Rcc & Steel Chimney

8/10/2019 Rcc & Steel Chimney

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DESIGN OF RCC CHIMNEY

DATA :

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

LOCATION : HYDERABAD

HEIGHT OF ABOVE GROUND= 76 M

HEIGHT BELOW GROUND = 4 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 MDENSITY OF LINING = 2 T/M^3

SPACING OF LINING SUPPORT BRACKETS 2 M

SIZE OF LINING SUPPORT BRACKETS = 0.3 0.3 M X M * B x D

PERCENT.OF VERTICAL STEEL = 1

GRADE OF CONCRETE 25

ALLOWABLE COMPRESSIVE STRESS IN CONCETE = 6 N/SQ.MM

ALLOW. BENDING COMPRE. STRESS IN CONCRETE 8.5 N/SQ.MM

ALLOWABLE TENSILE STRESS IN CONCRETE = 0.9 N/SQ.MM

MODULAR RATIO =m= 10.98039

K= 0.289 J= 0.904 Q= 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 CHIM

Ie = EQUIVALENT MOMENT OF INERTIA

CALCULATION OF LOADS, SECTIONAL AREA , INERTIA AND STRESSES

Hx 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 0.000 4.000 0.200

0.100 8.000 4.100 0.220 56.217 21.416 77.63 2.986 0.298 3.284

0.200 16.000 4.200 0.240 119.446 43.435 162.88 3.348 0.334 3.682

0.300 24.000 4.300 0.260 189.915 66.057 255.97 3.725 0.372 4.097


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0.400 32.000 4.400 0.280 267.849 89.283 357.13 4.117 0.411 4.528

0.500 40.000 4.500 0.300 353.475 113.112 466.59 4.524 0.452 4.976

0.600 48.000 4.600 0.320 447.019 137.544 584.56 4.947 0.494 5.440

0.700 56.000 4.700 0.340 548.706 162.580 711.29 5.384 0.537 5.921

0.800 64.000 4.800 0.360 658.764 188.218 846.98 5.837 0.583 6.419

0.900 72.000 4.900 0.380 777.419 214.460 991.88 6.304 0.629 6.933

1.000 80.000 5.000 0.400 904.896 241.306 1146.20 6.787 0.677 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 ANGLEe(THETA) = ECCENTRICITY DUE TO ANGLE THETA

HEIGHT / DIAMETER = 15.83333 * REFER TABLE-23 IS:875(PART-3)-1987

SHELL A LONE CASE WITHOUT LOADING IS CONSIDERED * IS 4998 -(PART-1) :1992 CLAUSE:5.3

CALCULATION OF WIND SHEAR , MOMENT AND STRESSES

Hx Hx K1 K2 K3 Vb Pz SHAPE WIND TOTAL

M T T/SQ.M FACTOR PRES. LOAD(T)

Hsx

0.00 0.00 1.00 1.00 1.00 40.000 0.096 0.700 0.067

0.10 8.00 1.00 1.00 1.000 40.000 0.096 0.700 0.067 2.403

0.20 16.00 1.00 1.00 1.000 40.000 0.096 0.700 0.067 4.957

0.30 24.00 1.00 1.00 1.000 40.000 0.096 0.700 0.067 7.661

0.40 32.00 1.00 1.00 1.000 40.000 0.096 0.700 0.067 10.515

0.50 40.00 1.00 1.00 1.000 40.000 0.096 0.700 0.067 13.521

0.60 48.00 1.00 1.00 1.000 40.000 0.096 0.700 0.067 16.676

0.70 56.00 1.00 1.00 1.000 40.000 0.096 0.700 0.067 19.983

0.80 64.00 1.00 1.00 1.000 40.000 0.096 0.700 0.067 23.439

0.90 72.00 1.00 1.00 1.000 40.000 0.096 0.700 0.067 27.047

1.00 80.00 1.00 1.00 1.000 40.000 0.096 0.700 0.067 30.804

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


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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 STRESS RING M (T) BAR BAR(At) OF BARS DIA. IN STEEL MOM.

(MM) (MM) (MM) T-M

0.00 0.00

0.10 8.00 2.403 8.0 50.272 200 4320 13.83 0.148

0.20 16.00 4.957 8.0 50.272 200 4440 27.76 0.156

0.30 24.00 7.661 8.0 50.272 200 4560 41.77 0.165

0.40 32.00 10.515 8.0 50.272 200 4680 55.87 0.173

0.50 40.00 13.521 8.0 50.272 200 4800 70.04 0.182

0.60 48.00 16.676 8.0 50.272 200 4920 84.28 0.192

0.70 56.00 19.983 8.0 50.272 200 5040 98.58 0.201

0.80 64.00 23.439 8.0 50.272 200 5160 112.95 0.211

0.90 72.00 27.047 8.0 50.272 200 5280 127.37 0.2211.00 80.00 30.804 8.0 50.272 200 5400 141.84 0.231

230 N/SQ.MM

3. DEAD LOAD +EARTH QUAKE LOAD

TOTAL WT. OF CHIMNE 1146.20 T

HEIGHT ABOVE BASE = 80 M

MODULUS OF ELASTICITYOF CO 1.91E+06 N/SQ.M = 1.9E+06 T/SQ.M

AREA OF C/S AT BASE= 6.787 SQ.M

RADIUS OF GYRATION AT BASE = 1.9989 M

HEIGHT / RADIUS OF GYRATION = 40.02 M

CT CV

FOR K= 30 56 1.350

FOR K= 35 65 1.390

FOR K = 40.02 74.04 1.430

NATURAL PERIOD OF VIBRATION 5.18 SECS

SOIL FOUNDATION SYSTEM =B= 1

IMPORTANCE FACTOR 1.5

BASIC HORIZONTAL SEISMIC CO 0.02

HORIZONTAL SEISMIC COEFF= 0.03

CG OF TOWER FROM B 41.830 M

SHELL ALONE CASE WITHOUT LOADING IS CONSIDERED * IS 4998 -(PART-1) :1992 CL

Hx Hx SHEAR MOMENT ECCTY. ECCTY. THETA ECCTY. AX.CONC AX.STEEL.

