rcc & steel chimney
TRANSCRIPT
-
8/10/2019 Rcc & Steel Chimney
1/84
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
-
8/10/2019 Rcc & Steel Chimney
2/84
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
-
8/10/2019 Rcc & Steel Chimney
3/84
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
-
8/10/2019 Rcc & Steel Chimney
4/84
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.
M S(Wwx+ ER/EFF.DE K' STRESS STRESS
+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
-
8/10/2019 Rcc & Steel Chimney
5/84
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
MAX. PERMISSIBLE COMPRESSIVE STRESS WITH WI 11.305 N/SQ.MM
5.B. TENSION ZONE- WINDWARD SIDE
THE STRESSES CONSIDERED INCLUDE DEAD LOAD WITH LINING AND WIND LOAD
Hx Hx STRESS a= AX.CONC. AX.STEEL.
M S(Wwx+ ER/EFF.DE K' STRESS STRESS
+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 0.00
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
MAX. PERMISSIBLE COMPRESSIVE STRESS WITH WI 11.305 N/SQ.MM
5.C. NEUTRAL AXIS
THE STRESSES CONSIDERED INCLUDE DEAD LOAD WITH LINING AND WIND LOAD
Hx Hx STRESS a= AX.CONC. AX.STEEL.
M S(Wwx+ ER/EFF.DE K' STRESS STRESS
+WINDLOAD N/SQ.MM N/SQ.MM
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
MAX. PERMISSIBLE COMPRESSIVE STRESS WITH WI 11.305 N/SQ.MM
EVALUATION
* ADJUST K' VALUE UNTIL B
EVALUATION
-
8/10/2019 Rcc & Steel Chimney
6/84
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 .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
-
8/10/2019 Rcc & Steel Chimney
7/84
TOTAL LOAD = 1558.966 T
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
TOTAL LOAD = 1800.272 T
MOMENT DUE TO EARTH QUA. = 1438.37 T-M
MAX. SOIL PRES. = 33.44 T/SQ.M P/A +M/Z
MIN. SOIL PRES. = 8.13 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
THE RADIAL MOMENT IN THE SLAB GOVERNS THE DESIGN
RADIAL BM AT CENTRE OF RAFT = 81.655 T-M
RADIAL BM AT FACE OF SHAFT = 14.2943 T-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
SPACING OF BARS = 154.2457 MM
-
8/10/2019 Rcc & Steel Chimney
8/84
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
SPACING OF BARS = 188.52 MM
PROVIDE 12 MM BARS AT 175 MM C/C IN CICUMFERENTIAL DIRECTION ON BOTH THE FAC
CHECK FOR STABILITY
A. SELF WEIGHT OF CHIMNEY + WIND LOAD
CHIMNEY WITHOUT LINING WITH WIND LOAD IS CONSIDERED
TOTAL VERTICAL LOAD = 1558.97 TTOTAL HORIZONTAL LOAD = 30.804 T
MOMENT DUE TO WIND = 1232.18 T-M
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
MOMENT DUE TO EARTH QUA. = 1438.37 T-M
RESISTING MOMENT = 9451.43 T-M
FACTOR OF SAFETY AGAINST OVERTURNING = 6.57 >1.5 SAFE
FACTOR OF SAFETY AGAINST SLIDING = 21.9643 >1.5 SAFE
-
8/10/2019 Rcc & Steel Chimney
9/84
-
8/10/2019 Rcc & Steel Chimney
10/84
-
8/10/2019 Rcc & Steel Chimney
11/84
-
8/10/2019 Rcc & Steel Chimney
12/84
-
8/10/2019 Rcc & Steel Chimney
13/84
-
8/10/2019 Rcc & Steel Chimney
14/84
-
8/10/2019 Rcc & Steel Chimney
15/84
-
8/10/2019 Rcc & Steel Chimney
