Prepared by :
Date :
Sheet : Job No. : Cont'd :
Verified by :
Revision Notes :
Calculation Sheet Project : Subject : CALCULATION
Note : Enter Data in Cells marked
this only
Design of Self supporting Steel Chimney for Data Wind Loads as per India Standards. Height of Steel Chimney
80.00
m
3.00
m
Outside Diameter at Top Intensity of Wind Pressure upto a height of 30 m as per Is 875
1.50 kn/m2
Recommended height of Flared Portion = H/3
Adopt height of Flared Portion Minimum outside diameter of flared chimney at base = 1.60*Dtop
26.67
m
25.00
m
4.80
m
5.00
m
Consider outside diameter of the chimney at base dbase := Shape factor of Steel chimney circullar in plan.
0.70 Yeild stress of Chimney Steel as per IS 20622006 fy = Temperature of Steel Chimney
250
mpa
400
°C
0.50
Temperature Coefficient Kt External corrosion allowance Tce mm (ref.Table1; IS-6533 part-2:1989 for non-copper bearing steel and design life 20 years) Internal corrosion allowance Tci mm (ref.Table1; IS-6533 part-2:1989 for non-copper bearing steel and design life 20 years) Minimum thickness of the shell without corrosion = Tmin = dtop/500 Consider a shell thickness = TtopA
3
mm
5
mm
6
mm
6 mm
Ttop = TtopA + Tce + Tci = 6 + 3 + 5 =
Thickness of Brick Lining
14
mm
100
mm
Unit wt of Brick lining
20.12 kn/m3
Steel density Allowable tensile stress in steel plate as per IS 800-2007 = 0.6*fy*kt*ηt =
78.50 kn/m3
efficiency of joint on tension side efficiency of joint on tension side
ηt = ηc =
mpa
0.70 1.00 200000
E = Youngs modulus of Elasticity of steel Load Combinations
53
mpa
Reference: clauses 6.5, IS 6533(Part-2):1989
Visit Abqconsultants.com This program Designs and (b) Dead load+ Load due to lining+ Imposed load on service platforms + Wind load Optimises Steel Chimney and the RCC Foundation. (a) Dead load+ Wind load
ρ
2: Forces acting on Steel Chimney :
=
density of steel
=
78.50
kn/m3
Weight of the (platform+ access ladder+ helical strake+ rain cap + Written and programmed by etc) is assumed to be 20% of the self weight of chimney shell. . (π d) . (t) .(h)
1) Self weight of chimney . Ws
=
Ws
=
ρ
:= 1.2 . Ws (compression) A B Quadri ρ 20.12 kn/m3 2) Weight of Lining . = density of lining = www.abqconsultants.com ρ t 100.00 mm Ws = . (π d) . (t) .(h) = thickness of lining =
[email protected] [email protected] 9959010210 Prep By : A B Quadri- Abq Consultants - 9959010210 -
[email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-500028-www.abqconsultants.com 9959010211 Ws (tension)
Ws
9959010211 Wind Pressure , Moment and Shear from Top at every Segment =
25
Each Segment depth
Shear @ Force on each bottom of each segment P @ segment cg
Kn
Moment @ bottom of each segment.
m
kn/m2
m
D*S.f
Kn
0
80.00
1.73
3.00
2.10
11.60
0
0
1
76.80
1.72
3.00
2.10
11.53
12
37
2
73.60
1.71
3.00
2.10
11.46
23
111
3
70.40
1.69
3.00
2.10
11.39
35
222
4
67.20
1.68
3.00
2.10
11.31
46
369
5
64.00
1.67
3.00
2.10
11.23
57
552
6
60.80
1.66
3.00
2.10
11.15
69
771
7
57.60
1.65
3.00
2.10
11.06
80
1026
8
54.40
1.63
3.00
2.10
10.97
91
1317
9
51.20
1.62
3.00
2.10
10.88
102
1642
10
48.00
1.60
3.00
2.10
10.78
113
2002
11
44.80
1.59
3.00
2.10
10.67
123
2397
12
41.60
1.57
3.00
2.10
10.56
134
2826
13
38.40
1.55
3.00
2.10
10.44
145
3289
14
35.20
1.53
3.00
2.10
10.31
155
3785
15
32.00
1.51
3.00
2.10
10.17
165
4314
16
28.80
1.50
3.00
2.10
10.08
176
4876
17
25.60
1.50
3.00
2.10
10.08
186
5470
18
22.40
1.50
3.19
2.23
10.71
196
6096
19
19.20
1.50
3.42
2.39
11.48
206
6756
20
16.00
1.50
3.65
2.55
12.26
218
7454
21
12.80
1.50
3.88
2.71
13.03
230
8190
22
9.60
1.50
4.11
2.88
13.81
243
8968
23
6.40
1.50
4.34
3.04
14.58
257
9790
24
3.20
1.50
4.57
3.20
15.35
272
10659
25
0.00
1.50
4.80
3.36
0.00
287
11577
3.20
m.