M T T-M e(M) E-MAX(M) DEG e(THETA) STRESS STRESS

=M/W NO TEN. N/SQ.MM N/SQ.MM

0.00 0.00 0.00 0.000

0.10 8.00 7.88 272.969 4.856 1.022 98.000 2.480 0.658 9.581

0.20 16.00 15.11 386.876 3.239 1.047 108.000 3.589 1.447 30.148

0.30 24.00 21.67 477.357 2.514 1.073 100.000 2.774 1.830 28.585

AX. PERMISSIBLE COMPRESSIVE STRESS WITH WIND LOAD


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0.40 32.00 27.58 560.552 2.093 1.098 92.000 2.310 2.111 24.889

0.50 40.00 32.83 646.208 1.828 1.124 85.000 2.052 2.350 21.691

0.60 48.00 37.41 743.059 1.662 1.150 80.000 1.929 2.589 20.042

0.70 56.00 41.34 860.197 1.568 1.176 75.000 1.832 2.793 18.079

0.80 64.00 44.61 1007.573 1.529 1.201 70.000 1.754 2.970 16.007

0.90 72.00 47.23 1196.221 1.539 1.227 70.000 1.795 3.246 17.494

1.00 80.00 49.18 1438.371 1.590 1.253 70.000 1.836 3.511 18.920

4. DEAD LOAD + TEMPERATURE LOADS

COEFFICIENT OF EXPANSION STEEL/CONC 1.10E-05 /DEGREE

CLEAR COVER TO REINFORCEM 50 MM

COVER / DEPTH RATIO COVER / EFEECTIVE DEPTH AT THAT SECTION

ELASTIC MODULUS OF STEEL =E 2.10E+07 T/SQ.M = 2.10E+05 N/SQ.MM

ELASTIC MODULUS OF CONCRET 1.91E+06 T/SQ.M = 1.91E+04 N/SQ.MM

TEMPERATURE OF FLU 90 DEGREE

AMBIENT TEMPERATUR 15 DEGREE

TEMP. GRADIENT= T= 75 DEGREE

K=NEUTARAL AXIS DEPTH CONSTANT AT TEMPERATURE STRESS CONDN.= -mp+SQRT(2K'=NEUTARAL AXIS DEPTH CONSTANT AT TEMPERATURE+(OTHER LOAD) STRESS CONDN

Hx Hx TRES a= AX.CONC. AX.STEEL.

M S(Wwx+ ER/EFF.DE K' STRESS STRESS

N/SQ.MM N/SQ.MM

0.00 0.00 0.000

0.10 8.00 0.236 0.773 0.800 12.623 -4.892 0.773 0.8 0.64391

0.20 16.00 0.442 0.783 0.750 11.834 5.476 0.783 0.7 1.44366

0.30 24.00 0.625 0.808 0.750 11.834 9.281 0.808 0.75 1.87461

0.40 32.00 0.789 0.821 0.790 12.465 5.237 0.821 0.79 2.2205

0.50 40.00 0.938 0.833 0.760 11.991 11.587 0.833 0.76 2.79165

0.60 48.00 1.074 0.844 0.700 11.045 20.662 0.844 0.7 3.60881

0.70 56.00 1.201 0.853 0.800 12.623 8.603 0.853 0.8 3.3638

0.80 64.00 1.319 0.861 0.800 12.623 9.836 0.861 0.8 3.70561

0.90 72.00 1.431 0.868 0.800 12.623 10.920 0.868 0.8 4.02803

1.00 80.00 1.536 0.875 0.800 12.623 11.880 0.875 0.8 4.33375

MAX. PERMISSIBLE COMPRESSIVE STRESS WITH WI 11.305 N/SQ.MM

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 STRESS a= AX.CONC. AX.STEEL.


+WINDLOAD N/SQ.MM N/SQ.MM

0.00 0.00 LHS

0.10 8.00 0.440 0.773 0.001 0.016 0.173 0.773 0.001 -0.00571

0.20 16.00 0.833 0.792 0.750 11.834 6.839 0.792 0.420 8.12045

0.30 24.00 1.186 0.808 0.445 7.021 34.620 0.808 0.445 9.80601

0.40 32.00 1.652 0.821 0.500 7.889 33.897 0.821 0.500 10.1247

EVALUATION

EVALUATION

* ADJUST K' VALUE UNTIL B

* ADJUST K' VALUE UN


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0.50 40.00 2.249 0.833 0.550 8.678 32.398 0.833 0.550 11.3259

0.60 48.00 2.729 0.844 0.580 9.151 31.411 0.844 0.580 12.5025

0.70 56.00 3.195 0.853 0.620 9.782 29.335 0.853 0.620 13.0766

0.80 64.00 3.622 0.861 0.660 10.414 26.705 0.861 0.660 13.4347

0.90 72.00 3.912 0.868 0.680 10.729 25.561 0.868 0.680 13.899

1.00 80.00 3.177 0.875 0.707 11.155 23.518 0.875 0.707 10.6729


5.B. TENSION ZONE- WINDWARD SIDE





0.00 0.00 LHS

0.10 8.00 0.440 0.773 0.001 0.016 0.173 0.773 0.001 0.00

0.20 16.00 0.833 0.792 0.750 11.834 6.839 0.792 0.420 0.010.30 24.00 1.186 0.808 0.445 7.021 34.620 0.808 0.445 0.00

0.40 32.00 1.652 0.821 0.500 7.889 33.897 0.821 0.500 0.00

0.50 40.00 2.249 0.833 0.550 8.678 32.398 0.833 0.550 0.02

0.60 48.00 2.729 0.844 0.580 9.151 31.411 0.844 0.580 0.03

0.70 56.00 3.195 0.853 0.620 9.782 29.335 0.853 0.620 0.06

0.80 64.00 3.622 0.861 0.660 10.414 26.705 0.861 0.660 0.09

0.90 72.00 3.912 0.868 0.680 10.729 25.561 0.868 0.680 0.11

1.00 80.00 3.177 0.875 0.120 1.893 130.804 0.875 0.120 0.05


5.C. NEUTRAL AXIS





0.00 0.00

0.10 8.00 0.440 0.773 0.317 4.994 32.375 0.773 0.317

0.20 16.00 0.833 0.792 0.750 11.834 6.839 0.792 0.321

0.30 24.00 1.186 0.808 0.325 5.135 33.664 0.808 0.325

0.40 32.00 1.652 0.821 0.329 5.189 34.166 0.821 0.329

0.50 40.00 2.249 0.833 0.332 5.236 34.598 0.833 0.332

0.60 48.00 2.729 0.844 0.334 5.277 34.975 0.844 0.3340.70 56.00 3.195 0.853 0.337 5.313 35.306 0.853 0.337

