Rcc & Steel Chimney

DESIGN OF RCC CHIMNEY DATA : DESIGN CODE : IS 4998 -(PART-1) :1992 IS 875 -(PART-3) :1987 LOCATION :

HYDERABAD

HEIGHT OF ABOVE GROUND= HEIGHT BELOW GROUND =

76 4

M M

BASE DIAMETER =Db= 5 M TOP DIAMETER =Dt= 4 M THICKNESS AT BASE =Tb= 0.4 M THICKNESS AT TOP =Tt= 0.2 M THICKNESS OF LINING = 0.1 M DENSITY OF LINING = 2 T/M^3 SPACING OF LINING SUPPORT BRACKETS = 2 SIZE OF LINING SUPPORT BRACKETS = 0.3 PERCENT.OF VERTICAL STEEL = 1

M 0.3

GRADE OF CONCRETE =Fck= 25 ALLOWABLE COMPRESSIVE STRESS IN CONCETE = 6 ALLOW. BENDING COMPRE. STRESS IN CONCRETE = 8.5 ALLOWABLE TENSILE STRESS IN CONCRETE = 0.9 MODULAR RATIO =m= 10.98039 K= 0.289 J= 0.904 Q=

MXM

*BxD

N/SQ.MM N/SQ.MM N/SQ.MM 1.1084

Sst =

1. DEAD LOAD & SECTIONAL PROPERTIES

Hx = HEIGHT FROM TOP = n x H Dx = INNER DIAMETER AT HEIGHT Hx Tx = THICKNESS AT Hx Ax1 = CROSS SECTIONAL AREA OF CONCRETE AT HEIGHT Hx Ax2 = EQUVIVALENT CROSS SECTIONAL AREA OF STEEL AT HEIGHT Hx =(m-1)*Ax1*(n/100) Wwx = WEIGHT OF WALL AT Hx Wl = WEIGHT OF LINING AT Hx Ts = EQUIVALENT THICKNESS OF STEEL REINFORCEMENT AS RING AT CENTRE OF CHIMNEY WALL = As Ie = EQUIVALENT MOMENT OF INERTIA CALCULATION OF LOADS, SECTIONAL AREA , INERTIA AND STRESSES Hx

0.000 0.100 0.200 0.300

Hx

Dx

Tx

Wwx

Wl

Wwx+Wl

Ax1

Ax2

Ax1+Ax2

M

M

M

T

T

T

SQ.M

SQ.M

SQ.M

0.000 8.000 16.000 24.000

4.000 4.100 4.200 4.300

0.200 0.220 0.240 0.260

56.217 119.446 189.915

21.416 43.435 66.057

77.63 162.88 255.97

2.986 3.348 3.725

0.298 0.334 0.372

3.284 3.682 4.097

0.400 0.500 0.600 0.700 0.800 0.900 1.000

32.000 40.000 48.000 56.000 64.000 72.000 80.000

4.400 4.500 4.600 4.700 4.800 4.900 5.000

0.280 0.300 0.320 0.340 0.360 0.380 0.400

267.849 353.475 447.019 548.706 658.764 777.419 904.896

89.283 357.13 113.112 466.59 137.544 584.56 162.580 711.29 188.218 846.98 214.460 991.88 241.306 1146.20

4.117 4.524 4.947 5.384 5.837 6.304 6.787

0.411 0.452 0.494 0.537 0.583 0.629 0.677

4.528 4.976 5.440 5.921 6.419 6.933 7.464

2. DEAD LOAD + WIND LOAD STATIC (ALONG WIND LOAD) CONDITIOIN K1,K2,K3 FROM IS:875 -PART -III -(1987) Vb = DESIGN WIND SPEED , M/SEC Pz=DESIGN WIND PRESSURE = 0.6 (K1*K2*K3*Vb)^2 N/SQ.M Dxt = Dx + Tx e = ECCENTRICITY OF LOAD E-MAX = MAX. ALLOWABLE ECCENTRICITY FOR NO TENSION CONDITION THETA=NEUTRAL AXIS ANGLE e(THETA) = ECCENTRICITY DUE TO ANGLE THETA HEIGHT / DIAMETER = 15.83333 * REFER TABLE-23 IS:875(PART-3)-1987 * IS 4998 -(PART-1) :1992 CLAUSE:5.3

SHELL ALONE CASE WITHOUT LOADING IS CONSIDERED

CALCULATION OF WIND SHEAR , MOMENT AND STRESSES Hx

Hx

K1

K2

M

K3

Vb

T

Pz

SHAPE

WIND

TOTAL

T/SQ.M

FACTOR

PRES.

LOAD(T)

0.096 0.096 0.096 0.096 0.096 0.096 0.096 0.096 0.096 0.096 0.096

0.700 0.700 0.700 0.700 0.700 0.700 0.700 0.700 0.700 0.700 0.700

0.067 0.067 0.067 0.067 0.067 0.067 0.067 0.067 0.067 0.067 0.067

Hsx

0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00

0.00 8.00 16.00 24.00 32.00 40.00 48.00 56.00 64.00 72.00 80.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

40.000 40.000 40.000 40.000 40.000 40.000 40.000 40.000 40.000 40.000 40.000

CALCULATION OF STRESS IN HOOP REINFORCEMENT WIND SHEAR AT SECTION X = Hx SPACING OF HOOP BARS =Sh DIA . OF BAR = Db AREA OF BAR = At MEAN DIA. AT SECTION X = Dx-M DISTANCE BETWEEN RFT. ON BOTH FACES =d= 0.8 * MEAN DIA. OF CHIMNEY STRESS IN STEEL = Hsx. Sh / 1.6. At .d

2.403 4.957 7.661 10.515 13.521 16.676 19.983 23.439 27.047 30.804

CIRCUMFERENTIAL EFFECT DUE TO WIND EXTERNAL AND INTERNAL RING MOMENTS=Me/Mi =0.33 . Pz. Rm^2 WIND PRESSURE AT HEIGHT X FROM TOP =Pzx MEAN RADIUS OF SHEEL AT HEIGHT X FROM TOP = Rm Hx

Hx

Hsx

SIZE OF

AREA OF

SPACING

MEAN

M

(T)

BAR

BAR(At)

OF BARS

DIA.

(MM)

(MM)

(MM)

STRESS IN STEEL

RING MOM. T-M

0.00 0.00 0.10 8.00 2.403 8.0 50.272 200 4320 0.20 16.00 4.957 8.0 50.272 200 4440 0.30 24.00 7.661 8.0 50.272 200 4560 0.40 32.00 10.515 8.0 50.272 200 4680 0.50 40.00 13.521 8.0 50.272 200 4800 0.60 48.00 16.676 8.0 50.272 200 4920 0.70 56.00 19.983 8.0 50.272 200 5040 0.80 64.00 23.439 8.0 50.272 200 5160 0.90 72.00 27.047 8.0 50.272 200 5280 1.00 80.00 30.804 8.0 50.272 200 5400 MAX. PERMISSIBLE COMPRESSIVE STRESS WITH WIND LOAD=

13.83 0.148 27.76 0.156 41.77 0.165 55.87 0.173 70.04 0.182 84.28 0.192 98.58 0.201 112.95 0.211 127.37 0.221 141.84 0.231 230 N/SQ.MM

3. DEAD LOAD +EARTH QUAKE LOAD TOTAL WT. OF CHIMNEY =Wt= 1146.20 T HEIGHT ABOVE BASE =h'= 80 M MODULUS OF ELASTICITYOF CONCRET=E= 1.91E+06 N/SQ.M = AREA OF C/S AT BASE=A = 6.787 SQ.M RADIUS OF GYRATION AT BASE =Rg=1.9989 M HEIGHT / RADIUS OF GYRATION =K= 40.02 M

FOR K= 30 FOR K= 35 FOR K = 40.02

CT 56 65 74.04

1.9E+06 T/SQ.M

CV 1.350 1.390 1.430

NATURAL PERIOD OF VIBRATION = 5.18 SECS SOIL FOUNDATION SYSTEM =B= 1 IMPORTANCE FACTOR =1.5 BASIC HORIZONTAL SEISMIC COEFF.= 0.02 HORIZONTAL SEISMIC COEFF= 0.03 CG OF TOWER FROM BASE 41.830 = M SHELL ALONE CASE WITHOUT LOADING IS CONSIDERED Hx

0.00 0.10 0.20 0.30

Hx

SHEAR

MOMENT

ECCTY.

ECCTY.

THETA

M

T

T-M

e(M)

E-MAX(M)

DEG

=M/W

NO TEN.

4.856 3.239 2.514

1.022 1.047 1.073

0.00 8.00 16.00 24.00

0.00 7.88 15.11 21.67

0.000 272.969 386.876 477.357

98.000 108.000 100.000

* IS 4998 -(PART-1) :1992 CLAUSE:5.3 ECCTY. MAX.CONC.MAX.STEEL. e(THETA)

2.480 3.589 2.774

STRESS

STRESS

N/SQ.MM

N/SQ.MM

0.658 1.447 1.830

9.581 30.148 28.585

0.40 0.50 0.60 0.70 0.80 0.90 1.00

32.00 40.00 48.00 56.00 64.00 72.00 80.00

27.58 560.552 32.83 646.208 37.41 743.059 41.34 860.197 44.61 1007.573 47.23 1196.221 49.18 1438.371

2.093 1.828 1.662 1.568 1.529 1.539 1.590

1.098 1.124 1.150 1.176 1.201 1.227 1.253

92.000 85.000 80.000 75.000 70.000 70.000 70.000

2.310 2.052 1.929 1.832 1.754 1.795 1.836

2.111 2.350 2.589 2.793 2.970 3.246 3.511

24.889 21.691 20.042 18.079 16.007 17.494 18.920

4. DEAD LOAD + TEMPERATURE LOADS

COEFFICIENT OF EXPANSION STEEL/CONCRETE 1.10E-05 =A=/DEGREE CLEAR COVER TO REINFORCEMENT = 50 MM COVER / DEPTH RATIO =COVER a= / EFEECTIVE DEPTH AT THAT SECTION ELASTIC MODULUS OF STEEL =Es=2.10E+07 T/SQ.M = 2.10E+05 N/SQ.MM ELASTIC MODULUS OF CONCRETE=Ec= 1.91E+06 T/SQ.M = 1.91E+04 N/SQ.MM TEMPERATURE OF FLUME =90 DEGREE AMBIENT TEMPERATURE= 15 DEGREE TEMP. GRADIENT= T= 75 DEGREE K=NEUTARAL AXIS DEPTH CONSTANT AT TEMPERATURE STRESS CONDN.= -mp+SQRT(2mpaa+p^2+m^2) K'=NEUTARAL AXIS DEPTH CONSTANT AT TEMPERATURE+(OTHER LOAD) STRESS CONDN. Hx

Hx M

STRESS

a=

MAX.CONC.MAX.STEEL.