16/84
-
8/10/2019 Rcc & Steel Chimney
17/84
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
-
8/10/2019 Rcc & Steel Chimney
18/84
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
-
8/10/2019 Rcc & Steel Chimney
19/84
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'
-
8/10/2019 Rcc & Steel Chimney
20/84
* 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
-
8/10/2019 Rcc & Steel Chimney
21/84
-
8/10/2019 Rcc & Steel Chimney
22/84
S
-
8/10/2019 Rcc & Steel Chimney
23/84
-
8/10/2019 Rcc & Steel Chimney
24/84
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
-
8/10/2019 Rcc & Steel Chimney
25/84
-
8/10/2019 Rcc & Steel Chimney
26/84
-
8/10/2019 Rcc & Steel Chimney
27/84
-
8/10/2019 Rcc & Steel Chimney
28/84
-
8/10/2019 Rcc & Steel Chimney
29/84
-
8/10/2019 Rcc & Steel Chimney
30/84
-
8/10/2019 Rcc & Steel Chimney
31/84
DESIGN OF RCC FLARED CHIMNEY
DATA :
DESIGN CODE : IS 4998 -(PART-1) :1992IS 875 -(PART-3) :1987
LOCATION : HYDERABAD
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
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= 10.98039216
K= 0.289 J= 0.904 Q=
1. DEAD LOAD & SECTIONAL PROPERTIES
Hx = HEIGHT FROM TOP = n x H
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*
Wwx = WEIGHT OF WALL AT Hx
Wl = WEIGHT OF LINING AT Hx
I =MOMENT OF INERTIA
CALCULATION OF LOADS, SECTIONAL AREA , INERTIA AND STRESSES
-
8/10/2019 Rcc & Steel Chimney
32/84
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
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: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
CALCULATION OF STRESS IN HOOP REINFORCEMENT
-
8/10/2019 Rcc & Steel Chimney
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
SOIL FOUNDATION SYSTEM =B= 1
IMPORTANCE FACTOR = 1.5
BASIC HORIZONTAL SEISMIC COEFF.= 0.02
HORIZONTAL SEISMIC COEFF= 0.03
MAX. PERMISSIBLE COMPRESSIVE STRESS WITH WIND LOAD=
-
8/10/2019 Rcc & Steel Chimney
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
-
8/10/2019 Rcc & Steel Chimney
35/84
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= MAX.CONC. MAX.STEEL.
M S(Wwx+Wl) COVER/EFF.DEPTH K' STRESS STRESS
+WINDLOAD N/SQ.MM N/SQ.MM
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
MAX. PERMISSIBLE COMPRESSIVE STRESS WITH WIND LOAD= 11.305
5.B. TENSION ZONE- WINDWARD SIDE
THE STRESSES CONSIDERED INCLUDE DEAD LOAD WITH LINING AND WIND LOAD
Hx Hx STRESS a= MAX.CONC. MAX.STEEL.
M S(Wwx+Wl) COVER/EFF.DEPTH K' STRESS STRESS
+WINDLOAD N/SQ.MM N/SQ.MM
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
MAX. PERMISSIBLE COMPRESSIVE STRESS WITH WIND LOAD= 11.305
5.C. NEUTRAL AXIS
THE STRESSES CONSIDERED INCLUDE DEAD LOAD WITH LINING AND WIND LOAD
-
8/10/2019 Rcc & Steel Chimney
36/84
-
8/10/2019 Rcc & Steel Chimney
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
SELF WEIGHT OF CHIMNEY = 410.026 T
WEIGHT OF LININING = 108.399 T
WEIGHT OF FOUNDATION = 77.764 T * 15 % OF T