90.00
Wind pressure diagram
Kn.m 80.00
70.00
Height in meters
s .no
Nos of horizontal Segments chimney divided into Height from Wind diameter effective D = ground Pressure D*0.7
60.00
50.00
40.00
Wind force
30.00
20.00
10.00
0.00 0.00
0.50
1.00
1.50
2.00
Wind pressure KN/m2 -10.00
90.00
Moment Diagram Shear Diagram
90.00 80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00 Moment Diagram 40.00 Shear Diagram
20.00
30.00
20.00
10.00
10.00
0.00
0.00 0.00
-10.00
Height in meters
30.00
Height in meters
40.00
2000.00
4000.00
6000.00
8000.00
Moment in Kn.m
10000.00
12000.00
0.00
14000.00
-10.00
50.00
100.00
150.00
200.00
250.00
Shear Force in KN
Prep By : A B Quadri- Abq Consultants - 9959010210 -
[email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-500028-www.abqconsultants.com
300.00
350.00
0
0.00
3000
1
3.20
3000
2 3
6.40 9.60
4 12.80 5 16.00
3000 3000 3000 3000
6 19.20
3000
7 22.40
3000
8 25.60
3000
9 28.80
3000
10 32.00
3000
11 35.20
3000
12 38.40
3000
13 41.60
3000
14 44.80 15 48.00 16 51.20 17 54.40 18 57.60
3000 3000 3000 3000 3187
19 60.80
3418
20 64.00
3648
21 67.20
3878
22 70.40
4109
23 73.60
4339
24 76.80 25 80.00
4570 4800
6 6 6 6 6 6 6 8 8 10 10 12 12 14 14 16 16 20 20 20 20 20 20 20 20 20
Allowable stress in bending as per table 3 * kt
Section Modulus Z = 0.77 d2 t
Self wt Ws from top
Wt of Lining from top
mm
Allowable stress in axial compression as per table 3 * kt
mm
ratio h1/D for bending stress = 0.5*h1/D
Thickness of Steel Plate without corrosion
mm
D/t ratio
ratio h1/D for axial stress
diameter of chimney from top
m
Effective height for axial stress h1
Height from top
s .no
4 : Thickness of Chimney Plate without corrosion allowance :
N/mm2
N/mm2
m3
Kn
Kn
500
Ok
0
0.000
0.000
0.00
0.00
0.04158
0
0
500
Ok
6400
2.133
1.067
29.23
29.23
0.04158
14.21
61
500
Ok
12800
4.267
2.133
29.23
29.23
0.04158
28.41
121
500
Ok
19200
6.400
3.200
29.23
29.23
0.04158
42.62
182
500
Ok
25600
8.533
4.267
29.23
29.23
0.04158
56.82
243
500
Ok
32000
10.667
5.333
29.23
29.23
0.04158
71.03
303
500
Ok
38400
12.800
6.400
29.23
29.23
0.04158
85.23
364
375
Ok
44800
14.933
7.467
36.96
36.96
0.05544
132.58
425
375
Ok
51200
17.067
8.533
36.96
36.96
0.05544
151.52
485
300
Ok
57600
19.200
9.600
43.69
43.69
0.06930
213.08
546
300
Ok
64000
21.333
10.667
43.50
43.69
0.06930
236.75
607
250
Ok
70400
23.467
11.733
47.56
49.41
0.08316
312.51
667
250
Ok
76800
25.600
12.800
45.90
49.41
0.08316
340.92
728
214
Ok
83200
27.733
13.867
48.43
54.13
0.09702
430.89
789
214
Ok
89600
29.867
14.933
46.58
54.13
0.09702
464.03
850
188
Ok
96000
32.000
16.000
47.81
57.84
0.11088
568.20
910
188
Ok
102400
34.133
17.067
45.88
57.84
0.11088
606.08
971
150
Ok
108800
36.267
18.133
47.35
62.25
0.13860
804.95
1032
159
Ok
115200
36.145
18.072
46.79
61.37
0.15644
905.49
1160
171
Ok
121600
35.581
17.790
46.29
60.03
0.17987
1024.88
1313
182
Ok
128000
35.088
17.544
45.57
58.53
0.20494
1151.55
1476
194
Ok
134400
34.653
17.327
44.72
56.95
0.23165
1285.50
1647
205
Ok
140800
34.268
17.134
43.79
55.35
0.25999
1426.71
1828
217
Ok
147200
33.923
16.962
42.82
53.76
0.28996
1575.20
2019
228
Ok
153600
33.613
16.807
41.83
52.20
0.32157
1730.97
2218
240
Ok
160000
33.333
16.667
40.84
50.68
0.35482
1894.00
2427
Prep By : A B Quadri- Abq Consultants - 9959010210 -
[email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-500028-www.abqconsultants.com
Total thickness of Steel plate required with internal and external corrosion = SW total
N/mm2
N/mm2
N/mm2
N/mm2
N/mm2
mm
3
4
5
6
Thickness check
Leeward side compressive stress in steel due to (Total dead load = 1.25*Ws) + wt of lining + Wind
2
Windward side tensile stress in steel due to (Total dead load = 1.25*Ws) + wt of lining - Wind
1
Leeward side compressive stress in steel due to (Wind + Self wt of Chimney.)