S(Wwx+Wl) COVER/EFF.DEPTH

K'

STRESS

STRESS

N/SQ.MM

N/SQ.MM

* ADJUST K' VALUE UNTIL BALANCE A EVALUATION OF K'

0.00 0.00 0.000 0.10 8.00 0.236 0.773 0.800 12.623 -4.892 0.773 0.20 16.00 0.442 0.783 0.750 11.834 5.476 0.783 0.30 24.00 0.625 0.808 0.750 11.834 9.281 0.808 0.40 32.00 0.789 0.821 0.790 12.465 5.237 0.821 0.50 40.00 0.938 0.833 0.760 11.991 11.587 0.833 0.60 48.00 1.074 0.844 0.700 11.045 20.662 0.844 0.70 56.00 1.201 0.853 0.800 12.623 8.603 0.853 0.80 64.00 1.319 0.861 0.800 12.623 9.836 0.861 0.90 72.00 1.431 0.868 0.800 12.623 10.920 0.868 1.00 80.00 1.536 0.875 0.800 12.623 11.880 0.875 MAX. PERMISSIBLE COMPRESSIVE STRESS WITH WIND 11.305 LOAD=N/SQ.MM

0.8 0.7 0.75 0.79 0.76 0.7 0.8 0.8 0.8 0.8

0.64391 1.44366 1.87461 2.2205 2.79165 3.60881 3.3638 3.70561 4.02803 4.33375

5. DEAD LOAD + WIND LOAD +TEMPERATURE LOADS 5.A. COMPRESSION ZONE -LEEWARD SIDE THE STRESSES CONSIDERED INCLUDE DEAD LOAD WITH LINING AND WIND LOAD Hx

Hx M

STRESS

a=

MAX.CONC.MAX.STEEL.


K'

+WINDLOAD

0.00 0.10 0.20 0.30 0.40

0.00 8.00 16.00 24.00 32.00

0.440 0.833 1.186 1.652

0.773 0.792 0.808 0.821

0.001 0.750 0.445 0.500

* ADJUST K' VALUE UNTIL BALANCE APPRO EVALUATION OF K' LHS 0.173 0.773 0.001 -0.00571 6.839 0.792 0.420 8.12045 34.620 0.808 0.445 9.80601 33.897 0.821 0.500 10.1247

STRESS

STRESS

N/SQ.MM

N/SQ.MM

0.016 11.834 7.021 7.889

0.50 0.60 0.70 0.80 0.90 1.00

40.00 48.00 56.00 64.00 72.00 80.00

2.249 2.729 3.195 3.622 3.912 3.177

0.833 0.844 0.853 0.861 0.868 0.875

0.550 0.580 0.620 0.660 0.680 0.707

8.678 9.151 9.782 10.414 10.729 11.155

32.398 31.411 29.335 26.705 25.561 23.518

0.833 0.844 0.853 0.861 0.868 0.875

0.550 0.580 0.620 0.660 0.680 0.707

11.3259 12.5025 13.0766 13.4347 13.899 10.6729

MAX. PERMISSIBLE COMPRESSIVE STRESS WITH WIND 11.305 LOAD=N/SQ.MM 5.B. TENSION ZONE- WINDWARD SIDE THE STRESSES CONSIDERED INCLUDE DEAD LOAD WITH LINING AND WIND LOAD Hx

Hx M

STRESS

a=

MAX.CONC.MAX.STEEL.


K'

+WINDLOAD

0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00

0.00 8.00 16.00 24.00 32.00 40.00 48.00 56.00 64.00 72.00 80.00

0.440 0.833 1.186 1.652 2.249 2.729 3.195 3.622 3.912 3.177

0.773 0.792 0.808 0.821 0.833 0.844 0.853 0.861 0.868 0.875

0.001 0.750 0.445 0.500 0.550 0.580 0.620 0.660 0.680 0.120

STRESS

STRESS

N/SQ.MM

N/SQ.MM

0.016 11.834 7.021 7.889 8.678 9.151 9.782 10.414 10.729 1.893

0.173 6.839 34.620 33.897 32.398 31.411 29.335 26.705 25.561 130.804

* ADJUST K' VALUE UNTIL BALANCE APPRO EVALUATION OF K' LHS 0.773 0.001 0.00 0.792 0.420 0.01 0.808 0.445 0.00 0.821 0.500 0.00 0.833 0.550 0.02 0.844 0.580 0.03 0.853 0.620 0.06 0.861 0.660 0.09 0.868 0.680 0.11 0.875 0.120 0.05

MAX. PERMISSIBLE COMPRESSIVE STRESS WITH WIND 11.305 LOAD=N/SQ.MM 5.C. NEUTRAL AXIS THE STRESSES CONSIDERED INCLUDE DEAD LOAD WITH LINING AND WIND LOAD Hx

Hx M

STRESS

a=

MAX.CONC.MAX.STEEL.


K'

+WINDLOAD

0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00

0.00 8.00 16.00 24.00 32.00 40.00 48.00 56.00 64.00 72.00 80.00

0.440 0.833 1.186 1.652 2.249 2.729 3.195 3.622 3.912 3.177

0.773 0.792 0.808 0.821 0.833 0.844 0.853 0.861 0.868 0.875

0.317 0.750 0.325 0.329 0.332 0.334 0.337 0.339 0.340 0.342

STRESS

STRESS

N/SQ.MM

N/SQ.MM

4.994 11.834 5.135 5.189 5.236 5.277 5.313 5.344 5.372 5.398

32.375 6.839 33.664 34.166 34.598 34.975 35.306 35.600 35.861 92.326

EVALUATION OF K' 0.773 0.792 0.808 0.821 0.833 0.844 0.853 0.861 0.868 0.875

MAX. PERMISSIBLE COMPRESSIVE STRESS WITH WIND 11.305 LOAD=N/SQ.MM

0.317 0.321 0.325 0.329 0.332 0.334 0.337 0.339 0.340 0.342

CALCULATION OF STRESS IN HOOP REINFORCEMENT p=% HOOP REI9NFORCEMENT=At / SPACING x THICKNESS OF SHELL K'=SQRT(2.m.p.a + p^2. M^2)-p.m STRESS IN CONCRETE = Sc STRESS IN STEEL =Sc = m . Sc. (a-K')/K' Ss + m. Sc = Es. A. T .a Sc(T) = TOTAL STRESS IN STEEL = STRESS DUE TO SHEAR + STRESS DUE TO TEMP Hx

0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00

Hx

Hsx

SIZE OF

AREA OF

SPACING

MEAN

M

(T)

BAR

BAR(At)

OF BARS

DIA.

(MM)

(SQ.MM)

(MM)

(MM)

10 10 10 10 10 10 10 10 10 10

78.55 78.55 78.55 78.55 78.55 78.55 78.55 78.55 78.55 78.55

200 200 200 200 200 200 200 200 200 200

4320 4440 4560 4680 4800 4920 5040 5160 5280 5400

0.00 8.00 16.00 24.00 32.00 40.00 48.00 56.00 64.00 72.00 80.00

0.000 2.403 4.957 7.661 10.515 13.521 16.676 19.983 23.439 27.047 30.804

% STEEL STRESS IN STRESS IN (p)

CONCERET

0.00179 0.00164 0.00151 0.00140 0.00131 0.00123 0.00116 0.00109 0.00103 0.00098

2.450 2.400 2.300 2.300 2.200 2.200 2.100 2.100 2.050 2.000

MAX. PERMISSIBLE COMPRESSIVE STRESS WITH WIND LOAD= 230 N/SQ.MM DESIGN OF FOUNDATION ADOPT CIRCULAR RAFT FOR FOUNDATION DENSITY OF SOIL = 1.8 DEPTH OF FOUNDATION = SBC OF SOIL = 20 THICKNESS OF RAFT= 1000

T/Cu.M 4 M T/SQ.M MM

LOADS & MOMENTS PROJECTION OF RAFT BEYOND WALL = DIAMETER OF RAFT = 10.50 M AREA OF RAFT = 86.60 SQ.M SECTION MODULUS = 113.66 Cu.M SELF WEIGHT OF CHIMNEY = WEIGHT OF LININING = WEIGHT OF FOUNDATION = WEIGHT OF EARTH = TOTAL LOAD =

904.896 241.306 171.930 482.140 1800.272

2.75

T T T T T

M

* 15 % OF TOTAL WEIGHT

A. SELF WEIGHT OF CHIMNEY + WIND LOAD CHIMNEY WITHOUT LINING WITH WIND LOAD IS CONSIDERED

STEEL

(N/SQ.MM) (N/SQ.MM)

120.569 138.969 154.399 174.266 188.576 207.897 221.257 240.140 255.803 271.186

TOTAL LOAD = 1558.966 T MOMENT DUE TO WIND = 1232.18 MAX. SOIL PRES. = MIN. SOIL PRES. = DIA .OF SHAFT=2b= DIA.OF RAFT SLAB=2a=