WEIGHT OF EARTH = 432.371 T
TOTAL LOAD = 1028.560 T
A. SELF WEIGHT OF CHIMNEY + WIND LOAD
CHIMNEY WITHOUT LINING WITH WIND LOAD IS CONSIDERED
TOTAL LOAD = 920.161 T
MOMENT DUE TO WIND = 628.04 T-M
MAX. SOIL PRES. = 19.46 T/SQ.M * P/A +M/Z
MIN. SOIL PRES. = 5.44 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
THE RADIAL MOMENT IN THE SLAB GOVERNS THE DESIGN
RADIAL BM AT CENTRE OF RAFT = 46.85815 T-M
RADIAL BM AT FACE OF SHAFT = 10.36444 T-M
B. SELF WEIGHT OF CHIMNEY + LINING WIGHT + EARTHQUAKE LOAD
TOTAL LOAD = 1028.560 T
MOMENT DUE TO EARTH QUA. = 436.57 T-M
MAX. SOIL PRES. = 18.79 T/SQ.M * P/A +M/Z
MIN. SOIL PRES. = 9.05 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
THE RADIAL MOMENT IN THE SLAB GOVERNS THE DESIGN
RADIAL BM AT CENTRE OF RAFT = 56.13286 T-M
RADIAL BM AT FACE OF SHAFT = 20.89557 T-M
DESIGN RADIAL BM AT CENTRE OF RAFT = 56.13286
DESIGN RADIAL BM AT FACE OF SHAFT = 20.895566
-
8/10/2019 Rcc & Steel Chimney
38/84
DEPTH OF FOUNDATION REQUIRED = 711.64 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 =
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 MMPROVIDE 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 = 113.112 SQ.MM
NO. OF BARS = 5.304477
SPACING OF BARS = 188.52 MM
PROVIDE 12 MM BARS AT 175 MM C/C IN CICUMFERENTIAL DIRECTION ON BOTH T
CHECK FOR STABILITY
A. SELF WEIGHT OF CHIMNEY + WIND LOAD
CHIMNEY WITHOUT LINING WITH WIND LOAD IS CONSIDERED
TOTAL VERTICAL LOAD = 920.16 T
TOTAL HORIZONTAL LOAD = 25.121 T
MOMENT DUE TO WIND = 628.04 T-M
RESISTING MOMENT = 4462.78 T-M
FACTOR OF SAFETY AGAINST OVERTURNING = 7.11
FACTOR OF SAFETY AGAINST SLIDING = 21.98 >1.5
B. SELF WEIGHT OF CHIMNEY + WEIGHT OF LINING + EARTH QUAKE LOAD
TOTAL VERTICAL LOAD = 1028.56 T
TOTAL HORIZONTAL LOAD = 20.988 T
MOMENT DUE TO EARTH QUA. = 436.57 T-M
RESISTING MOMENT = 4988.52 T-M
-
8/10/2019 Rcc & Steel Chimney
39/84
FACTOR OF SAFETY AGAINST OVERTURNING = 11.43
FACTOR OF SAFETY AGAINST SLIDING = 29.40 >1.5
-
8/10/2019 Rcc & Steel Chimney
40/84
* B x D
1.1084 Sst = 230 N/SQ.MM
(n/100)
S(Wwx) S(Wwx+Wl)
-
8/10/2019 Rcc & Steel Chimney
41/84
-
8/10/2019 Rcc & Steel Chimney
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
-
8/10/2019 Rcc & Steel Chimney
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'
-
8/10/2019 Rcc & Steel Chimney
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'
-
8/10/2019 Rcc & Steel Chimney
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'
-
8/10/2019 Rcc & Steel Chimney
46/84
TAL WEIGHT
M
M
M
M
T-M
T-M
-
8/10/2019 Rcc & Steel Chimney
47/84
2879.716 SQ.MM
1071.98 SQ.MM
E FACES
>1.5 SAFE
SAFE
-
8/10/2019 Rcc & Steel Chimney
48/84
>1.5 SAFE
SAFE
-
8/10/2019 Rcc & Steel Chimney
49/84
-
8/10/2019 Rcc & Steel Chimney
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
-
8/10/2019 Rcc & Steel Chimney
51/84
-
8/10/2019 Rcc & Steel Chimney
52/84
DESIGN OF STEEL FLARED CHIMNEY
DATA :