Compressive stress in steel due to Lining wt N/mm2
Windward side tensile stress in steel due to (Wind + Self wt of Chimney.)
Compressive stress in steel due to Self wt N/mm2
tensile and compreeive stress due to wind.
Height from top
s .no
m
0
0.00
0.000
0.000
0.000
0.000
0.000
0.000
0.000
14
Ok
1
3.20
0.251
1.073
0.892
-0.641
1.144
0.495
2.280
14
Ok
2
6.40
0.502
2.146
2.672
-2.170
3.175
0.102
5.446
14
Ok
3
9.60
0.754
3.219
5.334
-4.580
6.087
-1.172
9.495
14
Ok
4 12.80
1.005
4.292
8.872
-7.867
9.876
-3.323
14.420
14
Ok
5 16.00
1.256
5.365
13.280
-12.024
14.536
-6.345
20.215
14
Ok
6 19.20
1.507
6.438
18.553
-17.045
20.060
-10.230
26.875
14
Ok
7 22.40
1.758
5.634
18.513
-16.754
20.271
-10.681
26.344
16
Ok
8 25.60
2.010
6.438
23.749
-21.740
25.759
-14.799
32.700
16
Ok
9 28.80
2.261
5.795
23.696
-21.435
25.957
-15.075
32.316
18
Ok
10 32.00
2.512
6.438
28.894
-26.382
31.406
-19.316
38.473
18
Ok
11 35.20
2.763
5.902
28.826
-26.062
31.589
-19.470
38.182
20
Ok
12 38.40
3.014
6.438
33.983
-30.969
36.998
-23.777
44.190
20
Ok
13 41.60
3.266
5.979
33.898
-30.632
37.164
-23.837
43.958
22
Ok
14 44.80
3.517
6.438
39.012
-35.495
42.528
-28.177
49.846
22
Ok
15 48.00
3.768
6.036
38.907
-35.139
42.675
-28.161
49.653
24
Ok
16 51.20
4.019
6.438
43.973
-39.954
47.992
-32.511
55.435
24
Ok
17 54.40
4.270
5.473
39.464
-35.193
43.734
-28.653
50.274
28
Ok
18 57.60
4.522
5.795
38.967
-34.445
43.488
-27.520
50.413
28
Ok
19 60.80
4.773
6.116
37.562
-32.789
42.335
-25.479
49.644
28
Ok
20 64.00
5.024
6.438
36.369
-31.345
41.393
-23.651
49.087
28
Ok
21 67.20
5.275
6.760
35.355
-30.080
40.631
-22.001
48.710
28
Ok
22 70.40
5.526
7.082
34.495
-28.968
40.021
-20.504
48.485
28
Ok
23 73.60
5.778
7.404
33.765
-27.987
39.542
-19.138
48.391
28
Ok
24 76.80
6.029
7.726
33.148
-27.119
39.177
-17.886
48.410
28
Ok
25 80.00
6.280
8.048
32.630
-26.350
38.910
-16.732
48.528
28
Ok
Prep By : A B Quadri- Abq Consultants - 9959010210 -
[email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-500028-www.abqconsultants.com
s .no
Check total thickness of Chimney with corrosion allowance : Height diamete r of from chimne top y from top
m
mm
0
0.00
3000
1
3.20
3000
2 3
6.40 9.60
4 12.80 5 16.00 6 19.20
3000 3000 3000 3000 3000
7 22.40
3000
8 25.60
3000
9 28.80
3000
10 32.00
3000
11 35.20
3000
12 38.40
3000
13 41.60
3000
14 44.80
3000
15 48.00
3000
16 51.20
3000
17 54.40
3000
18 57.60
3187
19 60.80
3418
20 64.00
3648
21 67.20
3878
22 70.40
4109
23 73.60
4339
24 76.80 25 80.00
4570 4800
Total thickness of Steel Plate with corrosion allowance.
