Design Report Phase Iv
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REPORT FOR ANALYSIS AND DESIGN OF 275M HIGH RCC TRIPPLE FLUE CHIMNEY
APL Stage-IV
COMPLETED STACK- WITHOUT STRAKES & COMPLETED STACK- WITH STRAKES FOR 3X660MW UNITS
ADANI POWER LIMITED
JOB NO
: K8R04
REPORT NO
: K8R04-SPC-S-06 REV-0
DATE
: December,1, 2008
DEVELOPMENT CONSULTANTS (P) LIMITED 24-B,PARK STREET CALCUTTA - 700016
Page 1 of 127
REPORT FOR ANALYSIS AND DESIGN OF 275M HIGH RCC TRIPPLE FLUE CHIMNEY
PROJECT
: 3X660 MW POWER STATION AT MUNDRA
OWNER
: ADANI POWER LIMITED
DCL JOB NO
: K8R04
PREPARED ON : December, 1, 2008
PREPARED BY
: ------------------( MISS G.MUKHERJEE )
REVIEWED BY
: ------------------( T.K.GHOSH )
APPROVED BY
: ------------------( DR.A.DASGUPTA )
DEVELOPMENT CONSULTANTS (P) LIMITED 24-B,PARK STREET CALCUTTA - 700016
Page 2 of 127
INPUT AND COMPUTED DATA INPUT DATA---------CHIMNEY DETAILS--------------NAME OF THE CHIMNEY
: APL-STAGE-IV
CHIMNEY TYPE
: MULTI FLUE
CHIMNEY MATERIAL SHELL
: CONCRETE M-30
UNIT WEIGHT
: 25000 (N/cu.m)
YOUNG'S MODULUS (DYNAMIC)
: 33500000000 (N/sq.m)
CHIMNEY MATERIAL RAFT
: CONCRETE M-25
FLUE TEMPERATURE
: 135 (DEG. CENT)
TOP OF WIND SHIELD
: 269.5
(m - above FGL)
TOP OF FOUNDATION
: 2.8
(m - below FGL)
SEISMIC DESIGN PARAMETERS [ AS PER IS :1893(Part 1):2002 ] ------------------------SEISMIC ZONE : 5 WIND LOAD PARAMETERS [ AS PER IS :875(Part 3):1987 ] -------------------BASIC WIND VELOCITY : 50 (m/sec) TERRAIN CATEGORY : 1 RETURN PERIOD : 100 (years) LIFE PERIOD : 50 (years)
CHIMNEY SECTION DETAILS----------------------VARIATION OF WIND SHIELD OUTER DIAMETER ALONG HEIGHT ABOVE TOP OF FOUNDATIONHEIGHT (m) DIA (m)
0 30
131.25 22.6
183.5 21.2
272.3 21.2
VARIATION OF WIND SHIELD THICKNESS ALONG HEIGHT ABOVE TOP OF FOUNDATIONHEIGHT (m) THICKNESS (mm)
0 131.25 750 600
OPENING DETAILS --------------NO ELEVATION OF BOTTOM (m) 1 2 3 4 5
12.75 12.75 12.75 2.8 3.1
183.5 400
ELEVATION OF TOP (m) 25.25 25.25 25.25 9.3 5.2
272.3 400
WIDTH
LOCATION
(m)
(deg)
6.5 6.5 6.5 7.5 1
330 210 90 30 150
Note : Location 0.00 deg refers to Plant North
Page 3 of 127
PARAMETERS CONSIDERED FOR SOIL STRUCTURE INTERACTION---------------------------------------------------RADIUS OF FOUNDATION SLAB
= 22.6 (m)
THICKNESS OF FOUNDATION SLAB
= 4.5 (m)
UNIT WEIGHT OF MATERIAL OF SLAB
= 25000 (N/cu.m)
YOUNG'S MODULUS OF MATERIAL OF SLAB
= 32000000000 (N/sq.m)
POISSON'S RATIO OF MATERIAL OF SLAB
= 0.2
UNIT WEIGHT OF FOUNDATION MATERIAL
= 18000 (N/cu.m)
SHEAR MODULUS OF FOUNDATION MATERIAL
= 6000000000 (N/sq.m)
POISSON'S RATIO OF FOUNDATION MATERIAL
= 0.25
DEPTH OF TOP OF RAFT BELOW GROUND LEVEL = 2.8 (m) UNIT WEIGHT OF FILL OUTSIDE STACK
= 18000 (N/cu.m)
DEPTH OF FILL INSIDE STACK
= 2.9 (m)
UNIT WEIGHT OF FILL INSIDE STACK
= 18000 (N/cu.m)
COMPUTED SOIL-SPRING PROPERTIES ------------------------------STIFFNESS
HORIZONTAL VERTICAL ROTATIONAL
: 73416947.0786173 : 81574385.6429081 : 33989327351.2117
RADIATION DAMPING 42.2488901422106 * 65.7189312755079 * 0.428419809965768
MATERIAL DAMPING FOR SOIL-SPRING = 3 (%) * COMPUTED MODAL DAMPING SHALL BE LIMITED TO 20%
DESCRIPTION OF MATHEMATICAL MODEL --------------------------------A CANTILEVER MODEL IS CONSIDERED FOR STATIC AS WELL AS FOR DYNAMIC ANALYSIS ORIGIN OF CO-ORDINATE SYSTEM IS AT TOP OF RAFT NUMBER OF BEAM ELEMENTS NUMBER OF BOUNDARY ELEMENTS NUMBER OF NODES
: 49 : 3 : 50
Page 4 of 127
STACK GEOMETRY -------------NODE NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
HT ABOVE RAFT (m) 272.3 270.8 264.42 258.36 252.29 246.22 240.16 234.09 228.02 221.66 215.28 208.92 202.54 196.18 189.84 183.5 177.11 170.72 164.32 157.96 151.58 145.22 138.84 132.48 131.25 125.01 118.77 112.52 106.28 100.04 93.8 87.62 81.45 75.28 69.1 62.92 56.75 50.58 43.75 38.43 33.12 27.8 25.25 19 12.75 9.3 5.2 3.1 2.8 0
OUTER DIA (m)
THICKNESS
21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.37 21.54 21.71 21.88 22.06 22.23 22.4 22.57 22.6 22.95 23.3 23.66 24.01 24.36 24.71 25.06 25.41 25.76 26.1 26.45 26.8 27.15 27.53 27.83 28.13 28.43 28.58 28.93 29.28 29.48 29.71 29.83 29.84 30
Page 5 of 127
NO. OF OPENINGS
(mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 3 3 1 2 2 1 0
COMPUTED NODAL TRANSLATIONAL & ROTATIONAL MASS ______________________________________________ NODE CONTRIBUTION CONTRIBUTION FROM NO FROM CONCENTRATED MASS DISTRIBUTED MASS HORZ. VERT. (ton) MASS MASS (ton) (ton) 1 49.97 0 0 2 262.36 122.97 122.97 3 414.5 402.65 1600.61 4 404.23 0 0 5 404.23 0 0 6 404.23 0 0 7 404.23 0 0 8 404.22 0 0 9 414.33 82.41 82.41 10 424.44 0 0 11 424.44 0 0 12 424.44 0 0 13 424.44 0 0 14 423.36 507.74 81.23 15 422.27 0 0 16 428.94 0 0 17 455.16 0 0 18 484.76 0 0 19 513.82 81.23 81.23 20 543.12 0 0 21 573.62 0 0 22 604.49 0 0 23 635.71 0 0 24 392.71 553.08 82.41 25 397.51 0 0 26 678.16 0 0 27 696.71 0 0 28 715.51 0 0 29 734.56 0 0 30 753.84 0 0 31 769.17 89.86 89.86 32 784.48 0 0 33 804.08 0 0 34 823.92 0 0 35 844 0 0 36 864.31 0 0 37 884.86 0 0 38 954.09 386.94 100.1 39 911.54 416.15 91.85 40 815.56 0 0 41 831.48 0 0 42 624.95 86.43 396.27 43 710.97 0 0 44 1028.02 0 0 45 812.76 0 0 46 642.83 0 0 47 533.78 0 0 48 208.17 0 0 49 270.49 0 0 50 32803.68 0 0
Page 6 of 127
TOTAL TRANSLATIONAL HORZ. MASS (ton) 49.97 385.33 817.15 404.23 404.23 404.23 404.23 404.22 496.74 424.44 424.44 424.44 424.44 931.1 422.27 428.94 455.16 484.76 595.05 543.12 573.62 604.49 635.71 945.79 397.51 678.16 696.71 715.51 734.56 753.84 859.03 784.48 804.08 823.92 844 864.31 884.86 1341.03 1327.69 815.56 831.48 711.38 710.97 1028.02 812.76 642.83 533.78 208.17 270.49 32803.68
TOTAL ROTATIONAL
VERT. MASS MASS (ton.m.m) (ton) 49.97 0 385.33 0 2015.11 0 404.23 0 404.23 0 404.23 0 404.23 0 404.22 0 496.74 0 424.44 0 424.44 0 424.44 0 424.44 0 504.59 0 422.27 0 428.94 0 455.16 0 484.76 0 595.05 0 543.12 0 573.62 0 604.49 0 635.71 0 475.12 0 397.51 0 678.16 0 696.71 0 715.51 0 734.56 0 753.84 0 859.03 0 784.48 0 804.08 0 823.92 0 844 0 864.31 0 884.86 0 1054.19 0 1003.39 0 815.56 0 831.48 0 1021.22 0 710.97 0 1028.02 0 812.76 0 642.83 0 533.78 0 208.17 0 270.49 0 32803.68 5273516.27
EIGEN SOLUTION -------------EIGEN SOLUTION RESULTS ---------------------FREQUENCIES ----------MODE
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
CIRCULAR (rad/sec) 1.98 8.34 20.43 24.01 37.78 56.56 83.72 89.16 140.14 140.82 144.47 179.42 209.53 242.19 254.35 262.68 306.22 352.82 380.94 458.55
NATURAL (Hertz) 0.31 1.33 3.25 3.82 6.01 9 13.32 14.19 22.3 22.41 22.99 28.56 33.35 38.55 40.48 41.81 48.74 56.15 60.63 72.98
PERIOD (secs) 3.1801 0.753 0.3075 0.2617 0.1663 0.1111 0.0751 0.0705 0.0448 0.0446 0.0435 0.035 0.03 0.0259 0.0247 0.0239 0.0205 0.0178 0.0165 0.0137
EIGEN SOLUTION RESULTS MODAL PARTICIPATION FACTORS
MODES
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
FREQ. (Hz) 0.31 1.33 3.25 3.82 6.01 9 13.32 14.19 22.3 22.41 22.99 28.56 33.35 38.55 40.48 41.81 48.74 56.15 60.63 72.98
MODAL PARTICIPATION FACTORS HRZL.DIR VERT.DIR 3806.78 2724.12 -1931.01 0 1511.95 1212.77 -422.27 0 0 -5142.94 2516.05 1267.06 -67.34 0 -12.78 8.7 -1.49 -0.32 -0.32 0
Page 7 of 127
0 0 0 4504.69 0 0 0 2493.18 6113.66 0 0 0 0 284.95 0 0 0 0 0 -16.09
FREQUENCY GROUPING -----------------MODE NO.
FREQUENCY (Hz) 0.31 1.33 3.25 3.82 6.01 9 13.32 14.19 22.3 22.41 22.99 28.56 33.35 38.55 40.48 41.81 48.74 56.15 60.63 72.98
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
GROUP NO. 1 2 3 4 5 6 7 7 8 8 8 9 10 11 11 11 12 13 13 14
Note : Frequencies in the same group lies within 110% of the first frequency of the group
SEISMIC ANALYSIS AS PER IS: 1893(PART-I)-2002 --------------------------------------------RESPONSE SPECTRUM METHODIMPORTANCE FACTOR (I)
: 1.5
TYPE OF FOUNDATION SOIL
: HARD
PEAK GROUND ACCN (PGA)
: 0.36 g
RESPONSE REDUCTION FACTOR
: 3
S P A T I A L X (HORZ) 1
F A C T O R S
Y (HORZ)
Z (VERT)
1
0.5
DAMPING IN SUB SYSTEMS ---------------------(%) DAMPING IN SHELL : 5 (%) DAMPING IN SOIL HORIZONTAL
: : 45.25
* VERTICAL
: 68.72
ROTATIONAL
: 3.43
*
* COMPUTED MODAL DAMPING SHALL BE LIMITED TO 20%
Page 8 of 127
MODAL DAMPING _____________ MODE (%) NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5
Page 9 of 127
DEFLECTION RESPONSE OF STACK NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
HORIZONTAL (mm) 197.46 195.64 187.91 180.57 173.27 166.02 158.85 151.75 144.76 137.53 130.44 123.49 116.71 110.1 103.69 97.46 91.38 85.51 79.85 74.32 68.99 63.85 58.91 54.17 53.28 48.88 44.67 40.65 36.82 33.18 29.73 26.38 23.2 20.21 17.4 14.79 12.39 10.2 7.97 6.39 4.97 3.72 3.18 2.02 1.11 0.72 0.36 0.22 0.21 0.11
VERTICAL (mm) 3.28 3.27 3.25 3.22 3.2 3.15 3.1 3.05 3 2.93 2.85 2.78 2.71 2.57 2.44 2.3 2.17 2.04 1.92 1.81 1.71 1.61 1.51 1.42 1.41 1.32 1.24 1.16 1.09 1.01 0.94 0.87 0.8 0.73 0.67 0.6 0.54 0.48 0.42 0.37 0.32 0.27 0.25 0.19 0.14 0.11 0.08 0.07 0.07 0.05
ROTATION (radians) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Response Computed using SRSS for Spatial Combination & 10% Grouping CSM for Modal Combination
Page 10 of 127
SEISMIC RESPONSE MEMBER FORCES ELMN NO
NODE NO
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
1
END 1 END 2
1 2
386.47 386.47
145.43 145.43
0.3 218.18
2
END 1 END 2
2 3
386.46 386.46
145.45 145.45
218.19 1145.45
3
END 1 END 2
3 4
386.46 386.46
489.66 489.66
1145.41 4110.43
4
END 1 END 2
4 5
386.46 386.46
489.64 489.64
4110.45 7080.07
5
END 1 END 2
5 6
819 819
623.33 623.33
7080.08 10830.51
6
END 1 END 2
6 7
818.99 818.99
623.32 623.32
10830.52 14596.95
7
END 1 END 2
7 8
819 819
659.15 659.15
14596.95 18465.76
8
END 1 END 2
8 9
818.99 818.99
659.14 659.14
18465.75 22380.18
9
END 1 END 2
9 10
1095.39 1095.39
653.15 653.15
22380.18 26097.05
10
END 1 END 2
10 11
1095.39 1095.39
653.15 653.15
26097.03 29930.9
11
END 1 END 2
11 12
1095.39 1095.39
652.45 652.45
29930.92 33216.08
12
END 1 END 2
12 13
1095.39 1095.39
652.45 652.45
33216.08 36678.37
13
END 1 END 2
13 14
1890.37 1890.37
665.22 665.22
36678.36 39778.77
14
END 1 END 2
14 15
1890.37 1890.37
704.2 704.2
39778.81 42291.1
15
END 1 END 2
15 16
1890.37 1890.37
799.63 799.63
42291.06 44386.78
16
END 1 END 2
16 17
1890.37 1890.37
799.63 799.63
44386.81 46961.85
17
END 1 END 2
17 18
1890.37 1890.37
799.62 799.62
46961.8 49928.74
18
END 1 END 2
18 19
1890.37 1890.37
799.63 799.63
49928.77 53222.09
19
END 1 END 2
19 20
1890.37 1890.37
837.25 837.25
53222.11 53035.21
Page 11 of 127
SEISMIC RESPONSE MEMBER FORCES ELMN NO
NODE NO
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
20
END 1 END 2
20 21
1890.37 1890.37
837.25 837.25
53035.17 53383.11
21
END 1 END 2
21 22
1890.37 1890.37
837.24 837.24
53383.2 54255.65
22
END 1 END 2
22 23
1890.37 1890.37
837.25 837.25
54255.58 55627.95
23
END 1 END 2
23 24
1890.37 1890.37
837.25 837.25
55628.02 57464.54
24
END 1 END 2
24 25
1890.38 1890.38
837.26 837.26
57464.42 57867.3
25
END 1 END 2
25 26
1890.37 1890.37
837.25 837.25
57867.33 60150.1
26
END 1 END 2
26 27
1890.37 1890.37
837.25 837.25
60150.09 62785.78
27
END 1 END 2
27 28
1890.37 1890.37
837.24 837.24
62785.81 65731.99
28
END 1 END 2
28 29
1890.37 1890.37
837.25 837.25
65732.01 68949.01
29
END 1 END 2
29 30
1890.37 1890.37
837.25 837.25
68948.97 72400.57
30
END 1 END 2
30 31
1890.37 1890.37
837.25 837.25
72400.54 76054.72
31
END 1 END 2
31 32
1890.37 1890.37
1459.74 1459.74
76054.79 76846.92
32
END 1 END 2
32 33
1890.37 1890.37
1459.74 1459.74
76846.91 78670.69
33
END 1 END 2
33 34
1890.37 1890.37
1459.74 1459.74
78670.73 81456.79
34
END 1 END 2
34 35
1890.37 1890.37
1459.74 1459.74
81456.78 85110.74
35
END 1 END 2
35 36
1890.37 1890.37
1459.74 1459.74
85110.74 89526.34
36
END 1 END 2
36 37
1890.37 1890.37
1459.74 1459.74
89526.3 94596.99
37
END 1 END 2
37 38
1890.37 1890.37
1459.74 1459.74
94597 100223.36
38
END 1 END 2
38 39
1890.37 1890.37
1905.12 1905.12
100223.38 106478.21
Page 12 of 127
SEISMIC RESPONSE MEMBER FORCES ELMN NO
NODE NO
39
END 1 END 2
39 40
AXIAL FORCE (tonne) 1890.37 1890.37
40
END 1 END 2
40 41
1890.37 1890.37
2096.94 2096.94
111926.34 118177.85
41
END 1 END 2
41 42
1890.37 1890.37
2096.94 2096.94
118177.87 125112.19
42
END 1 END 2
42 43
1890.37 1890.37
2096.94 2096.94
125112.16 128648.42
43
END 1 END 2
43 44
1890.37 1890.37
2096.94 2096.94
128648.46 137810.37
44
END 1 END 2
44 45
1890.37 1890.37
2096.94 2096.94
137810.37 147568.62
45
END 1 END 2
45 46
1890.37 1890.37
2096.94 2096.94
147568.6 153169.35
46
END 1 END 2
46 47
1890.37 1890.37
2096.94 2096.94
153169.35 159995.83
47
END 1 END 2
47 48
1890.37 1890.37
2096.94 2096.94
159995.84 163557.02
48
END 1 END 2
48 49
1890.37 1890.37
2096.94 2096.94
163557.01 164069.09
49
END 1 END 2
49 50
1890.37 1890.37
2096.94 2096.94
164119.95 168938.28
50
END 1
50
9131.13
172263.75
3804638.76
Page 13 of 127
SHEAR FORCE (tonne) 2096.94 2096.94
BENDING MOMENT (te.m) 106478.2 111926.37
DESIGN LOADS (SEISMIC) NODE NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
386.47 386.47 386.46 386.46 819 819 819 819 1095.39 1095.39 1095.39 1095.39 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.38 1890.38 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37
145.43 145.45 489.66 489.66 623.33 623.33 659.15 659.15 659.14 653.15 653.15 652.45 665.22 704.2 799.63 799.63 799.63 799.63 837.25 837.25 837.25 837.25 837.25 837.26 837.26 837.25 837.25 837.25 837.25 837.25 1459.74 1459.74 1459.74 1459.74 1459.74 1459.74 1459.74 1905.12 2096.94 2096.94 2096.94 2096.94 2096.94 2096.94 2096.94 2096.94 2096.94 2096.94 2096.94 2096.94
0.3 218.19 1145.45 4110.45 7080.08 10830.52 14596.95 18465.76 22380.18 26097.05 29930.92 33216.08 36678.37 39778.81 42291.1 44386.81 46961.85 49928.77 53222.11 53035.21 53383.2 54255.65 55628.02 57464.54 57867.33 60150.1 62785.81 65732.01 68949.01 72400.57 76054.79 76846.92 78670.73 81456.79 85110.74 89526.34 94597 100223.38 106478.21 111926.37 118177.87 125112.19 128648.46 137810.37 147568.62 153169.35 159995.84 163557.02 164119.95 168938.28
1890.37
2096.94
178374.5
Page 14 of 127
WIND ANALYSIS WITHOUT STRAKES
Page 15 of 127
WIND ANALYSIS --------------
STOCHASTIC METHOD FOR STATIONARY -------------------------------ERGODIC RANDOM PROCESSES ------------------------
1. FOR ALONG WIND EXCITATION (AS PER DAVENPORT)
Sn=4*Cf*((x*Ut)**2)/(n*(1+x**2)**1.33333) Where, Sn=Power Spectral Density Function At Frequency n n =frequency,Hz Cf=terrain friction-drag coefficient Ut=mean hourly wind speed at the top of chimney,(m/sec) x =1220*n/Ut
2. FOR CROSS WIND APERIODIC (WIDE BAND) EXCITATION
Sl=4.8*(1+682.2*St**2)/(1+227.4*St**2)**2 Where, Sl=Power Input Density Function At Strouhal Number, `St'
3. FOR CROSS WIND NARROW BAND RESPONSE
Use Time Average RMS Value of Lift force coefficient
Page 16 of 127
DESIGN WIND VELOCITIES ----------------------
NODE NO
SHORT GUST VELOCITY (m/sec)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
69.28 69.25 69.12 68.98 68.85 68.72 68.59 68.46 68.33 68.19 68.06 67.92 67.78 67.65 67.51 67.37 67.24 67.1 66.96 66.82 66.66 66.39 66.11 65.84 65.79 65.52 65.25 64.98 64.71 64.38 63.98 63.58 63.18 62.78 62.39 61.99 61.59 61.03 60.12 59.4 58.69 57.84 57.42 55.8 53.26 53.26 53.26 53.26 53.26 0
Page 17 of 127