0.80 64.00 3.622 0.861 0.339 5.344 35.600 0.861 0.339

0.90 72.00 3.912 0.868 0.340 5.372 35.861 0.868 0.340

1.00 80.00 3.177 0.875 0.342 5.398 92.326 0.875 0.342


EVALUATION

* ADJUST K' VALUE UNTIL B

EVALUATION


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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 .aSc(T) = TOTAL STRESS IN STEEL = STRESS DUE TO SHEAR + STRESS DUE TO TEMP

Hx Hx Hsx SIZE OF AREA OF SPACING MEAN % STEEL STRESS IN STRESS IN

M (T) BAR BAR(At) OF BARS DIA. (p) ONCERE STEEL

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

0.00 0.00 0.000

0.10 8.00 2.403 10 78.55 200 4320 0.00179 2.450 120.569

0.20 16.00 4.957 10 78.55 200 4440 0.00164 2.400 138.969

0.30 24.00 7.661 10 78.55 200 4560 0.00151 2.300 154.399

0.40 32.00 10.515 10 78.55 200 4680 0.00140 2.300 174.266

0.50 40.00 13.521 10 78.55 200 4800 0.00131 2.200 188.576

0.60 48.00 16.676 10 78.55 200 4920 0.00123 2.200 207.8970.70 56.00 19.983 10 78.55 200 5040 0.00116 2.100 221.257

0.80 64.00 23.439 10 78.55 200 5160 0.00109 2.100 240.140

0.90 72.00 27.047 10 78.55 200 5280 0.00103 2.050 255.803

1.00 80.00 30.804 10 78.55 200 5400 0.00098 2.000 271.186

230 N/SQ.MM

DESIGN OF FOUNDATION

ADOPT CIRCULAR RAFT FOR FOUNDATION

DENSITY OF SOIL = 1.8 T/Cu.M

DEPTH OF FOUNDATION = 4 M

SBC OF SOIL = 20 T/SQ.M

THICKNESS OF RAFT= 1000 MM

LOADS & MOMENTS

PROJECTION OF RAFT BEYOND WALL = 2.75 M

DIAMETER OF RAFT = 10.50 M

AREA OF RAFT = 86.60 SQ.M

SECTION MODULUS = 113.66 Cu.M

SELF WEIGHT OF CHIMNEY = 904.896 T

WEIGHT OF LININING = 241.306 TWEIGHT OF FOUNDATION = 171.930 T * 15 % OF TOTAL WEIGHT

WEIGHT OF EARTH = 482.140 T

TOTAL LOAD = 1800.272 T

A. SELF WEIGHT OF CHIMNEY + WIND LOAD

CHIMNEY WITHOUT LINING WITH WIND LOAD IS CONSIDERED

MAX. PERMISSIBLE COMPRESSIVE STRESS WITH WI


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MOMENT DUE TO WIND = 1232.18 T-M

MAX. SOIL PRES. = 28.84 T/SQ.M P/A +M/Z

MIN. SOIL PRES. = 7.16 T/SQ.M *P/A-M/Z

DIA .OF SHAFT=2b= 5.8 M b= 2.9 MDIA.OF RAFT SLAB=2a= 10.50 M a= 5.25 M

THE RADIAL MOMENT IN THE SLAB GOVERNS THE DESIGN

RADIAL BM AT CENTRE OF RAFT = 70.8959 T-M

RADIAL BM AT FACE OF SHAFT = 12.8015 T-M

B. SELF WEIGHT OF CHIMNEY + LINING WIGHT + EARTHQUAKE LOAD


MOMENT DUE TO EARTH QUA. = 1438.37 T-M

MAX. SOIL PRES. = 33.44 T/SQ.M P/A +M/Z


DIA .OF SHAFT=2b= 5.8 M b= 2.9 M

DIA.OF RAFT SLAB=2a= 10.50 M a= 5.25 M




DESIGN RADIAL BM AT CENTRE OF RAFT = 81.655 T-M

DESIGN RADIAL BM AT FACE OF SHAFT = 14.2943 T-M

DEPTH OF FOUNDATION REQUIRED = 858.308 MM

DEPTH OF FOUNDATION ADOPTED = 1000 MM

CLEAR COVER = 50 MM

SIZE OF BAR = 25 MM

EFFECTIVE DEPTH = 937.5 MM

MIN. AREA OF STEEL REQUIRED/FACE = 600 SQ.MM

AREA OF STEEL FOR RADIAL BM AT CENTRE OF RAFT = 4189.046 SQ.MM

SIZE OF BAR = 25 MM

AREA OF BAR = 490.94 SQ.MMNO. OF BARS = 8.5327

SPACING OF BARS = 117.1955 MM

AREA OF STEEL FOR RADIAL BM AT FACE OF SHAFT = 733.3237 SQ.MM

SIZE OF BAR = 12 MM

AREA OF BAR = 113.11 SQ.MM

NO. OF BARS = 6.4832



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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.MMNO. OF BARS = 5.3045


PROVIDE 12 MM BARS AT 175 MM C/C IN CICUMFERENTIAL DIRECTION ON BOTH THE FAC

CHECK FOR STABILITY



TOTAL VERTICAL LOAD = 1558.97 TTOTAL HORIZONTAL LOAD = 30.804 T


RESISTING MOMENT = 8184.57 T-M

FACTOR OF SAFETY AGAINST OVERTURNING = 6.64 >1.5 SAFE

FACTOR OF SAFETY AGAINST SLIDING = 30.3651 >1.5 SAFE

B. SELF WEIGHT OF CHIMNEY + WEIGHT OF LINING + EARTH QUAKE LOAD

TOTAL VERTICAL LOAD = 1800.27 T

TOTAL HORIZONTAL LOAD = 49.178 T






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USE:5.3

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

THETA SIN(2xT) SIN(T) COS(T)

1.711 -0.069 0.990 -0.140

1.886 -0.147 0.951 -0.310

1.746 -0.086 0.985 -0.174


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1.606 -0.018 0.999 -0.036

1.484 0.043 0.996 0.087

1.397 0.085 0.985 0.173

1.310 0.125 0.966 0.258

1.222 0.161 0.940 0.342

1.222 0.161 0.940 0.342

1.222 0.161 0.940 0.342

paa+p^2+m^2).