28.84 7.16

T-M

T/SQ.M T/SQ.M

5.8 M 10.50 M

* P/A +M/Z *P/A-M/Z b= a=

2.9 M 5.25 M

THE RADIAL MOMENT IN THE SLAB GOVERNS THE DESIGN RADIAL BM AT CENTRE OF RAFT = RADIAL BM AT FACE OF SHAFT =

70.8959 T-M 12.8015 T-M

B. SELF WEIGHT OF CHIMNEY + LINING WIGHT + EARTHQUAKE LOAD TOTAL LOAD = 1800.272 T MOMENT DUE TO EARTH QUA. = 1438.37 MAX. SOIL PRES. = MIN. SOIL PRES. = DIA .OF SHAFT=2b= DIA.OF RAFT SLAB=2a=

33.44 8.13

T-M

T/SQ.M T/SQ.M

5.8 M 10.50 M


2.9 M 5.25 M

THE RADIAL MOMENT IN THE SLAB GOVERNS THE DESIGN RADIAL BM AT CENTRE OF RAFT = RADIAL BM AT FACE OF SHAFT = DESIGN RADIAL BM AT CENTRE OF RAFT = DESIGN RADIAL BM AT FACE OF SHAFT = DEPTH OF FOUNDATION REQUIRED = DEPTH OF FOUNDATION ADOPTED = CLEAR COVER = 50 MM SIZE OF BAR = 25 MM EFFECTIVE DEPTH = 937.5 MM MIN. AREA OF STEEL REQUIRED/FACE =

81.655 T-M 14.2943 T-M 81.655 T-M 14.2943 T-M 858.308 MM 1000 MM

600 SQ.MM

AREA OF STEEL FOR RADIAL BM AT CENTRE OF RAFT = SIZE OF BAR = 25 MM AREA OF BAR = 490.94 SQ.MM NO. OF BARS = 8.5327 SPACING OF BARS = 117.1955 MM

4189.046 SQ.MM

AREA OF STEEL FOR RADIAL BM AT FACE OF SHAFT = SIZE OF BAR = 12 MM AREA OF BAR = 113.11 SQ.MM NO. OF BARS = 6.4832 SPACING OF BARS = 154.2457 MM

733.3237 SQ.MM

PROVIDE 20 MM BARS AT 100 MM C/C IN RADIAL DIRECTION ON BOTH THE FACES

MIN. AREA OF STEEL IN RAFT /FACE =

600 SQ.MM

SIZE OF BAR = 12 MM AREA OF BAR = 113.11 SQ.MM NO. OF BARS = 5.3045 SPACING OF BARS = 188.52 MM PROVIDE 12 MM BARS AT 175 MM C/C IN CICUMFERENTIAL DIRECTION ON BOTH THE FACES

CHECK FOR STABILITY A. SELF WEIGHT OF CHIMNEY + WIND LOAD CHIMNEY WITHOUT LINING WITH WIND LOAD IS CONSIDERED TOTAL VERTICAL LOAD = 1558.97 TOTAL HORIZONTAL LOAD = 30.804 MOMENT DUE TO WIND = 1232.18 RESISTING MOMENT = 8184.57 T-M

T T T-M

FACTOR OF SAFETY AGAINST OVERTURNING = FACTOR OF SAFETY AGAINST SLIDING =

30.3651 >1.5

6.64 >1.5

SAFE

SAFE

B. SELF WEIGHT OF CHIMNEY + WEIGHT OF LINING + EARTH QUAKE LOAD TOTAL VERTICAL LOAD = 1800.27 TOTAL HORIZONTAL LOAD = 49.178 MOMENT DUE TO EARTH QUA. = 1438.37 RESISTING MOMENT = 9451.43 T-M

T T T-M


21.9643 >1.5

6.57 >1.5 SAFE

SAFE

230 N/SQ.MM

E OF CHIMNEY WALL = As / 2.PAI. R

S(Wwx)

S(Wwx+Wl)

Ts

Ie

M

M^4

MAX.CONC. MAX.CONC. STRESS

STRESS

0.002 0.002 0.002

7.616 9.023 10.592

0.171 0.324 0.464

0.236 0.442 0.625

0.003 0.003 0.003 0.003 0.003 0.003 0.004

12.335 14.263 16.389 18.724 21.282 24.075 27.117

WIND MOMENT (T-M)

0.592 0.710 0.822 0.927 1.026 1.121 1.212

0.789 0.938 1.074 1.201 1.319 1.431 1.536

ECCTY.

ECCTY.

THETA

e(M)

E-MAX(M)

DEG

=M/W

ECCTY. MAX.CONC.MAX.STEEL.* e(THETA) STRESS

NO.TENSION (T)

ADJUST THETA VALUES UNTIL e AND e(THETA) MA

STRESS

N/SQ.MM N/SQ.MM

THETA

SIN(2xT)

SIN(T)

COS(T)

0.102 0.125 0.133 0.250 0.173 0.125 0.085 0.060 0.069 0.235

0.208 0.259 0.276 0.707 0.927 0.966 0.985 0.993 0.990 0.574

0.978 0.966 0.961 0.707 0.374 0.258 0.173 0.121 0.139 0.819

RAD.

9.612 39.653 91.93 168.25 270.41 400.23 559.51 750.06 973.68 1232.18

0.171 0.332 0.484 0.628 0.765 0.895 1.020 1.139 1.252 1.362

1.054 1.079 1.105 1.130 1.156 1.181 1.207 1.232 1.258 1.284

12.00 15.00 16.00 45.00 68.00 75.00 80.00 83.00 82.00 35.00

1.053 1.081 1.110 1.261 1.592 1.788 1.976 2.128 2.140 1.377

0.375 0.715 1.025 1.454 2.022 2.476 2.921 3.329 3.603 2.854

0.046 0.136 0.222 2.743 10.112 16.027 22.607 28.647 29.930 3.118

0.210 0.262 0.279 0.786 1.187 1.310 1.397 1.449 1.432 0.611

1) :1992 CLAUSE:5.3 MAX.STEEL.

* ADJUST THETA VALUES UNTIL e AND e(THETA) MATCH THETA

1.711 1.886 1.746

SIN(2xT)

-0.069 -0.147 -0.086

SIN(T)

0.990 0.951 0.985

COS(T)

-0.140 -0.310 -0.174

1.606 1.484 1.397 1.310 1.222 1.222 1.222

-0.018 0.043 0.085 0.125 0.161 0.161 0.161

0.999 0.996 0.985 0.966 0.940 0.940 0.940

-0.036 0.087 0.173 0.258 0.342 0.342 0.342

mp+SQRT(2mpaa+p^2+m^2) ESS CONDN.

VALUE UNTIL BALANCE APPROACHE ZERO ALUATION OF K' 12.623 11.045 11.834 12.465 11.991 11.045 12.623 12.623 12.623 12.623

-11.979 -9.601 -9.959 -10.244 -9.1997 -7.4359 -9.2587 -8.9169 -8.5945 -8.2887

UE UNTIL BALANCE APPROACHE ZERO ALUATION OF K' RHS BALANCE 0.0158 -0.0215 6.6268 1.49364 7.0213 2.78475 7.8891 2.23562

8.678 9.1513 9.7824 10.414 10.729 11.155

2.64788 3.35118 3.29417 3.02113 3.16983 -0.4823

UE UNTIL BALANCE APPROACH ZERO ALUATION OF K' RHS BALANCE 0.02 -0.0158 6.63 -6.621 7.02 -7.021 7.89 -7.885 8.68 -8.6592 9.15 -9.1172 9.78 -9.7232 10.41 -10.319 10.73 -10.618 1.89 -1.8439

ALUATION OF K'

* ADJUST VALUES OF Sc TO GET VALUES a 0.773 0.792 0.808 0.821 0.833 0.844 0.853 0.861 0.868 0.875

K 0.156 0.152 0.148 0.144 0.141 0.138 0.135 0.132 0.130 0.127

Sc 2.45 2.40 2.30 2.30 2.20 2.20 2.10 2.10 2.05 2.00

LHS 133.64 137.56 137.88 143.65 142.69 147.77 145.73 150.25 150.94 151.30

RHS BALANCE 133.88 -0.24 137.16 0.41 139.93 -2.05 142.31 1.34 144.38 -1.68 146.18 1.59 147.77 -2.04 149.19 1.06 150.45 0.49 151.59 -0.29

H THE FACES

MAX.STEEL. STRESS N/SQ.MM

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

UES UNTIL e AND e(THETA) MATCH

DESIGN OF RCC FLARED CHIMNEY DATA : DESIGN CODE :

IS 4998 -(PART-1) :1992 IS 875 -(PART-3) :1987

LOCATION :

HYDERABAD

HEIGHT OF ABOVE GROUND= HEIGHT BELOW GROUND =

46.000 4.000

M M

HEIGHT OF FLAIR = BASE DIAMETER OF FLAIR=Dbf= TOP DIAMETER OF FLAIR =Dtf= TOP THICKNESS OF FLAIR = BOT. THICKNESS OF FLAIR=

26.000 4.200 3.000 0.300 0.500

M M M M M

BOTTOM DIA. OF STACK =Dbs= TOP DIAMETER OF STACK =Dts= TOP THICKNESS OF STACK= BOT. THHICKNESS OF STACK=

3.000 2.000 0.200 0.300

M M M M

THICKNESS OF LINING = DENSITY OF LINING = SPACING OF LINING SUPPORT BRACKETS = SIZE OF LINING SUPPORT BRACKETS =

0.100 2.000 2.000 0.300

M T/M^3 M 0.3

PERCENTAGE OF VERTICAL STEEL =

MXM

1

GRADE OF CONCRETE =Fck= 25 ALLOWABLE COMPRESSIVE STRESS IN CONCETE = ALLOW. BENDING COMPRE. STRESS IN CONCRETE = ALLOWABLE TENSILE STRESS IN CONCRETE = MODULAR RATIO =m= 10.98039216 K= 0.289 J= 0.904