DESIGN CODE : IS 6533 -(PART-2) :1989IS 875 -(PART-3) :1987
LOCATION : HYDERABAD
HEIGHT OF ABOVE GROUND= 80.000 M
HEIGHT OF FLAIR = 25.000 M
BASE DIAMETER OF FLAIR=Dbf= 4.500 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
GRADE OF CONCRETE =Fck= 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
ALLOWABLE BEARING STRESS = 6.25 N/SQ.MM
K= 0.289 J= 0.904 Q=
1. DEAD LOAD & SECTIONAL PROPERTIES
Hx = HEIGHT FROM TOP = n x H
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
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
-
8/10/2019 Rcc & Steel Chimney
53/84
* INDUCED STRESSES
* ALLOWABLE STRESSES
CALCULATION OF LOADS, SECTIONAL AREA , INERTIA AND 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
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
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
-
8/10/2019 Rcc & Steel Chimney
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
TOTAL WT. OF CHIMNEY =Wt= 277.64 T
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
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 = 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
-
8/10/2019 Rcc & Steel Chimney
55/84
DESIGN OF BASE PLATE
GRADE OF CONCRETE =Fck= 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
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
TOTAL WT. OF CHIMNEY =Wt= 89.12 T
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
BASE DIAMETER OF FLAIR=Dbf= 4.500 M
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
-
8/10/2019 Rcc & Steel Chimney
56/84
NO. OF ROWS OF ANCHOR BOLTS = 2
NO. OF ANCHOR BOLTS REQUIRED = 31
SPACING OF ANCHOR BOLTS = 226 MM * ALONG P
B. SELF WEIGHT OF CHIMNEY + LINING WIGHT + EARTHQUAKE LOAD
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
BASE DIAMETER OF FLAIR=Dbf= 4.500 M
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
-
8/10/2019 Rcc & Steel Chimney
57/84
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
SELF WEIGHT OF CHIMNEY = 89.122 T
WEIGHT OF LININING = 188.520 T
WEIGHT OF FOUNDATION = 41.646 T * 15 % OF TOTAL WEI
WEIGHT OF EARTH = 820.062 T
WT.OFCIRCULAR PEDESTAL= 172.270 T
TOTAL LOAD = 1311.621 T
A. SELF WEIGHT OF CHIMNEY + WIND LOAD
CHIMNEY WITHOUT LINING WITH WIND LOAD IS CONSIDERED
TOTAL LOAD = 1224.831 T
MOMENT DUE TO WIND = 1453.45 T-M
MAX. SOIL PRES. = 17.56 T/SQ.M * P/A +M/Z
MIN. SOIL PRES. = 0.17 T/SQ.M *P/A-M/Z
DIA .OF SHAFT/PEDESTAL=2b= 5.50 M b= 2.75
DIA.OF RAFT SLAB=2a= 12.50 M a= 6.25
THE RADIAL MOMENT IN THE SLAB GOVERNS THE DESIGN
RADIAL BM AT CENTRE OF RAFT = 94.034861 T-M
RADIAL BM AT FACE OF SHAFT = 15.227035 T-M
B. SELF WEIGHT OF CHIMNEY + LINING WIGHT + EARTHQUAKE LOAD
TOTAL LOAD = 1311.621 T
MOMENT DUE TO EARTH QUA. = 333.17 T-M
MAX. SOIL PRES. = 12.42 T/SQ.M * P/A +M/Z
MIN. SOIL PRES. = 8.95 T/SQ.M *P/A-M/Z
DIA .OF SHAFT/PEDESTAL=2b= 5.50 M b= 2.75
DIA.OF RAFT SLAB=2a= 12.50 M a= 6.25
THE RADIAL MOMENT IN THE SLAB GOVERNS THE DESIGN