12.623 -11.979

11.045 -9.601

11.834 -9.959

12.465 -10.244

11.991 -9.1997

11.045 -7.4359

12.623 -9.2587

12.623 -8.9169

12.623 -8.5945

12.623 -8.2887

RHS ALANCE

0.0158 -0.0215

6.6268 1.49364

7.0213 2.78475

7.8891 2.23562

F K'

F K'

LANCE APPROA

IL BALANCE APPROACHE ZERO


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8.678 2.64788

9.1513 3.35118

9.7824 3.29417

10.414 3.02113

10.729 3.16983

11.155 -0.4823

RHS ALANCE

0.02 -0.0158

6.63 -6.6217.02 -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

F K'

LANCE APPROA

F K'


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* ADJUST VALUES OF Sc TO GET VALUES

a K Sc LHS RHS ALANCE

0.773 0.156 2.45 133.64 133.88 -0.24

0.792 0.152 2.40 137.56 137.16 0.41

0.808 0.148 2.30 137.88 139.93 -2.05

0.821 0.144 2.30 143.65 142.31 1.34

0.833 0.141 2.20 142.69 144.38 -1.68

0.844 0.138 2.20 147.77 146.18 1.590.853 0.135 2.10 145.73 147.77 -2.04

0.861 0.132 2.10 150.25 149.19 1.06

0.868 0.130 2.05 150.94 150.45 0.49

0.875 0.127 2.00 151.30 151.59 -0.29


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S


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MAX.STEEL.

STRESS

N/SQ.MM

0.0000.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000


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DESIGN OF RCC FLARED CHIMNEY

DATA :



HEIGHT OF ABOVE GROUND= 46.000 M

HEIGHT BELOW GROUND = 4.000 M

HEIGHT OF FLAIR = 26.000 M

BASE DIAMETER OF FLAIR=Dbf= 4.200 M

TOP DIAMETER OF FLAIR =Dtf= 3.000 M

TOP THICKNESS OF FLAIR = 0.300 M

BOT. THICKNESS OF FLAIR= 0.500 M

BOTTOM DIA. OF STACK =Dbs= 3.000 M

TOP DIAMETER OF STACK =Dts= 2.000 M

TOP THICKNESS OF STACK= 0.200 M

BOT. THHICKNESS OF STACK= 0.300 M

THICKNESS OF LINING = 0.100 M

DENSITY OF LINING = 2.000 T/M^3

SPACING OF LINING SUPPORT BRACKETS = 2.000 M

SIZE OF LINING SUPPORT BRACKETS = 0.300 0.3 M X M

PERCENTAGE OF VERTICAL STEEL = 1

GRADE OF CONCRETE =Fck= 25


ALLOW. BENDING COMPRE. STRESS IN CONCRETE = 8.5 N/SQ.MM


MODULAR RATIO =m= 10.98039216

K= 0.289 J= 0.904 Q=



Dx = INNER DIAMETER AT HEIGHT Hx

Tx = THICKNESS AT HxAx1 = CROSS SECTIONAL AREA OF CHIMNEY AT HEIGHT Hx

Ax2 = EQUVIVALENT CROSS SECTIONAL AREA OF STEEL AT HEIGHT Hx =(m-1)*Ax1*



I =MOMENT OF INERTIA



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Hx Hx Dx Tx Wwx Wl Wwx+Wl

M M MM T T T

0.000 0.000 2.000 0.200

0.100 5.000 2.208 0.217 18.922 7.266 26.19

0.200 10.000 2.417 0.233 41.271 15.239 56.51

0.300 15.000 2.625 0.250 67.271 23.918 91.19

0.400 20.000 2.833 0.267 97.140 33.305 130.450.500 25.000 3.042 0.283 131.101 43.399 174.50

0.600 30.000 3.250 0.300 169.373 54.200 223.57

0.480 24.000 3.000 0.240 126.172 41.022 167.19

0.700 35.000 3.508 0.350 210.730 66.616 277.35

0.800 40.000 3.738 0.400 266.940 79.662 346.60

0.900 45.000 3.969 0.450 332.380 93.589 425.97

1.000 50.000 4.200 0.500 410.026 108.399 518.43

2. DEAD LOAD + WIND LOAD





Dxt = Dx + Tx

Vb x Dxt VALUES ARE COMPUTED AS PER TABLE-23 OF IS:875(PART-3)-1987



THETA=NEUTRAL AXIS ANGLE

e(THETA) = ECCENTRICITY DUE TO ANGLE THETA

HEIGHT / DIAMETER = 13.33333333 * REFER TABLE-23 IS:8

SHELL A LONE CASE WITHOUT LOADING IS CONSIDERED * IS 4998 -(P

CALCULATION OF WIND SHEAR , MOMENT AND STRESSES

Hx Hx K1 K2 K3 Vb Pz

M T T/SQ.M

0.000 0.00 1.07 1.26 1.00 44.000 0.211

0.100 5.00 1.07 1.26 1.000 44.000 0.211

0.200 10.00 1.07 1.26 1.000 44.000 0.211

0.300 15.00 1.07 1.20 1.000 44.000 0.192

0.400 20.00 1.07 1.20 1.000 44.000 0.192

0.500 25.00 1.07 1.20 1.000 44.000 0.1920.600 30.00 1.07 1.15 1.000 44.000 0.176

0.480 24.00 1.07 1.15 1.000 44.000 0.176

0.700 35.00 1.07 1.15 1.000 44.000 0.176

0.800 40.00 1.07 1.09 1.000 44.000 0.158

0.900 45.00 1.07 1.09 1.000 44.000 0.158

1.000 50.00 1.07 1.05 1.000 44.000 0.147



33/84

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 CHIMNEYSTRESS 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 MEAN

M (T) BAR BAR(At) OF BARS DIA.

(MM) (MM) (MM)

0.000 0.000.100 5.00 1.863 8.0 50.272 200 2425.000

0.200 10.00 4.083 8.0 50.272 200 2650.000

0.300 15.00 6.350 8.0 50.272 200 2875.000

0.400 20.00 8.702 8.0 50.272 200 3100.000

0.500 25.00 11.688 8.0 50.272 200 3325.000

0.600 30.00 14.386 8.0 50.272 200 3550.000

0.480 24.00 11.678 8.0 50.272 200 3240.000

0.700 35.00 16.752 8.0 50.272 200 3857.692

0.800 40.00 19.496 8.0 50.272 200 4138.462

0.900 45.00 22.190 8.0 50.272 200 4419.231

1.000 50.00 25.121 8.0 50.272 200 4700.000

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

CT CV

FOR K= 30 56 1.350

FOR K= 35 65 1.390FOR K = 29.94 55.89 1.349

NATURAL PERIOD OF VIBRATION = 2.08 SECS


IMPORTANCE FACTOR = 1.5

BASIC HORIZONTAL SEISMIC COEFF.= 0.02


MAX. PERMISSIBLE COMPRESSIVE STRESS WITH WIND LOAD=


34/84

CG OF TOWER FROM BASE = 28.070 MSHELL ALONE CASE WITHOUT LOADING IS CONSIDERED

Hx Hx SHEAR MOMENT ECCTY. ECCTY. THETA

M T T-M e(M) E-MAX(M) DEG

=M/W NO TEN.