6 8.5 0.9

N/SQ.MM N/SQ.MM N/SQ.MM Q=

1. DEAD LOAD & SECTIONAL PROPERTIES Hx = HEIGHT FROM TOP = n x H Dx = INNER DIAMETER AT HEIGHT Hx Tx = THICKNESS AT Hx Ax1 = CROSS SECTIONAL AREA OF CHIMNEY AT HEIGHT Hx Ax2 = EQUVIVALENT CROSS SECTIONAL AREA OF STEEL AT HEIGHT Hx =(m-1)*Ax1*(n/100) Wwx = WEIGHT OF WALL AT Hx Wl = WEIGHT OF LINING AT Hx I =MOMENT OF INERTIA CALCULATION OF LOADS, SECTIONAL AREA , INERTIA AND STRESSES

Hx

0.000 0.100 0.200 0.300 0.400 0.500 0.600 0.480 0.700 0.800 0.900 1.000

Hx

Dx

Tx

Wwx

Wl

Wwx+Wl

M

M

MM

T

T

T

0.000 5.000 10.000 15.000 20.000 25.000 30.000 24.000 35.000 40.000 45.000 50.000

2.000 2.208 2.417 2.625 2.833 3.042 3.250 3.000 3.508 3.738 3.969 4.200

0.200 0.217 0.233 0.250 0.267 0.283 0.300 0.240 0.350 0.400 0.450 0.500

18.922 41.271 67.271 97.140 131.101 169.373 126.172 210.730 266.940 332.380 410.026

7.266 15.239 23.918 33.305 43.399 54.200 41.022 66.616 79.662 93.589 108.399

26.19 56.51 91.19 130.45 174.50 223.57 167.19 277.35 346.60 425.97 518.43

2. DEAD LOAD + WIND LOAD STATIC (ALONG WIND LOAD) CONDITIOIN K1,K2,K3 FROM IS:875 -PART -III -(1987) Vb = DESIGN WIND SPEED , M/SEC Pz=DESIGN WIND PRESSURE = 0.6 (K1*K2*K3*Vb)^2 N/SQ.M Dxt = Dx + Tx Vb x Dxt VALUES ARE COMPUTED AS PER TABLE-23 OF IS:875(PART-3)-1987 e = ECCENTRICITY OF LOAD E-MAX = MAX. ALLOWABLE ECCENTRICITY FOR NO TENSION CONDITION THETA=NEUTRAL AXIS ANGLE e(THETA) = ECCENTRICITY DUE TO ANGLE THETA HEIGHT / DIAMETER = 13.33333333 * REFER TABLE-23 IS:875(PART-3)-1987

* IS 4998 -(PART-1) :1992 CLAUSE

SHELL ALONE CASE WITHOUT LOADING IS CONSIDERED

CALCULATION OF WIND SHEAR , MOMENT AND STRESSES Hx

Hx

K1

K2

K3

M

0.000 0.100 0.200 0.300 0.400 0.500 0.600 0.480 0.700 0.800 0.900 1.000

0.00 5.00 10.00 15.00 20.00 25.00 30.00 24.00 35.00 40.00 45.00 50.00

Vb

T

1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07

1.26 1.26 1.26 1.20 1.20 1.20 1.15 1.15 1.15 1.09 1.09 1.05

1.00 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

CALCULATION OF STRESS IN HOOP REINFORCEMENT

Pz T/SQ.M

44.000 44.000 44.000 44.000 44.000 44.000 44.000 44.000 44.000 44.000 44.000 44.000

0.211 0.211 0.211 0.192 0.192 0.192 0.176 0.176 0.176 0.158 0.158 0.147

WIND SHEAR AT SECTION X = Hx SPACING OF HOOP BARS =Sh DIA . OF BAR = Db AREA OF BAR = At MEAN DIA. AT SECTION X = Dx-M DISTANCE BETWEEN RFT. ON BOTH FACES =d= 0.8 * MEAN DIA. OF CHIMNEY STRESS IN STEEL = Hsx. Sh / 1.6. At .d CIRCUMFERENTIAL EFFECT DUE TO WIND EXTERNAL AND INTERNAL RING MOMENTS=Me/Mi =0.33 . Pz. Rm^2 WIND PRESSURE AT HEIGHT X FROM TOP =Pzx MEAN RADIUS OF SHEEL AT HEIGHT X FROM TOP = Rm Hx

Hx

Hsx

SIZE OF

AREA OF

SPACING

M

(T)

BAR

BAR(At)

OF BARS

DIA.

(MM)

(MM)

(MM)

0.000 0.100 0.200 0.300 0.400 0.500 0.600 0.480 0.700 0.800 0.900 1.000

MEAN

0.00 5.00 1.863 8.0 50.272 200 2425.000 10.00 4.083 8.0 50.272 200 2650.000 15.00 6.350 8.0 50.272 200 2875.000 20.00 8.702 8.0 50.272 200 3100.000 25.00 11.688 8.0 50.272 200 3325.000 30.00 14.386 8.0 50.272 200 3550.000 24.00 11.678 8.0 50.272 200 3240.000 35.00 16.752 8.0 50.272 200 3857.692 40.00 19.496 8.0 50.272 200 4138.462 45.00 22.190 8.0 50.272 200 4419.231 50.00 25.121 8.0 50.272 200 4700.000 MAX. PERMISSIBLE COMPRESSIVE STRESS WITH WIND LOAD=

3. DEAD LOAD +EARTH QUAKE LOAD TOTAL WT. OF CHIMNEY =Wt= 518.43 T HEIGHT ABOVE BASE =h'= 50 M MODULUS OF ELASTICITYOF CONCRET=E= 1.91E+06 N/SQ.M AREA OF C/S AT BASE=A = 8.121 SQ.M RADIUS OF GYRATION AT BASE =Rg= 1.6702 M HEIGHT / RADIUS OF GYRATION =K= 29.94 M

FOR K= FOR K= FOR K =

30 35 29.94

CT 56 65 55.89

CV 1.350 1.390 1.349

NATURAL PERIOD OF VIBRATION = SOIL FOUNDATION SYSTEM =B= IMPORTANCE FACTOR = 1.5 BASIC HORIZONTAL SEISMIC COEFF.= HORIZONTAL SEISMIC COEFF=

2.08 SECS 1 0.02 0.03

=

CG OF TOWER FROM BASE =

28.070

M

SHELL ALONE CASE WITHOUT LOADING IS CONSIDERED Hx

0.000 0.100 0.200 0.300 0.400 0.500 0.600 0.480 0.700 0.800 0.900 1.000

Hx

SHEAR

MOMENT

ECCTY.

ECCTY.

THETA

M

T

T-M

e(M)

E-MAX(M)

DEG

=M/W

NO TEN.

4.379 2.845 2.154 1.751 1.496 1.332 1.512 1.239 1.146 1.092 1.065

0.510 0.558 0.605 0.653 0.701 0.749 0.689 0.810 0.865 0.920 0.976

0.00 5.00 10.00 15.00 20.00 25.00 30.00 24.00 35.00 40.00 45.00 50.00

0.00 3.36 6.45 9.25 11.77 14.01 15.97 13.58 17.64 19.04 20.16 20.99

0.000 82.851 117.423 144.886 170.137 196.135 225.531 190.748 261.084 305.815 363.072 436.569

98.000 108.000 100.000 92.000 85.000 80.000 80.000 75.000 70.000 70.000 70.000

4. DEAD LOAD + TEMPERATURE LOADS

COEFFICIENT OF EXPANSION STEEL/CONCRETE =A= 1.10E-05 /DEGREE CLEAR COVER TO REINFORCEMENT = 50 MM COVER / DEPTH RATIO = a = COVER / EFEECTIVE DEPTH AT THAT SECTION ELASTIC MODULUS OF STEEL =Es= 2.10E+07 T/SQ.M = ELASTIC MODULUS OF CONCRETE=Ec= 1.91E+06 T/SQ.M = TEMPERATURE OF FLUME = 90 DEGREE AMBIENT TEMPERATURE= 15 DEGREE TEMP. GRADIENT= T= 75 DEGREE K=NEUTARAL AXIS DEPTH CONSTANT AT TEMPERATURE STRESS CONDN.= -mp+SQRT(2mpaa+p^2+m^2) K'=NEUTARAL AXIS DEPTH CONSTANT AT TEMPERATURE+(OTHER LOAD) STRESS CONDN. Hx

Hx M

STRESS

a=

S(Wwx+Wl)

COVER/EFF.DEPTH

MAX.CONC. MAX.STEEL.