HOURLY MEAN VELOCITY (m/sec) 58.31 58.3 58.23 58.16 58.09 57.96 57.83 57.7 57.57 57.43 57.3 57.16 57.02 56.82 56.61 56.41 56.2 55.99 55.79 55.58 55.36 55.09 54.81 54.54 54.49 54.22 53.95 53.68 53.41 53.08 52.68 52.28 51.88 51.49 51.09 50.69 50.29 49.74 48.82 48.1 47.39 46.54 46.13 44.5 41.96 41.96 41.96 41.96 41.96 0
CHECK OF INSTABILITY PARAMETERS -------------------------------
INSTABILITY CRITERIA
CRITICAL PARAMETER
INFERENCE
ASPECT RATIO
CRITICAL VELOCITY = 27.8 (m/s) < 58.31 (m/s)
VALUE OF Cs SHALL BE CHECKED
NON-DIMENSIONAL DAMPING PARAMETER
Cs = 18.32 <= 20
GALLOPING
OVALLING
LARGE OSCILLATION OF STACK LIKELY
U/n1D = 7.15 < 0.75*Cs
Uo = 64.89 > 58.31
GALLOPING RESPONSE IS UNLIKELY
(m/s) at top (m/s)
OVALLING IS UNLIKELY
DAMPING IN SUB SYSTEMS -WIND ----------------------------(%) DAMPING IN SHELL : 0.9549 (%) DAMPING IN SOIL HORIZONTAL VERTICAL ROTATIONAL
: : 45.25 : 68.72 : 3.43
* *
* COMPUTED MODAL DAMPING SHALL BE LIMITED TO 20%
MODAL DAMPING -WIND ___________________ MODE NO
FREQ. (Hz)
1 2 3 5 6 7 10 11 12 13
0.31 1.33 3.25 6.01 9 13.32 22.41 22.99 28.56 33.35
STRUCTURAL AERODYNAMIC TOTAL DAMPING TOTAL DAMPING DAMPING DAMPING ALONG WIND ACROSS WIND (%) (%) (%) (%) 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
0.43 0.08 0.03 0.02 0.01 0.01 0 0.01 0 0
1.39 1.04 0.99 0.97 0.97 0.96 0.96 0.96 0.96 0.96
0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Note : Only those modes listed have significant contribution, hence,have been chosen for wind response calculation
Page 18 of 127
DRAG COEFFICIENTS FOR ALONG WIND RESPONSE NODE NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
DESIGN VELOCITY CORRESPONDING TO HOURLY MEAN SPEED 58.31 58.3 58.23 58.16 58.09 57.96 57.83 57.7 57.57 57.43 57.3 57.16 57.02 56.82 56.61 56.41 56.2 55.99 55.79 55.58 55.36 55.09 54.81 54.54 54.49 54.22 53.95 53.68 53.41 53.08 52.68 52.28 51.88 51.49 51.09 50.69 50.29 49.74 48.82 48.1 47.39 46.54 46.13 44.5 41.96 41.96 41.96 41.96 41.96 0
Page 19 of 127
REYNOLD'S NUMBER
82418313.41 82395501.81 82298552.51 82206291.75 82106299.38 81921777.86 81737256.35 81552734.83 81368219.39 81174472.87 80980726.34 80786979.81 80589355.31 80298735.51 80009598.47 79720461.44 80070651.73 80415756.2 80756527.49 81091380.39 81402330.43 81625746.03 81843290.61 82054595.09 82094417.38 82961628.16 83816234 84658234.9 85487986.94 86208370.68 86789894.14 87346439.4 87884827.18 88404363.03 88905736.09 89388262.54 89852620.89 90016482.69 89607368.18 89256157.11 88876044.84 88212743.35 87874792.86 85829797.77 81918244.39 82462666.91 83109203.63 83440445.29 83487725.56 0
DRAG COEFFICIENT
0.9 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8
DRAG COEFFICIENTS FOR EQUIVALENT STATIC RESPONSE NODE NO
DESIGN VELOCITY CORRESPONDING TO SHORT GUST SPEED
REYNOLD'S NUMBER
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
69.28 69.25 69.12 68.98 68.85 68.72 68.59 68.46 68.33 68.19 68.06 67.92 67.78 67.65 67.51 67.37 67.24 67.1 66.96 66.82 66.66 66.39 66.11 65.84 65.79 65.52 65.25 64.98 64.71 64.38 63.98 63.58 63.18 62.78 62.39 61.99 61.59 61.03 60.12 59.4 58.69 57.84 57.42 55.8 53.26 53.26 53.26 53.26 53.26 0
97922598.04 97876974.84 97683076.23 97498554.71 97314033.2 97129511.68 96944990.16 96760468.64 96575953.21 96382206.68 96188460.15 95994713.62 95800967.1 95607220.57 95414462.54 95221704.51 95795136.47 96364979.41 96932132.03 97494148.26 98014598.9 98366512.67 98712630.75 99052508.73 99117036.41 100249302.92 101368964.5 102476021.13 103570904.24 104556343.71 105402922.91 106221661.69 107022318.32 107804047.7 108567689.61 109312409.59 110039036.78 110465092.1 110345814.04 110220416.3 110066042.04 109628553.87 109398915.44 107619277.38 103973156.34 104664154.16 105484758.45 105905180.56 105965190.13 0
Page 20 of 127
DRAG COEFFICIENT
0.9 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8
ALONG WIND RESPONSE NODE NO
DISPLACEMENT (mm)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
-32.24 -30.59 -23.52 -16.57 -9.43 -2.2 5 12.09 18.97 25.87 32.34 38.29 43.64 48.33 52.31 55.72 58.75 61.52 63.75 65.37 66.44 66.72 66.25 64.78 64.26 60.97 57.5 53.63 49.32 44.44 39.09 33.66 28.36 23.53 19.26 15.48 12.2 9.45 6.92 5.28 3.91 2.78 2.33 1.39 0.7 0.43 0.19 0.1 0.09 0.01
0
- QUASISTATIC PART SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
2.98 16.86 38.75 60.05 81.29 102.44 123.5 144.46 165.84 187.65 209.34 230.94 252.43 273.71 294.79 315.8 336.92 358.04 379.15 400.23 421.3 442.33 463.31 475.79 488.05 508.66 529.38 550.21 571.13 592.11 612.95 633.65 654.32 674.96 695.55 716.09 736.57 757.94 777.43 794.19 810.63 822.49 835.58 853.11 865.35 874.94 882.88 885.96 889.95 889.95
0 4.47 111.97 347.06 711.34 1204.52 1826 2575.22 3451.55 4507.96 5703.26 7036.79 8507.88 10115.87 11850.53 13718.74 15737.23 17890.69 20179.17 22594.35 25143.8 27827.51 30645.17 33596.48 34179.32 37225.59 40400.52 43704.78 47139.02 50703.87 54399.5 58184.43 62097.21 66137.64 70305.49 74600.49 79022.33 83570.66 88743.58 92876.97 97099.46 101409.26 103506.61 108728.99 114060.91 117046.37 120633.62 122487.66 122753.45 125245.31
889.95
129250.08
Page 21 of 127
ALONG WIND RESPONSE NODE NO
DISPLACEMENT (mm)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
- FLUCTUATING PART SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
187.22 185.58 178.62 171.98 165.34 158.7 152.07 145.46 138.88 132 125.19 118.45 111.79 105.24 98.83 92.56 86.4 80.43 74.65 69.05 63.66 58.47 53.51 48.76 47.87 43.47 39.28 35.31 31.55 28.01 24.68 21.58 18.69 16.01 13.55 11.29 9.24 7.41 5.62 4.4 3.33 2.41 2.03 1.22 0.62 0.37 0.16 0.08 0.07 0.01
3.84 33.18 92.64 120.76 147.64 173.29 197.77 221.09 248.39 270.5 291.41 311.16 329.76 368.22 384.62 400.2 415.62 430.92 448.39 463.2 477.7 491.81 505.47 524.15 531.9 544 555.31 565.83 575.58 584.53 593.63 600.96 607.54 613.37 618.47 622.89 626.66 631.36 635 636.8 638.24 639.15 639.94 640.65 640.96 641.11 641.17 641.18 641.19 641.19
0 5.77 217.29 779.23 1511.79 2407.27 3458.18 4657.27 5997.42 7577.73 9298.34 11151.62 13130.07 15226.38 17552.55 19982.28 22531.98 25179.72 27924.42 30769.64 33707.97 36737.12 39854.46 43057 43694.75 46991.67 50362.46 53802.29 57306.37 60869.89 64487.95 68121.95 71800.36 75518.68 79272.55 83057.71 86870.07 90705.72 94975.95 98321.1 101676.19 105039.34 106654.92 110620.3 114591.45 116785.26 119393.67 120730.1 120921.04 122703.39
0
672.31
125728.79
Page 22 of 127
CROSS WIND RESPONSES CALCULATED ONLY FOR MODES HAVING CRITICAL VELOCITIES LESS THAN 1.45*DESIGN VELOCITY CROSS WIND RESPONSE NARROW BAND MODE NO 1 NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
DISPLACEMENT (mm) 368.81 365.59 351.88 338.79 325.72 312.64 299.59 286.56 273.6 260.06 246.64 233.35 220.23 207.32 194.69 182.33 170.19 158.42 147.04 136.01 125.38 115.16 105.37 96.01 94.26 85.59 77.34 69.51 62.11 55.13 48.57 42.46 36.78 31.5 26.65 22.21 18.18 14.57 11.05 8.65 6.55 4.74 3.98 2.4 1.21 0.73 0.31 0.16 0.14 0.02
SHEAR FORCE (tonne) 7.34 63.41 177.87 232.38 284.79 335.09 383.3 429.4 483.5 527.44 569.11 608.53 645.74 722.58 755.3 786.43 817.27 847.83 882.66 912.06 940.69 968.4 995.07 1031.21 1046.13 1069.23 1090.68 1110.48 1128.64 1145.18 1161.79 1175.05 1186.82 1197.15 1206.1 1213.74 1220.14 1227.92 1233.76 1236.56 1238.73 1240.07 1241.2 1242.18 1242.57 1242.76 1242.83 1242.84 1242.86 1242.86
BENDING MOMENT (te.m) 0 11 415.24 1494.3 2904.07 4631.79 6664.69 8990.03 11595.01 14674.91 18034.69 21659.89 25536.23 29649.58 34228.9 39015.61 44042.25 49265.97 54684.99 60307.55 66117.4 72109.61 78278.33 84616.9 85880.13 92409.74 99083.56 105891.26 112822.52 119867.14 127014.77 134188.8 141444.72 148773.31 156165.7 163613.37 171108.22 178642.6 187023.14 193582.65 200157.08 206742.91 209905.09 217662.59 225426.21 229713.09 234808.41 237418.35 237791.2 241271.19
1303.16
247135.42
0 CRITICAL HEIGHT = CRITICAL VELOCITY = STROUHAL NUMBER =
224.58 (m - above GL) 24.69 (m/sec) 0.27
Page 23 of 127
REYNOLD'S NUMBER
=
34895728.51
CROSS WIND RESPONSES CALCULATED ONLY FOR MODES HAVING CRITICAL VELOCITIES LESS THAN 1.45*DESIGN VELOCITY CROSS WIND RESPONSE - WIDE BAND CENTERED ON MODE NO 1 NODE DISPLACEMENT SHEAR BENDING NO FORCE MOMENT (mm) (tonne) (te.m) 1 90.89 2.12 0 2 90.09 18.22 3.19 3 86.71 49.93 119.33 4 83.48 64.51 422.13 5 80.25 78.07 813.32 6 77.02 90.72 1286.45 7 73.8 102.55 1835.69 8 70.59 113.66 2455.79 9 67.4 126.52 3142.07 10 64.06 136.85 3942.44 11 60.76 146.54 4807.04 12 57.48 155.61 5731.67 13 54.25 164.11 6712.4 14 51.08 181.78 7745.5 15 47.97 189.36 8876.73 16 44.93 196.51 10055.14 17 41.94 203.56 11288.5 18 39.05 210.54 12565.73 19 36.25 218.59 13885.93 20 33.54 225.56 15249.44 21 30.93 232.53 16654.29 22 28.41 239.47 18099.79 23 26.01 246.36 19585.3 24 23.7 256.07 21110.11 25 23.27 260.21 21412.74 26 21.14 266.79 22978.05 27 19.11 273.1 24580.45 28 17.18 279.13 26218.5 29 15.36 284.88 27890.69 30 13.64 290.32 29595.46 31 12.03 296.03 31331.1 32 10.52 300.77 33079.49 33 9.12 305.13 34855.03 34 7.81 309.11 36655.98 35 6.61 312.7 38480.49 36 5.52 315.92 40326.65 37 4.52 318.82 42192.54 38 3.62 322.71 44076.23 39 2.75 325.95 46181.02 40 2.16 327.69 47835.58 41 1.63 329.16 49499.96 42 1.19 330.16 51173.1 43 1 331.05 51978.49 44 0.6 331.92 53959.64 45 0.31 332.33 55949.44 46 0.18 332.55 57050.94 47 0.08 332.64 58362.57 48 0.04 332.67 59035.36 49 0.04 332.69 59131.52 50 0 332.69 60029.64 BOTTOM OF RAFT 0 350.49 61606.85 CRITICAL HEIGHT = CRITICAL VELOCITY = STROUHAL NUMBER =
224.58 (m - above GL) 24.69 (m/sec) 0.27
Page 24 of 127
REYNOLD'S NUMBER = 34895728.51 TOTAL ALONG WIND RESPONSE ( QUASI-STATIC + FLUCTUATING ) NODE NO
DISPLACEMENT (mm)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
154.99 154.99 155.11 155.41 155.91 156.49 157.07 157.55 157.85 157.87 157.53 156.74 155.43 153.56 151.14 148.28 145.15 141.94 138.4 134.42 130.1 125.19 119.75 113.54 112.13 104.44 96.78 88.94 80.87 72.44 63.77 55.24 47.05 39.54 32.81 26.77 21.44 16.86 12.54 9.68 7.24 5.2 4.35 2.61 1.32 0.8 0.35 0.18 0.16 0.02
6.82 50.04 131.39 180.81 228.93 275.74 321.27 365.55 414.23 458.14 500.76 542.1 582.19 641.93 679.4 716 752.54 788.96 827.54 863.43 899 934.14 968.78 999.94 1019.96 1052.66 1084.69 1116.04 1146.71 1176.64 1206.57 1234.61 1261.86 1288.32 1314.02 1338.98 1363.23 1389.3 1412.43 1431 1448.87 1461.64 1475.52 1493.76 1506.3 1516.05 1524.04 1527.14 1531.14 1531.14
0 10.23 329.26 1126.29 2223.13 3611.79 5284.19 7232.49 9448.97 12085.69 15001.61 18188.41 21637.95 25342.25 29403.07 33701.01 38269.21 43070.41 48103.59 53363.99 58851.77 64564.63 70499.63 76653.48 77874.07 84217.27 90762.97 97507.07 104445.39 111573.76 118887.44 126306.39 133897.57 141656.33 149578.04 157658.2 165892.39 174276.38 183719.54 191198.07 198775.65 206448.6 210161.53 219349.28 228652.36 233831.62 240027.29 243217.76 243674.49 247948.7
0
1562.26
254978.86
Page 25 of 127
EQUIVALENT STATIC RESPONSE - ALONG WIND FOR SHORT GUST NODE NO
DISPLACEMENT (mm)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
-46.46 -44.12 -34.02 -24.11 -13.91 -3.59 6.71 16.85 26.69 36.57 45.85 54.39 62.07 68.81 74.54 79.46 83.83 87.82 91.05 93.39 94.96 95.38 94.74 92.66 91.92 87.24 82.28 76.77 70.6 63.63 55.99 48.22 40.64 33.71 27.61 22.19 17.49 13.55 9.94 7.59 5.62 4 3.34 2.01 1.02 0.62 0.27 0.15 0.13 0.02
0
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
4.2 23.8 54.63 84.59 114.43 144.16 173.78 203.29 233.41 264.15 294.77 325.26 355.63 385.8 415.77 445.75 475.97 506.31 536.72 567.19 597.74 628.28 658.8 676.99 694.86 724.95 755.26 785.78 816.49 847.34 878.07 908.69 939.35 970.03 1000.74 1031.46 1062.18 1094.35 1123.92 1149.48 1174.69 1193 1213.29 1240.85 1260.57 1276.02 1288.8 1293.77 1300.2 1300.2
0 6.3 158.01 489.45 1002.62 1696.85 2571.45 3625.73 4858.97 6345.82 8028.47 9906.14 11978.04 14243.39 16688.39 19323.32 22172.39 25214.65 28450.8 31869.7 35482.68 39290.3 43292.46 47489.04 48318.34 52655.43 57180.38 61894.51 66799.11 71895.39 77184.05 82606.16 88217.34 94017.82 100007.77 106187.32 112556.57 119115.53 126584.5 132560.05 138671.47 144916.82 147958.97 155542.05 163297.35 167646.31 172877.98 175584.47 175972.6 179613.15
1300.2
185464.04
Page 26 of 127
COMBINED ALONG WIND AND CROSS WIND RESPONSE NODE NO
DISPLACEMENT
COMB NO
(mm) 1 371.02 2 367.75 3 353.84 4 340.57 5 327.3 6 314.03 7 300.98 8 288.02 9 275.14 10 261.68 11 248.34 12 235.12 13 222.08 14 209.24 15 196.67 16 184.36 17 172.28 18 160.56 19 149.22 20 138.24 21 127.64 22 117.45 23 107.65 24 98.26 25 96.49 26 87.72 27 79.37 28 71.41 29 63.87 30 56.72 31 49.97 32 43.66 33 37.78 34 32.33 35 27.32 36 22.75 37 18.6 38 14.89 39 11.28 40 8.83 41 6.68 42 4.84 43 4.06 44 2.45 45 1.24 46 0.75 47 0.32 48 0.16 49 0.15 50 0.02 BOTTOM OF RAFT 0
1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1334.49
SHEAR FORCE (tonne) 7.44 64.08 179.5 234.75 287.89 338.91 387.83 434.64 489.47 534.13 576.52 616.65 654.56 732.17 765.58 797.39 828.91 860.17 895.7 925.8 955.13 983.54 1010.91 1047.5 1062.83 1086.63 1108.79 1129.31 1148.19 1165.47 1182.81 1196.81 1209.32 1220.4 1230.1 1238.5 1245.66 1254.25 1260.83 1264.29 1267.1 1268.9 1270.55 1272.23 1273.11 1273.69 1274.07 1274.21 1274.39 1274.39 1N
COMB NO
1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N
251549.79
BENDING MOMENT (te.m)
COMB NO
0 11.16 419.64 1508.6 2932.74 4679.23 6735.25 9088 11724.64 14842.46 18244.73 21916.95 25844.77 30014.05 34653.87 39505.38 44601.67 49899.38 55396.74 61101.75 66998.4 73081.76 79346 85784.45 87067.43 93700.13 100481.28 107400.59 114447.78 121612.68 128884.98 136186.69 143574.61 151039.56 158572.68 166165.47 173809.83 181498.16 190054.01 196753.78 203471.68 210204.13 213437.74 221373.31 229319.08 233708.1 238926.28 241599.78 241981.75 245547.25
1W 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N
1N
Note : First letter in Comb. No indicates Cross Wind Mode No. `N' as Second letter indicates Narrow Band Response `W' as Second letter indicates Wide Band Response
Page 27 of 127
DRAG COEFFICIENT FOR COMBINATION OF MODE NO 1 = DESIGN LOADS - CIRCUMFERENTIAL BENDING NODE NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
SHORT GUST PRESSURE (te/sq.m)
BENDING MOMENT (te.m/m)
0.44 0.44 0.44 0.44 0.44 0.43 0.43 0.29 0.29 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.27 0.27 0.27 0.27 0.27 0.27 0.26 0.26 0.26 0.26 0.26 0.25 0.25 0.25 0.24 0.24 0.24 0.24 0.23 0.23 0.22 0.22 0.21 0.2 0.2 0.19 0.17 0.17 0.17 0.17 0.17 0
17.57 17.56 17.49 17.42 17.35 17.29 17.22 11.44 11.39 11.35 11.3 11.26 11.21 11.17 11.12 11.08 11.21 11.34 11.48 11.61 11.74 11.82 11.9 11.99 12 12.28 12.55 12.83 13.11 13.36 13.57 13.78 13.99 14.2 14.4 14.6 14.79 14.91 14.88 14.84 14.8 14.68 14.62 14.15 13.21 13.38 13.59 13.7 13.72 0
Page 28 of 127
0.95
DEAD LOAD , LIVE LOAD , BUYOYANCY ---------------------------------
PARAMETERS CONSIDERED FOR CALCULATING DEAD LOAD & BUOYANCY ----------------------------------------------------------
DEPTH OF WATER TABLE BELOW GROUND LEVEL = 0
(m)
UNIT WEIGHTS OF
DRY (N/cu.m)
SUBMERGED (N/cu.m)
SHELL
25000
15193
FILL INSIDE STACK DEPTH = 2.9 (m)
18000
10800
FILL OUTSIDE STACK FOR BOTTOM 2.6 (m)
18000
10800
FILL OUTSIDE STACK FOR TOP 0.2 (m)
25000
15000
BOTTOM RAFT THICKNESS = 4.5
25000
15193
(m)
LIVE LOAD ON THE STACK ----------------------
HEIGHT OF PLATFORM ABOVE BOTTOM OF RAFT (m) 32.3 48.25 55.08 98.3 136.98 168.82 200.68 232.52 268.92 275.3 0
Page 29 of 127
LIVE LOAD (N) 5000 5000 5000 5000 5000 5000 5000 5000 5000 5000 0