0.000 0.00 0.00 0.000

0.100 5.00 3.36 82.851 4.379 0.510 98.000

0.200 10.00 6.45 117.423 2.845 0.558 108.000

0.300 15.00 9.25 144.886 2.154 0.605 100.000

0.400 20.00 11.77 170.137 1.751 0.653 92.000

0.500 25.00 14.01 196.135 1.496 0.701 85.000

0.600 30.00 15.97 225.531 1.332 0.749 80.000

0.480 24.00 13.58 190.748 1.512 0.689 80.000

0.700 35.00 17.64 261.084 1.239 0.810 75.000

0.800 40.00 19.04 305.815 1.146 0.865 70.000

0.900 45.00 20.16 363.072 1.092 0.920 70.0001.000 50.00 20.99 436.569 1.065 0.976 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 DEGREEK=NEUTARAL AXIS DEPTH CONSTANT AT TEMPERATURE STRESS CONDN.= -mp+S

K'=NEUTARAL AXIS DEPTH CONSTANT AT TEMPERATURE+(OTHER LOAD) STRESS

Hx Hx STRESS a= MAX.CONC. MAX.STEEL.

M S(Wwx+Wl) COVER/EFF.DEPTH K' STRESS STRESS

N/SQ.MM N/SQ.MM

0.000 0.00

0.100 5.00 0.131 0.769 0.800 12.623 -5.544

0.200 10.00 0.240 0.783 0.750 11.834 5.476

0.300 15.00 0.334 0.800 0.750 11.834 8.121

0.400 20.00 0.415 0.813 0.790 12.465 3.790

0.500 25.00 0.487 0.824 0.760 11.991 10.157

0.600 30.00 0.552 0.833 0.700 11.045 19.404

0.480 24.00 0.566 0.792 0.700 11.045 14.042

0.700 35.00 0.540 0.857 0.800 12.623 9.240

0.800 40.00 0.551 0.875 0.800 12.623 11.880

0.900 45.00 0.564 0.889 0.800 12.623 13.860

1.000 50.00 0.580 0.900 0.800 12.623 15.400

MAX. PERMISSIBLE COMPRESSIVE STRESS WITH WIND LOAD= 11.305


35/84

5. DEAD LOAD + WIND LOAD +TEMPERATURE LOADS

5.A. COMPRESSION ZONE -LEEWARD SIDE





0.000 0.00

0.100 5.00 1.785 0.769 0.001 0.016 0.173

0.200 10.00 2.669 0.786 0.750 11.834 5.906

0.300 15.00 3.516 0.800 0.445 7.021 34.211

0.400 20.00 1.784 0.813 0.500 7.889 33.317

0.500 25.00 1.637 0.824 0.550 8.678 31.649

0.600 30.00 1.797 0.833 0.580 9.151 30.547

0.480 24.00 1.835 0.792 0.580 9.151 26.867

0.700 35.00 1.730 0.857 0.620 9.782 29.7180.800 40.00 1.768 0.875 0.660 10.414 28.096

0.900 45.00 1.829 0.889 0.680 10.729 27.685

1.000 50.00 1.893 0.900 0.707 11.155 26.267


5.B. TENSION ZONE- WINDWARD SIDE





0.000 0.00

0.100 5.00 1.785 0.769 0.001 0.016 0.173

0.200 10.00 2.669 0.786 0.750 11.834 5.906

0.300 15.00 3.516 0.800 0.445 7.021 34.211

0.400 20.00 1.784 0.813 0.500 7.889 33.317

0.500 25.00 1.637 0.824 0.550 8.678 31.649

0.600 30.00 1.797 0.833 0.580 9.151 30.547

0.480 24.00 1.835 0.792 0.580 9.151 26.867

0.700 35.00 1.730 0.857 0.620 9.782 29.718

0.800 40.00 1.768 0.875 0.660 10.414 28.096

0.900 45.00 1.829 0.889 0.680 10.729 27.685

1.000 50.00 1.893 0.900 0.120 1.893 18.018


5.C. NEUTRAL AXIS



36/84


37/84

THICKNESS OF RAFT= 1000 MM

LOADS & MOMENTS

PROJECTION OF RAFT BEYOND WALL = 2.75 M

DIAMETER OF RAFT = 9.70 M

AREA OF RAFT = 73.91 SQ.MSECTION MODULUS = 89.61 Cu.M


WEIGHT OF LININING = 108.399 T

WEIGHT OF FOUNDATION = 77.764 T * 15 % OF T







MAX. SOIL PRES. = 19.46 T/SQ.M * P/A +M/Z


DIA .OF SHAFT=2b= 5.2 M b= 2.6

DIA.OF RAFT SLAB=2a= 9.70 M a= 4.85









DIA .OF SHAFT=2b= 5.2 M b= 2.6





DESIGN RADIAL BM AT CENTRE OF RAFT = 56.13286

DESIGN RADIAL BM AT FACE OF SHAFT = 20.895566


38/84



CLEAR COVER = 50 MM

SIZE OF BAR = 25 MM

EFFECTIVE DEPTH = 937.5 MM


AREA OF STEEL FOR RADIAL BM AT CENTRE OF RAFT =

SIZE OF BAR = 25 MM


NO. OF BARS = 5.865748


AREA OF STEEL FOR RADIAL BM AT FACE OF SHAFT =

SIZE OF BAR = 12 MM


NO. OF BARS = 9.477154

SPACING OF BARS = 105.5169132 MMPROVIDE 20 MM BARS AT 100 MM C/C IN RADIAL DIRECTION ON BOTH THE FACES


SIZE OF BAR = 12 MM


NO. OF BARS = 5.304477


PROVIDE 12 MM BARS AT 175 MM C/C IN CICUMFERENTIAL DIRECTION ON BOTH T

CHECK FOR STABILITY







FACTOR OF SAFETY AGAINST OVERTURNING = 7.11

FACTOR OF SAFETY AGAINST SLIDING = 21.98 >1.5







39/84

FACTOR OF SAFETY AGAINST OVERTURNING = 11.43

FACTOR OF SAFETY AGAINST SLIDING = 29.40 >1.5


40/84

* B x D

1.1084 Sst = 230 N/SQ.MM

(n/100)

S(Wwx) S(Wwx+Wl)


41/84


42/84

STRESS RING

IN STEEL 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


43/84

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

ECCTY. MAX.CONC. MAX.STEEL.