RADIAL BM AT CENTRE OF RAFT = 109.74295 T-M
RADIAL BM AT FACE OF SHAFT = 53.980603 T-M
-
8/10/2019 Rcc & Steel Chimney
58/84
DESIGN RADIAL BM AT CENTRE OF RAFT = 109.74295 T-M
DESIGN RADIAL BM AT FACE OF SHAFT = 53.980603 T-M
DEPTH OF FOUNDATION REQUIRED = 995.03888 MM
DEPTH OF FOUNDATION ADOPTED = 1100 MM
CLEAR COVER = 50 MM
SIZE OF BAR = 25 MMEFFECTIVE DEPTH = 1037.5 MM
MIN. AREA OF STEEL REQUIRED/FACE = 660 SQ.MM
AREA OF STEEL FOR RADIAL BM AT CENTRE OF RAFT = 5087.357 SQ.MM
SIZE OF BAR = 25 MM
AREA OF BAR = 490.9375 SQ.MM
NO. OF BARS = 10.36254
SPACING OF BARS = 96.50147697 MM
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
SPACING OF BARS = 45.20175789 MM
PROVIDE 20 MM BARS AT 100 MM C/C IN RADIAL DIRECTION ON BOTH THE FACES
MIN. AREA OF STEEL IN RAFT /FACE = 660 SQ.MM
SIZE OF BAR = 12 MM
AREA OF BAR = 113.112 SQ.MM
NO. OF BARS = 5.834925
SPACING OF BARS = 171.3818182 MM
PROVIDE 12 MM BARS AT 175 MM C/C IN CICUMFERENTIAL DIRECTION ON BOTH T
CHECK FOR STABILITY
A. SELF WEIGHT OF CHIMNEY + WIND LOAD
CHIMNEY WITHOUT LINING WITH WIND LOAD IS CONSIDERED
TOTAL VERTICAL LOAD = 1224.83 T
TOTAL HORIZONTAL LOAD = 36.336 T
MOMENT DUE TO WIND = 1453.45 T-M
RESISTING MOMENT = 7655.19 T-M
FACTOR OF SAFETY AGAINST OVERTURNING = 5.27 >1.5 SAFE
FACTOR OF SAFETY AGAINST SLIDING = 20.22 >1.5 SAFE
B. SELF WEIGHT OF CHIMNEY + WEIGHT OF LINING + EARTH QUAKE LOAD
TOTAL VERTICAL LOAD = 1311.62 T
-
8/10/2019 Rcc & Steel Chimney
59/84
TOTAL HORIZONTAL LOAD = 12.597 T
MOMENT DUE TO EARTH QUA. 333.17 T-M
RESISTING MOMENT = 8197.63 T-M
FACTOR OF SAFETY AGAINST OVERTURNING = 24.60 >1.5 SAFE
FACTOR OF SAFETY AGAINST SLIDING = 62.48 >1.5 SAFE
-
8/10/2019 Rcc & Steel Chimney
60/84
-
8/10/2019 Rcc & Steel Chimney
61/84
-
8/10/2019 Rcc & Steel Chimney
62/84
-
8/10/2019 Rcc & Steel Chimney
63/84
-
8/10/2019 Rcc & Steel Chimney
64/84
* 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
-
8/10/2019 Rcc & Steel Chimney
65/84
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
-
8/10/2019 Rcc & Steel Chimney
66/84
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
-
8/10/2019 Rcc & Steel Chimney
67/84
-
8/10/2019 Rcc & Steel Chimney
68/84
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
-
8/10/2019 Rcc & Steel Chimney
69/84
IGHT
M
M
M
M
-
8/10/2019 Rcc & Steel Chimney
70/84
E FACES
-
8/10/2019 Rcc & Steel Chimney
71/84
-
8/10/2019 Rcc & Steel Chimney
72/84
-
8/10/2019 Rcc & Steel Chimney
73/84
-
8/10/2019 Rcc & Steel Chimney
74/84
-
8/10/2019 Rcc & Steel Chimney
75/84
-
8/10/2019 Rcc & Steel Chimney
76/84
-
8/10/2019 Rcc & Steel Chimney
77/84
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
-
8/10/2019 Rcc & Steel Chimney
78/84
-
8/10/2019 Rcc & Steel Chimney
79/84
-
8/10/2019 Rcc & Steel Chimney
80/84
-
8/10/2019 Rcc & Steel Chimney
81/84
-
8/10/2019 Rcc & Steel Chimney
82/84
-
8/10/2019 Rcc & Steel Chimney
83/84
-
8/10/2019 Rcc & Steel Chimney
84/84