DEAD LOAD NODE NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
0 99.95 647.69 2652.53 3056.76 3460.99 3865.22 4269.45 4673.67 5180.52 5604.96 6029.4 6453.84 6878.28 7381.79 7804.06 8244.54 8714.43 9214.11 9823.34 10381.65 10970.65 11590.68 12242.13 12453.45 13122.41 13809.81 14515.87 15240.87 15985.03 16748.58 17613.2 18407.45 19221.41 20055.33 20909.44 21783.99 22679.2 23793.09 24692.59 25516.08 26355.56 27160.19 28176.9 29216.27 29799.8 30502.41 30866.15 30918.33 31407.91
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
63966.41
0
0
Page 30 of 127
LIVE LOAD NODE NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0
0
0
Page 31 of 127
EFFECT OF BUOYANCY ( UPWARD ) NODE NO
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61.28 81.75 273.8
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
13123.31
0
0
Page 32 of 127
BENDING MOMENT (te.m)
LOAD COMBINATIONS -----------------
Page 33 of 127
LOAD COMBINATION TABLE ----------------------
COMB NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
DEAD LOAD
LIVE LOAD
0.9 0.9 0.9 1.1 1.1 1.1 1.4 1.4 1.4 1 1 1 1 1 1 1
0 0 0 0 0 0 1.7 1.7 1.7 1 1 1 0 0 0 0
LOAD FACTORS BUYOANCY EARTHQUAKE -1 -1 -1 -1.1 -1.1 -1.1 0 0 0 0 0 0 -1 -1 -1 0
-1.87 0 0 -1.87 0 0 1.87 0 0 1 0 0 0 0 -1 1
ALONG WIND
COMBINED WIND
0 1.7 0 0 1.7 0 0 1.7 0 0 1 0 1 0 0 0
0 0 1.4 0 0 1.4 0 0 1.4 0 0 1 0 1 0 0
Note : ---a) Load Combinations 1 through 9 are for Limit States of Strength b) Load Combinations 10 through 12 are for Limit States of Serviceability c) Load Combinations 13 through 16 are for Limit States of Stability
Page 34 of 127
DESIGN LOADS FOR HORIZONTAL SECTIONS FACTORED DESIGN LOADS FOR NODE NO 1
FACTORED DESIGN LOADS FOR NODE NO 2
FACTORED DESIGN LOADS FOR NODE NO 3
COMB NO
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
1 2 3 4 5 6 7 8 9 10 11 12
-722.7 0 0 -722.7 0 0 722.7 0 0 386.47 0 0
271.95 11.59 10.42 271.95 11.59 10.42 271.95 11.59 10.42 145.43 6.82 7.44
COMB NO
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
1 2 3 4 5 6 7 8 9 10 11 12
-632.75 89.95 89.95 -612.76 109.94 109.94 862.62 139.93 139.93 486.42 99.95 99.95
271.99 85.07 89.71 271.99 85.07 89.71 271.99 85.07 89.71 145.45 50.04 64.08
408.02 17.39 15.62 408.02 17.39 15.62 408.02 17.39 15.62 218.19 10.23 11.16
COMB NO
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
1 2 3 4 5 6 7 8 9 10 11 12
-139.76 582.92 582.92 -10.22 712.46 712.46 1629.45 906.77 906.77 1034.15 647.69 647.69
915.66 223.36 251.3 915.66 223.36 251.3 915.66 223.36 251.3 489.66 131.39 179.5
2141.99 559.74 587.5 2141.99 559.74 587.5 2141.99 559.74 587.5 1145.45 329.26 419.64
Page 35 of 127
BENDING MOMENT (te.m) 0.56 0 0 0.56 0 0 0.56 0 0 0.3 0 0
FACTORED DESIGN LOADS FOR NODE NO 4
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 5
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 6
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 1664.6 2387.28 2387.28 2195.1 2917.78 2917.78 4436.22 3713.54 3713.54 3038.99 2652.53 2652.53
AXIAL FORCE (tonne) 1219.56 2751.09 2751.09 1830.91 3362.44 3362.44 5811 4279.47 4279.47 3875.76 3056.76 3056.76
AXIAL FORCE (tonne) 1583.36 3114.89 3114.89 2275.56 3807.09 3807.09 6376.92 4845.39 4845.39 4279.99 3460.99 3460.99
Page 36 of 127
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
915.66 307.38 328.65 915.66 307.38 328.65 915.66 307.38 328.65 489.66 180.81 234.75
7686.54 1914.69 2112.04 7686.54 1914.69 2112.04 7686.54 1914.69 2112.04 4110.45 1126.29 1508.6
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
1165.63 389.18 403.05 1165.63 389.18 403.05 1165.63 389.18 403.05 623.33 228.93 287.89
SHEAR FORCE (tonne) 1165.63 468.76 474.47 1165.63 468.76 474.47 1165.63 468.76 474.47 623.33 275.74 338.91
13239.75 3779.32 4105.84 13239.75 3779.32 4105.84 13239.75 3779.32 4105.84 7080.08 2223.13 2932.74
BENDING MOMENT (te.m) 20253.07 6140.04 6550.92 20253.07 6140.04 6550.92 20253.07 6140.04 6550.92 10830.52 3611.79 4679.23
FACTORED DESIGN LOADS FOR NODE NO 7
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 8
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 9
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 1947.17 3478.7 3478.7 2720.22 4251.75 4251.75 6942.84 5411.31 5411.31 4684.22 3865.22 3865.22
AXIAL FORCE (tonne) 2310.98 3842.51 3842.51 3164.87 4696.4 4696.4 7508.77 5977.24 5977.24 5088.45 4269.45 4269.45
AXIAL FORCE (tonne) 2157.93 4206.31 4206.31 3092.66 5141.04 5141.04 8591.52 6543.14 6543.14 5769.06 4673.67 4673.67
Page 37 of 127
SHEAR FORCE (tonne) 1232.61 546.16 542.96 1232.61 546.16 542.96 1232.61 546.16 542.96 659.15 321.27 387.83
SHEAR FORCE (tonne) 1232.61 621.44 608.5 1232.61 621.44 608.5 1232.61 621.44 608.5 659.15 365.55 434.64
SHEAR FORCE (tonne) 1232.59 704.19 685.26 1232.59 704.19 685.26 1232.59 704.19 685.26 659.14 414.23 489.47
BENDING MOMENT (te.m) 27296.3 8983.12 9429.35 27296.3 8983.12 9429.35 27296.3 8983.12 9429.35 14596.95 5284.19 6735.25
BENDING MOMENT (te.m) 34530.97 12295.23 12723.2 34530.97 12295.23 12723.2 34530.97 12295.23 12723.2 18465.76 7232.49 9088
BENDING MOMENT (te.m) 41850.94 16063.25 16414.5 41850.94 16063.25 16414.5 41850.94 16063.25 16414.5 22380.18 9448.97 11724.64
FACTORED DESIGN LOADS FOR NODE NO 10
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 11
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 12
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 2614.09 4662.47 4662.47 3650.2 5698.57 5698.57 9301.11 7252.73 7252.73 6275.91 5180.52 5180.52
AXIAL FORCE (tonne) 2996.09 5044.47 5044.47 4117.08 6165.46 6165.46 9895.33 7846.95 7846.95 6700.35 5604.96 5604.96
AXIAL FORCE (tonne) 3378.08 5426.46 5426.46 4583.96 6632.34 6632.34 10489.54 8441.16 8441.16 7124.79 6029.4 6029.4
Page 38 of 127
SHEAR FORCE (tonne) 1221.39 778.84 747.78 1221.39 778.84 747.78 1221.39 778.84 747.78 653.15 458.14 534.13
SHEAR FORCE (tonne) 1221.39 851.29 807.13 1221.39 851.29 807.13 1221.39 851.29 807.13 653.15 500.76 576.52
SHEAR FORCE (tonne) 1220.08 921.57 863.31 1220.08 921.57 863.31 1220.08 921.57 863.31 652.45 542.1 616.65
BENDING MOMENT (te.m) 48801.48 20545.67 20779.44 48801.48 20545.67 20779.44 48801.48 20545.67 20779.44 26097.05 12085.69 14842.46
BENDING MOMENT (te.m) 55970.82 25502.74 25542.62 55970.82 25502.74 25542.62 55970.82 25502.74 25542.62 29930.92 15001.61 18244.73
BENDING MOMENT (te.m) 62114.07 30920.3 30683.73 62114.07 30920.3 30683.73 62114.07 30920.3 30683.73 33216.08 18188.41 21916.95
FACTORED DESIGN LOADS FOR NODE NO 13
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 14
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 15
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 2273.47 5808.46 5808.46 3564.24 7099.23 7099.23 12570.37 9035.38 9035.38 8344.21 6453.84 6453.84
AXIAL FORCE (tonne) 2655.46 6190.45 6190.45 4031.12 7566.11 7566.11 13164.59 9629.6 9629.6 8768.65 6878.28 6878.28
AXIAL FORCE (tonne) 3108.62 6643.61 6643.61 4584.97 8119.97 8119.97 13869.49 10334.5 10334.5 9272.16 7381.79 7381.79
Page 39 of 127
SHEAR FORCE (tonne) 1243.96 989.72 916.38 1243.96 989.72 916.38 1243.96 989.72 916.38 665.22 582.19 654.56
SHEAR FORCE (tonne) 1316.85 1091.28 1025.04 1316.85 1091.28 1025.04 1316.85 1091.28 1025.04 704.2 641.93 732.17
SHEAR FORCE (tonne) 1495.31 1154.98 1071.81 1495.31 1154.98 1071.81 1495.31 1154.98 1071.81 799.63 679.4 765.58
BENDING MOMENT (te.m) 68588.55 36784.52 36182.68 68588.55 36784.52 36182.68 68588.55 36784.52 36182.68 36678.37 21637.95 25844.77
BENDING MOMENT (te.m) 74386.37 43081.82 42019.67 74386.37 43081.82 42019.67 74386.37 43081.82 42019.67 39778.81 25342.25 30014.05
BENDING MOMENT (te.m) 79084.36 49985.22 48515.42 79084.36 49985.22 48515.42 79084.36 49985.22 48515.42 42291.1 29403.07 34653.87
FACTORED DESIGN LOADS FOR NODE NO 16
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 17
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 18
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 3488.66 7023.66 7023.66 5049.48 8584.47 8584.47 14460.68 10925.69 10925.69 9694.43 7804.06 7804.06
AXIAL FORCE (tonne) 3885.09 7420.08 7420.08 5534 9068.99 9068.99 15077.34 11542.35 11542.35 10134.91 8244.54 8244.54
AXIAL FORCE (tonne) 4308 7842.99 7842.99 6050.89 9585.88 9585.88 15735.2 12200.21 12200.21 10604.8 8714.43 8714.43
Page 40 of 127
SHEAR FORCE (tonne) 1495.31 1217.2 1116.35 1495.31 1217.2 1116.35 1495.31 1217.2 1116.35 799.63 716 797.39
SHEAR FORCE (tonne) 1495.31 1279.32 1160.47 1495.31 1279.32 1160.47 1495.31 1279.32 1160.47 799.63 752.54 828.91
SHEAR FORCE (tonne) 1495.31 1341.23 1204.24 1495.31 1341.23 1204.24 1495.31 1341.23 1204.24 799.63 788.96 860.17
BENDING MOMENT (te.m) 83003.33 57291.72 55307.53 83003.33 57291.72 55307.53 83003.33 57291.72 55307.53 44386.81 33701.01 39505.38
BENDING MOMENT (te.m) 87818.66 65057.66 62442.34 87818.66 65057.66 62442.34 87818.66 65057.66 62442.34 46961.85 38269.21 44601.67
BENDING MOMENT (te.m) 93366.8 73219.7 69859.13 93366.8 73219.7 69859.13 93366.8 73219.7 69859.13 49928.77 43070.41 49899.38
FACTORED DESIGN LOADS FOR NODE NO 19
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 20
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 21
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 4757.71 8292.7 8292.7 6600.53 10135.53 10135.53 16434.75 12899.76 12899.76 11104.48 9214.11 9214.11
AXIAL FORCE (tonne) 5306.01 8841.01 8841.01 7270.68 10805.67 10805.67 17287.67 13752.67 13752.67 11713.71 9823.34 9823.34
AXIAL FORCE (tonne) 5808.5 9343.49 9343.49 7884.83 11419.82 11419.82 18069.31 14534.31 14534.31 12272.02 10381.65 10381.65
Page 41 of 127
SHEAR FORCE (tonne) 1565.66 1406.82 1253.98 1565.66 1406.82 1253.98 1565.66 1406.82 1253.98 837.25 827.54 895.7
SHEAR FORCE (tonne) 1565.66 1467.83 1296.12 1565.66 1467.83 1296.12 1565.66 1467.83 1296.12 837.25 863.43 925.8
SHEAR FORCE (tonne) 1565.66 1528.3 1337.18 1565.66 1528.3 1337.18 1565.66 1528.3 1337.18 837.25 899 955.13
BENDING MOMENT (te.m) 99525.35 81776.1 77555.44 99525.35 81776.1 77555.44 99525.35 81776.1 77555.44 53222.11 48103.59 55396.74
BENDING MOMENT (te.m) 99175.84 90718.78 85542.45 99175.84 90718.78 85542.45 99175.84 90718.78 85542.45 53035.21 53363.99 61101.75
BENDING MOMENT (te.m) 99826.58 100048.01 93797.76 99826.58 100048.01 93797.76 99826.58 100048.01 93797.76 53383.2 58851.77 66998.4
FACTORED DESIGN LOADS FOR NODE NO 22
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 23
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 24
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 6338.59 9873.58 9873.58 8532.72 12067.71 12067.71 18893.9 15358.91 15358.91 12861.02 10970.65 10970.65
AXIAL FORCE (tonne) 6896.62 10431.62 10431.62 9214.76 12749.75 12749.75 19761.95 16226.96 16226.96 13481.05 11590.68 11590.68
AXIAL FORCE (tonne) 7482.91 11017.92 11017.92 9931.34 13466.35 13466.35 20674 17138.99 17138.99 14132.51 12242.13 12242.13
Page 42 of 127
SHEAR FORCE (tonne) 1565.66 1588.04 1376.96 1565.66 1588.04 1376.96 1565.66 1588.04 1376.96 837.25 934.14 983.54
SHEAR FORCE (tonne) 1565.66 1646.93 1415.27 1565.66 1646.93 1415.27 1565.66 1646.93 1415.27 837.25 968.78 1010.91
SHEAR FORCE (tonne) 1565.68 1699.9 1466.5 1565.68 1699.9 1466.5 1565.68 1699.9 1466.5 837.26 999.94 1047.5
BENDING MOMENT (te.m) 101458.07 109759.87 102314.46 101458.07 109759.87 102314.46 101458.07 109759.87 102314.46 54255.65 64564.63 73081.76
BENDING MOMENT (te.m) 104024.4 119849.37 111084.4 104024.4 119849.37 111084.4 104024.4 119849.37 111084.4 55628.02 70499.63 79346
BENDING MOMENT (te.m) 107458.69 130310.92 120098.23 107458.69 130310.92 120098.23 107458.69 130310.92 120098.23 57464.54 76653.48 85784.45
FACTORED DESIGN LOADS FOR NODE NO 25
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 26
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 27
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 7673.1 11208.11 11208.11 10163.79 13698.8 13698.8 20969.84 17434.83 17434.83 14343.83 12453.45 12453.45
AXIAL FORCE (tonne) 8275.18 11810.17 11810.17 10899.66 14434.66 14434.66 21906.37 18371.38 18371.38 15012.78 13122.41 13122.41
AXIAL FORCE (tonne) 8893.83 12428.83 12428.83 11655.79 15190.79 15190.79 22868.72 19333.73 19333.73 15700.18 13809.81 13809.81
Page 43 of 127
SHEAR FORCE (tonne) 1565.68 1733.93 1487.96 1565.68 1733.93 1487.96 1565.68 1733.93 1487.96 837.26 1019.96 1062.83
SHEAR FORCE (tonne) 1565.66 1789.52 1521.28 1565.66 1789.52 1521.28 1565.66 1789.52 1521.28 837.25 1052.66 1086.63
SHEAR FORCE (tonne) 1565.66 1843.97 1552.31 1565.66 1843.97 1552.31 1565.66 1843.97 1552.31 837.25 1084.69 1108.79
BENDING MOMENT (te.m) 108211.91 132385.92 121894.4 108211.91 132385.92 121894.4 108211.91 132385.92 121894.4 57867.33 77874.07 87067.43
BENDING MOMENT (te.m) 112480.69 143169.36 131180.18 112480.69 143169.36 131180.18 112480.69 143169.36 131180.18 60150.1 84217.27 93700.13
BENDING MOMENT (te.m) 117409.46 154297.05 140673.79 117409.46 154297.05 140673.79 117409.46 154297.05 140673.79 62785.81 90762.97 100481.28
FACTORED DESIGN LOADS FOR NODE NO 28
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 29
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 30
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 9529.29 13064.29 13064.29 12432.47 15967.46 15967.46 23857.22 20322.22 20322.22 16406.24 14515.87 14515.87
AXIAL FORCE (tonne) 10181.79 13716.78 13716.78 13229.96 16764.95 16764.95 24872.21 21337.21 21337.21 17131.24 15240.87 15240.87
AXIAL FORCE (tonne) 10851.53 14386.53 14386.53 14048.54 17583.53 17583.53 25914.03 22379.04 22379.04 17875.4 15985.03 15985.03
Page 44 of 127
SHEAR FORCE (tonne) 1565.66 1897.27 1581.03 1565.66 1897.27 1581.03 1565.66 1897.27 1581.03 837.25 1116.04 1129.31
SHEAR FORCE (tonne) 1565.66 1949.41 1607.47 1565.66 1949.41 1607.47 1565.66 1949.41 1607.47 837.25 1146.71 1148.19
SHEAR FORCE (tonne) 1565.66 2000.29 1631.66 1565.66 2000.29 1631.66 1565.66 2000.29 1631.66 837.25 1176.64 1165.47
BENDING MOMENT (te.m) 122918.86 165762.02 150360.83 122918.86 165762.02 150360.83 122918.86 165762.02 150360.83 65732.01 97507.07 107400.59
BENDING MOMENT (te.m) 128934.65 177557.16 160226.89 128934.65 177557.16 160226.89 128934.65 177557.16 160226.89 68949.01 104445.39 114447.78
BENDING MOMENT (te.m) 135389.07 189675.39 170257.75 135389.07 189675.39 170257.75 135389.07 189675.39 170257.75 72400.57 111573.76 121612.68
FACTORED DESIGN LOADS FOR NODE NO 31
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 32
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 33
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 11538.73 15073.72 15073.72 14888.45 18423.44 18423.44 26983.01 23448.01 23448.01 18638.95 16748.58 16748.58
AXIAL FORCE (tonne) 12316.89 15851.88 15851.88 15839.53 19374.52 19374.52 28193.48 24658.49 24658.49 19503.57 17613.2 17613.2
AXIAL FORCE (tonne) 13031.71 16566.7 16566.7 16713.2 20248.19 20248.19 29305.42 25770.43 25770.43 20297.82 18407.45 18407.45
Page 45 of 127
SHEAR FORCE (tonne) 2729.71 2051.17 1655.93 2729.71 2051.17 1655.93 2729.71 2051.17 1655.93 1459.74 1206.57 1182.81
SHEAR FORCE (tonne) 2729.71 2098.84 1675.53 2729.71 2098.84 1675.53 2729.71 2098.84 1675.53 1459.74 1234.61 1196.81
SHEAR FORCE (tonne) 2729.71 2145.16 1693.05 2729.71 2145.16 1693.05 2729.71 2145.16 1693.05 1459.74 1261.86 1209.32
