb X K1 X K2 X K3 K1= K2= K3= VB=

-----PROBABILITY FACTOR= TERRAIN FACTOR= TOPOGRAPHY FACTOR = BASIC WIND SPEED=

IS 875(3)1 1.02 1 44 m/s

1987

9 OF 14

Vz =

44.88 METRES/SEC

DESIGN WIND PRESSURE PZ = PZ = PZ =

0.6xVzxVz

WIND FORCE

=

Cf x Ae x Pz x 1.1

Cf= Ae= Ae=

FORCE COEFFICIENT EFFECTIVE AREA =

1.1 =

10% INCREASED TO TAKE CARE OF WIND PRESSURE ON CAGE AND LADDER

F

WHERE

WIND FORCE

A)

FL

NOTE: I N/M2

PAGE

1208.52864 N/M2 0.012326992 Kg/cm2

=

CONVERSION FACTOR = 0.0000102 KG /cm2

(Pz= WIND PRESSURE) 1.2 AVG DIA x HEIGHT 684640 cm2

11140.2085 Kg

BENDING MOMENT Mx =

FL(H-Y)/2

Mx=

where,

H= Y=

HEIGHT OF CHIMNEY in cm SECTION HEIGHT in cm

25622479.54 KG cm

MODULUS OF SECTION Z=

.77T x D x D

WHERE

T=

SHELL THICKNESS W/O CORROSION ALLOWANCE(in cm) =

BOTTOM DIA(D) ( IN cm)=

Z=

70809.2 cm3

C) ACTUAL BENDING STRESS FB= = = =

Mx/Z 361.8524082 35475726.29 35.47572629

D) ACTUAL COMPRESSION STRESS Fc=

G/A

KG/cm2 KG/cm2 Pa Mpa

220

1.9

10 OF 14

WHERE G=

PAGE DEAD WEIGHT OF SEGMENT

G=

A=

198 cm 193.6 cm

27483.1223 KGS

AREA OF SECTION BOTTOM W/O CORROSION ALLOWANCE

A=

FC = = =

D1= D2=

1169.9326 cm2

23.49120137 KG/cm2 2303058.958 Pa 2.303058958 Mpa

E) TOTAL COMBINED STRESS Sc = = REFER TABLE 3 he/D< 30

Fb+ Fc 37.77878525 Mpa : I.S. 6533

D/t<140

MAXIMUM PERMISSBLE COMBINED STRESS Mpa WITH TEMPERATURE CORRECTION FACTOR ALLOWABLE COMBINED STRESS a =

108 81

STABILITY CHECK 1.6 (Fb+ Fc) - 0.9 xFc < 1.8 x a 58.37330333 (CALCULATED)

<

145.8 Mpa (ALLOWABLE)

FOUNDATION BOLTS MAXIMUM FORCE ON EACH BOLT WHERE

P

=

(4M/nD1)-(Ws/n)

M n Ws D1

= = = =

B.M AT THE BASE OF CHIMNEY x NUMBER OF BOLTS WEIGHT OF THE CHIMNEY DIA OF BOLTCIRCLE pcd=

100000.00

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PAGE 25622479.54 Kg cm 256.22 (x 100000 Kg cm) 32 32000 KGS 250 cm

M= BM= n= Ws= D1=

NET AREA OF BOLT NOW BOLT DIA D2 NOW BOLT DIA D

P=

11811.23977 KG

= SAY = =

14.76404971 15 19.10219675 cm2 4.370605994 cm

cm2 cm2

USE M50 DIA BOLT DESIGN OF BASE PLATE COMPRESSIVE FORCE Cf

W1 Cf Ff REQUIRED WIDTH OF BEARING PLATE B

WIDTH OF BEARING PLATE PROVIDED b

= WHERE D= = = = = = = = =

THK OF BEARING PLATE t' = ((3*Ff)/Fbp) t' HENCE THICKNESS OF THE PLATE t'

=

1.27*M/D*D+(Ws+W1)/3.142 D1 EXTERNAL DIA OF CHIMNEY BASE 275 cm WEIGHT OF THE CHIMNEY LINING 471.03 Kg / Sq.Cm 20 Cf/Ff 23.5513 cm 27.5 cm WIDE BEARING PALTE b/2 * sqrt (3* Ff)/Fbp = 0.036363636 0.190692518 2.62202 cm 3.2 cm

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