ratio h1/D Effective for axial height for stress axial stress-h1
D/t ratio
mm 14 14 14 14 14 14 14 16 16 18 18 20 20 22 22 24 24 28 28 28 28 28 28 28 28 28
ratio h1/D Allowable Allowable for bending stress in stress in stress = axial bending as 0.5*h1/D compression per table 3 as per table * kt 3 * kt
mm
Self wt Ws Wt of Lining Section from top Modulus Z (total) from top = 0.77 d2 t
N/mm2
N/mm2
m3
Kn
Kn
214
Ok
0
0.000
0.000
0.00
0.00
0.09702
0
0
214
Ok
6400
2.133
1.067
54.13
54.13
0.09702
33.15
61
214
Ok
12800
4.267
2.133
54.13
54.13
0.09702
66.29
121
214
Ok
19200
6.400
3.200
54.13
54.13
0.09702
99.44
182
214
Ok
25600
8.533
4.267
54.13
54.13
0.09702
132.58
243
214
Ok
32000
10.667
5.333
54.13
54.13
0.09702
165.73
303
214
Ok
38400
12.800
6.400
54.13
54.13
0.09702
198.87
364
188
Ok
44800
14.933
7.467
57.84
57.84
0.11088
265.16
425
188
Ok
51200
17.067
8.533
57.84
57.84
0.11088
303.04
485
167
Ok
57600
19.200
9.600
60.55
60.55
0.12474
383.54
546
167
Ok
64000
21.333
10.667
60.29
60.55
0.12474
426.15
607
150
Ok
70400
23.467
11.733
59.93
62.25
0.13860
520.85
667
150
Ok
76800
25.600
12.800
57.82
62.25
0.13860
568.20
728
136
Ok
83200
27.733
13.867
56.32
62.95
0.15246
677.11
789
136
Ok
89600
29.867
14.933
54.17
62.95
0.15246
729.19
850
125
Ok
96000
32.000
16.000
51.67
62.50
0.16632
852.30
910
125
Ok
102400
34.133
17.067
49.58
62.50
0.16632
909.12
971
107
Ok
108800
36.267
18.133
47.54
62.50
0.19404
1126.93
1032
114
Ok
115200
36.145
18.072
47.65
62.50
0.21901
1267.68
1160
122
Ok
121600
35.581
17.790
48.19
62.50
0.25182
1434.84
1313
130
Ok
128000
35.088
17.544
48.98
62.92
0.28692
1612.18
1476
139
Ok
134400
34.653
17.327
49.39
62.90
0.32431
1799.70
1647
147
Ok
140800
34.268
17.134
49.44
62.49
0.36398
1997.40
1828
155
Ok
147200
33.923
16.962
49.24
61.81
0.40595
2205.29
2019
163
Ok
153600
33.613
16.807
48.84
60.95
0.45020
2423.35
2218
171
Ok
160000
33.333
16.667
48.32
59.96
0.49674
2651.60
2427
Prep By : A B Quadri- Abq Consultants - 9959010210 -
[email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-500028-www.abqconsultants.com
s .no
Height from top
Windward Windward Compressiv Compressiv tensile and Leeward side tensile e stress in compreeive side tensile e stress in side stress in steel due to steel due to stress due compressive stress in steel due to stress in Lining wt to wind. steel due to Self wt (total). (Wind + Self steel due to (Total dead load = wt of (Wind + Self 1.25*Ws) + wt of Chimney.) Chimney.) wt of lining Wind
Leeward side compressive stress in steel due to (Total dead load = 1.25*Ws) + wt of lining + Wind
91
10
11
12
N/mm2
N/mm2
N/mm2
N/mm2
N/mm2
0.000
0.000
0.000
0.000
0.000
0.000
0.251
0.460
0.382
-0.131
0.634
0.391
1.156
6.40
0.502
0.920
1.145
-0.643
1.648
0.403
2.693
9.60
0.754
1.380
2.286
-1.532
3.039
0.036
4.608
4 12.80
1.005
1.840
3.802
-2.797
4.807
-0.707
6.898
5 16.00
1.256
2.299
5.691
-4.435
6.947
-1.822
9.561
6 19.20
1.507
2.759
7.951
-6.444
9.458
-3.308
12.594
7 22.40
1.758
2.817
9.256
-7.498
11.015
-4.242
14.271
8 25.60
2.010
3.219
11.875
-9.865
13.884
-6.144
17.606
9 28.80
2.261
3.219
13.164
-10.904
15.425
-7.119