BENDING MOMENT (te.m) 142222.46 202108.65 180438.97 142222.46 202108.65 180438.97 142222.46 202108.65 180438.97 76054.79 118887.44 128884.98
BENDING MOMENT (te.m) 143703.74 214720.86 190661.37 143703.74 214720.86 190661.37 143703.74 214720.86 190661.37 76846.92 126306.39 136186.69
BENDING MOMENT (te.m) 147114.27 227625.87 201004.45 147114.27 227625.87 201004.45 147114.27 227625.87 201004.45 78670.73 133897.57 143574.61
FACTORED DESIGN LOADS FOR NODE NO 34
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 35
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 36
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 13764.28 17299.27 17299.27 17608.56 21143.55 21143.55 30444.96 26909.97 26909.97 21111.78 19221.41 19221.41
AXIAL FORCE (tonne) 14514.8 18049.79 18049.79 18525.87 22060.86 22060.86 31612.45 28077.46 28077.46 21945.7 20055.33 20055.33
AXIAL FORCE (tonne) 15283.5 18818.5 18818.5 19465.39 23000.38 23000.38 32808.21 29273.21 29273.21 22799.81 20909.44 20909.44
Page 46 of 127
SHEAR FORCE (tonne) 2729.71 2190.14 1708.56 2729.71 2190.14 1708.56 2729.71 2190.14 1708.56 1459.74 1288.32 1220.4
SHEAR FORCE (tonne) 2729.71 2233.83 1722.14 2729.71 2233.83 1722.14 2729.71 2233.83 1722.14 1459.74 1314.02 1230.1
SHEAR FORCE (tonne) 2729.71 2276.27 1733.9 2729.71 2276.27 1733.9 2729.71 2276.27 1733.9 1459.74 1338.98 1238.5
BENDING MOMENT (te.m) 152324.2 240815.76 211455.38 152324.2 240815.76 211455.38 152324.2 240815.76 211455.38 81456.79 141656.33 151039.56
BENDING MOMENT (te.m) 159157.08 254282.67 222001.75 159157.08 254282.67 222001.75 159157.08 254282.67 222001.75 85110.74 149578.04 158572.68
BENDING MOMENT (te.m) 167414.26 268018.94 232631.66 167414.26 268018.94 232631.66 167414.26 268018.94 232631.66 89526.34 157658.2 166165.47
FACTORED DESIGN LOADS FOR NODE NO 37
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 38
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 39
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 16070.59 19605.59 19605.59 20427.39 23962.38 23962.38 34032.57 30497.58 30497.58 23674.36 21783.99 21783.99
AXIAL FORCE (tonne) 16876.29 20411.28 20411.28 21412.13 24947.12 24947.12 35285.88 31750.88 31750.88 24569.57 22679.2 22679.2
AXIAL FORCE (tonne) 17878.79 21413.78 21413.78 22637.41 26172.4 26172.4 36845.32 33310.32 33310.32 25683.46 23793.09 23793.09
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SHEAR FORCE (tonne) 2729.71 2317.49 1743.92 2729.71 2317.49 1743.92 2729.71 2317.49 1743.92 1459.74 1363.23 1245.66
SHEAR FORCE (tonne) 3562.57 2361.81 1755.95 3562.57 2361.81 1755.95 3562.57 2361.81 1755.95 1905.12 1389.3 1254.25
SHEAR FORCE (tonne) 3921.28 2401.13 1765.16 3921.28 2401.13 1765.16 3921.28 2401.13 1765.16 2096.94 1412.43 1260.83
BENDING MOMENT (te.m) 176896.39 282017.06 243333.76 176896.39 282017.06 243333.76 176896.39 282017.06 243333.76 94597 165892.39 173809.83
BENDING MOMENT (te.m) 187417.72 296269.85 254097.42 187417.72 296269.85 254097.42 187417.72 296269.85 254097.42 100223.38 174276.38 181498.16
BENDING MOMENT (te.m) 199114.25 312323.22 266075.61 199114.25 312323.22 266075.61 199114.25 312323.22 266075.61 106478.21 183719.54 190054.01
FACTORED DESIGN LOADS FOR NODE NO 40
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 41
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 42
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 18688.34 22223.33 22223.33 23626.85 27161.85 27161.85 38104.61 34569.62 34569.62 26582.96 24692.59 24692.59
AXIAL FORCE (tonne) 19429.48 22964.48 22964.48 24532.7 28067.69 28067.69 39257.51 35722.52 35722.52 27406.45 25516.08 25516.08
AXIAL FORCE (tonne) 20185.01 23720.01 23720.01 25456.13 28991.12 28991.12 40432.78 36897.79 36897.79 28245.93 26355.56 26355.56
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SHEAR FORCE (tonne) 3921.28 2432.7 1770.01 3921.28 2432.7 1770.01 3921.28 2432.7 1770.01 2096.94 1431 1264.29
SHEAR FORCE (tonne) 3921.28 2463.08 1773.94 3921.28 2463.08 1773.94 3921.28 2463.08 1773.94 2096.94 1448.87 1267.1
SHEAR FORCE (tonne) 3921.28 2484.79 1776.46 3921.28 2484.79 1776.46 3921.28 2484.79 1776.46 2096.94 1461.64 1268.9
BENDING MOMENT (te.m) 209302.31 325036.72 275455.29 209302.31 325036.72 275455.29 209302.31 325036.72 275455.29 111926.37 191198.07 196753.78
BENDING MOMENT (te.m) 220992.62 337918.6 284860.35 220992.62 337918.6 284860.35 220992.62 337918.6 284860.35 118177.87 198775.65 203471.68
BENDING MOMENT (te.m) 233959.8 350962.62 294285.78 233959.8 350962.62 294285.78 233959.8 350962.62 294285.78 125112.19 206448.6 210204.13
FACTORED DESIGN LOADS FOR NODE NO 43
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 44
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 45
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 20909.18 24444.18 24444.18 26341.22 29876.21 29876.21 41559.26 38024.27 38024.27 29050.56 27160.19 27160.19
AXIAL FORCE (tonne) 21824.22 25359.21 25359.21 27459.6 30994.59 30994.59 42982.65 39447.66 39447.66 30067.27 28176.9 28176.9
AXIAL FORCE (tonne) 22759.65 26294.64 26294.64 28602.9 32137.9 32137.9 44437.77 40902.78 40902.78 31106.64 29216.27 29216.27
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SHEAR FORCE (tonne) 3921.28 2508.38 1778.77 3921.28 2508.38 1778.77 3921.28 2508.38 1778.77 2096.94 1475.52 1270.55
SHEAR FORCE (tonne) 3921.28 2539.39 1781.12 3921.28 2539.39 1781.12 3921.28 2539.39 1781.12 2096.94 1493.76 1272.23
SHEAR FORCE (tonne) 3921.28 2560.71 1782.35 3921.28 2560.71 1782.35 3921.28 2560.71 1782.35 2096.94 1506.3 1273.11
BENDING MOMENT (te.m) 240572.62 357274.6 298812.84 240572.62 357274.6 298812.84 240572.62 357274.6 298812.84 128648.46 210161.53 213437.74
BENDING MOMENT (te.m) 257705.39 372893.78 309922.63 257705.39 372893.78 309922.63 257705.39 372893.78 309922.63 137810.37 219349.28 221373.31
BENDING MOMENT (te.m) 275953.32 388709.01 321046.71 275953.32 388709.01 321046.71 275953.32 388709.01 321046.71 147568.62 228652.36 229319.08
FACTORED DESIGN LOADS FOR NODE NO 46
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 47
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 48
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 23284.83 26819.82 26819.82 29244.79 32779.78 32779.78 45254.72 41719.72 41719.72 31690.17 29799.8 29799.8
AXIAL FORCE (tonne) 23917.18 27452.17 27452.17 30017.66 33552.65 33552.65 46238.37 42703.38 42703.38 32392.78 30502.41 30502.41
AXIAL FORCE (tonne) 24183.26 27718.26 27718.26 30350.37 33885.36 33885.36 46747.6 43212.61 43212.61 32756.52 30866.15 30866.15
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SHEAR FORCE (tonne) 3921.28 2577.28 1783.17 3921.28 2577.28 1783.17 3921.28 2577.28 1783.17 2096.94 1516.05 1273.69
SHEAR FORCE (tonne) 3921.28 2590.87 1783.7 3921.28 2590.87 1783.7 3921.28 2590.87 1783.7 2096.94 1524.04 1274.07
SHEAR FORCE (tonne) 3921.28 2596.14 1783.89 3921.28 2596.14 1783.89 3921.28 2596.14 1783.89 2096.94 1527.14 1274.21
BENDING MOMENT (te.m) 286426.68 397513.75 327191.34 286426.68 397513.75 327191.34 286426.68 397513.75 327191.34 153169.35 233831.62 233708.1
BENDING MOMENT (te.m) 299192.22 408046.39 334496.79 299192.22 408046.39 334496.79 299192.22 408046.39 334496.79 159995.84 240027.29 238926.28
BENDING MOMENT (te.m) 305851.63 413470.19 338239.69 305851.63 413470.19 338239.69 305851.63 413470.19 338239.69 163557.02 243217.76 241599.78
FACTORED DESIGN LOADS FOR NODE NO 49
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 50
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR FOUNDATION
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
AXIAL FORCE (tonne) 24209.76 27744.75 27744.75 30385.25 33920.24 33920.24 46820.65 43285.66 43285.66 32808.7 30918.33 30918.33
AXIAL FORCE (tonne) 24458.32 27993.32 27993.32 30712.53 34247.52 34247.52 47506.06 43971.07 43971.07 33298.28 31407.91 31407.91
AXIAL FORCE (tonne) 40911.46 44446.45 44446.45 52392.41 55927.4 55927.4 93087.96 89552.97 89552.97 65856.78 63966.41 63966.41 50843.09 50843.09 48952.72 65856.78
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SHEAR FORCE (tonne) 3921.28 2602.94 1784.15 3921.28 2602.94 1784.15 3921.28 2602.94 1784.15 2096.94 1531.14 1274.39
SHEAR FORCE (tonne) 3921.28 2602.94 1784.15 3921.28 2602.94 1784.15 3921.28 2602.94 1784.15 2096.94 1531.14 1274.39
SHEAR FORCE (tonne) 3921.28 2655.84 1868.29 3921.28 2655.84 1868.29 3921.28 2655.84 1868.29 2096.94 1562.26 1334.49 1562.26 1334.49 2096.94 2096.94
BENDING MOMENT (te.m) 306904.31 414246.63 338774.45 306904.31 414246.63 338774.45 306904.31 414246.63 338774.45 164119.95 243674.49 241981.75
BENDING MOMENT (te.m) 315914.58 421512.79 343766.15 315914.58 421512.79 343766.15 315914.58 421512.79 343766.15 168938.28 247948.7 245547.25
BENDING MOMENT (te.m) 333560.32 433464.06 352169.71 333560.32 433464.06 352169.71 333560.32 433464.06 352169.71 178374.5 254978.86 251549.79 254978.86 251549.79 178374.5 178374.5
DESIGN LOADS FOR VERTICAL SECTIONS ( Load Factor = 1.3 ) NODE NO
CIRCUMFERENTIAL MOMENT (te.m/m)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
22.84 22.83 22.74 22.65 22.56 22.48 22.39 14.87 14.81 14.76 14.69 14.64 14.57 14.52 14.46 14.4 14.57 14.74 14.92 15.09 15.26 15.37 15.47 15.59 15.6 15.96 16.32 16.68 17.04 17.37 17.64 17.91 18.19 18.46 18.72 18.98 19.23 19.38 19.34 19.29 19.24 19.08 19.01 18.4 17.17 17.39 17.67 17.81 17.84 0
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STRUCTURAL DESIGN
THERMAL LOAD -----------GAS TEMPERATURE = GAS VELOCITY = AMBIENT TEMPERATURE MAXM. = AMBIENT TEMPERATURE MINM. =
135 C 324 Kmph 46 C 10 C
FLUE THICKNESS
=
10
INSULATION THICKNESS
=
100
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mm mm
DESIGN TEMPERATURE DIFFERENTIAL NODE NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
OUTSIDE DIA (m) 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.37 21.54 21.71 21.88 22.06 22.23 22.4 22.57 22.6 22.95 23.3 23.66 24.01 24.36 24.71 25.06 25.41 25.76 26.1 26.45 26.8 27.15 27.53 27.83 28.13 28.43 28.58 28.93 29.28 29.48 29.71 29.83 29.84 30
CONCRETE THICKNESS (mm)
MAX. TEMP. DIFF. (C)
400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 20.11 20.96 21.79 22.59 23.37 24.13 24.87 25.59 25.72 25.68 25.63 25.59 25.55 25.5 25.46 25.43 25.39 25.35 25.32 25.28 25.25 25.21 25.18 25.15 25.12 25.1 25.08 25.05 25.02 25.01 24.99 24.98 24.98 24.97
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CHECK FOR LIMIT STATES OF COLLAPSE
DESIGN ASSUMPTIONS : -----------------(a) The Distribution of Strain across the Section is Linear. (b) The Shell is thin compared to its Diameter. (c) The Tensile strength of the Concrete has been ignored. (d) The Reinforcement in the Compression Zone has been taken into account. (e) The maximum Compressive Strain in the concrete is 0.003. (f) The maximum Tensile Strain in the Reinforcing Steel is 0.07. (g) An equivalent rectangular stress block for concrete has been used in accordance with the assumptions of ACI:307-'88. (h) The Stress-Strain relationship for Reinforcing Steel of grade Fe-415 ( cold twisted Deformed bars ) has been considered to be bilinear in accordance with the assumptions of ACI:307-'88. (i) The Strength Reduction Factor for horizontal sections = 0.8 for vertical sections = 0.9
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REQUIREMENT OF HORIZONTAL STEEL NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
% OF HORZ. STEEL OUTER FACE 0.99 0.99 0.99 0.49 0.49 0.49 0.49 0.31 0.31 0.31 0.3 0.3 0.3 0.3 0.3 0.3 0.26 0.24 0.21 0.2 0.18 0.16 0.15 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.12 0.12 0.12 0.12 0.11 0.11 0.1 0.1 0.1 0.1 0.1 0.1
% OF HORZ. STEEL INNER FACE 0.99 0.99 0.99 0.49 0.49 0.49 0.49 0.31 0.31 0.31 0.3 0.3 0.3 0.3 0.3 0.3 0.26 0.24 0.21 0.2 0.18 0.16 0.15 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.12 0.12 0.12 0.12 0.11 0.11 0.1 0.1 0.1 0.1 0.1 0.1
Note : Cross-sectional area of reinforcements interrupted at the openings are to be provided at the sides of the opening in the form of additional steel.
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REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
1
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.19 0.21 0.3 0.32 0.33 0.34 0.32 0.31 0.3 0.26 0.23 0.2 0.18 0.16 0.16 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.17 0.17 0.15
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% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.19 0.21 0.3 0.32 0.33 0.34 0.32 0.31 0.3 0.26 0.23 0.2 0.18 0.16 0.16 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.17 0.17 0.15
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
2
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.17 0.18 0.19 0.2 0.21 0.21 0.22 0.23 0.23 0.24 0.24 0.25 0.25 0.25 0.25 0.25 0.35 0.36 0.36 0.38 0.38 0.38 0.38 0.25
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% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.17 0.18 0.19 0.2 0.21 0.21 0.22 0.23 0.23 0.24 0.24 0.25 0.25 0.25 0.25 0.25 0.35 0.36 0.36 0.38 0.38 0.38 0.38 0.25
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
3
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.2 0.19 0.19 0.2 0.2 0.19 0.19 0.15
Page 59 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.2 0.19 0.19 0.2 0.2 0.19 0.19 0.15
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
4
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.24 0.26 0.26 0.26 0.25 0.24 0.23 0.19 0.16 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
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% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.24 0.26 0.26 0.26 0.25 0.24 0.23 0.19 0.16 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
5
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.16 0.16 0.16 0.16 0.16 0.29 0.29 0.29 0.32 0.32 0.32 0.32 0.16
Page 61 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.16 0.16 0.16 0.16 0.16 0.29 0.29 0.29 0.32 0.32 0.32 0.32 0.16
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
6
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
Page 62 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
7
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
Page 63 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
8
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.22 0.22 0.23 0.27 0.27 0.27 0.27 0.15
Page 64 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.22 0.22 0.23 0.27 0.27 0.27 0.27 0.15
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
9
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
Page 65 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
MAXIMUM REQUIREMENT OF VERTICAL STEEL NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.19 0.21 0.3 0.32 0.33 0.34 0.32 0.31 0.3 0.26 0.23 0.2 0.18 0.16 0.16 0.16 0.17 0.18 0.19 0.2 0.21 0.21 0.22 0.23 0.23 0.24 0.24 0.25 0.25 0.25 0.25 0.25 0.35 0.36 0.36 0.38 0.38 0.38 0.38 0.25
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.19 0.21 0.3 0.32 0.33 0.34 0.32 0.31 0.3 0.26 0.23 0.2 0.18 0.16 0.16 0.16 0.17 0.18 0.19 0.2 0.21 0.21 0.22 0.23 0.23 0.24 0.24 0.25 0.25 0.25 0.25 0.25 0.35 0.36 0.36 0.38 0.38 0.38 0.38 0.25
Note : Cross-sectional area of reinforcements interrupted at the openings are to be provided at the sides of the opening in the form of additional steel.