K'

STRESS N/SQ.MM

0.000 0.100 0.200 0.300 0.400 0.500 0.600 0.480 0.700 0.800 0.900 1.000

0.00 5.00 10.00 15.00 20.00 25.00 30.00 24.00 35.00 40.00 45.00 50.00

0.131 0.240 0.334 0.415 0.487 0.552 0.566 0.540 0.551 0.564 0.580

0.769 0.783 0.800 0.813 0.824 0.833 0.792 0.857 0.875 0.889 0.900

0.800 0.750 0.750 0.790 0.760 0.700 0.700 0.800 0.800 0.800 0.800

12.623 11.834 11.834 12.465 11.991 11.045 11.045 12.623 12.623 12.623 12.623

MAX. PERMISSIBLE COMPRESSIVE STRESS WITH WIND LOAD=

STRESS N/SQ.MM

-5.544 5.476 8.121 3.790 10.157 19.404 14.042 9.240 11.880 13.860 15.400 11.305

5. DEAD LOAD + WIND LOAD +TEMPERATURE LOADS 5.A. COMPRESSION ZONE -LEEWARD SIDE THE STRESSES CONSIDERED INCLUDE DEAD LOAD WITH LINING AND WIND LOAD Hx

Hx M

STRESS

a=

S(Wwx+Wl)

COVER/EFF.DEPTH


K'

+WINDLOAD

0.000 0.100 0.200 0.300 0.400 0.500 0.600 0.480 0.700 0.800 0.900 1.000

0.00 5.00 10.00 15.00 20.00 25.00 30.00 24.00 35.00 40.00 45.00 50.00

1.785 2.669 3.516 1.784 1.637 1.797 1.835 1.730 1.768 1.829 1.893

STRESS N/SQ.MM

0.769 0.786 0.800 0.813 0.824 0.833 0.792 0.857 0.875 0.889 0.900

0.001 0.750 0.445 0.500 0.550 0.580 0.580 0.620 0.660 0.680 0.707

0.016 11.834 7.021 7.889 8.678 9.151 9.151 9.782 10.414 10.729 11.155


STRESS N/SQ.MM

0.173 5.906 34.211 33.317 31.649 30.547 26.867 29.718 28.096 27.685 26.267 11.305

5.B. TENSION ZONE- WINDWARD SIDE THE STRESSES CONSIDERED INCLUDE DEAD LOAD WITH LINING AND WIND LOAD Hx

Hx M

STRESS

a=

S(Wwx+Wl)

COVER/EFF.DEPTH


K'

+WINDLOAD

0.000 0.100 0.200 0.300 0.400 0.500 0.600 0.480 0.700 0.800 0.900 1.000

0.00 5.00 10.00 15.00 20.00 25.00 30.00 24.00 35.00 40.00 45.00 50.00

1.785 2.669 3.516 1.784 1.637 1.797 1.835 1.730 1.768 1.829 1.893

STRESS N/SQ.MM

0.769 0.786 0.800 0.813 0.824 0.833 0.792 0.857 0.875 0.889 0.900

0.001 0.750 0.445 0.500 0.550 0.580 0.580 0.620 0.660 0.680 0.120

0.016 11.834 7.021 7.889 8.678 9.151 9.151 9.782 10.414 10.729 1.893


STRESS N/SQ.MM

0.173 5.906 34.211 33.317 31.649 30.547 26.867 29.718 28.096 27.685 18.018 11.305

5.C. NEUTRAL AXIS THE STRESSES CONSIDERED INCLUDE DEAD LOAD WITH LINING AND WIND LOAD

Hx

Hx M

STRESS

a=

S(Wwx+Wl)

COVER/EFF.DEPTH


K'

+WINDLOAD

0.000 0.100 0.200 0.300 0.400 0.500 0.600 0.480 0.700 0.800 0.900 1.000

0.00 5.00 10.00 15.00 20.00 25.00 30.00 24.00 35.00 40.00 45.00 50.00

1.785 2.669 3.516 1.784 1.637 1.797 1.835 1.730 1.768 1.829 1.893

STRESS N/SQ.MM

0.769 0.786 0.800 0.813 0.824 0.833 0.792 0.857 0.875 0.889 0.900

0.316 0.750 0.323 0.327 0.329 0.332 0.321 0.338 0.342 0.345 0.348

4.980 11.834 5.104 5.154 5.198 5.236 5.071 5.329 5.398 5.451 5.493


STRESS N/SQ.MM

32.245 5.906 33.382 33.840 34.242 34.598 33.076 35.457 36.096 36.590 95.611 11.305

CALCULATION OF STRESS IN HOOP REINFORCEMENT p=% HOOP REI9NFORCEMENT=At / SPACING x THICKNESS OF SHELL K'=SQRT(2.m.p.a + p^2. M^2)-p.m STRESS IN CONCRETE = Sc STRESS IN STEEL =Sc = m . Sc. (a-K')/K' Ss + m. Sc = Es. A. T .a Sc(T) = TOTAL STRESS IN STEEL = STRESS DUE TO SHEAR + STRESS DUE TO TEMP Hx

0.000 0.100 0.200 0.300 0.400 0.500 0.600 0.480 0.700 0.800 0.900 1.000

Hx

Hsx

SIZE OF

AREA OF

SPACING

M

(T)

BAR

BAR(At)

OF BARS

DIA.

(MM)

(SQ.MM)

(MM)

(MM)

10 10 10 10 10 10 10 10 10 10 10

78.55 78.55 78.55 78.55 78.55 78.55 78.55 78.55 78.55 78.55 78.55

200 200 200 200 200 200 200 200 200 200 200

2425.00 2650.00 2875.00 3100.00 3325.00 3550.00 3240.00 3857.69 4138.46 4419.23 4700.00

0.00 5.00 10.00 15.00 20.00 25.00 30.00 24.00 35.00 40.00 45.00 50.00

0.000 1.863 4.083 6.350 8.702 11.688 14.386 11.678 16.752 19.496 22.190 25.121

MAX. PERMISSIBLE COMPRESSIVE STRESS WITH WIND LOAD= DESIGN OF FOUNDATION ADOPT CIRCULAR RAFT FOR FOUNDATION DENSITY OF SOIL = DEPTH OF FOUNDATION = SBC OF SOIL =

1.8 20

T/Cu.M 4 T/SQ.M

M

MEAN

230

THICKNESS OF RAFT=

1000

MM

LOADS & MOMENTS PROJECTION OF RAFT BEYOND WALL = DIAMETER OF RAFT = 9.70 AREA OF RAFT = 73.91 SECTION MODULUS = 89.61 SELF WEIGHT OF CHIMNEY = WEIGHT OF LININING = WEIGHT OF FOUNDATION = WEIGHT OF EARTH = TOTAL LOAD =

2.75

M

M SQ.M Cu.M 410.026 108.399 77.764 432.371 1028.560

T T T T T


A. SELF WEIGHT OF CHIMNEY + WIND LOAD CHIMNEY WITHOUT LINING WITH WIND LOAD IS CONSIDERED TOTAL LOAD = MOMENT DUE TO WIND = MAX. SOIL PRES. = MIN. SOIL PRES. =

920.161

19.46 5.44

DIA .OF SHAFT=2b= DIA.OF RAFT SLAB=2a=

T 628.04

T-M

T/SQ.M T/SQ.M 5.2 M 9.70 M


2.6 4.85


46.85815 T-M 10.36444 T-M

B. SELF WEIGHT OF CHIMNEY + LINING WIGHT + EARTHQUAKE LOAD TOTAL LOAD = MOMENT DUE TO EARTH QUA. = MAX. SOIL PRES. = MIN. SOIL PRES. =

1028.560

18.79 9.05

DIA .OF SHAFT=2b= DIA.OF RAFT SLAB=2a=

T 436.57

T-M

T/SQ.M T/SQ.M 5.2 M 9.70 M


2.6 4.85

THE RADIAL MOMENT IN THE SLAB GOVERNS THE DESIGN RADIAL BM AT CENTRE OF RAFT = RADIAL BM AT FACE OF SHAFT = DESIGN RADIAL BM AT CENTRE OF RAFT = DESIGN RADIAL BM AT FACE OF SHAFT =

56.13286 T-M 20.89557 T-M 56.13286 20.895566

DEPTH OF FOUNDATION REQUIRED = DEPTH OF FOUNDATION ADOPTED = CLEAR COVER = SIZE OF BAR = EFFECTIVE DEPTH =

711.64 MM 1000 MM 50 MM 25 MM 937.5 MM

MIN. AREA OF STEEL REQUIRED/FACE =

600 SQ.MM

AREA OF STEEL FOR RADIAL BM AT CENTRE OF RAFT = SIZE OF BAR = 25 MM AREA OF BAR = 490.9375 SQ.MM NO. OF BARS = 5.865748 SPACING OF BARS = 170.4812334 MM AREA OF STEEL FOR RADIAL BM AT FACE OF SHAFT = SIZE OF BAR = 12 MM AREA OF BAR = 113.112 SQ.MM NO. OF BARS = 9.477154 SPACING OF BARS = 105.5169132 MM PROVIDE 20 MM BARS AT 100 MM C/C IN RADIAL DIRECTION ON BOTH THE FACES


600 SQ.MM


CHECK FOR STABILITY A. SELF WEIGHT OF CHIMNEY + WIND LOAD CHIMNEY WITHOUT LINING WITH WIND LOAD IS CONSIDERED TOTAL VERTICAL LOAD = TOTAL HORIZONTAL LOAD = MOMENT DUE TO WIND = RESISTING MOMENT =

920.16 25.121 628.04 4462.78 T-M

T T T-M


7.11 21.98 >1.5

B. SELF WEIGHT OF CHIMNEY + WEIGHT OF LINING + EARTH QUAKE LOAD TOTAL VERTICAL LOAD = TOTAL HORIZONTAL LOAD = MOMENT DUE TO EARTH QUA. = RESISTING MOMENT =

1028.56 20.988 436.57 4988.52 T-M

T T T-M


11.43 29.40 >1.5

*BxD

1.1084

Sst =

230 N/SQ.MM

=(m-1)*Ax1*(n/100)

S(Wwx)

S(Wwx+Wl)

Ax1

Ax2

Ax1+Ax2

Ts

Ie

SQ.M

SQ.M

SQ.M

M

M^4

MAX.CONC. MAX.CONC. STRESS

STRESS

1.816 2.137 2.484 2.857 3.255 3.680 2.687 4.666 5.720 6.872 8.121

0.181 0.213 0.248 0.285 0.325 0.367 0.268 0.466 0.571 0.686 0.810

1.997 2.350 2.732 3.142 3.580 4.047 2.955 5.131 6.291 7.558 8.931

0.002 0.002 0.002 0.003 0.003 0.003 0.002 0.003 0.004 0.004 0.005

1.344 1.889 2.584 3.454 4.528 5.835 3.543 8.744 12.350 16.933 22.653

0.095 0.176 0.246 0.309 0.366 0.418 0.427 0.411 0.424 0.440 0.459

0.131 0.240 0.334 0.415 0.487 0.552 0.566 0.540 0.551 0.564 0.580

* FLAIR HEIGHT =TOP OF FLAIR * FLAIR PORTION

ABLE-23 IS:875(PART-3)-1987

* IS 4998 -(PART-1) :1992 CLAUSE:5.3

SHAPE

WIND

TOTAL

WIND

ECCTY.