19.210
10 32.00
2.512
3.577
16.052
-13.540
18.564
-9.336
22.769
11 35.20
2.763
3.541
17.295
-14.532
20.059
-10.300
24.291
12 38.40
3.014
3.863
20.390
-17.376
23.404
-12.759
28.021
13 41.60
3.266
3.805
21.571
-18.306
24.837
-13.685
29.458
14 44.80
3.517
4.097
24.826
-21.309
28.342
-16.332
33.319
15 48.00
3.768
4.024
25.938
-22.170
29.706
-17.204
34.672
16 51.20
4.019
4.292
29.315
-25.296
33.335
-19.999
38.632
17 54.40
4.270
3.909
28.188
-23.918
32.459
-18.941
37.435
18 57.60
4.522
4.139
27.833
-23.312
32.355
-18.043
37.624
19 60.80
4.773
4.369
26.830
-22.057
31.603
-16.495
37.165
20 64.00
5.024
4.599
25.978
-20.954
31.002
-15.099
36.857
21 67.20
5.275
4.829
25.254
-19.979
30.529
-13.831
36.677
22 70.40
5.526
5.059
24.639
-19.113
30.165
-12.672
36.606
23 73.60
5.778
5.289
24.118
-18.340
29.895
-11.607
36.628
24 76.80
6.029
5.519
23.677
-17.648
29.706
-10.622
36.732
25 80.00
6.280
5.749
23.307
-17.027
29.587
-9.708
36.905
7
8
m
N/mm2
N/mm2
0
0.00
0.000
1
3.20
2 3
Prep By : A B Quadri- Abq Consultants - 9959010210 -
[email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-500028-www.abqconsultants.com
10 :- Design of Anchor Bolts (Holding Down Bolts) :-
44
mm dia
Maximum tensile force per unit length of circumferance = *
26.350 Provide M
=
28.0 44
Area at root of threads
n/mm
738
Ok
84 nos
dia Anchor bolt
mm =
mm2
1186
@
Allowable Stress in Anchor bolt = 120 N/mm2 Strength of Anchor Bolt
=
188 mm
*
1186
=
120
Kn
142.32
1000 Spacing of Bolt
=
*
142.32
=
1000
193
mm d2
738 Provide Anchor Bolt at
190
mm spacing Ok
5023
=
mm
Nos of Anchor Bolts Required
=
84
nos
Spacing of Bolt provided
=
188
mm
Ok
9 :- Design of Base Plate :Maximum stress on Chimney base plate due to Load case 1 to 12 = 48.528
28.0
*
1359
=
Ok
n/mm
Allowable Bearing Stress for Steel on Concrete Width of base Plate required
=
1359
=
4.00
N/mm2
mm
Ok
340
=
44
18
dia
4.00 Allowable stress in bending of Base Plate = 0.75 fy 0.75 *
=
250
188 mm
Moment on
187.5
=
A
A
n/mm2 4.00 *
wide plate =
188
290
*
290
*
6000000 = =
188
*
45
Kn.m
t^2
6 .:
t
=
=
[
10511188 * 6* 188 * 187.50
42.31
thk base pl
290
188
Z of plate
10.511
mm
]
Adopt
½
=
t
=
thickness of base plate. Sect A-A 45
mm
Ok
18
thk
45 thk
9 :- Design of Vertical Stiffner Plate :Axial load on stiffner
=
Effective length of stiffner
340
Tensile load on one bolt 0.85 *
=
500
Assume thickness of stiffner , including external corrosion allowance =
= =
18
=
3.464
mm
L/r
425
=
142.32 mm
290
Net thickness of stiffner 122.687
=
fcc
=
3.464 =
Allowable stress in compression σac Allowable Load = σac x A
=
.: Provide Vertical stiffner Plate =
61.71 18
mm 12
= =
π² E
mm
9.870 *
(l/r)²
61.71 *
Kn
Width of stiffner =
mm
r
Fa = 425
mpa
290
*
mm
thick
12
=
215
kn
200000 15052
=
131
>=
142
mpa kn
Ok
Prep By : A B Quadri- Abq Consultants - 9959010210 -
[email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-500028-www.abqconsultants.com
Ok
mm
Height diamete r of from chimne top y from top
m 0 1 2
0.00 3.20 6.40
mm 3000 3000 3000
Assumed thickness of Steel Plate without corrosion
Moment of Inertia I (m4)
Wind Moment at bottom of each segment.