Page 66 of 127
WORST LOAD COMB. NO. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2
CHECK FOR LIMIT STATE OF SERVICEABILITY
LIMIT STATE OF DEFLECTION --------------------------
LIMITING DEFLECTION : L/500 Where , L = Height of stack above raft LOAD
MAXIMUM HORIZONTAL DEFLECTION (mm)
LIMITING DEFLECTION (mm)
EARTHQUAKE
197.46
<
544.6
TOTAL ALONG WIND
154.99
<
544.6
SHORT GUST
46.46
COMBINED ALONG WIND & CROSS WIND
371.02
< <
Page 67 of 127
544.6 544.6
WIND ANALYSIS WITH STRAKES
Page 68 of 127
WIND ANALYSIS -------------
STOCHASTIC METHOD FOR STATIONARY -------------------------------ERGODIC RANDOM PROCESSES ------------------------
1. FOR ALONG WIND EXCITATION (AS PER DAVENPORT)
Sn=4*Cf*((x*Ut)**2)/(n*(1+x**2)**1.33333) Where, Sn=Power Spectral Density Function At Frequency n n =frequency,Hz Cf=terrain friction-drag coefficient Ut=mean hourly wind speed at the top of chimney,(m/sec) x =1220*n/Ut
2. FOR CROSS WIND APERIODIC (WIDE BAND) EXCITATION
Sl=4.8*(1+682.2*St**2)/(1+227.4*St**2)**2 Where, Sl=Power Input Density Function At Strouhal Number, `St'
3. FOR CROSS WIND NARROW BAND RESPONSE
Use Time Average RMS Value of Lift force coefficient
Page 69 of 127
CHECK OF INSTABILITY PARAMETERS -------------------------------
INSTABILITY CRITERIA
CRITICAL PARAMETER
INFERENCE
ASPECT RATIO
CRITICAL VELOCITY = 27.8 (m/s) < 58.31 (m/s)
VALUE OF Cs SHALL BE CHECKED
NON-DIMENSIONAL DAMPING PARAMETER
Cs = 18.32 <= 20
GALLOPING
OVALLING
U/n1D = 7.16 < 0.75*Cs
Uo = 64.89 > 58.31
(m/s) at top (m/s)
LARGE OSCILLATION OF STACK LIKELY
GALLOPING RESPONSE IS UNLIKELY
OVALLING IS UNLIKELY
Page 70 of 127
DRAG COEFFICIENTS FOR ALONG WIND RESPONSE NODE NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
DESIGN VELOCITY CORRESPONDING TO HOURLY MEAN SPEED 58.31 58.3 58.23 58.16 58.09 57.96 57.83 57.7 57.57 57.43 57.3 57.16 57.02 56.82 56.61 56.41 56.2 55.99 55.79 55.58 55.36 55.09 54.81 54.54 54.49 54.22 53.95 53.68 53.41 53.08 52.68 52.28 51.88 51.49 51.09 50.69 50.29 49.74 48.82 48.1 47.39 46.54 46.13 44.5 41.96 41.96 41.96 41.96 41.96 0
Page 71 of 127
REYNOLD'S NUMBER
82418313.41 82395501.81 82298552.51 82206291.75 82106299.38 81921777.86 81737256.35 81552734.83 81368219.39 81174472.87 80980726.34 80786979.81 80589355.31 80298735.51 80009598.47 79720461.44 80070651.73 80415756.2 80756527.49 81091380.39 81402330.43 81625746.03 81843290.61 82054595.09 82094417.38 82961628.16 83816234 84658234.9 85487986.94 86208370.68 86789894.14 87346439.4 87884827.18 88404363.03 88905736.09 89388262.54 89852620.89 90016482.69 89607368.18 89256157.11 88876044.84 88212743.35 87874792.86 85829797.77 81918244.39 82462666.91 83109203.63 83440445.29 83487725.56 0
DRAG COEFFICIENT
0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8
DRAG COEFFICIENTS FOR EQUIVALENT STATIC RESPONSE NODE NO
DESIGN VELOCITY CORRESPONDING TO SHORT GUST SPEED
REYNOLD'S NUMBER
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
69.28 69.25 69.12 68.98 68.85 68.72 68.59 68.46 68.33 68.19 68.06 67.92 67.78 67.65 67.51 67.37 67.24 67.1 66.96 66.82 66.66 66.39 66.11 65.84 65.79 65.52 65.25 64.98 64.71 64.38 63.98 63.58 63.18 62.78 62.39 61.99 61.59 61.03 60.12 59.4 58.69 57.84 57.42 55.8 53.26 53.26 53.26 53.26 53.26 0
97922598.04 97876974.84 97683076.23 97498554.71 97314033.2 97129511.68 96944990.16 96760468.64 96575953.21 96382206.68 96188460.15 95994713.62 95800967.1 95607220.57 95414462.54 95221704.51 95795136.47 96364979.41 96932132.03 97494148.26 98014598.9 98366512.67 98712630.75 99052508.73 99117036.41 100249302.92 101368964.5 102476021.13 103570904.24 104556343.71 105402922.91 106221661.69 107022318.32 107804047.7 108567689.61 109312409.59 110039036.78 110465092.1 110345814.04 110220416.3 110066042.04 109628553.87 109398915.44 107619277.38 103973156.34 104664154.16 105484758.45 105905180.56 105965190.13 0
Page 72 of 127
DRAG COEFFICIENT
0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8
ALONG WIND RESPONSE NODE NO
DISPLACEMENT (mm)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
-34.38 -32.59 -24.88 -17.32 -9.56 -1.72 6.09 13.77 21.2 28.65 35.63 42.04 47.79 52.81 57.07 60.72 63.94 66.88 69.25 70.96 72.09 72.35 71.81 70.2 69.63 66.05 62.27 58.07 53.38 48.09 42.3 36.42 30.68 25.45 20.83 16.74 13.19 10.22 7.49 5.72 4.23 3.02 2.52 1.51 0.77 0.47 0.21 0.11 0.1 0.01 0
- QUASISTATIC PART SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
2.98 18.6 43.22 67.18 91.08 114.87 138.56 162.14 186.2 210.73 235.14 259.44 283.61 307.55 331.26 354.9 376.02 397.15 418.25 439.33 460.41 481.44 502.42 514.89 527.15 547.77 568.49 589.31 610.24 631.21 652.05 672.75 693.42 714.06 734.65 755.19 775.68 797.04 816.54 833.3 849.74 861.59 874.68 892.21 904.45 914.04 921.98 925.06 929.05 929.05
0 4.47 123.03 385.25 792.82 1345.38 2042.29 2882.9 3866.52 5052.61 6394.95 7892.8 9545.41 11352.02 13301.15 15400.53 17668.96 20072.35 22610.76 25275.02 28073.56 31006.35 34073.1 37273.49 37904.23 41194.57 44613.56 48161.89 51840.2 55649.12 59588.81 63615.2 67769.44 72051.33 76460.63 80997.09 85660.39 90450.18 95889.98 100231.26 104661.65 109179.35 111376.4 116843.18 122419.49 125539.85 129287.42 131223.58 131501.1 134102.44
929.05
138283.18
Page 73 of 127
ALONG WIND RESPONSE NODE NO
DISPLACEMENT (mm)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
- FLUCTUATING PART SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
203.89 202.11 194.53 187.3 180.08 172.85 165.64 158.44 151.28 143.8 136.39 129.05 121.8 114.67 107.7 100.87 94.16 87.66 81.37 75.28 69.41 63.77 58.36 53.18 52.22 47.43 42.86 38.54 34.44 30.58 26.96 23.58 20.43 17.51 14.82 12.36 10.13 8.12 6.17 4.84 3.67 2.66 2.24 1.35 0.69 0.42 0.18 0.09 0.08 0.01
4.15 35.84 100.14 130.6 159.73 187.57 214.15 239.51 269.2 293.28 316.08 337.61 357.92 399.88 417.77 434.76 451.58 468.26 487.29 503.42 519.19 534.52 549.36 569.61 578.02 591.1 603.32 614.68 625.17 634.8 644.55 652.4 659.41 665.62 671.05 675.73 679.72 684.68 688.52 690.42 691.93 692.89 693.72 694.47 694.79 694.95 695.01 695.02 695.04 695.04
0 6.23 234.71 842.2 1634.41 2603.24 3740.76 5039.26 6491.18 8204.2 10070.1 12080.67 14227.91 16503.92 19031.51 21672.22 24443.9 27322.72 30307.54 33402.35 36598.87 39894.56 43286.5 46771.34 47465.45 51053.69 54722.17 58465.58 62278.62 66155.97 70092.25 74045.42 78046.33 82090.05 86171.78 90286.85 94430.81 98599.41 103239.52 106873.85 110518.49 114171.42 115926.06 120232.32 124544.32 126926.2 129758.06 131208.91 131416.19 133351.04
0
729.11
136632.03
Page 74 of 127
TOTAL ALONG WIND RESPONSE ( QUASI-STATIC + FLUCTUATING ) NODE NO
DISPLACEMENT (mm)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
169.51 169.52 169.65 169.99 170.52 171.13 171.73 172.21 172.49 172.45 172.02 171.09 169.59 167.48 164.77 161.59 158.1 154.55 150.63 146.24 141.5 136.12 130.17 123.38 121.84 113.47 105.13 96.6 87.83 78.67 69.25 60 51.11 42.96 35.65 29.1 23.32 18.34 13.66 10.55 7.9 5.68 4.76 2.87 1.46 0.89 0.39 0.21 0.18 0.02
7.13 54.44 143.36 197.78 250.81 302.44 352.71 401.65 455.4 504.01 551.22 597.05 641.53 707.44 749.03 789.66 827.6 865.4 905.54 942.75 979.59 1015.96 1051.78 1084.51 1105.17 1138.87 1171.81 1204 1235.41 1266.01 1296.6 1325.15 1352.84 1379.68 1405.69 1430.92 1455.4 1481.72 1505.06 1523.72 1541.67 1554.48 1568.4 1586.68 1599.24 1608.99 1616.99 1620.09 1624.09 1624.09
0 10.69 357.75 1227.45 2427.23 3948.62 5783.05 7922.16 10357.7 13256.81 16465.05 19973.47 23773.32 27855.94 32332.66 37072.76 42112.86 47395.07 52918.3 58677.37 64672.43 70900.91 77359.59 84044.83 85369.68 92248.26 99335.73 106627.47 114118.82 121805.09 129681.05 137660.62 145815.77 154141.38 162632.41 171283.94 180091.2 189049.59 199129.51 207105.12 215180.14 223350.77 227302.46 237075.49 246963.81 252466.05 259045.49 262432.49 262917.29 267453.48
0
1658.16
274915.2
Page 75 of 127
EQUIVALENT STATIC RESPONSE - ALONG WIND FOR SHORT GUST NODE NO
DISPLACEMENT (mm)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
-49.49 -46.94 -35.96 -25.17 -14.11 -2.91 8.24 19.21 29.84 40.5 50.5 59.68 67.93 75.14 81.26 86.51 91.15 95.4 98.82 101.3 102.94 103.34 102.6 100.31 99.5 94.4 89.02 83.03 76.35 68.79 60.52 52.11 43.91 36.43 29.83 23.98 18.9 14.65 10.74 8.2 6.08 4.33 3.62 2.18 1.11 0.68 0.3 0.16 0.15 0.02 0
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
4.2 26.25 60.94 94.64 128.21 161.66 194.98 228.17 262.07 296.65 331.09 365.39 399.56 433.5 467.21 500.94 531.16 561.51 591.91 622.38 652.94 683.48 714 732.18 750.05 780.15 810.46 840.97 871.68 902.53 933.27 963.89 994.54 1025.23 1055.93 1086.65 1117.37 1149.55 1179.11 1204.67 1229.88 1248.19 1268.49 1296.04 1315.76 1331.21 1344 1348.97 1355.39 1355.39
0 6.3 173.63 543.3 1117.44 1895.26 2876 4058.88 5443.08 7112.44 9002.07 11111.1 13438.65 15983.82 18731.11 21692.08 24893.93 28288.97 31877.89 35648.36 39612.92 43772.12 48125.86 52674.02 53570.94 58252.52 63121.97 68180.6 73429.69 78870.48 84503.62 90266.55 96218.54 102359.83 108690.6 115210.97 121921.03 128820.81 136666.48 142935.47 149340.33 155879.12 159062.01 166990.04 175090.3 179629.67 185087.64 187910.03 188314.72 192109.81
1355.39
198209.07
Page 76 of 127
DESIGN LOADS - CIRCUMFERENTIAL BENDING NODE NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
SHORT GUST PRESSURE (te/sq.m)
BENDING MOMENT (te.m/m)
0.44 0.44 0.44 0.44 0.44 0.43 0.43 0.29 0.29 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.27 0.27 0.27 0.27 0.27 0.27 0.26 0.26 0.26 0.26 0.26 0.25 0.25 0.25 0.24 0.24 0.24 0.24 0.23 0.23 0.22 0.22 0.21 0.2 0.2 0.19 0.17 0.17 0.17 0.17 0.17 0
17.57 17.56 17.49 17.42 17.35 17.29 17.22 11.44 11.39 11.35 11.3 11.26 11.21 11.17 11.12 11.08 11.21 11.34 11.48 11.61 11.74 11.82 11.9 11.99 12 12.28 12.55 12.83 13.11 13.36 13.57 13.78 13.99 14.2 14.4 14.6 14.79 14.91 14.88 14.84 14.8 14.68 14.62 14.15 13.21 13.38 13.59 13.7 13.72 0
Page 77 of 127
DEAD LOAD , LIVE LOAD , BUYOYANCY ---------------------------------
LIVE LOAD ON THE STACK ----------------------
HEIGHT OF PLATFORM ABOVE BOTTOM OF RAFT (m) 32.3 48.25 55.08 98.3 136.98 168.82 200.68 232.52 268.92 275.3 0
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LIVE LOAD (N) 5000 5000 5000 5000 5000 5000 5000 5000 5000 5000 0
DEAD LOAD NODE NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
0 99.95 647.69 2652.53 3056.76 3460.99 3865.22 4269.45 4673.67 5180.52 5604.96 6029.4 6453.84 6878.28 7381.79 7804.06 8244.54 8714.43 9214.11 9823.34 10381.65 10970.65 11590.68 12242.13 12453.45 13122.41 13809.81 14515.87 15240.87 15985.03 16748.58 17613.2 18407.45 19221.41 20055.33 20909.44 21783.99 22679.2 23793.09 24692.59 25516.08 26355.56 27160.19 28176.9 29216.27 29799.8 30502.41 30866.15 30918.33 31407.91
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
57953.71
0
0
Page 79 of 127
LIVE LOAD NODE NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0
0
0
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EFFECT OF BUOYANCY ( UPWARD ) NODE NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0
0
0
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LOAD COMBINATIONS -----------------
Page 82 of 127
DESIGN LOADS FOR HORIZONTAL SECTIONS FACTORED DESIGN LOADS FOR NODE NO 1
FACTORED DESIGN LOADS FOR NODE NO 2
FACTORED DESIGN LOADS FOR NODE NO 3
COMB NO
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
1 2 3 4 5 6 7 8 9 10 11 12
-714.28 0 0 -714.28 0 0 714.28 0 0 381.97 0 0
270.68 12.12 0 270.68 12.12 0 270.68 12.12 0 144.75 7.13 0
COMB NO
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
1 2 3 4 5 6 7 8 9 10 11 12
-624.35 89.95 89.95 -604.36 109.94 109.94 854.23 139.93 139.93 481.93 99.95 99.95
270.7 92.55 0 270.7 92.55 0 270.7 92.55 0 144.76 54.44 0
406.09 18.17 0 406.09 18.17 0 406.09 18.17 0 217.16 10.69 0
COMB NO
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
1 2 3 4 5 6 7 8 9 10 11 12
-131.38 582.92 582.92 -1.84 712.46 712.46 1621.07 906.77 906.77 1029.67 647.69 647.69
911.85 243.71 0 911.85 243.71 0 911.85 243.71 0 487.62 143.36 0
2131.82 608.18 0 2131.82 608.18 0 2131.82 608.18 0 1140.01 357.75 0
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BENDING MOMENT (te.m) 0.39 0 0 0.39 0 0 0.39 0 0 0.21 0 0
FACTORED DESIGN LOADS FOR NODE NO 4
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 5
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 6
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 1672.98 2387.28 2387.28 2203.48 2917.78 2917.78 4427.85 3713.54 3713.54 3034.51 2652.53 2652.53
AXIAL FORCE (tonne) 1234.63 2751.09 2751.09 1845.98 3362.44 3362.44 5795.92 4279.47 4279.47 3867.7 3056.76 3056.76
AXIAL FORCE (tonne) 1598.44 3114.89 3114.89 2290.63 3807.09 3807.09 6361.85 4845.39 4845.39 4271.93 3460.99 3460.99
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SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
911.85 336.23 0 911.85 336.23 0 911.85 336.23 0 487.62 197.78 0
7652.81 2086.66 0 7652.81 2086.66 0 7652.81 2086.66 0 4092.41 1227.45 0
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
1162.45 426.38 0 1162.45 426.38 0 1162.45 426.38 0 621.63 250.81 0
SHEAR FORCE (tonne) 1162.45 514.15 0 1162.45 514.15 0 1162.45 514.15 0 621.63 302.44 0
13183 4126.29 0 13183 4126.29 0 13183 4126.29 0 7049.73 2427.23 0
BENDING MOMENT (te.m) 20176.5 6712.65 0 20176.5 6712.65 0 20176.5 6712.65 0 10789.57 3948.62 0
FACTORED DESIGN LOADS FOR NODE NO 7
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 8
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 9
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 1962.24 3478.7 3478.7 2735.29 4251.75 4251.75 6927.77 5411.31 5411.31 4676.16 3865.22 3865.22
AXIAL FORCE (tonne) 2326.05 3842.51 3842.51 3179.94 4696.4 4696.4 7493.69 5977.24 5977.24 5080.39 4269.45 4269.45
AXIAL FORCE (tonne) 2169.61 4206.31 4206.31 3104.35 5141.04 5141.04 8579.83 6543.14 6543.14 5762.81 4673.67 4673.67
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SHEAR FORCE (tonne) 1230.89 599.61 0 1230.89 599.61 0 1230.89 599.61 0 658.23 352.71 0
SHEAR FORCE (tonne) 1230.89 682.8 0 1230.89 682.8 0 1230.89 682.8 0 658.23 401.65 0
SHEAR FORCE (tonne) 1230.89 774.18 0 1230.89 774.18 0 1230.89 774.18 0 658.23 455.4 0
BENDING MOMENT (te.m) 27200.4 9831.18 0 27200.4 9831.18 0 27200.4 9831.18 0 14545.67 5783.05 0
BENDING MOMENT (te.m) 34430.42 13467.67 0 34430.42 13467.67 0 34430.42 13467.67 0 18411.99 7922.16 0
BENDING MOMENT (te.m) 41743.92 17608.09 0 41743.92 17608.09 0 41743.92 17608.09 0 22322.95 10357.7 0
FACTORED DESIGN LOADS FOR NODE NO 10
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 11
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 12
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 2625.78 4662.47 4662.47 3661.88 5698.57 5698.57 9289.42 7252.73 7252.73 6269.66 5180.52 5180.52
AXIAL FORCE (tonne) 3007.77 5044.47 5044.47 4128.77 6165.46 6165.46 9883.64 7846.95 7846.95 6694.1 5604.96 5604.96
AXIAL FORCE (tonne) 3389.75 5426.46 5426.46 4595.63 6632.34 6632.34 10477.87 8441.16 8441.16 7118.55 6029.4 6029.4
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SHEAR FORCE (tonne) 1219.78 856.82 0 1219.78 856.82 0 1219.78 856.82 0 652.29 504.01 0
SHEAR FORCE (tonne) 1219.78 937.07 0 1219.78 937.07 0 1219.78 937.07 0 652.29 551.22 0
SHEAR FORCE (tonne) 1217.48 1014.98 0 1217.48 1014.98 0 1217.48 1014.98 0 651.06 597.05 0
BENDING MOMENT (te.m) 48703.27 22536.58 0 48703.27 22536.58 0 48703.27 22536.58 0 26044.53 13256.81 0
BENDING MOMENT (te.m) 55876.74 27990.58 0 55876.74 27990.58 0 55876.74 27990.58 0 29880.61 16465.05 0
BENDING MOMENT (te.m) 62032.56 33954.9 0 62032.56 33954.9 0 62032.56 33954.9 0 33172.49 19973.47 0
FACTORED DESIGN LOADS FOR NODE NO 13
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 14
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 15
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 2278.85 5808.46 5808.46 3569.62 7099.23 7099.23 12564.99 9035.38 9035.38 8341.33 6453.84 6453.84
AXIAL FORCE (tonne) 2660.85 6190.45 6190.45 4036.51 7566.11 7566.11 13159.2 9629.6 9629.6 8765.77 6878.28 6878.28
AXIAL FORCE (tonne) 3114 6643.61 6643.61 4590.36 8119.97 8119.97 13864.11 10334.5 10334.5 9269.28 7381.79 7381.79
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SHEAR FORCE (tonne) 1240.35 1090.6 0 1240.35 1090.6 0 1240.35 1090.6 0 663.29 641.53 0
SHEAR FORCE (tonne) 1313.02 1202.65 0 1313.02 1202.65 0 1313.02 1202.65 0 702.15 707.44 0
SHEAR FORCE (tonne) 1490.45 1273.35 0 1490.45 1273.35 0 1490.45 1273.35 0 797.03 749.03 0
BENDING MOMENT (te.m) 68513.94 40414.64 0 68513.94 40414.64 0 68513.94 40414.64 0 36638.47 23773.32 0
BENDING MOMENT (te.m) 74319.52 47355.1 0 74319.52 47355.1 0 74319.52 47355.1 0 39743.06 27855.94 0
BENDING MOMENT (te.m) 79027.14 54965.52 0 79027.14 54965.52 0 79027.14 54965.52 0 42260.5 32332.66 0
FACTORED DESIGN LOADS FOR NODE NO 16
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 17
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 18
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 3494.05 7023.66 7023.66 5054.86 8584.47 8584.47 14455.29 10925.69 10925.69 9691.55 7804.06 7804.06