ECCTY.

THETA

ECCTY.

FACTOR

PRES.

LOAD(T)

MOMENT

e(M)

E-MAX(M)

DEG

e(THETA)

Hsx

(T-M)

1.863 4.083 6.350 8.702 11.688 14.386 11.678 16.752 19.496 22.190 25.121

4.657 20.414 47.63 87.02 146.10 215.78 140.14 293.16 389.92 499.27 628.04

0.700 0.700 0.700 0.700 0.700 0.700 0.700 0.700 0.700 0.700 0.700 0.700

0.148 0.148 0.148 0.134 0.134 0.134 0.123 0.123 0.123 0.111 0.111 0.103

=M/W

0.246 0.495 0.708 0.896 1.114 1.274 1.111 1.391 1.461 1.502 1.532

NO.TENSION (T)

0.561 0.609 0.656 0.704 0.751 0.799 0.623 0.885 0.933 0.987 1.042

MAX.CONC. STRESS N/SQ.MM

12.00 15.00 16.00 45.00 68.00 75.00 75.00 80.00 83.00 82.00 84.00

9.711 8.421 8.542 3.100 2.142 2.061 1.881 2.092 2.159 2.335 2.421

1.749 2.604 3.428 1.678 1.516 1.663 1.697 1.601 1.641 1.705 1.772

STRESS IN STEEL

RING MOM. T-M

19.10 0.102 38.31 0.122 54.92 0.131 69.80 0.152 87.40 0.175 100.76 0.183 89.62 0.152 107.97 0.216 117.14 0.223 124.85 0.255 132.90 0.267 230 N/SQ.MM

1.9E+06 T/SQ.M

* IS 4998 -(PART-1) :1992 CLAUSE:5.3 ECCTY. e(THETA)

1.427 2.235 1.797 1.559 1.441 1.407 1.284 1.415 1.417 1.513 1.609

MAX.CONC. MAX.STEEL. STRESS

STRESS

N/SQ.MM

N/SQ.MM

0.406 0.893 1.084 1.217 1.329 1.445 1.473 1.356 1.345 1.396 1.459

5.913 18.611 16.927 14.346 12.272 11.186 11.398 8.777 7.250 7.523 7.861

* ADJUST THETA VALUES UNTIL e AND e(THETA) MATCH THETA

1.711 1.886 1.746 1.606 1.484 1.397 1.397 1.310 1.222 1.222 1.222

SIN(2xT)

-0.069 -0.147 -0.086 -0.018 0.043 0.085 0.085 0.125 0.161 0.161 0.161

2.10E+05 N/SQ.MM 1.91E+04 N/SQ.MM

DN.= -mp+SQRT(2mpaa+p^2+m^2) D) STRESS CONDN.

* ADJUST K' VALUE UNTIL BALANCE APPROACHE ZERO EVALUATION OF K' 0.769 0.783 0.800 0.813 0.824 0.833 0.792 0.857 0.875 0.889 0.900 N/SQ.MM

0.8 0.7 0.75 0.79 0.76 0.7 0.7 0.8 0.8 0.8 0.8

0.356818 0.784834 0.99856 1.165284 1.445503 1.846036 1.853929 1.515813 1.554797 1.598417 1.652726

12.6225 11.04469 11.83359 12.46472 11.99138 11.04469 11.04469 12.6225 12.6225 12.6225 12.6225

-12.26568 -10.25985 -10.83503 -11.29943 -10.54587 -9.198652 -9.190758 -11.10669 -11.0677 -11.02408 -10.96977

SIN(T)

0.990 0.951 0.985 0.999 0.996 0.985 0.985 0.966 0.940 0.940 0.940

COS(T)

-0.140 -0.310 -0.174 -0.036 0.087 0.173 0.173 0.258 0.342 0.342 0.342

* ADJUST K' VALUE UNTIL BALANCE APPROACHE ZERO EVALUATION OF K' LHS RHS BALANCE 0.769 0.001 -0.023276 0.015778 -0.039055 0.786 0.420 25.65901 6.626813 19.0322 0.800 0.445 28.66469 7.021266 21.64343 0.813 0.500 10.81826 7.889063 2.929194 0.824 0.550 8.168853 8.677969 -0.509116 0.833 0.580 8.164306 9.151313 -0.987007 0.792 0.580 8.076432 9.151313 -1.07488 0.857 0.620 7.101433 9.782438 -2.681004 0.875 0.660 6.607025 10.41356 -3.806537 0.889 0.680 6.566239 10.72913 -4.162886 0.900 0.707 6.436435 11.15513 -4.718699 N/SQ.MM

* ADJUST K' VALUE UNTIL BALANCE APPROACH ZERO EVALUATION OF K' LHS RHS BALANCE 0.769 0.001 0.00 0.02 -0.015755 0.786 0.420 1.93 6.63 -4.693312 0.800 0.445 0.04 7.02 -6.977169 0.813 0.500 0.03 7.89 -7.861198 0.824 0.550 0.03 8.68 -8.645874 0.833 0.580 0.04 9.15 -9.110792 0.792 0.580 0.05 9.15 -9.101198 0.857 0.620 0.05 9.78 -9.737254 0.875 0.660 0.06 10.41 -10.35807 0.889 0.680 0.06 10.73 -10.66741 0.900 0.120 0.07 1.89 -1.819784 N/SQ.MM

EVALUATION OF K' 0.769 0.786 0.800 0.813 0.824 0.833 0.792 0.857 0.875 0.889 0.900

0.316 0.320 0.323 0.327 0.329 0.332 0.321 0.338 0.342 0.345 0.348

N/SQ.MM

UE TO TEMP % STEEL

STRESS IN

(p)

CONCERET (N/SQ.MM)

0.00181 0.00168 0.00157 0.00147 0.00139 0.00131 0.00164 0.00112 0.00098 0.00087 0.00079 N/SQ.MM

2.450 2.400 2.300 2.300 2.200 2.200 2.200 2.100 2.100 2.050 2.000

STRESS IN STEEL

* ADJUST VALUES OF Sc TO GET VALUES

(N/SQ.MM)

124.669 147.343 164.562 184.381 201.550 219.295 191.565 232.925 252.947 267.299 280.926

a 0.769 0.786 0.800 0.813 0.824 0.833 0.792 0.857 0.875 0.889 0.900

K 0.156 0.153 0.150 0.147 0.144 0.141 0.152 0.134 0.127 0.121 0.116

Sc 2.45 2.40 2.30 2.30 2.20 2.20 2.20 2.10 2.10 2.05 2.00

LHS 132.47 135.39 134.89 139.83 138.30 142.69 126.10 148.01 158.87 164.96 169.99

RHS 133.27 136.13 138.60 140.77 142.68 144.38 137.16 148.50 151.59 154.00 155.93

BALANCE -0.80 -0.74 -3.71 -0.93 -4.37 -1.68 -11.06 -0.49 7.28 10.96 14.06


M M

M M

T-M T-M

2879.716 SQ.MM

1071.98 SQ.MM

ON BOTH THE FACES

>1.5 SAFE

SAFE

>1.5 SAFE

SAFE

HEIGHT =TOP OF FLAIR

MAX.STEEL.

* ADJUST THETA VALUES UNTIL e AND e(THETA) MATCH

STRESS N/SQ.MM

THETA

SIN(2xT)

SIN(T)

0.102 0.125 0.133 0.250 0.173 0.125 0.125 0.085 0.060 0.069 0.052

0.208 0.259 0.276 0.707 0.927 0.966 0.966 0.985 0.993 0.990 0.995

RAD.

19.204 28.592 37.646 18.426 16.644 18.259 18.629 17.576 18.018 18.718 19.457

0.210 0.262 0.279 0.786 1.187 1.310 1.310 1.397 1.449 1.432 1.467

DESIGN OF STEEL FLARED CHIMNEY DATA : DESIGN CODE :

IS 6533 -(PART-2) :1989 IS 875 -(PART-3) :1987

LOCATION :

HYDERABAD

HEIGHT OF ABOVE GROUND=

80.000

M

HEIGHT OF FLAIR = BASE DIAMETER OF FLAIR=Dbf= TOP DIAMETER OF FLAIR =Dtf= TOP THICKNESS OF FLAIR = BOT. THICKNESS OF FLAIR=

25.000 4.500 3.000 16.000 16.000

M M M MM MM

BOTTOM DIA. OF STACK =Dbs= TOP DIAMETER OF STACK =Dts= TOP THICKNESS OF STACK= BOT. THICKNESS OF STACK=

3.000 3.000 8.000 8.000

M M MM MM

CORROSION ALLOWANCE FOR PLATES =

0.000

MM

THICKNESS OF LINING = DENSITY OF LINING = SPACING OF LINING SUPPORT BRACKETS = SIZE OF LINING SUPPORT BRACKETS =

0.100 2.000 2.000 0.300

M T/M^3 M 0.3

YIELD STRENGTH OF STEEL = Fy =

250.000

GRADE OF CONCRETE =Fck= 25 ALLOWABLE COMPRESSIVE STRESS IN CONCETE = ALLOW. BENDING COMPRE. STRESS IN CONCRETE = ALLOWABLE TENSILE STRESS IN CONCRETE = ALLOWABLE BEARING STRESS = K= 0.289 J=