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

N/SQ.MM N/SQ.MM THETA SIN(2xT) SIN(T) COS(T)

1.427 0.406 5.913 1.711 -0.069 0.990 -0.140

2.235 0.893 18.611 1.886 -0.147 0.951 -0.310

1.797 1.084 16.927 1.746 -0.086 0.985 -0.174

1.559 1.217 14.346 1.606 -0.018 0.999 -0.036

1.441 1.329 12.272 1.484 0.043 0.996 0.087

1.407 1.445 11.186 1.397 0.085 0.985 0.173

1.284 1.473 11.398 1.397 0.085 0.985 0.173

1.415 1.356 8.777 1.310 0.125 0.966 0.258

1.417 1.345 7.250 1.222 0.161 0.940 0.342

1.513 1.396 7.523 1.222 0.161 0.940 0.3421.609 1.459 7.861 1.222 0.161 0.940 0.342

2.10E+05 N/SQ.MM

1.91E+04 N/SQ.MM

RT(2mpaa+p^2+m^2)

CONDN.

0.769 0.8 0.356818 12.6225 -12.26568

0.783 0.7 0.784834 11.04469 -10.25985

0.800 0.75 0.99856 11.83359 -10.83503

0.813 0.79 1.165284 12.46472 -11.29943

0.824 0.76 1.445503 11.99138 -10.54587

0.833 0.7 1.846036 11.04469 -9.198652

0.792 0.7 1.853929 11.04469 -9.190758

0.857 0.8 1.515813 12.6225 -11.10669

0.875 0.8 1.554797 12.6225 -11.0677

0.889 0.8 1.598417 12.6225 -11.02408

0.900 0.8 1.652726 12.6225 -10.96977

N/SQ.MM

* ADJUST K' VALUE UNTIL BALANCE APPROACHE ZE

EVALUATION OF K'


44/84

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 -2.6810040.875 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

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

* ADJUST K' VALUE UNTIL BALANCE APPROACHE ZE

EVALUATION OF K'

* ADJUST K' VALUE UNTIL BALANCE APPROACH ZER

EVALUATION OF K'


45/84

0.769 0.316

0.786 0.320

0.800 0.3230.813 0.327

0.824 0.329

0.833 0.332

0.792 0.321

0.857 0.338

0.875 0.342

0.889 0.345

0.900 0.348

N/SQ.MM

% STEEL STRESS IN STRESS IN

(p) CONCERET STEEL * ADJUST VALUES OF Sc TO GET VALUES

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

a K Sc LHS RHS BALANCE

0.00181 2.450 124.669 0.769 0.156 2.45 132.47 133.27 -0.80

0.00168 2.400 147.343 0.786 0.153 2.40 135.39 136.13 -0.74

0.00157 2.300 164.562 0.800 0.150 2.30 134.89 138.60 -3.71

0.00147 2.300 184.381 0.813 0.147 2.30 139.83 140.77 -0.93

0.00139 2.200 201.550 0.824 0.144 2.20 138.30 142.68 -4.37

0.00131 2.200 219.295 0.833 0.141 2.20 142.69 144.38 -1.68

0.00164 2.200 191.565 0.792 0.152 2.20 126.10 137.16 -11.06

0.00112 2.100 232.925 0.857 0.134 2.10 148.01 148.50 -0.49

0.00098 2.100 252.947 0.875 0.127 2.10 158.87 151.59 7.28

0.00087 2.050 267.299 0.889 0.121 2.05 164.96 154.00 10.96

0.00079 2.000 280.926 0.900 0.116 2.00 169.99 155.93 14.06

N/SQ.MM

EVALUATION OF K'


46/84

TAL WEIGHT

M

M

M

M

T-M

T-M


47/84

2879.716 SQ.MM

1071.98 SQ.MM

E FACES

>1.5 SAFE

SAFE


48/84

>1.5 SAFE

SAFE


49/84


50/84

OF FLAIR

MAX.STEEL. * ADJUST THETA VALUES UNTIL e AND e(THETA) MATCH

STRESS

N/SQ.MM THETA SIN(2xT) SIN(T)

RAD.

19.204 0.210 0.102 0.208

28.592 0.262 0.125 0.259

37.646 0.279 0.133 0.276

18.426 0.786 0.250 0.707

16.644 1.187 0.173 0.92718.259 1.310 0.125 0.966

18.629 1.310 0.125 0.966

17.576 1.397 0.085 0.985

18.018 1.449 0.060 0.993

18.718 1.432 0.069 0.990

19.457 1.467 0.052 0.995


51/84


52/84

DESIGN OF STEEL FLARED CHIMNEY

DATA :



HEIGHT OF ABOVE GROUND= 80.000 M

HEIGHT OF FLAIR = 25.000 M


TOP DIAMETER OF FLAIR =Dtf= 3.000 M

TOP THICKNESS OF FLAIR = 16.000 MM

BOT. THICKNESS OF FLAIR= 16.000 MM

BOTTOM DIA. OF STACK =Dbs= 3.000 M

TOP DIAMETER OF STACK =Dts= 3.000 M

TOP THICKNESS OF STACK= 8.000 MM

BOT. THICKNESS OF STACK= 8.000 MM

CORROSION ALLOWANCE FOR PLATES = 0.000 MM

THICKNESS OF LINING = 0.100 M

DENSITY OF LINING = 2.000 T/M^3

SPACING OF LINING SUPPORT BRACKETS = 2.000 M

SIZE OF LINING SUPPORT BRACKETS = 0.300 0.3 M X M

YIELD STRENGTH OF STEEL = Fy = 250.000 N/SQ.MM





ALLOWABLE BEARING STRESS = 6.25 N/SQ.MM

K= 0.289 J= 0.904 Q=



Dx = INNER DIAMETER AT HEIGHT HxTx = THICKNESS AT Hx

Tx-FIANL=THICKNESS OF SHELL AFTER CORROSION

Ax = CROSS SECTIONAL AREA OF CHIMNEY AT HEIGHT Hx ( WITH CORROSION ALL



I =MOMENT OF INERTIA & Z = SECTION MODULUS

Rg = RADIUS OF GYRATION = 0.707*Dx/Tx-FINAL

He = EFFECTIVE HEIGHT = 2*Hx


53/84

* INDUCED STRESSES

* ALLOWABLE STRESSES


Hx Hx Dx Tx Wwx Wl Wwx+Wl

M M MM T T T

0.000 0.000 3.000 8.000

0.100 8.000 3.000 8.000 4.751 15.082 19.83

0.200 16.000 3.000 8.000 9.501 30.163 39.66

0.300 24.000 3.000 8.000 14.252 45.245 59.50

0.400 32.000 3.000 8.000 19.003 60.326 79.33

0.500 40.000 3.000 8.000 23.753 75.408 99.16

0.600 48.000 3.000 8.000 28.504 90.490 118.99

0.688 55.000 3.000 16.000 49.056 103.686 152.74

0.700 56.000 3.060 16.000 50.446 106.627 157.07

0.800 64.000 3.540 16.000 62.201 131.512 193.71

0.900 72.000 4.020 16.000 75.093 158.809 233.901.000 80.000 4.500 16.000 89.122 188.520 277.64