AXIAL FORCE (tonne) 3890.48 7420.08 7420.08 5539.39 9068.99 9068.99 15071.96 11542.35 11542.35 10132.03 8244.54 8244.54
AXIAL FORCE (tonne) 4313.39 7842.99 7842.99 6056.27 9585.88 9585.88 15729.82 12200.21 12200.21 10601.92 8714.43 8714.43
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SHEAR FORCE (tonne) 1490.45 1342.42 0 1490.45 1342.42 0 1490.45 1342.42 0 797.03 789.66 0
SHEAR FORCE (tonne) 1490.45 1406.92 0 1490.45 1406.92 0 1490.45 1406.92 0 797.03 827.6 0
SHEAR FORCE (tonne) 1490.45 1471.18 0 1490.45 1471.18 0 1490.45 1471.18 0 797.03 865.4 0
BENDING MOMENT (te.m) 82957.22 63023.69 0 82957.22 63023.69 0 82957.22 63023.69 0 44362.15 37072.76 0
BENDING MOMENT (te.m) 87776.38 71591.86 0 87776.38 71591.86 0 87776.38 71591.86 0 46939.24 42112.86 0
BENDING MOMENT (te.m) 93321.98 80571.62 0 93321.98 80571.62 0 93321.98 80571.62 0 49904.8 47395.07 0
FACTORED DESIGN LOADS FOR NODE NO 19
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 20
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 21
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 4763.1 8292.7 8292.7 6605.92 10135.53 10135.53 16429.37 12899.76 12899.76 11101.6 9214.11 9214.11
AXIAL FORCE (tonne) 5311.4 8841.01 8841.01 7276.07 10805.67 10805.67 17282.28 13752.67 13752.67 11710.83 9823.34 9823.34
AXIAL FORCE (tonne) 5813.88 9343.49 9343.49 7890.21 11419.82 11419.82 18063.92 14534.31 14534.31 12269.14 10381.65 10381.65
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SHEAR FORCE (tonne) 1562.85 1539.42 0 1562.85 1539.42 0 1562.85 1539.42 0 835.75 905.54 0
SHEAR FORCE (tonne) 1562.85 1602.68 0 1562.85 1602.68 0 1562.85 1602.68 0 835.75 942.75 0
SHEAR FORCE (tonne) 1562.85 1665.3 0 1562.85 1665.3 0 1562.85 1665.3 0 835.75 979.59 0
BENDING MOMENT (te.m) 99472.48 89961.11 0 99472.48 89961.11 0 99472.48 89961.11 0 53193.84 52918.3 0
BENDING MOMENT (te.m) 99139.3 99751.53 0 99139.3 99751.53 0 99139.3 99751.53 0 53015.67 58677.37 0
BENDING MOMENT (te.m) 99803.06 109943.13 0 99803.06 109943.13 0 99803.06 109943.13 0 53370.62 64672.43 0
FACTORED DESIGN LOADS FOR NODE NO 22
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 23
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 24
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 6343.98 9873.58 9873.58 8538.1 12067.71 12067.71 18888.51 15358.91 15358.91 12858.14 10970.65 10970.65
AXIAL FORCE (tonne) 6902.01 10431.62 10431.62 9220.15 12749.75 12749.75 19756.56 16226.96 16226.96 13478.17 11590.68 11590.68
AXIAL FORCE (tonne) 7488.31 11017.92 11017.92 9936.74 13466.35 13466.35 20668.59 17138.99 17138.99 14129.62 12242.13 12242.13
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SHEAR FORCE (tonne) 1562.83 1727.13 0 1562.83 1727.13 0 1562.83 1727.13 0 835.74 1015.96 0
SHEAR FORCE (tonne) 1562.87 1788.03 0 1562.87 1788.03 0 1562.87 1788.03 0 835.76 1051.78 0
SHEAR FORCE (tonne) 1562.87 1843.67 0 1562.87 1843.67 0 1562.87 1843.67 0 835.76 1084.51 0
BENDING MOMENT (te.m) 101444.04 120531.55 0 101444.04 120531.55 0 101444.04 120531.55 0 54248.15 70900.91 0
BENDING MOMENT (te.m) 104016.11 131511.3 0 104016.11 131511.3 0 104016.11 131511.3 0 55623.59 77359.59 0
BENDING MOMENT (te.m) 107452.59 142876.21 0 107452.59 142876.21 0 107452.59 142876.21 0 57461.28 84044.83 0
FACTORED DESIGN LOADS FOR NODE NO 25
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 26
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 27
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 7678.5 11208.11 11208.11 10169.19 13698.8 13698.8 20964.44 17434.83 17434.83 14340.94 12453.45 12453.45
AXIAL FORCE (tonne) 8280.57 11810.17 11810.17 10905.05 14434.66 14434.66 21900.99 18371.38 18371.38 15009.9 13122.41 13122.41
AXIAL FORCE (tonne) 8899.22 12428.83 12428.83 11661.18 15190.79 15190.79 22863.33 19333.73 19333.73 15697.3 13809.81 13809.81
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SHEAR FORCE (tonne) 1562.87 1878.79 0 1562.87 1878.79 0 1562.87 1878.79 0 835.76 1105.17 0
SHEAR FORCE (tonne) 1562.87 1936.08 0 1562.87 1936.08 0 1562.87 1936.08 0 835.76 1138.87 0
SHEAR FORCE (tonne) 1562.85 1992.08 0 1562.85 1992.08 0 1562.85 1992.08 0 835.75 1171.81 0
BENDING MOMENT (te.m) 108205.85 145128.46 0 108205.85 145128.46 0 108205.85 145128.46 0 57864.09 85369.68 0
BENDING MOMENT (te.m) 112473.23 156822.04 0 112473.23 156822.04 0 112473.23 156822.04 0 60146.11 92248.26 0
BENDING MOMENT (te.m) 117397.52 168870.74 0 117397.52 168870.74 0 117397.52 168870.74 0 62779.42 99335.73 0
FACTORED DESIGN LOADS FOR NODE NO 28
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 29
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 30
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 9534.68 13064.29 13064.29 12437.86 15967.46 15967.46 23851.83 20322.22 20322.22 16403.36 14515.87 14515.87
AXIAL FORCE (tonne) 10187.17 13716.78 13716.78 13235.35 16764.95 16764.95 24866.82 21337.21 21337.21 17128.36 15240.87 15240.87
AXIAL FORCE (tonne) 10856.92 14386.53 14386.53 14053.93 17583.53 17583.53 25908.65 22379.04 22379.04 17872.52 15985.03 15985.03
Page 92 of 127
SHEAR FORCE (tonne) 1562.85 2046.8 0 1562.85 2046.8 0 1562.85 2046.8 0 835.75 1204 0
SHEAR FORCE (tonne) 1562.85 2100.2 0 1562.85 2100.2 0 1562.85 2100.2 0 835.75 1235.41 0
SHEAR FORCE (tonne) 1562.85 2152.22 0 1562.85 2152.22 0 1562.85 2152.22 0 835.75 1266.01 0
BENDING MOMENT (te.m) 122900.36 181266.7 0 122900.36 181266.7 0 122900.36 181266.7 0 65722.12 106627.47 0
BENDING MOMENT (te.m) 128907.33 194001.99 0 128907.33 194001.99 0 128907.33 194001.99 0 68934.4 114118.82 0
BENDING MOMENT (te.m) 135351.48 207068.65 0 135351.48 207068.65 0 135351.48 207068.65 0 72380.47 121805.09 0
FACTORED DESIGN LOADS FOR NODE NO 31
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 32
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 33
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 11544.12 15073.72 15073.72 14893.83 18423.44 18423.44 26977.62 23448.01 23448.01 18636.07 16748.58 16748.58
AXIAL FORCE (tonne) 12322.28 15851.88 15851.88 15844.92 19374.52 19374.52 28188.09 24658.49 24658.49 19500.69 17613.2 17613.2
AXIAL FORCE (tonne) 13037.1 16566.7 16566.7 16718.58 20248.19 20248.19 29300.03 25770.43 25770.43 20294.94 18407.45 18407.45
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SHEAR FORCE (tonne) 2721.64 2204.22 0 2721.64 2204.22 0 2721.64 2204.22 0 1455.42 1296.6 0
SHEAR FORCE (tonne) 2721.64 2252.76 0 2721.64 2252.76 0 2721.64 2252.76 0 1455.42 1325.15 0
SHEAR FORCE (tonne) 2721.64 2299.83 0 2721.64 2299.83 0 2721.64 2299.83 0 1455.42 1352.84 0
BENDING MOMENT (te.m) 142173.2 220457.78 0 142173.2 220457.78 0 142173.2 220457.78 0 76028.45 129681.05 0
BENDING MOMENT (te.m) 143660.94 234023.05 0 143660.94 234023.05 0 143660.94 234023.05 0 76824.03 137660.62 0
BENDING MOMENT (te.m) 147066.6 247886.81 0 147066.6 247886.81 0 147066.6 247886.81 0 78645.24 145815.77 0
FACTORED DESIGN LOADS FOR NODE NO 34
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 35
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 36
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 13769.66 17299.27 17299.27 17613.94 21143.55 21143.55 30439.58 26909.97 26909.97 21108.9 19221.41 19221.41
AXIAL FORCE (tonne) 14520.19 18049.79 18049.79 18531.25 22060.86 22060.86 31607.06 28077.46 28077.46 21942.82 20055.33 20055.33
AXIAL FORCE (tonne) 15288.89 18818.5 18818.5 19470.78 23000.38 23000.38 32802.82 29273.21 29273.21 22796.93 20909.44 20909.44
Page 94 of 127
SHEAR FORCE (tonne) 2721.64 2345.46 0 2721.64 2345.46 0 2721.64 2345.46 0 1455.42 1379.68 0
SHEAR FORCE (tonne) 2721.64 2389.67 0 2721.64 2389.67 0 2721.64 2389.67 0 1455.42 1405.69 0
SHEAR FORCE (tonne) 2721.64 2432.56 0 2721.64 2432.56 0 2721.64 2432.56 0 1455.42 1430.92 0
BENDING MOMENT (te.m) 152261.7 262040.35 0 152261.7 262040.35 0 152261.7 262040.35 0 81423.37 154141.38 0
BENDING MOMENT (te.m) 159071.12 276475.1 0 159071.12 276475.1 0 159071.12 276475.1 0 85064.77 162632.41 0
BENDING MOMENT (te.m) 167297.47 291182.7 0 167297.47 291182.7 0 167297.47 291182.7 0 89463.89 171283.94 0
FACTORED DESIGN LOADS FOR NODE NO 37
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 38
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 39
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 16075.98 19605.59 19605.59 20432.78 23962.38 23962.38 34027.19 30497.58 30497.58 23671.48 21783.99 21783.99
AXIAL FORCE (tonne) 16881.68 20411.28 20411.28 21417.52 24947.12 24947.12 35280.49 31750.88 31750.88 24566.69 22679.2 22679.2
AXIAL FORCE (tonne) 17884.17 21413.78 21413.78 22642.79 26172.4 26172.4 36839.93 33310.32 33310.32 25680.58 23793.09 23793.09
Page 95 of 127
SHEAR FORCE (tonne) 2721.64 2474.18 0 2721.64 2474.18 0 2721.64 2474.18 0 1455.42 1455.4 0
SHEAR FORCE (tonne) 3603.81 2518.92 0 3603.81 2518.92 0 3603.81 2518.92 0 1927.17 1481.72 0
SHEAR FORCE (tonne) 3909.76 2558.6 0 3909.76 2558.6 0 3909.76 2558.6 0 2090.78 1505.06 0
BENDING MOMENT (te.m) 176743.07 306155.04 0 176743.07 306155.04 0 176743.07 306155.04 0 94515.01 180091.2 0
BENDING MOMENT (te.m) 187223.69 321384.3 0 187223.69 321384.3 0 187223.69 321384.3 0 100119.62 189049.59 0
BENDING MOMENT (te.m) 198884.65 338520.17 0 198884.65 338520.17 0 198884.65 338520.17 0 106355.43 199129.51 0
FACTORED DESIGN LOADS FOR NODE NO 40
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 41
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 42
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 18693.72 22223.33 22223.33 23632.24 27161.85 27161.85 38099.23 34569.62 34569.62 26580.08 24692.59 24692.59
AXIAL FORCE (tonne) 19434.87 22964.48 22964.48 24538.09 28067.69 28067.69 39252.12 35722.52 35722.52 27403.57 25516.08 25516.08
AXIAL FORCE (tonne) 20190.4 23720.01 23720.01 25461.51 28991.12 28991.12 40427.39 36897.79 36897.79 28243.05 26355.56 26355.56
Page 96 of 127
SHEAR FORCE (tonne) 3909.76 2590.32 0 3909.76 2590.32 0 3909.76 2590.32 0 2090.78 1523.72 0
SHEAR FORCE (tonne) 3909.76 2620.84 0 3909.76 2620.84 0 3909.76 2620.84 0 2090.78 1541.67 0
SHEAR FORCE (tonne) 3909.76 2642.62 0 3909.76 2642.62 0 3909.76 2642.62 0 2090.78 1554.48 0
BENDING MOMENT (te.m) 209037.69 352078.7 0 209037.69 352078.7 0 209037.69 352078.7 0 111784.86 207105.12 0
BENDING MOMENT (te.m) 220686.67 365806.24 0 220686.67 365806.24 0 220686.67 365806.24 0 118014.26 215180.14 0
BENDING MOMENT (te.m) 233607.62 379696.31 0 233607.62 379696.31 0 233607.62 379696.31 0 124923.86 223350.77 0
FACTORED DESIGN LOADS FOR NODE NO 43
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 44
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 45
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 20914.57 24444.18 24444.18 26346.61 29876.21 29876.21 41553.88 38024.27 38024.27 29047.68 27160.19 27160.19
AXIAL FORCE (tonne) 21829.6 25359.21 25359.21 27464.98 30994.59 30994.59 42977.27 39447.66 39447.66 30064.39 28176.9 28176.9
AXIAL FORCE (tonne) 22765.04 26294.64 26294.64 28608.29 32137.9 32137.9 44432.38 40902.78 40902.78 31103.76 29216.27 29216.27
Page 97 of 127
SHEAR FORCE (tonne) 3909.76 2666.28 0 3909.76 2666.28 0 3909.76 2666.28 0 2090.78 1568.4 0
SHEAR FORCE (tonne) 3909.76 2697.36 0 3909.76 2697.36 0 3909.76 2697.36 0 2090.78 1586.68 0
SHEAR FORCE (tonne) 3909.76 2718.71 0 3909.76 2718.71 0 3909.76 2718.71 0 2090.78 1599.24 0
BENDING MOMENT (te.m) 240196.92 386414.18 0 240196.92 386414.18 0 240196.92 386414.18 0 128447.55 227302.46 0
BENDING MOMENT (te.m) 257269.01 403028.33 0 257269.01 403028.33 0 257269.01 403028.33 0 137577.01 237075.49 0
BENDING MOMENT (te.m) 275453 419838.48 0 275453 419838.48 0 275453 419838.48 0 147301.07 246963.81 0
FACTORED DESIGN LOADS FOR NODE NO 46
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 47
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 48
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 23290.22 26819.82 26819.82 29250.18 32779.78 32779.78 45249.33 41719.72 41719.72 31687.29 29799.8 29799.8
AXIAL FORCE (tonne) 23922.57 27452.17 27452.17 30023.05 33552.65 33552.65 46232.98 42703.38 42703.38 32389.9 30502.41 30502.41
AXIAL FORCE (tonne) 24249.93 27779.54 27779.54 30423.16 33952.77 33952.77 46742.22 43212.61 43212.61 32753.64 30866.15 30866.15
Page 98 of 127
SHEAR FORCE (tonne) 3909.76 2735.28 0 3909.76 2735.28 0 3909.76 2735.28 0 2090.78 1608.99 0
SHEAR FORCE (tonne) 3909.76 2748.88 0 3909.76 2748.88 0 3909.76 2748.88 0 2090.78 1616.99 0
SHEAR FORCE (tonne) 3909.76 2754.15 0 3909.76 2754.15 0 3909.76 2754.15 0 2090.78 1620.09 0
BENDING MOMENT (te.m) 285890.09 429192.28 0 285890.09 429192.28 0 285890.09 429192.28 0 152882.4 252466.05 0
BENDING MOMENT (te.m) 298611.66 440377.33 0 298611.66 440377.33 0 298611.66 440377.33 0 159685.38 259045.49 0
BENDING MOMENT (te.m) 305248.31 446135.23 0 305248.31 446135.23 0 305248.31 446135.23 0 163234.39 262432.49 0
FACTORED DESIGN LOADS FOR NODE NO 49
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 50
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR FOUNDATION
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
AXIAL FORCE (tonne) 24296.89 27826.49 27826.49 30480.55 34010.16 34010.16 46815.27 43285.66 43285.66 32805.82 30918.33 30918.33
AXIAL FORCE (tonne) 24737.51 28267.12 28267.12 31019.09 34548.7 34548.7 47500.67 43971.07 43971.07 33295.4 31407.91 31407.91
AXIAL FORCE (tonne) 48628.73 52158.34 52158.34 60219.47 63749.08 63749.08 84664.8 81135.19 81135.19 59841.2 57953.71 57953.71 57953.71 57953.71 56066.22 59841.2
Page 99 of 127
SHEAR FORCE (tonne) 3909.76 2760.95 0 3909.76 2760.95 0 3909.76 2760.95 0 2090.78 1624.09 0
SHEAR FORCE (tonne) 3909.76 2760.95 0 3909.76 2760.95 0 3909.76 2760.95 0 2090.78 1624.09 0
SHEAR FORCE (tonne) 3909.76 2818.87 0 3909.76 2818.87 0 3909.76 2818.87 0 2090.78 1658.16 0 1658.16 0 2090.78 2090.78
BENDING MOMENT (te.m) 306309.1 446959.39 0 306309.1 446959.39 0 306309.1 446959.39 0 163801.66 262917.29 0
BENDING MOMENT (te.m) 315288.98 454670.92 0 315288.98 454670.92 0 315288.98 454670.92 0 168603.73 267453.48 0
BENDING MOMENT (te.m) 332882.87 467355.84 0 332882.87 467355.84 0 332882.87 467355.84 0 178012.23 274915.2 0 274915.2 0 178012.23 178012.23
DESIGN LOADS FOR VERTICAL SECTIONS ( Load Factor = 1.3 ) NODE NO
CIRCUMFERENTIAL MOMENT (te.m/m)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
22.84 22.83 22.74 22.65 22.56 22.48 22.39 14.87 14.81 14.76 14.69 14.64 14.57 14.52 14.46 14.4 14.57 14.74 14.92 15.09 15.26 15.37 15.47 15.59 15.6 15.96 16.32 16.68 17.04 17.37 17.64 17.91 18.19 18.46 18.72 18.98 19.23 19.38 19.34 19.29 19.24 19.08 19.01 18.4 17.17 17.39 17.67 17.81 17.84 0
Page 100 of 127
STRUCTURAL DESIGN
THERMAL LOAD -----------GAS TEMPERATURE = GAS VELOCITY = AMBIENT TEMPERATURE MAXM. = AMBIENT TEMPERATURE MINM. =
135 C 324 Kmph 46 C 10 C
FLUE THICKNESS
=
10
INSULATION THICKNESS
=
100
Page 101 of 127
mm mm
DESIGN TEMPERATURE DIFFERENTIAL NODE NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
OUTSIDE DIA (m) 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.37 21.54 21.71 21.88 22.06 22.23 22.4 22.57 22.6 22.95 23.3 23.66 24.01 24.36 24.71 25.06 25.41 25.76 26.1 26.45 26.8 27.15 27.53 27.83 28.13 28.43 28.58 28.93 29.28 29.48 29.71 29.83 29.84 30
CONCRETE THICKNESS (mm)
MAX. TEMP. DIFF. (C)
400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 20.11 20.96 21.79 22.59 23.37 24.13 24.87 25.59 25.72 25.68 25.63 25.59 25.55 25.5 25.46 25.43 25.39 25.35 25.32 25.28 25.25 25.21 25.18 25.15 25.12 25.1 25.08 25.05 25.02 25.01 24.99 24.98 24.98 24.97
Page 102 of 127
CHECK FOR LIMIT STATES OF
COLLAPSE
DESIGN ASSUMPTIONS : -----------------(a) The Distribution of Strain across the Section is Linear. (b) The Shell is thin compared to its Diameter. (c) The Tensile strength of the Concrete has been ignored. (d) The Reinforcement in the Compression Zone has been taken into account. (e) The maximum Compressive Strain in the concrete is 0.003. (f) The maximum Tensile Strain in the Reinforcing Steel is 0.07. (g) An equivalent rectangular stress block for concrete has been used in accordance with the assumptions of ACI:307-'88. (h) The Stress-Strain relationship for Reinforcing Steel of grade Fe-415 ( cold twisted Deformed bars ) has been considered to be bilinear in accordance with the assumptions of ACI:307-'88. (i) The Strength Reduction Factor for horizontal sections = 0.8 for vertical sections = 0.9
Page 103 of 127
REQUIREMENT OF HORIZONTAL STEEL NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
% OF HORZ. STEEL OUTER FACE 0.99 0.99 0.99 0.49 0.49 0.49 0.49 0.31 0.31 0.31 0.3 0.3 0.3 0.3 0.3 0.3 0.26 0.24 0.21 0.2 0.18 0.16 0.15 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.12 0.12 0.12 0.12 0.11 0.11 0.1 0.1 0.1 0.1 0.1 0.1
% OF HORZ. STEEL INNER FACE 0.99 0.99 0.99 0.49 0.49 0.49 0.49 0.31 0.31 0.31 0.3 0.3 0.3 0.3 0.3 0.3 0.26 0.24 0.21 0.2 0.18 0.16 0.15 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.12 0.12 0.12 0.12 0.11 0.11 0.1 0.1 0.1 0.1 0.1 0.1
Note : Cross-sectional area of reinforcements interrupted at the openings are to be provided at the sides of the opening in the form of additional steel.