N/SQ.MM

6 8.5 0.9 6.25 0.904

MXM

N/SQ.MM N/SQ.MM N/SQ.MM N/SQ.MM Q=

1. DEAD LOAD & SECTIONAL PROPERTIES Hx = HEIGHT FROM TOP = n x H Dx = INNER DIAMETER AT HEIGHT Hx Tx = THICKNESS AT Hx Tx-FIANL=THICKNESS OF SHELL AFTER CORROSION Ax = CROSS SECTIONAL AREA OF CHIMNEY AT HEIGHT Hx ( WITH CORROSION ALLOWANCE) Wwx = WEIGHT OF WALL AT Hx Wl = WEIGHT OF LINING AT Hx I =MOMENT OF INERTIA & Z = SECTION MODULUS Rg = RADIUS OF GYRATION = 0.707*Dx/Tx-FINAL He = EFFECTIVE HEIGHT = 2*Hx

* INDUCED STRESSES * ALLOWABLE STRESSES CALCULATION OF LOADS, SECTIONAL AREA , INERTIA AND STRESSES Hx

0.000 0.100 0.200 0.300 0.400 0.500 0.600 0.688 0.700 0.800 0.900 1.000

Hx

Dx

Tx

Wwx

Wl

Wwx+Wl

M

M

MM

T

T

T

0.000 8.000 16.000 24.000 32.000 40.000 48.000 55.000 56.000 64.000 72.000 80.000

3.000 3.000 3.000 3.000 3.000 3.000 3.000 3.000 3.060 3.540 4.020 4.500

8.000 8.000 8.000 8.000 8.000 8.000 8.000 16.000 16.000 16.000 16.000 16.000

4.751 9.501 14.252 19.003 23.753 28.504 49.056 50.446 62.201 75.093 89.122

15.082 30.163 45.245 60.326 75.408 90.490 103.686 106.627 131.512 158.809 188.520

19.83 39.66 59.50 79.33 99.16 118.99 152.74 157.07 193.71 233.90 277.64

2. DEAD LOAD + WIND LOAD + TEMPERATURE LOAD STATIC (ALONG WIND LOAD) CONDITIOIN K1,K2,K3 FROM IS:875 -PART -III -(1987) Vb = DESIGN WIND SPEED , M/SEC Pz=DESIGN WIND PRESSURE = 0.6 (K1*K2*K3*Vb)^2 N/SQ.M Dxt = Dx + Tx Vb x Dxt VALUES ARE COMPUTED AS PER TABLE-23 OF IS:875(PART-3)-1987 e = ECCENTRICITY OF LOAD E-MAX = MAX. ALLOWABLE ECCENTRICITY FOR NO TENSION CONDITION THETA=NEUTRAL AXIS ANGLE e(THETA) = ECCENTRICITY DUE TO ANGLE THETA HEIGHT / DIAMETER = 5.079365079 * REFER TABLE-23 IS:875(PART-3)-1987

FOR WINDWARD SIDE THE MAX. TESILE STRESSES OCCUR DURING NO LINING CONDITION FOR LEEWARD SIDE THE MAX. COMPRESSIVE STRESSES OCCUR WITH LINING CONDITION THE MAX. ALLOWABLE STRESS VALUES ARE INCREASED BY 1.33 TO ACCOUNT FOR WIND LOAD CONDIT MAX. EXHAUST GAS TEMPERATURE= 200 DEGREES TEMP. CORRECTION CO-EFF. FOR MAX. ALLOWABLE STRESS =

0.75

THE ALLOWABLE MAX. STRESSES ARE MODIFIED TO ACCOMMODATE FOR TEMPERATURE EFFECTS. CALCULATION OF SHEAR , MOMENT AND STRESSES Hx

Hx

K1

K2

M

0.000

0.00

K3

Vb

T

1.07

1.26

0.90

Pz T/SQ.M

44.000

0.171

0.100 0.200 0.300 0.400 0.500 0.600 0.688 0.700 0.800 0.900 1.000

8.00 16.00 24.00 32.00 40.00 48.00 55.00 56.00 64.00 72.00 80.00

1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07

1.26 1.26 1.20 1.20 1.20 1.15 1.15 1.15 1.09 1.09 1.05

0.900 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

44.000 44.000 44.000 44.000 44.000 44.000 44.000 44.000 44.000 44.000 44.000

0.171 0.211 0.192 0.192 0.192 0.176 0.176 0.176 0.158 0.158 0.147

3. DEAD LOAD +EARTH QUAKE LOAD + TEMPERATURE LOAD TOTAL WT. OF CHIMNEY =Wt= HEIGHT ABOVE BASE =h'= MODULUS OF ELASTICITYOF STEEL=E= AREA OF C/S AT BASE=A = RADIUS OF GYRATION AT BASE =Rg= HEIGHT / RADIUS OF GYRATION =K=

FOR K= FOR K= FOR K =

30 35 50.29

CT 56 65 92.52

277.64 T 80.000 M 2.10E+05 N/SQ.MM = 0.226 SQ.M 1.5908 M 50.29 M

CV 1.350 1.390 1.512

NATURAL PERIOD OF VIBRATION = SOIL FOUNDATION SYSTEM =B= IMPORTANCE FACTOR = 1.5 BASIC HORIZONTAL SEISMIC COEFF.= HORIZONTAL SEISMIC COEFF= CG OF TOWER FROM BASE = Hx

0.96 SECS 1 0.02 0.03

40.000

M

Hx

SHEAR

MOMENT

TENSLIE

COMPVE.

ALLOW.

M

T

T-M

STRESS

STRESS

STRESS.

0.00 8.00 16.00 24.00 32.00 40.00 48.00 55.00 56.00 64.00 72.00 80.00

0.000 2.019 3.870 5.551 7.064 8.408 9.583 10.473 10.590 11.428 12.096 12.597

0.000 63.228 89.612 110.571 129.841 149.682 172.115 195.523 199.248 233.385 277.082 333.171

COMPVE.

0.000 0.100 0.200 0.300 0.400 0.500 0.600 0.688 0.700 0.800 0.900 1.000

-10.461 -14.459 -17.505 -20.255 -23.105 -26.410 -13.759 -13.389 -11.124 -9.765 -9.013

13.721 20.979 27.285 33.295 39.405 45.970 27.139 26.878 25.504 25.055 25.225

86.72 83.69 79.08 73.42 67.23 60.96 87.06 86.40 80.86 75.40 70.34

DESIGN OF BASE PLATE GRADE OF CONCRETE =Fck= 25 ALLOWABLE COMPRESSIVE STRESS IN CONCETE = ALLOW. BENDING COMPRE. STRESS IN CONCRETE = ALLOWABLE TENSILE STRESS IN CONCRETE = ALLOWABLE BEARING STRESS = K= 0.289 J=

6 8.5 0.9 6.25 0.904

N/SQ.MM N/SQ.MM N/SQ.MM N/SQ.MM Q=

GRADE OF BASE PLATE = FE-410-WA ALLOWABLE YIELD STRESS= 250 N/SQ.MM ALLOWBLE TENSILE STRESS= 150 N/SQ.MM ALLOWBLE COMPR. STRESS= 150 N/SQ.MM ALLOWABLE SHEAR STRESS= 112.5 N/SQ.MM ALLOW.BEARING STRESS= 187.5 N/SQ.MM ALLOWBLE BENDING TENSILE STRESS= 165 N/SQ.MM ALLOWBLE BENDING COMPR. STRESS= 165 N/SQ.MM A.SELF WEIGHT OF CHIMNEY + WIND LOAD TOTAL WT. OF CHIMNEY =Wt= WIND MOMENT AT BASE=

89.12 1453.45

T T-M

WIDTH OF SUPPORTING BASE PLATE = THCIKNESS OF BASE PLATE = SIZE OF STIFFENING ANGLE= BASE DIAMETER OF FLAIR=Dbf=

0.45 M 36 MM 150 4.500 M

AREA OF BASE PLATE = MOMENT OF INERTIA = SECTION MODULUS =

6.363 SQ.M 9.343 M^4 3.775 M^3

MAX. COMPVE. STRESS = MIN. STRESS=

5.68 N/SQ.MM -3.71 N/SQ.MM

150

<

18

6.25

THE ANCHOR BOLTS ARE PROVIDED ON INSIDE AND OUTSIDE OF CHIMNEY SHELL SIZE OF ANCHOR BOLT = EDGE DISTANCE = SPACING BETWEEN ROWS OF BOLTS= MAX. PROJECTION OF BASE PLATE= MAX. BM IN BASE PLATE = MAX. STRESS IN PLATE =

40 MM 100 MM 0.25 M 0.191 M 10.353 T-M 213.02 N/SQ.MM

<

* FOR METER LENGTH ALONG C 219.45

DESIGN OF ANCHOR BOLTS TOT.TENSILE LOAD IN BOLTS = -1180.308 T AREA OF ANCHOR BOLT = 1256.800 SQ./MM CAPACITY OF ANCHOR BOLT IN TENSION= 18.85 T CAPACITY OF ANCHOR BOLT IN SHEAR= 28.28 T CAPACITY OF ANCHOR BOLT IN BEARING= 40.50 T

*DOUBLE SHEAR

NO. OF ROWS OF ANCHOR BOLTS = NO. OF ANCHOR BOLTS REQUIRED = SPACING OF ANCHOR BOLTS =

2 31 226 MM

* ALONG PERIPHERY

B. SELF WEIGHT OF CHIMNEY + LINING WIGHT + EARTHQUAKE LOAD TOTAL WT. OF CHIMNEY =Wt= WIND MOMENT AT BASE=

277.64 T 333.17 T-M

WIDTH OF SUPPORTING BASE PLATE = THCIKNESS OF BASE PLATE = SIZE OF STIFFENING ANGLE= BASE DIAMETER OF FLAIR=Dbf=

0.45 M 36 MM 150 4.500 M

AREA OF BASE PLATE = MOMENT OF INERTIA = SECTION MODULUS =

150

18

6.363 SQ.M 9.343 M^4 3.775 M^3

MAX. COMPVE. STRESS = MIN. STRESS=

6.569 N/SQ.MM -0.4462 N/SQ.MM

<

6.25

THE ANCHOR BOLTS ARE PROVIDED ON INSIDE AND OUTSIDE OF CHIMNEY SHELL SIZE OF ANCHOR BOLT = EDGE DISTANCE = SPACING BETWEEN ROWS OF BOLTS= MAX. PROJECTION OF BASE PLATE= MAX. BM IN BASE PLATE = MAX. STRESS IN PLATE =