2. DEAD LOAD + WIND LOAD + TEMPERATURE LOAD





Dxt = Dx + Tx

Vb x Dxt VALUES ARE COMPUTED AS PER TABLE-23 OF IS:875(PART-3)-1987



THETA=NEUTRAL AXIS ANGLE

e(THETA) = ECCENTRICITY DUE TO ANGLE THETA

HEIGHT / DIAMETER = 5.079365079 * REFER TABLE-23 IS

FOR WINDWARD SIDE THE MAX. TESILE STRESSES OCCUR DURING NO LINING CO

FOR LEEWARD SIDE THE MAX. COMPRESSIVE STRESSES OCCUR WITH LINING C

THE MAX. ALLOWABLE STRESS VALUES ARE INCREASED BY 1.33 TO ACCOUNT FO

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 TEMPE

CALCULATION OF SHEAR , MOMENT AND STRESSES

Hx Hx K1 K2 K3 Vb Pz

M T T/SQ.M

0.000 0.00 1.07 1.26 0.90 44.000 0.171


54/84

0.100 8.00 1.07 1.26 0.900 44.000 0.171

0.200 16.00 1.07 1.26 1.000 44.000 0.211

0.300 24.00 1.07 1.20 1.000 44.000 0.192

0.400 32.00 1.07 1.20 1.000 44.000 0.192

0.500 40.00 1.07 1.20 1.000 44.000 0.192

0.600 48.00 1.07 1.15 1.000 44.000 0.176

0.688 55.00 1.07 1.15 1.000 44.000 0.1760.700 56.00 1.07 1.15 1.000 44.000 0.176

0.800 64.00 1.07 1.09 1.000 44.000 0.158

0.900 72.00 1.07 1.09 1.000 44.000 0.158

1.000 80.00 1.07 1.05 1.000 44.000 0.147

3. DEAD LOAD +EARTH QUAKE LOAD + TEMPERATURE LOAD


HEIGHT ABOVE BASE =h'= 80.000 M

MODULUS OF ELASTICITYOF STEEL=E= 2.10E+05 N/SQ.MM =

AREA OF C/S AT BASE=A = 0.226 SQ.MRADIUS OF GYRATION AT BASE =Rg= 1.5908 M

HEIGHT / RADIUS OF GYRATION =K= 50.29 M

CT CV

FOR K= 30 56 1.350

FOR K= 35 65 1.390

FOR K = 50.29 92.52 1.512

NATURAL PERIOD OF VIBRATION = 0.96 SECS


IMPORTANCE FACTOR = 1.5

BASIC HORIZONTAL SEISMIC COEFF.= 0.02


CG OF TOWER FROM BASE = 40.000 M

Hx Hx SHEAR MOMENT TENSLIE COMPVE. ALLOW.

M T T-M STRESS STRESS STRESS.

COMPVE.

0.000 0.00 0.000 0.000

0.100 8.00 2.019 63.228 -10.461 13.721 86.72

0.200 16.00 3.870 89.612 -14.459 20.979 83.69

0.300 24.00 5.551 110.571 -17.505 27.285 79.08

0.400 32.00 7.064 129.841 -20.255 33.295 73.42

0.500 40.00 8.408 149.682 -23.105 39.405 67.23

0.600 48.00 9.583 172.115 -26.410 45.970 60.96

0.688 55.00 10.473 195.523 -13.759 27.139 87.06

0.700 56.00 10.590 199.248 -13.389 26.878 86.40

0.800 64.00 11.428 233.385 -11.124 25.504 80.86

0.900 72.00 12.096 277.082 -9.765 25.055 75.40

1.000 80.00 12.597 333.171 -9.013 25.225 70.34


55/84

DESIGN OF BASE PLATE





ALLOWABLE BEARING STRESS = 6.25 N/SQ.MMK= 0.289 J= 0.904 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


WIND MOMENT AT BASE= 1453.45 T-M

WIDTH OF SUPPORTING BASE PLATE = 0.45 M

THCIKNESS OF BASE PLATE = 36 MM

SIZE OF STIFFENING ANGLE= 150 150 18


AREA OF BASE PLATE = 6.363 SQ.M

MOMENT OF INERTIA = 9.343 M^4

SECTION MODULUS = 3.775 M^3

MAX. COMPVE. STRESS = 5.68 N/SQ.MM < 6.25

MIN. STRESS= -3.71 N/SQ.MM

THE ANCHOR BOLTS ARE PROVIDED ON INSIDE AND OUTSIDE OF CHIMNEY SHELL

SIZE OF ANCHOR BOLT = 40 MM

EDGE DISTANCE = 100 MM

SPACING BETWEEN ROWS OF BOLTS= 0.25 M

MAX. PROJECTION OF BASE PLATE= 0.191 M

MAX. BM IN BASE PLATE = 10.353 T-M * FOR ME

MAX. STRESS IN PLATE = 213.02 N/SQ.MM < 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 *DOUBLE