M/EI
Area M/EI
Moment of (Area M/EI) from top
mm
m4
Kn.m
1/mm
mm
mm2
Ok
0.14553
0
Ok
0.14553
37
Ok
0.14553
Ok
6 6 6
deflection mm
s .no
10 :- Deflection of Chimney :height to deflecti on ratio (h/δ)
check less than H/200
mm
90.00
80.00
0.00E+00 0.00E+00 0.00E+00
233
344
Ok
1.27E-09
2.04E-06
4.35E-03
218
352
Ok
111
3.82E-09
8.15E-06
3.91E-02
204
362
Ok
0.14553
222
7.62E-09
1.83E-05
1.46E-01
189
373
Ok
Ok
0.14553
369
1.27E-08
3.25E-05
3.64E-01
174
386
Ok
Ok
0.14553
552
1.90E-08
5.06E-05
7.29E-01
160
400
Ok
Ok
0.14553
771
2.65E-08
7.28E-05
1.28E+00
146
417
Ok
Ok
0.16632
1026
3.53E-08
9.88E-05
2.06E+00
132
437
Ok
Ok
0.16632
1317
3.96E-08
1.20E-04
2.87E+00
118
461
Ok
Ok
0.18711
1642
4.94E-08
1.42E-04
3.87E+00
105
488
Ok
Ok
0.18711
2002
5.35E-08
1.65E-04
5.00E+00
92
521
Ok
Ok
0.20790
2397
6.41E-08
1.88E-04
6.32E+00
80
559
Ok
Ok
0.20790
2826
6.80E-08
2.11E-04
7.77E+00
69
607
Ok
Ok
0.22869
3289
7.91E-08
2.35E-04
9.41E+00
58
664
Ok
Ok
0.22869
3785
8.28E-08
2.59E-04
1.12E+01
48
736
Ok
Ok
0.24948
4314
9.43E-08
2.83E-04
1.31E+01
39
827
Ok
Ok
0.24948
4876
9.77E-08
3.07E-04
1.52E+01
31
944
Ok
Ok
0.29106
5470
1.10E-07
3.32E-04
1.75E+01
23
1095
Ok
Ok
0.34902
6096
1.05E-07
3.43E-04
1.92E+01
17
1295
Ok
Ok
0.43031
6756
9.68E-08
3.22E-04
1.91E+01
12
1562
Ok
Ok
0.52334
7454
8.66E-08
2.93E-04
1.83E+01
8
1935
Ok
Ok
0.62889
8190
7.82E-08
2.64E-04
1.73E+01
5
2491
Ok
Ok
0.74776
8968
7.13E-08
2.39E-04
1.65E+01
3
3413
Ok
Ok
0.88074
9790
6.55E-08
2.19E-04
1.58E+01
1
5248
Ok
Ok
1.02862
10659
6.05E-08
2.02E-04
1.52E+01
0
10703
Ok
Ok
1.19218
11577
5.63E-08
1.87E-04
1.47E+01
0
0
70.00
9.60
4 12.80 5 16.00
3000 3000 3000
6 19.20
3000
7 22.40
3000
8 25.60
3000
9 28.80
3000
10 32.00
3000
11 35.20
3000
12 38.40
3000
13 41.60
3000
14 44.80
3000
15 48.00
3000
6 6 6 8 8 10 10 12 12 14 14 16
60.00
50.00
Deflection Diagram
3
6
40.00
30.00
16 51.20
3000
17 54.40
3000
18 57.60
3187
19 60.80
3418
20 64.00
3648
21 67.20 22 70.40 23 73.60 24 76.80 25 80.00
3878 4109 4339 4570 4800
16 20 20 20 20 20 20 20 20 20
20.00
10.00
0.00 0
Maximum deflection at top = Height to deflection ratio (h/δ) at top
233
mm
=
80000 233
=
344
<=
h
=
400
100
mm
200
Prep By : A B Quadri- Abq Consultants - 9959010210 -
[email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-500028-www.abqconsultants.com
200
Ok
300
10 :- Design of Chimney Foundation :Loads on Foundation :Grade of conc (N/mm2)
M
Grade of Steel (N/mm2)
250
415
Allowable tebsile stress N/mm2
140
230
15
20
25
30
35
modular ratio m
18.67
13.33
10.98
9.33
8.11
7.18
Allowable compressive stress (Direct) N/mm2
4.00
5.00
6.00
8.00
9.00
10.00
SBC of Soil At foundation Base
300
kn/m²
Depth of foundation from NGL
6.00
m
25
kn/m3
40
Allowable compressive stress (Bending) N/mm2
5.00
7.00
8.50
10.00
11.50
13.00
Allowable tebsile stress (Direct) N/mm2
-2.00
-2.80
-3.20
-3.60
-4.00
-4.40
Concrete density
Self Weight of Chimney without corrosion allowance Sw1
=
1894
Kn
100As
Self Weight of Chimney with corrosion allowance
Sw2
=
2652
Kn
bd