40 MM 100 MM 0.25 M 0.207 M 28.149 T-M 579.20 N/SQ.MM

<

* FOR METER LENGTH ALONG C 219.45

DESIGN OF ANCHOR BOLTS TOT.TENSILE LOAD IN BOLTS = -141.952 T AREA OF ANCHOR BOLT = 1256.800 SQ./MM CAPACITY OF ANCHOR BOLT IN TENSION= 18.85 CAPACITY OF ANCHOR BOLT IN SHEAR= 14.14 CAPACITY OF ANCHOR BOLT IN BEARING= 40.50 NO. OF ROWS OF ANCHOR BOLTS = 2 NO. OF ANCHOR BOLTS REQUIRED = 4 SPACING OF ANCHOR BOLTS = 1878

T T T

*DOUBLE SHEAR

MM

* ALONG PERIPHERY

PROVIDE ISA-150x150x18 MM STIFFENER ANGLE WITH 40 MM BASE PLATE AND 40 MM DIA. ANCHOR BOLTS 1000 MM LONG DESIGN OF FOUNDATION ADOPT CIRCULAR RAFT FOR FOUNDATION DENSITY OF SOIL = DEPTH OF FOUNDATION = SBC OF SOIL =

1.80 4.00 20.00

T/Cu.M M T/SQ.M

THICKNESS OF RAFT= DIA. OF CICULAR PEDESTAL= HEIGHT OF PEDESTAL =

1100.00 5.50 2.90

MM

LOADS & MOMENTS PROJECTION OF RAFT SHELL WALL = DIAMETER OF RAFT = 12.50 AREA OF RAFT = 122.73 SECTION MODULUS = 191.77

4.00 M SQ.M Cu.M

SELF WEIGHT OF CHIMNEY = WEIGHT OF LININING = WEIGHT OF FOUNDATION = WEIGHT OF EARTH = WT.OFCIRCULAR PEDESTAL= TOTAL LOAD =

T T T T T T

89.122 188.520 41.646 820.062 172.270 1311.621

M


A. SELF WEIGHT OF CHIMNEY + WIND LOAD CHIMNEY WITHOUT LINING WITH WIND LOAD IS CONSIDERED TOTAL LOAD = MOMENT DUE TO WIND = MAX. SOIL PRES. = MIN. SOIL PRES. =

1224.831 1453.45

T T-M

17.56 0.17

T/SQ.M T/SQ.M

DIA .OF SHAFT/PEDESTAL=2b= DIA.OF RAFT SLAB=2a=

5.50 M 12.50 M


2.75 6.25


94.034861 T-M 15.227035 T-M

B. SELF WEIGHT OF CHIMNEY + LINING WIGHT + EARTHQUAKE LOAD TOTAL LOAD = 1311.621 MOMENT DUE TO EARTH QUA. = MAX. SOIL PRES. = MIN. SOIL PRES. =

12.42 8.95

DIA .OF SHAFT/PEDESTAL=2b= DIA.OF RAFT SLAB=2a=

T 333.17 T/SQ.M T/SQ.M

T-M * P/A +M/Z *P/A-M/Z

5.50 M 12.50 M

b= a=


109.74295 T-M 53.980603 T-M

2.75 6.25

DESIGN RADIAL BM AT CENTRE OF RAFT = DESIGN RADIAL BM AT FACE OF SHAFT = DEPTH OF FOUNDATION REQUIRED = DEPTH OF FOUNDATION ADOPTED = CLEAR COVER = SIZE OF BAR = EFFECTIVE DEPTH =

109.74295 T-M 53.980603 T-M 995.03888 MM 1100 MM 50 MM 25 MM 1037.5 MM

MIN. AREA OF STEEL REQUIRED/FACE =

660 SQ.MM

AREA OF STEEL FOR RADIAL BM AT CENTRE OF RAFT = SIZE OF BAR = 25 MM AREA OF BAR = 490.9375 SQ.MM NO. OF BARS = 10.36254 SPACING OF BARS = 96.50147697 MM

5087.357 SQ.MM

AREA OF STEEL FOR RADIAL BM AT FACE OF SHAFT = 2502.381 SQ.MM SIZE OF BAR = 12 MM AREA OF BAR = 113.112 SQ.MM NO. OF BARS = 22.12303 SPACING OF BARS = 45.20175789 MM PROVIDE 20 MM BARS AT 100 MM C/C IN RADIAL DIRECTION ON BOTH THE FACES


660 SQ.MM


CHECK FOR STABILITY A. SELF WEIGHT OF CHIMNEY + WIND LOAD CHIMNEY WITHOUT LINING WITH WIND LOAD IS CONSIDERED TOTAL VERTICAL LOAD = TOTAL HORIZONTAL LOAD = MOMENT DUE TO WIND = RESISTING MOMENT =

1224.83 36.336 1453.45 7655.19

T T T-M T-M


5.27 >1.5

SAFE

20.22 >1.5

SAFE

B. SELF WEIGHT OF CHIMNEY + WEIGHT OF LINING + EARTH QUAKE LOAD TOTAL VERTICAL LOAD =

1311.62

T

TOTAL HORIZONTAL LOAD = MOMENT DUE TO EARTH QUA. = RESISTING MOMENT =

12.597 333.17 8197.63

T T-M T-M

FACTOR OF SAFETY AGAINST OVERTURNING =

24.60 >1.5

SAFE

FACTOR OF SAFETY AGAINST SLIDING =

62.48 >1.5

SAFE

*BxD

1.1084

ROSION ALLOWANCE)

Sst =

230 N/SQ.MM A

B

1.176 1.135 1.072 0.996 0.912 0.827 0.755 0.756 0.762 0.767 0.771

0.591 0.591 0.591 0.591 0.591 0.591 0.925 0.917 0.851 0.788 0.731

VALUES OF A AND B ARE FROM ANNEX-C IS:6533(PART-2)-1989

S(Wwx)

S(Wwx+Wl)

Tx-FIANL

Ax

I

Z

MAX.STRESSMAX.STRESS Dx/Tx-FINAL

MM

SQ.M

M^4

M^3

N/SQ.MM

N/SQ.MM

8.000 8.000 8.000 8.000 8.000 8.000 16.000 16.000 16.000 16.000 16.000

0.075 0.075 0.075 0.075 0.075 0.075 0.151 0.154 0.178 0.202 0.226

0.086 0.086 0.086 0.086 0.086 0.086 0.172 0.183 0.283 0.413 0.579

0.0570 0.0570 0.0570 0.0570 0.0570 0.0570 0.1149 0.1195 0.1596 0.2055 0.2572

0.630 1.260 1.890 2.520 3.150 3.780 3.253 3.279 3.495 3.716 3.940

2.630 5.260 7.890 10.520 13.150 15.780 10.128 10.211 10.885 11.574 12.273

375.000 375.000 375.000 375.000 375.000 375.000 187.500 191.250 221.250 251.250 281.250

TABLE-23 IS:875(PART-3)-1987

O LINING CONDITION H LINING CONDITION CCOUNT FOR WIND LOAD CONDITION

FOR TEMPERATURE EFFECTS.

SHAPE

WIND

TOTAL

WIND

WINDWARD

LEEWARD

ALLOW.

FACTOR

PRES.

LOAD(T)

MOMENT

TENSILE

COMPVE.

STRESS.

Hsx

(T-M)

0.700

0.120

RAD. OF

He / Rg

GYR. (Rg)

COMPVE.

1.061 1.061 1.061 1.061 1.061 1.061 1.061 1.082 1.251 1.421 1.591

15.087 30.174 45.262 60.349 75.436 90.523 103.725 103.540 102.286 101.332 100.581

0.700 0.700 0.700 0.700 0.700 0.700 0.700 0.700 0.700 0.700 0.700

0.120 0.148 0.134 0.134 0.134 0.123 0.123 0.123 0.111 0.111 0.103

2.1E+07 T/SQ.M

2.873 6.420 10.147 12.869 16.087 18.516 20.314 20.890 24.681 30.102 36.336

11.493 51.362 121.76 205.91 321.73 444.39 558.64 584.93 789.79 1083.68 1453.45

-1.386 -7.749 -19.468 -33.598 -53.284 -74.170 -45.353 -45.653 -45.977 -49.007 -52.565

4.646 14.269 29.248 46.638 69.584 93.730 58.733 59.142 60.357 64.297 68.777

86.72 83.69 79.08 73.42 67.23 60.96 87.06 86.40 80.86 75.40 70.34

1.1084

Sst =

230 N/SQ.MM

* ROLLED ANGLE

N/SQ.MM ALLOWABLE BEARING STRESS

MNEY SHELL

* FOR METER LENGTH ALONG CICURCUMFERENCE N/SQ.MM * 1.33 x ALLOWABLE BENDING STRESS WITH WIND LOAD

*DOUBLE SHEAR

* ALONG PERIPHERY

* ROLLED ANGLE

N/SQ.MM ALLOWABLE BEARING STRESS

MNEY SHELL

* FOR METER LENGTH ALONG CICURCUMFERENCE N/SQ.MM * 1.33 x ALLOWABLE BENDING STRESS WITH WIND LOAD

*DOUBLE SHEAR

* ALONG PERIPHERY

TOTAL WEIGHT

M M

M M

ON BOTH THE FACES

ALLOW. STRESS.

86.937 83.898 79.278 73.604 67.402 61.108 87.283 86.617 81.060 75.588 70.515

* FLAIR HEIGHT =TOP OF FLAIR * FLAIR PORTION

Rcc & Steel Chimney

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