CAPACITY OF ANCHOR BOLT IN BEARING= 40.50 T


56/84

NO. OF ROWS OF ANCHOR BOLTS = 2

NO. OF ANCHOR BOLTS REQUIRED = 31

SPACING OF ANCHOR BOLTS = 226 MM * ALONG P


TOTAL WT. OF CHIMNEY =Wt= 277.64 TWIND MOMENT AT BASE= 333.17 T-M

WIDTH OF SUPPORTING BASE PLATE = 0.45 M

THCIKNESS OF BASE PLATE = 36 MM

SIZE OF STIFFENING ANGLE= 150 150 18


AREA OF BASE PLATE = 6.363 SQ.M

MOMENT OF INERTIA = 9.343 M^4

SECTION MODULUS = 3.775 M^3

MAX. COMPVE. STRESS = 6.569 N/SQ.MM < 6.25MIN. STRESS= -0.4462 N/SQ.MM

THE ANCHOR BOLTS ARE PROVIDED ON INSIDE AND OUTSIDE OF CHIMNEY SHELL

SIZE OF ANCHOR BOLT = 40 MM

EDGE DISTANCE = 100 MM

SPACING BETWEEN ROWS OF BOLTS= 0.25 M

MAX. PROJECTION OF BASE PLATE= 0.207 M

MAX. BM IN BASE PLATE = 28.149 T-M * FOR ME

MAX. STRESS IN PLATE = 579.20 N/SQ.MM < 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 T

CAPACITY OF ANCHOR BOLT IN SHEAR= 14.14 T *DOUBLE

CAPACITY OF ANCHOR BOLT IN BEARING= 40.50 T

NO. OF ROWS OF ANCHOR BOLTS = 2

NO. OF ANCHOR BOLTS REQUIRED = 4

SPACING OF ANCHOR BOLTS = 1878 MM * ALONG P

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 = 1.80 T/Cu.M

DEPTH OF FOUNDATION = 4.00 M

SBC OF SOIL = 20.00 T/SQ.M


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THICKNESS OF RAFT= 1100.00 MM

DIA. OF CICULAR PEDESTAL= 5.50

HEIGHT OF PEDESTAL = 2.90

LOADS & MOMENTS

PROJECTION OF RAFT SHELL WALL = 4.00 MDIAMETER OF RAFT = 12.50 M

AREA OF RAFT = 122.73 SQ.M

SECTION MODULUS = 191.77 Cu.M


WEIGHT OF LININING = 188.520 T

WEIGHT OF FOUNDATION = 41.646 T * 15 % OF TOTAL WEI


WT.OFCIRCULAR PEDESTAL= 172.270 T








DIA .OF SHAFT/PEDESTAL=2b= 5.50 M b= 2.75










DIA .OF SHAFT/PEDESTAL=2b= 5.50 M b= 2.75






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DESIGN RADIAL BM AT CENTRE OF RAFT = 109.74295 T-M

DESIGN RADIAL BM AT FACE OF SHAFT = 53.980603 T-M



CLEAR COVER = 50 MM

SIZE OF BAR = 25 MMEFFECTIVE DEPTH = 1037.5 MM


AREA OF STEEL FOR RADIAL BM AT CENTRE OF RAFT = 5087.357 SQ.MM

SIZE OF BAR = 25 MM


NO. OF BARS = 10.36254


AREA OF STEEL FOR RADIAL BM AT FACE OF SHAFT = 2502.381 SQ.MM

SIZE OF BAR = 12 MMAREA OF BAR = 113.112 SQ.MM

NO. OF BARS = 22.12303


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


SIZE OF BAR = 12 MM


NO. OF BARS = 5.834925


PROVIDE 12 MM BARS AT 175 MM C/C IN CICUMFERENTIAL DIRECTION ON BOTH T

CHECK FOR STABILITY












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MOMENT DUE TO EARTH QUA. 333.17 T-M





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* B x D

1.1084 Sst = 230 N/SQ.MM

A B

1.176 0.591

1.135 0.591

1.072 0.5910.996 0.591

0.912 0.591

OWANCE) 0.827 0.591

0.755 0.925

0.756 0.917

0.762 0.851

0.767 0.788

0.771 0.731


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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 RAD. OF He / Rg

MM SQ.M M^4 M^3 N/SQ.MM N/SQ.MM GYR. (Rg)

8.000 0.075 0.086 0.0570 0.630 2.630 375.000 1.061 15.087

8.000 0.075 0.086 0.0570 1.260 5.260 375.000 1.061 30.174

8.000 0.075 0.086 0.0570 1.890 7.890 375.000 1.061 45.262

8.000 0.075 0.086 0.0570 2.520 10.520 375.000 1.061 60.349

8.000 0.075 0.086 0.0570 3.150 13.150 375.000 1.061 75.436

8.000 0.075 0.086 0.0570 3.780 15.780 375.000 1.061 90.523

16.000 0.151 0.172 0.1149 3.253 10.128 187.500 1.061 103.725

16.000 0.154 0.183 0.1195 3.279 10.211 191.250 1.082 103.540

16.000 0.178 0.283 0.1596 3.495 10.885 221.250 1.251 102.286

16.000 0.202 0.413 0.2055 3.716 11.574 251.250 1.421 101.33216.000 0.226 0.579 0.2572 3.940 12.273 281.250 1.591 100.581

:875(PART-3)-1987

NDITION

NDITION

R WIND LOAD CONDITION

ATURE EFFECTS.

SHAPE WIND TOTAL WIND WINDWARD LEEWARD ALLOW.

FACTOR PRES. LOAD(T) MOMENT TENSILE COMPVE. STRESS.

Hsx (T-M) COMPVE.

0.700 0.120


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0.700 0.120 2.873 11.493 -1.386 4.646 86.72

0.700 0.148 6.420 51.362 -7.749 14.269 83.69

0.700 0.134 10.147 121.76 -19.468 29.248 79.08

0.700 0.134 12.869 205.91 -33.598 46.638 73.42

0.700 0.134 16.087 321.73 -53.284 69.584 67.23

0.700 0.123 18.516 444.39 -74.170 93.730 60.96

0.700 0.123 20.314 558.64 -45.353 58.733 87.060.700 0.123 20.890 584.93 -45.653 59.142 86.40

0.700 0.111 24.681 789.79 -45.977 60.357 80.86

0.700 0.111 30.102 1083.68 -49.007 64.297 75.40

0.700 0.103 36.336 1453.45 -52.565 68.777 70.34

2.1E+07 T/SQ.M


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ERIPHERY

* ROLLED ANGLE

N/SQ.MM ALLOWABLE BEARING STRESS

ER LENGTH ALONG CICURCUMFERENCE

N/SQ.MM * 1.33 x ALLOWABLE BENDING STRESS WITH WIND LOAD

HEAR

ERIPHERY


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IGHT

M

M

M

M


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E FACES


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ALLOW.

STRESS.

86.937

83.898

79.278

73.604

67.402

61.108

87.283 * FLAIR HEIGHT =TOP OF FLAIR

86.617 * FLAIR PORTION

81.060

75.58870.515


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Documents

Rcc & Steel Chimney