Self Weight of Chimney Lining. Weight of the (platform+ access ladder+ helical strake+ rain cap + etc) is assumed to be 20% of the self weight of chimney shell without corrosion allowance
SL
=
2427
Kn
Swp1
Weight of the (platform+ access ladder+ helical strake+ rain cap + etc) is assumed to be 20% of the self weight of chimney shell with corrosion allowance
Swp2
=
=
Moment at foundation top due to wind load
Mwl1
=
Shear at foundation top due to wind load Moment due to wind shear at foundation base
Swl1
=
379
530
Kn
Kn
11577 Kn.m
Mswl1 =
287
Kn
1721
Kn.m
Adopt the diameter of Chimney foundation
D
=
12.00
m
Ok
Adopt the thickness of Chimney foundation
T
=
1450
mm
Ok
Swf1
=
7687
kn
Self wt of Footing
Area Load Combinations
=
Reference: clauses 6.5, IS 6533(Part-2):1989
Permissible Shear Stress in Concrete Tc N/mm2 for grade of concrete
15
20
25
30
35
40
0.25
0.22
0.22
0.23
0.23
0.23
0.23
0.50
0.29
0.30
0.31
0.31
0.31
0.32
0.75
0.34
0.35
0.36
0.37
0.37
0.38
1.00
0.37
0.39
0.40
0.41
0.42
0.42
1.25
0.40
0.42
0.44
0.45
0.45
0.46
1.50
0.42
0.45
0.46
0.48
0.49
0.49
1.75
0.44
0.47
0.49
0.50
0.52
0.52
2.00
0.44
0.49
0.51
0.53
0.54
0.55
2.25
0.44
0.51
0.53
0.55
0.56
0.57
2.50
0.44
0.51
0.55
0.57
0.58
0.60
2.75
0.44
0.51
0.56
0.58
0.60
0.62
3.00
0.44
0.51
0.57
0.60
0.62
0.63
π D²
=
113.10
m²
=
169.65
m²
4
(a) Dead load+ Wind load
=
Z
(b) Dead load+ Load due to lining+ Imposed load on service platforms + Wind load
π D³ 32
e = (M/P) eccentricity < D/8, no F.S due to uplift over turning
WL (Moment)
Kn
Kn.m
kn/m2
kn/m2
m
9581
13299
163.10
6.32
1.388
4.322
Ok
Dl+Wl Sw1+swp1+SL+swf1 +Mwl1+Mswl1
12387
13299
187.91
31.13
1.074
5.588
Ok
Dl+Wl 3 Sw2+swf1+Mwl1+Ms wl1
10338
13299
169.80
13.02
1.286
4.664
Ok
Dl+Wl Sw2+swp2+SL+swf1 +Mwl1+Mswl1
13296
13299
195.95
39.17
1.000
5.999
Ok
s.no
DL (Axial)
DL/A + MWL/Z
Load case
Dl+Wl 1 Sw1+swf1+Mwl1+Ms wl1
2
4
DL/A - MWL/Z
check
Prep By : A B Quadri- Abq Consultants - 9959010210 -
[email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-500028-www.abqconsultants.com
e
Design of Footing slab
P
Data
H
25
N/mm2
Reinforcement Steel Grade fy =
415
N/mm2
S.B.C of Soil
200
Kn/m2
Dia of Footing
5.323
d=
OD =
12.00
A=
200
Level of footing below ground Totd =
m mm
6000 4550
T=
1450
mm
18
mm
Reinforcement cover
20
T
mm
D=
Depth of Footing
Φ=
D
mm
Depth of Soil
Footing Reinforcement dia
Soil filling inside
m
6000
Outer dia of chimney base plate
FGL
c =
Totd
Qs =
A
4550
fc' =
1450
Concrete Grade
200
FFL
75
mm
Actual Loading Pattern.
5323 d
12000 OD
σ
= P'
±
M' Zxx
12000
OD
A
12000
Assume initially
Φ
=
2.40
1
º
=
Layer
0.0419
of
20
mm
Φ
bars
150
+
18
mm
Φ
bars
As
spaced radially along the circumferance. 569
mm2
Spacing between bars at
radians
end. =
Radius of Chimney
=
ro
=
2662
mm
Radius of Foundation
=
fro
=
6000
mm
Bar Spacing at ro
=
111
mm
Length of segment 'PQ'
Bar Spacing at fro
=
251
mm
Length of segment 'RS'
=
73.0
Kn / m2
=
78.4
Kn / m2
Net Uniform pressure
nos =
37699 150
=
251
<=
300
R
Main Reinforcement
under area 'PQRS' Pressure due to
Ok
S
b1
Moment at 'RS'
Area covered by one unit of main reinforcement.