Page 104 of 127
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
1
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.19 0.21 0.3 0.32 0.33 0.33 0.32 0.31 0.3 0.26 0.23 0.2 0.18 0.16 0.16 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.16 0.16 0.15
Page 105 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.19 0.21 0.3 0.32 0.33 0.33 0.32 0.31 0.3 0.26 0.23 0.2 0.18 0.16 0.16 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.16 0.16 0.15
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
2
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.17 0.19 0.2 0.2 0.22 0.23 0.24 0.25 0.26 0.27 0.28 0.29 0.29 0.3 0.31 0.31 0.31 0.32 0.32 0.32 0.32 0.43 0.43 0.44 0.46 0.46 0.46 0.46 0.32
Page 106 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.17 0.19 0.2 0.2 0.22 0.23 0.24 0.25 0.26 0.27 0.28 0.29 0.29 0.3 0.31 0.31 0.31 0.32 0.32 0.32 0.32 0.43 0.43 0.44 0.46 0.46 0.46 0.46 0.32
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
3
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
Page 107 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
4
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.24 0.26 0.26 0.26 0.25 0.24 0.23 0.19 0.16 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
Page 108 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.24 0.26 0.26 0.26 0.25 0.24 0.23 0.19 0.16 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
5
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.17 0.18 0.19 0.19 0.2 0.21 0.21 0.22 0.22 0.23 0.23 0.23 0.24 0.24 0.24 0.37 0.38 0.38 0.41 0.41 0.41 0.41 0.23
Page 109 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.17 0.18 0.19 0.19 0.2 0.21 0.21 0.22 0.22 0.23 0.23 0.23 0.24 0.24 0.24 0.37 0.38 0.38 0.41 0.41 0.41 0.41 0.23
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
6
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
Page 110 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
7
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
Page 111 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
8
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.32 0.32 0.32 0.36 0.37 0.37 0.37 0.15
Page 112 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.32 0.32 0.32 0.36 0.37 0.37 0.37 0.15
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
9
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
Page 113 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
MAXIMUM REQUIREMENT OF VERTICAL STEEL NODE NO
THICKNESS (mm)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
% VERT.STEEL OUTERFACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.19 0.21 0.3 0.32 0.33 0.33 0.32 0.31 0.3 0.26 0.23 0.2 0.19 0.2 0.2 0.22 0.23 0.24 0.25 0.26 0.27 0.28 0.29 0.29 0.3 0.31 0.31 0.31 0.32 0.32 0.32 0.32 0.43 0.43 0.44 0.46 0.46 0.46 0.46 0.32
% VERT.STEEL INNERFACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.19 0.21 0.3 0.32 0.33 0.33 0.32 0.31 0.3 0.26 0.23 0.2 0.19 0.2 0.2 0.22 0.23 0.24 0.25 0.26 0.27 0.28 0.29 0.29 0.3 0.31 0.31 0.31 0.32 0.32 0.32 0.32 0.43 0.43 0.44 0.46 0.46 0.46 0.46 0.32
Note : Cross-sectional area of reinforcements interrupted at the openings are to be provided at the sides of the opening in the form of additional steel.
Page 114 of 127
WORST LOAD COMB. NO. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2
CHECK FOR LIMIT STATE OF SERVICEABILITY
LIMIT STATE OF DEFLECTION --------------------------
LIMITING DEFLECTION : L/500 Where , L = Height of stack above raft LOAD
MAXIMUM HORIZONTAL DEFLECTION (mm)
LIMITING DEFLECTION (mm)
EARTHQUAKE
197.72
<
544.6
TOTAL ALONG WIND
169.51
<
544.6
SHORT GUST
49.49
<
544.6
<
544.6
COMBINED ALONG WIND & CROSS WIND
0
Page 115 of 127
Wind Load Analysis Chimney WIthout Strakes IS 4998 Hourly Dist from Along Node Thickness Outer Mean top of raft Wind No M Dia M Velocity M Shear T M/Sec 1 272.300 0.400 21.200 58.56 5.79 2 270.800 0.400 21.200 58.54 35.65 3 264.430 0.400 21.200 58.48 82.28 4 258.360 0.400 21.200 58.41 126.75 5 252.290 0.400 21.200 58.34 170.23 6 246.220 0.400 21.200 58.24 212.74 7 240.160 0.400 21.200 58.11 254.26 8 234.090 0.400 21.200 57.98 294.79 9 228.030 0.400 21.200 57.85 335.29 10 221.660 0.400 21.200 57.71 375.73 11 215.290 0.400 21.200 57.57 415.09 12 208.920 0.400 21.200 57.43 453.35 13 202.550 0.400 21.200 57.29 490.53 14 196.180 0.400 21.200 57.12 526.54 15 189.840 0.400 21.200 56.91 561.37 16 183.500 0.400 21.200 56.71 595.26 17 177.110 0.424 21.370 56.50 628.22 18 170.720 0.449 21.540 56.29 660.10 19 164.330 0.473 21.710 56.08 690.84 20 157.960 0.498 21.880 55.88 720.46 21 151.590 0.522 22.060 55.67 749.00 22 145.220 0.547 22.230 55.41 776.46 23 138.850 0.571 22.400 55.14 802.84 24 132.480 0.595 22.570 54.86 818.28 25 131.250 0.600 22.600 54.81 832.66 26 125.010 0.607 22.950 54.54 856.23 27 118.770 0.614 23.300 54.27 878.78 28 112.520 0.620 23.660 54.00 900.30 29 106.280 0.629 24.010 53.73 920.81 30 100.040 0.636 24.360 53.46 940.29 31 93.800 0.640 24.710 53.06 958.65 32 87.630 0.650 25.060 52.66 975.89 33 81.450 0.657 25.410 52.26 992.13 34 75.280 0.664 25.760 51.86 1007.34 35 69.100 0.671 26.100 51.46 1021.54 36 62.930 0.678 26.450 51.06 1034.73 37 56.750 0.685 26.800 50.66 1046.90 38 50.580 0.690 27.150 50.26 1058.56 39 43.750 0.700 27.530 49.38 1068.57 40 38.430 0.706 27.830 48.66 1076.42 41 33.120 0.712 28.130 47.94 1083.48 42 27.800 0.718 28.430 47.16 1088.32 43 25.250 0.721 28.580 46.75 1092.90 44 19.000 0.728 28.930 45.58 1098.74 45 12.750 0.735 29.280 43.31 1102.65 46 9.300 0.739 29.480 42.12 1105.04 47 5.200 0.744 29.710 42.12 1106.79 48 3.100 0.746 29.830 42.12 1107.39 49 2.800 0.750 29.840 42.12 1108.03 50 0.000 0.750 30.000 42.12 1108.63
Along Wind Across Across Wind Moment Wind Moment T.M T.M Shear T
Drag Coeff
0.00 8.68 235.94 735.13 1504.08 2536.84 3827.45 5369.94 7158.28 9294.10 11687.52 14331.62 17219.48 20344.18 23681.12 27238.79 31043.54 35058.94 39278.01 43678.67 48267.98 53039.09 57985.14 63099.26 64101.65 69298.85 74643.17 80128.23 85747.65 91495.06 97363.87 103283.53 109309.68 115436.06 121656.40 127964.44 134353.90 140818.51 148043.21 153724.49 159447.47 165207.88 167983.10 174813.74 181680.84 185484.99 190015.66 192339.92 192672.14 195774.62
0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80
Page 116 of 127
9.00 55.84 127.17 194.21 258.74 320.75 380.25 437.24 493.11 547.60 599.39 648.50 694.96 738.71 779.80 818.58 855.07 889.17 920.90 950.35 977.65 1002.87 1026.10 1038.85 1051.11 1069.92 1087.07 1102.65 1116.74 1129.41 1140.68 1150.65 1159.45 1167.17 1173.88 1179.65 1184.56 1188.90 1192.20 1194.60 1196.57 1197.77 1198.90 1200.13 1200.83 1201.24 1201.50 1201.59 1201.68 1201.77
0.00 13.51 369.46 1140.95 2319.16 3888.84 5834.71 8141.54 10794.04 13935.07 17423.22 21241.23 25372.01 29798.69 34479.95 39421.58 44653.24 50117.97 55800.43 61665.67 67718.32 73944.63 80331.38 86865.86 88138.08 94696.69 101372.42 108154.93 115034.36 122001.36 129046.86 136086.52 143187.39 150342.28 157544.47 164787.74 172066.31 179374.89 187482.03 193814.86 200160.29 206515.95 209567.32 217053.22 224546.76 228685.62 233605.96 236126.71 236486.85 239848.39
Wind Load Analysis Chimney With Strakes Dist from Node Thickness top of raft No M M 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
272.300 270.800 264.430 258.360 252.290 246.220 240.160 234.090 228.030 221.660 215.290 208.920 202.550 196.180 189.840 183.500 177.110 170.720 164.330 157.960 151.590 145.220 138.850 132.480 131.250 125.010 118.770 112.520 106.280 100.040 93.800 87.630 81.450 75.280 69.100 62.930 56.750 50.580 43.750 38.430 33.120 27.800 25.250 19.000 12.750 9.300 5.200 3.100 2.800 0.000
0.400 0.400 0.400 0.400 0.400 0.400 0.400 0.400 0.400 0.400 0.400 0.400 0.400 0.400 0.400 0.400 0.424 0.449 0.473 0.498 0.522 0.547 0.571 0.595 0.600 0.607 0.614 0.620 0.629 0.636 0.640 0.650 0.657 0.664 0.671 0.678 0.685 0.690 0.700 0.706 0.712 0.718 0.721 0.728 0.735 0.739 0.744 0.746 0.750 0.750
Outer Dia M 21.200 21.200 21.200 21.200 21.200 21.200 21.200 21.200 21.200 21.200 21.200 21.200 21.200 21.200 21.200 21.200 21.370 21.540 21.710 21.880 22.060 22.230 22.400 22.570 22.600 22.950 23.300 23.660 24.010 24.360 24.710 25.060 25.410 25.760 26.100 26.450 26.800 27.150 27.530 27.830 28.130 28.430 28.580 28.930 29.280 29.480 29.710 29.830 29.840 30.000
Hourly Mean Velocity M/Sec 58.56 58.54 58.48 58.41 58.34 58.24 58.11 57.98 57.85 57.71 57.57 57.43 57.29 57.12 56.91 56.71 56.50 56.29 56.08 55.88 55.67 55.41 55.14 54.86 54.81 54.54 54.27 54.00 53.73 53.46 53.06 52.66 52.26 51.86 51.46 51.06 50.66 50.26 49.38 48.66 47.94 47.16 46.75 45.58 43.31 42.12 42.12 42.12 42.12 42.12
Along Wind Shear T 6.18 38.18 88.22 135.94 182.61 228.22 272.79 316.29 359.77 403.18 445.43 486.51 526.43 565.10 602.50 638.76 673.89 707.86 740.61 772.16 802.56 831.80 859.89 876.32 891.62 916.70 940.69 963.58 985.37 1006.07 1025.57 1043.88 1061.10 1077.24 1092.29 1106.25 1119.13 1131.46 1142.02 1150.29 1157.73 1162.82 1167.63 1173.74 1177.82 1180.31 1182.12 1182.74 1183.39 1184.02
IS 4998 Across Across Along Wind Wind Wind Moment T.M Moment Shear T T.M 0.00 0.00 0.00 9.26 0.00 0.00 252.66 0.00 0.00 787.88 0.00 0.00 1612.58 0.00 0.00 2720.41 0.00 0.00 4104.97 0.00 0.00 5759.89 0.00 0.00 7678.68 0.00 0.00 9970.41 0.00 0.00 12538.68 0.00 0.00 15376.06 0.00 0.00 18475.16 0.00 0.00 21828.55 0.00 0.00 25409.84 0.00 0.00 29228.18 0.00 0.00 33310.96 0.00 0.00 37618.26 0.00 0.00 42142.58 0.00 0.00 46860.28 0.00 0.00 51778.93 0.00 0.00 56891.21 0.00 0.00 62189.77 0.00 0.00 67667.27 0.00 0.00 68740.76 0.00 0.00 74306.00 0.00 0.00 80027.77 0.00 0.00 85899.25 0.00 0.00 91913.61 0.00 0.00 98064.01 0.00 0.00 104343.40 0.00 0.00 110676.32 0.00 0.00 117122.28 0.00 0.00 123674.59 0.00 0.00 130326.54 0.00 0.00 137071.43 0.00 0.00 143902.54 0.00 0.00 150813.16 0.00 0.00 158535.35 0.00 0.00 164607.14 0.00 0.00 170722.90 0.00 0.00 176878.06 0.00 0.00 179843.26 0.00 0.00 187140.93 0.00 0.00 194476.77 0.00 0.00 198540.27 0.00 0.00 203379.53 0.00 0.00 205861.99 0.00 0.00 206216.81 0.00 0.00 209530.31 0.00 0.00
Page 117 of 127
Drag Coeff 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80
COMPUTATION OF BEARING PRESSURE (CCIND CODE DESIGN) FOUNDATION TYPE
= CIRCULAR RAFT
**** LOAD DATA AT BOT OF RAFT ****** VERTICAL LOAD FROM SHELL = 31407.91 T MOMENT (WITHOUT STRAKE ACROSS WIND)= 274743.72 TM HORIZONTAL SHEAR FOOTING THICKNESS EDGE THICKNESS OUTER SLOPE
= 1656.68
T
= 4.5 M = 3 M = 1 in 2.067
******* SOIL DATA ******** NET BEARING CAPACITY = 54 T/SQM GROSS BEARING CAPACITY = 67.14 T/SQM
**** RAFT PROPERTIES *************** SHELL OUTER DIA = 30 M RAFT OUTER DIA = 45.2 M AREA OF RAFT = 1604.6 SQ M MOMENT OF INERTIA OF RAFT = 9065.99 M^4 ****************** LOAD DATA *********************** VERTICAL LOAD FROM SHELL = 31407.91 T VERTICAL LOAD FROM RAFT = 18051.75 T VERT LOAD FROM EXTERNAL OVERBURDEN = 4524.62 T VERT LOAD FROM INTERNAL OVERBURDEN = 3689.8 T VERT LOAD FROM INTERNAL CONC SLAB = 353.43 T VERT LOAD REDUCTION DUE TO TAPER = 162.17 T TOTAL VERTICAL LOAD = 57865.33 T SOIL PRESSRE DUE TO AXIAL FORCE SOIL PRESSRE DUE TO MOMENT MAX SOIL PRESSURE MIN SOIL PRESSURE
= 36.06 T/SQM = 30.3 T/SQM = 66.37 T/SQM < 67.14 = 5.76 T/SQM
FOS AGAINST OVERTURNING FOR COMPLETE STACK = 4.76 FOS AGAINST OVERTURNING DURING CONSTRUCTION = 4.07 FOS AGAINST SLIDING FOR COMPLETE STACK = 10.48
Page 118 of 127
T/SQM
COMPUTATION OF BEARING PRESSURE USING IS:4998 FOUNDATION TYPE
= CIRCULAR RAFT
**** LOAD DATA AT BOT OF RAFT ****** VERTICAL LOAD FROM SHELL MOMENT (1.15x239848.39) HORIZONTAL SHEAR
= 31407.91 T = 275825.65 TM = 1658.16 T
FOOTING THICKNESS EDGE THICKNESS OUTER SLOPE
= 4.5 M = 3 M = 1 in 2.067
******* SOIL DATA ******** NET BEARING CAPACITY = 54 T/SQM GROSS BEARING CAPACITY = 67.14 T/SQM
**** RAFT PROPERTIES *************** SHELL OUTER DIA = 30 M RAFT OUTER DIA = 45.2 M AREA OF RAFT = 1604.6 SQ M MOMENT OF INERTIA OF RAFT = 9065.99 M^4 ****************** LOAD DATA *********************** VERTICAL LOAD FROM SHELL = 31407.91 T VERTICAL LOAD FROM RAFT = 18051.75 T VERT LOAD FROM EXTERNAL OVERBURDEN = 4524.62 T VERT LOAD FROM INTERNAL OVERBURDEN = 3689.8 T VERT LOAD FROM INTERNAL CONC SLAB = 353.43 T VERT LOAD REDUCTION DUE TO TAPER = 162.17 T TOTAL VERTICAL LOAD = 57865.33 T SOIL PRESSRE DUE TO AXIAL FORCE SOIL PRESSRE DUE TO MOMENT MAX SOIL PRESSURE MIN SOIL PRESSURE
= 36.06 = 30.42
T/SQM T/SQM
= 66.49 T/SQM < 67.14 = 5.64 T/SQM
FOS AGAINST OVERTURNING FOR COMPLETE STACK = 4.74 FOS AGAINST OVERTURNING DURING CONSTRUCTION = 4.05 FOS AGAINST SLIDING FOR COMPLETE STACK = 10.47
Page 119 of 127
T/SQM
FLEXURAL DESIGN OF CIRCULAR RAFT Sl. No 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Distance from DEPTH M Centre 0 4.5 1.5 4.5 3 4.5 4.5 4.5 6 4.5 7.5 4.5 9 4.5 10.5 4.5 12 4.5 13.5 4.5 15 4.5 15.84 4.5 16.69 4.5 17.53 4.5 18.38 4.5 19.22 4.5 20.07 4.23 20.91 3.82 21.76 3.41 22.6 3
Radial Moment TM
Area Reqd sqmm
Steel Steel Tang Required Required Moment TM
286.67 236.09 148.77 27.81 -130.6 -330.28 -575.05 -868.73 -1215.12 -1618.04 -2081.31 -1559.53 -1130.95 -783.31 -507.31 -295.79 -143.2 -45.21 1.57 -0.18
1734 1734 1734 1734 1734 1735 3039 4624 6524 8778 11433 8448 6059 4161 2677 1734 1626 1466 1305 1145
28@355 28@355 28@355 28@355 28@355 12@65 25@160 25@105 25@75 28@70 32@70 32@95 25@80 20@75 28@230 28@355 25@300 28@420 32@615 16@175
32@460 32@460 32@460 32@460 32@460 32@460 32@260 32@170 32@120 32@90 32@70 32@90 32@130 32@190 32@300 32@460 32@490 32@545 32@615 32@700
Page 120 of 127
290.400 267.190 227.530 173.310 103.220 15.980 -89.720 -215.170 -361.670 -530.510 -723.000 -699.450 -660.070 -612.160 -561.070 -510.780 -464.260 -423.780 -391.070 -367.490
Area Reqd sqmm 1734 1734 1734 1734 1734 1734 1734 1734 1902 2801 3834 3707 3495 3238 2964 2695 2613 2651 2754 2962
Steel Steel Required Required 28@355 28@355 28@355 28@355 28@355 28@355 28@355 28@355 20@165 25@175 28@160 28@165 32@230 28@190 25@165 32@295 20@120 25@185 32@290 25@165
32@460 32@460 32@460 32@460 32@460 32@460 32@460 32@460 32@420 32@285 32@205 32@215 32@230 32@245 32@270 32@295 32@305 32@300 32@290 32@270
SHEAR DESIGN OF CIRCULAR RAFT SHEAR Distance FORCE Sl. No from DEPTH M RAD Centre Ton/M 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
0 1.5 3 4.5 6 7.5 9 10.5 12 13.5 15 15.84 16.69 17.53 18.38 19.22 20.07 20.91 21.76 22.6
4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.23 3.82 3.41 3
-40.47 -60.62 -87.09 -116.51 -148.91 -184.26 -222.58 -263.86 -308.1 -355.31 -405.48 520.78 443.85 371.46 302.72 236.92 173.5 111.97 51.96 -6.85
SHEAR ALL. SH STRESS STRESS N/mm2 N/mm2 0.088 0.132 0.190 0.254 0.325 0.402 0.485 0.575 0.672 0.775 0.884 1.135 0.968 0.810 0.660 0.516 0.403 0.288 0.150 0.022
0.207 0.207 0.207 0.207 0.207 0.207 0.207 0.827 0.827 0.827 0.827 0.827 0.827 0.827 0.827 0.827 0.207 0.207 0.207 0.207
SHEAR SHEAR FORCE BAL SF STRESS TAN TAN N/M N/mm2 Ton/M 37.13 37.61 39.09 41.56 45.02 49.47 54.9 61.32 68.73 77.12 86.5 65.82 49.35 36.37 26.3 18.7 13.21 9.56 7.5 6.85