a1
Pressure due to
=
34.8
Kn / m2
P
fro
Moment at 'PQ'
Area of Segment 'PQRS' CG of Segment 'PQRS'
=
0.606
m2
=
1.884
m
Critical Section for Moment
b2 a2
ro
Φ
Q
Footing Outer Dia
A
A rp
from 'PQ'
Chimney Outer dia of base plate
rs
Width of segment RS
=
251
mm
Width of segment PQ
=
111
mm
Line of Punching Shear Line of Shear
fig 9
Prep By : A B Quadri- Abq Consultants - 9959010210 -
[email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-500028-www.abqconsultants.com
2662
2500
838
r
Straight portion
Sloping portion 16
Section A - A
1.52
Φ top radial reinforcement
fig 10
1
Main Radial reinforcement 20
150
Φ
Circullar reinf
nos
16 Φ
200
@
688
75
900
Not Required
1450
Shear Stirrups c/c
Ok
C / L of foundation
cover
critical punching shear section 1375
C/L
critical shear Section 6000
.:
Moment at 'PQ'
.:
k
Mf =
10.98 j
122.90 10.98
=
=
1-
* k
29.39
+
*
8.5
8.5
+
=
=
0.289
1-
j
k
=
d
adopt
.:
Mf
=
8.5
=
1450
mm
d
=
1375
mm
Minimum As required = 20
Φ
1
*
=
8.5
N/mm2
fc'all =
=
Φ
16
j
*
18
Φ
d >=
@
d
mm
*
0.904
533
AΦ
mm
1110
=
=
-
1450
46.04
m3
+
101.79
m3
+
53.92
m3
+
105.72
m3
mm2 =
307.46
m3
75
= Π
mm2 *
20
(
= *
1375
.:
Adopt As =
²
Wt of Footing
18
+
533
mm2
567
²
=
)
=
c/c
=
p%
mm2
569
=
*
569 *
111
>
mm2
567 =
100
d
mm
=
687.5
r
mm
ok
%
0.371
1375
+
d
º
=
3349
mm
0.519052
m2
1.451
m
2 radians
0.0419 =
rps
=
3349
mm
Radius of Foundation
=
fro
=
6000
mm
Bar Spacing at rps
=
140
mm
Length of segment 'a1a2'
Bar Spacing at fro
=
251
mm
Length of segment 'RS'
=
73.0
Net Uniform pressure
=
Kn / m2
Area of Segment 'PQa1a2' =
CG of Segment 'PQa1a2'
under area 'PQRS' =
78.4
Kn / m2
=
43.8
Kn / m2
=
from 'a1a2'
Moment at 'RS' Pressure due to Moment at 'PQ' .:
Punching Shear at 'a1a2'
Allowable Punching Shear stress .:
=
F = 0.16
Depth required for punching shear
√
60.59 fck do
+ =
√
= 25
F
= 0.16 =
8.99
0.16 *
√
620
fck <
69.57
140 1375
N/mm2 69574
= *
Kn
0.8
=
7687
kn
Net Wt of Footing
4
200
volume of footing =
Ok
230
mm 2
1000000
Radius of Punching shear
Pressure due to
1.109
=
Check Punching shear at ro + d/2 from the c/L
2662
2.40
N/mm2
10.98
=
1.109
2 Φ
0.289
*
152293825
dia bars.
Punching Shear : =
N/mm2
*
75
distribution steel
r
25
effective depth
Main radial reinforcement
Provide
=
*
=
567 +
152.29
cover
M Fyall
layer of
N/mm2
fc'
0.904
*
111
R
T
Provide
230
m
= *
As =
.:
415
=
2
b
.:
=
fyall
0.904
=
1*
2
Hence
fy
0.289
3
fc'all
1
Kn .m
= 230
3 R
152.29
=
0.8
*
mm provided
140 OK
Prep By : A B Quadri- Abq Consultants - 9959010210 -
[email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-500028-www.abqconsultants.com
5044
kn
Shear :
Check shear at r + d from the c/L, End of Straight portion, and at three points at sloping portion.
distance from c/L
mm
2662
3349
4037
5162
5581
6000
Reinforcement Spacing
mm
110
140
168
216
232
250
Effective depth
mm
1375
1375
1375
1192
1008
Bar dia
mm 20 + mm2
As p%
Net Uniform pressure
kn/m2
18 20 +
10 20 +
14 20 +
16 20 +
825 14 20 +
14
569
393
468
515
468
468
0.3760
0.2040
0.2026
0.2002
0.2001
0.2270
Ok
Ok
Ok
Ok
Ok
Ok
73.0
73.0
73.0
73.0
73.0
73.0 78.4
Pressure due to moment @ rs
kn/m2
78.4
78.4
78.4
78.4
78.4
Pressure due to moment at section
kn/m2
34.8
43.8
52.7
67.4
72.9
78.4
0.606
0.519
0.413
0.196
0.102
0.000 0.00
Area of Segment 'PQxx'
m2
CG of Segment 'PQxx'
1.89
1.45
1.05
0.43
0.21
M actual / bar
Kn.m
m
153
104
61
12
3
0
M allowable / bar
Kn.m
163
112
134
128
98
80
p% for Shear
Ok
Ok
Ok
Ok
Ok
Ok
0.25
0.25
0.25
0.25
0.25
0.25
Shear Stress tc
N/mm2
0.23
0.23
0.23
Shear allowable
Kn
53
59
54
Shear actual
Kn
52
28
15
Not Reqd
Not Reqd
Not Reqd
Shear Reinf Shear - Vs per main bar Shear - MS bar dia fyall
Kn 230
1
1
1
1
1
1
spacing
mm
0
0
0
Minimum shear s = 2.5Asvfy/b
mm
0
0
0
.: Provided spacing =
mm
0
0
0
Prep By : A B Quadri- Abq Consultants - 9959010210 -
[email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-500028-www.abqconsultants.com