Page 121 of 127
0.080 0.080 0.090 0.090 0.100 0.110 0.120 0.130 0.150 0.170 0.190 0.140 0.110 0.080 0.060 0.040 0.030 0.020 0.020 0.020
-533369 -335753 -76210 212392 530053 876774 1252554 -1133392 -699494 -236537 255480 1386205 631758 -78174 -752292 -1397552 827936 309023 -195012 -553044
SHEAR SPACING REINF OF16 mm REQD LINK MM2 BARS/M 0 0 0 850 2120 3507 5010 0 0 0 0 0 0 0 0 0 3312 1236 0 0
0 0 0 1156 463 280 196 0 0 0 0 0 0 0 0 0 296 794 0 0
CHECKING OF RC SECTIONS OF WINDSHIELD SHELL (WORKING STRESS METHOD IS : 4998) DL , LL & TEMP SEC NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
ELEV
OD
THK
272.30 270.80 264.42 258.36 252.29 246.22 240.16 234.09 228.02 221.66 215.28 208.92 202.54 196.18 189.84 183.50 177.11 170.72 164.32 157.96 151.58 145.22 138.84 132.48 131.25 125.01 118.77 112.52 106.28 100.04
21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.37 21.54 21.71 21.88 22.06 22.23 22.40 22.57 22.60 22.95 23.30 23.66 24.01 24.36
400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 424.47 448.93 473.40 497.78 522.16 546.55 570.93 595.31 600.00 607.13 614.27 621.40 628.53 635.67
TEMP DIFF 17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 18.81 19.61 20.40 21.16 21.90 22.62 23.32 24.01 24.14 24.09 24.05 24.00 23.96 23.92
P
M
SIGC
0 100 648 2653 3057 3461 3865 4269 4674 5181 5605 6029 6454 6878 7382 7804 8245 8714 9214 9823 10382 10971 11591 12242 12453 13122 13810 14516 15241 15985
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.93 1.11 1.83 3.40 3.64 3.87 4.08 4.29 4.48 4.71 4.90 5.08 5.26 5.43 5.62 5.78 5.88 5.98 6.09 6.22 6.33 6.44 6.56 6.68 6.72 6.80 6.87 6.95 7.02 7.09
ALL STR 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90
DL,. LL, EQ & TEMP ALL P M SIGC STR 386 0 1.52 15.00 486 218 1.70 15.00 1034 1145 2.41 15.00 3039 4110 4.06 15.00 3876 7080 4.74 15.00 4280 10831 5.22 15.00 4684 14597 5.66 15.00 5088 18466 6.08 15.00 5769 22380 6.60 15.00 6276 26097 7.05 15.00 6700 29931 7.47 15.00 7125 33216 7.85 15.00 8344 36678 8.53 15.00 8769 39779 8.90 15.00 9272 42291 9.26 15.00 9694 44387 9.56 15.00 10135 46962 9.56 15.00 10605 49929 9.61 15.00 11104 53222 9.68 15.00 11714 53035 9.60 15.00 12272 53383 9.54 15.00 12861 54256 9.53 15.00 13481 55628 9.56 15.00 14133 57465 9.61 15.00 14344 57867 9.64 15.00 15013 60150 9.68 15.00 15700 62786 9.74 15.00 16406 65732 9.80 15.00 17131 68949 9.87 15.00 17875 72401 9.94 15.00
Page 122 of 127
DL, LL, max WL & TEMP ALL Steel% Steel% Max P M SIGC STR DT=0 TEMP Steel% 0 0 0.93 15.00 0.30 0.30 0.30 100 14 1.11 15.00 0.30 0.30 0.30 648 369 1.91 15.00 0.30 0.30 0.30 2653 1141 3.53 15.00 0.30 0.30 0.30 3057 2319 3.89 15.00 0.30 0.30 0.30 3461 3889 4.26 15.00 0.30 0.30 0.30 3865 5835 4.63 15.00 0.30 0.30 0.30 4269 8142 5.00 15.00 0.30 0.30 0.30 4674 10794 5.38 15.00 0.30 0.30 0.30 5181 13935 5.80 15.00 0.30 0.30 0.30 5605 17423 6.20 15.00 0.30 0.30 0.30 6029 21241 6.62 15.00 0.30 0.30 0.30 6454 25372 7.06 15.00 0.30 0.30 0.30 6878 29799 7.52 15.00 0.30 0.30 0.30 7382 34480 8.03 15.00 0.30 0.30 0.30 7804 39422 8.53 15.00 0.30 0.30 0.30 8245 44653 8.86 15.00 0.30 0.30 0.30 8714 50118 9.14 15.00 0.30 0.30 0.30 9214 55800 9.43 15.00 0.30 0.30 0.30 9823 61666 9.73 15.00 0.30 0.30 0.30 10382 67718 10.02 15.00 0.30 0.30 0.30 10971 73945 10.30 15.00 0.30 0.30 0.30 11591 80331 10.57 15.00 0.30 0.30 0.30 12242 86866 10.83 15.00 0.30 0.30 0.30 12453 88138 10.89 15.00 0.30 0.30 0.30 13122 94697 11.08 15.00 0.30 0.30 0.30 13810 101372 11.26 15.00 0.30 0.30 0.30 14516 108155 11.42 15.00 0.30 0.30 0.30 15241 115034 11.57 15.00 0.30 0.30 0.30 15985 122001 11.70 15.00 0.30 0.30 0.30
CHECKING OF RC SECTIONS OF WINDSHIELD SHELL (WORKING STRESS METHOD IS : 4998) DL , LL & TEMP SEC ELEV NO 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
93.80 87.62 81.45 75.28 69.10 62.92 56.75 50.58 43.75 38.43 33.12 27.80 25.25 19.00 12.75 9.30 5.20 3.10 2.80 0.00
DL,. LL, EQ & TEMP
DL, LL, max WL & TEMP
OD
THK
TEMP DIFF
P
M
SIGC
ALL STR
P
M
SIGC
ALL STR
P
M
SIGC
24.71 25.06 25.41 25.76 26.10 26.45 26.80 27.15 27.53 27.83 28.13 28.43 28.58 28.93 29.28 29.48 29.71 29.83 29.84 30.00
642.80 649.86 656.91 663.97 671.03 678.09 685.14 692.20 700.00 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.80 750.00
23.88 23.84 23.80 23.77 23.73 23.70 23.66 23.63 23.59 23.56 23.54 23.51 23.50 23.47 23.44 23.42 23.40 23.39 23.39 23.38
16749 17613 18407 19221 20055 20909 21784 22679 23793 24693 25516 26356 27160 28177 29216 29800 30502 30866 30918 31408
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
7.16 7.24 7.31 7.37 7.43 7.49 7.55 7.61 7.69 7.76 7.81 7.85 9.12 9.17 9.22 8.46 8.56 8.57 8.52 8.16
9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90
18639 19504 20298 21112 21946 22800 23674 24570 25683 26583 27406 28246 29051 30067 31107 31690 32393 32757 32809 33298
76055 76847 78671 81457 85111 89526 94597 100223 106478 111926 118178 125112 128648 137810 147569 153169 159996 163557 164120 168938
10.02 10.01 10.03 10.07 10.14 10.22 10.32 10.42 10.54 10.65 10.76 10.87 13.05 13.21 13.37 9.73 10.77 10.81 9.82 11.59
15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00
16749 17613 18407 19221 20055 20909 21784 22679 23793 24693 25516 26356 27160 28177 29216 29800 30502 30866 30918 31408
129047 136087 143187 150342 157544 164788 172066 179375 187482 193815 200160 206516 209567 217053 224547 228686 233606 236127 236487 239848
11.82 11.94 12.04 12.13 12.21 12.28 12.35 12.41 12.48 12.53 12.57 12.61 14.93 14.96 14.94 9.91 11.36 11.38 9.98 12.82
Page 123 of 127
ALL Steel % Steel % Max STR DT=0 TEMP Steel % 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.35 0.35 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30
CHECKING OF HORIZONTAL STEEL AS PER IS:4998 SL HT DIA THK NO 1 272.30 21.20 400.00 2 270.80 21.20 400.00 3 264.42 21.20 400.00
TEMP
MOM
17.98 17.98 17.98
17.57 17.56 17.49
Allow Steel% Stress DT=0 12.11 12.00 1.30 12.10 12.00 1.30 12.11 12.00 1.30
Stress
Steel% TEMP 3.20 3.20 3.10
Max Steel 3.20 3.20 3.10
%Per Face 1.60 1.60 1.55
4
258.36 21.20 400.00
17.98
17.42
12.11 12.00
1.25
3.00
3.00
1.50
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29
252.29 246.22 240.16 234.09 228.02 221.66 215.28 208.92 202.54 196.18 189.84 183.50 177.11 170.72 164.32 157.96 151.58 145.22 138.84 132.48 131.25 125.01 118.77 112.52 106.28
17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 18.81 19.61 20.40 21.16 21.90 22.62 23.32 24.01 24.14 24.09 24.05 24.00 23.96
17.35 17.29 17.22 11.44 11.39 11.35 11.30 11.26 11.21 11.17 11.12 11.08 11.21 11.34 11.48 11.61 11.74 11.82 11.90 11.99 12.00 12.28 12.55 12.83 13.11
12.12 12.11 12.12 11.98 11.94 11.90 11.86 11.82 12.12 12.08 12.03 11.99 11.68 11.78 11.59 10.68 9.91 9.21 8.60 8.09 7.99 7.98 7.95 7.93 7.92
1.25 1.25 1.20 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.35 0.30 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20
2.90 2.85 2.75 0.50 0.50 0.50 0.50 0.50 0.45 0.45 0.45 0.45 0.35 0.25 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20
2.90 2.85 2.75 0.50 0.50 0.50 0.50 0.50 0.45 0.45 0.45 0.45 0.35 0.25 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20
1.45 1.43 1.38 0.25 0.25 0.25 0.25 0.25 0.23 0.23 0.23 0.23 0.18 0.13 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10
21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.37 21.54 21.71 21.88 22.06 22.23 22.40 22.57 22.60 22.95 23.30 23.66 24.01
400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 424.47 448.93 473.40 497.78 522.16 546.55 570.93 595.31 600.00 607.13 614.27 621.40 628.53
12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00
Page 125 of 127
CHECKING OF HORIZONTAL STEEL AS PER IS:4998 SL NO 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
HT
DIA
THK
TEMP
MOM
Stress
100.04 93.80 87.62 81.45 75.28 69.10 62.92 56.75 50.58 43.75 38.43 33.12 27.80 25.25 19.00 12.75 9.30 5.20 3.10 2.80 0.00
24.36 24.71 25.06 25.41 25.76 26.10 26.45 26.80 27.15 27.53 27.83 28.13 28.43 28.58 28.93 29.28 29.48 29.71 29.83 29.84 30.00
635.67 642.80 649.86 656.91 663.97 671.03 678.09 685.14 692.20 700.00 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.80 750.00
23.92 23.88 23.84 23.80 23.77 23.73 23.70 23.66 23.63 23.59 23.56 23.54 23.51 23.50 23.47 23.44 23.42 23.40 23.39 23.39 23.38
13.36 13.57 13.78 13.99 14.20 14.40 14.60 14.79 14.91 14.88 14.84 14.80 14.68 14.62 14.15 13.21 13.38 13.59 13.70 13.72 0.00
7.88 7.83 7.78 7.73 7.68 7.62 7.57 7.51 7.43 7.28 7.16 7.04 6.89 6.82 6.54 6.11 6.12 6.13 6.13 6.13 1.47
Allow Steel% Stress DT=0 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20
Page 126 of 127
Steel% %Per Max Steel TEMP Face 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.10 0.20 0.20 0.10 0.20 0.20
Page 127 of 127
APL Stage-IV
COMPLETED STACK- WITHOUT STRAKES & COMPLETED STACK- WITH STRAKES FOR 3X660MW UNITS
ADANI POWER LIMITED
JOB NO
: K8R04
REPORT NO
: K8R04-SPC-S-06 REV-0
DATE
: December,1, 2008
DEVELOPMENT CONSULTANTS (P) LIMITED 24-B,PARK STREET CALCUTTA - 700016
Page 1 of 127
REPORT FOR ANALYSIS AND DESIGN OF 275M HIGH RCC TRIPPLE FLUE CHIMNEY
PROJECT
: 3X660 MW POWER STATION AT MUNDRA
OWNER
: ADANI POWER LIMITED
DCL JOB NO
: K8R04
PREPARED ON : December, 1, 2008
PREPARED BY
: ------------------( MISS G.MUKHERJEE )
REVIEWED BY
: ------------------( T.K.GHOSH )
APPROVED BY
: ------------------( DR.A.DASGUPTA )
DEVELOPMENT CONSULTANTS (P) LIMITED 24-B,PARK STREET CALCUTTA - 700016
Page 2 of 127
INPUT AND COMPUTED DATA INPUT DATA---------CHIMNEY DETAILS--------------NAME OF THE CHIMNEY
: APL-STAGE-IV
CHIMNEY TYPE
: MULTI FLUE
CHIMNEY MATERIAL SHELL
: CONCRETE M-30
UNIT WEIGHT
: 25000 (N/cu.m)
YOUNG'S MODULUS (DYNAMIC)
: 33500000000 (N/sq.m)
CHIMNEY MATERIAL RAFT
: CONCRETE M-25
FLUE TEMPERATURE
: 135 (DEG. CENT)
TOP OF WIND SHIELD
: 269.5
(m - above FGL)
TOP OF FOUNDATION
: 2.8
(m - below FGL)
SEISMIC DESIGN PARAMETERS [ AS PER IS :1893(Part 1):2002 ] ------------------------SEISMIC ZONE : 5 WIND LOAD PARAMETERS [ AS PER IS :875(Part 3):1987 ] -------------------BASIC WIND VELOCITY : 50 (m/sec) TERRAIN CATEGORY : 1 RETURN PERIOD : 100 (years) LIFE PERIOD : 50 (years)
CHIMNEY SECTION DETAILS----------------------VARIATION OF WIND SHIELD OUTER DIAMETER ALONG HEIGHT ABOVE TOP OF FOUNDATIONHEIGHT (m) DIA (m)
0 30
131.25 22.6
183.5 21.2
272.3 21.2
VARIATION OF WIND SHIELD THICKNESS ALONG HEIGHT ABOVE TOP OF FOUNDATIONHEIGHT (m) THICKNESS (mm)
0 131.25 750 600
OPENING DETAILS --------------NO ELEVATION OF BOTTOM (m) 1 2 3 4 5
12.75 12.75 12.75 2.8 3.1
183.5 400
ELEVATION OF TOP (m) 25.25 25.25 25.25 9.3 5.2
272.3 400
WIDTH
LOCATION
(m)
(deg)
6.5 6.5 6.5 7.5 1
330 210 90 30 150
Note : Location 0.00 deg refers to Plant North
Page 3 of 127
PARAMETERS CONSIDERED FOR SOIL STRUCTURE INTERACTION---------------------------------------------------RADIUS OF FOUNDATION SLAB
= 22.6 (m)
THICKNESS OF FOUNDATION SLAB
= 4.5 (m)
UNIT WEIGHT OF MATERIAL OF SLAB
= 25000 (N/cu.m)
YOUNG'S MODULUS OF MATERIAL OF SLAB
= 32000000000 (N/sq.m)
POISSON'S RATIO OF MATERIAL OF SLAB
= 0.2
UNIT WEIGHT OF FOUNDATION MATERIAL
= 18000 (N/cu.m)
SHEAR MODULUS OF FOUNDATION MATERIAL
= 6000000000 (N/sq.m)
POISSON'S RATIO OF FOUNDATION MATERIAL
= 0.25
DEPTH OF TOP OF RAFT BELOW GROUND LEVEL = 2.8 (m) UNIT WEIGHT OF FILL OUTSIDE STACK
= 18000 (N/cu.m)
DEPTH OF FILL INSIDE STACK
= 2.9 (m)
UNIT WEIGHT OF FILL INSIDE STACK
= 18000 (N/cu.m)
COMPUTED SOIL-SPRING PROPERTIES ------------------------------STIFFNESS
HORIZONTAL VERTICAL ROTATIONAL
: 73416947.0786173 : 81574385.6429081 : 33989327351.2117
RADIATION DAMPING 42.2488901422106 * 65.7189312755079 * 0.428419809965768
MATERIAL DAMPING FOR SOIL-SPRING = 3 (%) * COMPUTED MODAL DAMPING SHALL BE LIMITED TO 20%
DESCRIPTION OF MATHEMATICAL MODEL --------------------------------A CANTILEVER MODEL IS CONSIDERED FOR STATIC AS WELL AS FOR DYNAMIC ANALYSIS ORIGIN OF CO-ORDINATE SYSTEM IS AT TOP OF RAFT NUMBER OF BEAM ELEMENTS NUMBER OF BOUNDARY ELEMENTS NUMBER OF NODES
: 49 : 3 : 50
Page 4 of 127
STACK GEOMETRY -------------NODE NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
HT ABOVE RAFT (m) 272.3 270.8 264.42 258.36 252.29 246.22 240.16 234.09 228.02 221.66 215.28 208.92 202.54 196.18 189.84 183.5 177.11 170.72 164.32 157.96 151.58 145.22 138.84 132.48 131.25 125.01 118.77 112.52 106.28 100.04 93.8 87.62 81.45 75.28 69.1 62.92 56.75 50.58 43.75 38.43 33.12 27.8 25.25 19 12.75 9.3 5.2 3.1 2.8 0
OUTER DIA (m)
THICKNESS
21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.37 21.54 21.71 21.88 22.06 22.23 22.4 22.57 22.6 22.95 23.3 23.66 24.01 24.36 24.71 25.06 25.41 25.76 26.1 26.45 26.8 27.15 27.53 27.83 28.13 28.43 28.58 28.93 29.28 29.48 29.71 29.83 29.84 30
Page 5 of 127
NO. OF OPENINGS
(mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 3 3 1 2 2 1 0
COMPUTED NODAL TRANSLATIONAL & ROTATIONAL MASS ______________________________________________ NODE CONTRIBUTION CONTRIBUTION FROM NO FROM CONCENTRATED MASS DISTRIBUTED MASS HORZ. VERT. (ton) MASS MASS (ton) (ton) 1 49.97 0 0 2 262.36 122.97 122.97 3 414.5 402.65 1600.61 4 404.23 0 0 5 404.23 0 0 6 404.23 0 0 7 404.23 0 0 8 404.22 0 0 9 414.33 82.41 82.41 10 424.44 0 0 11 424.44 0 0 12 424.44 0 0 13 424.44 0 0 14 423.36 507.74 81.23 15 422.27 0 0 16 428.94 0 0 17 455.16 0 0 18 484.76 0 0 19 513.82 81.23 81.23 20 543.12 0 0 21 573.62 0 0 22 604.49 0 0 23 635.71 0 0 24 392.71 553.08 82.41 25 397.51 0 0 26 678.16 0 0 27 696.71 0 0 28 715.51 0 0 29 734.56 0 0 30 753.84 0 0 31 769.17 89.86 89.86 32 784.48 0 0 33 804.08 0 0 34 823.92 0 0 35 844 0 0 36 864.31 0 0 37 884.86 0 0 38 954.09 386.94 100.1 39 911.54 416.15 91.85 40 815.56 0 0 41 831.48 0 0 42 624.95 86.43 396.27 43 710.97 0 0 44 1028.02 0 0 45 812.76 0 0 46 642.83 0 0 47 533.78 0 0 48 208.17 0 0 49 270.49 0 0 50 32803.68 0 0
Page 6 of 127
TOTAL TRANSLATIONAL HORZ. MASS (ton) 49.97 385.33 817.15 404.23 404.23 404.23 404.23 404.22 496.74 424.44 424.44 424.44 424.44 931.1 422.27 428.94 455.16 484.76 595.05 543.12 573.62 604.49 635.71 945.79 397.51 678.16 696.71 715.51 734.56 753.84 859.03 784.48 804.08 823.92 844 864.31 884.86 1341.03 1327.69 815.56 831.48 711.38 710.97 1028.02 812.76 642.83 533.78 208.17 270.49 32803.68
TOTAL ROTATIONAL
VERT. MASS MASS (ton.m.m) (ton) 49.97 0 385.33 0 2015.11 0 404.23 0 404.23 0 404.23 0 404.23 0 404.22 0 496.74 0 424.44 0 424.44 0 424.44 0 424.44 0 504.59 0 422.27 0 428.94 0 455.16 0 484.76 0 595.05 0 543.12 0 573.62 0 604.49 0 635.71 0 475.12 0 397.51 0 678.16 0 696.71 0 715.51 0 734.56 0 753.84 0 859.03 0 784.48 0 804.08 0 823.92 0 844 0 864.31 0 884.86 0 1054.19 0 1003.39 0 815.56 0 831.48 0 1021.22 0 710.97 0 1028.02 0 812.76 0 642.83 0 533.78 0 208.17 0 270.49 0 32803.68 5273516.27
EIGEN SOLUTION -------------EIGEN SOLUTION RESULTS ---------------------FREQUENCIES ----------MODE
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
CIRCULAR (rad/sec) 1.98 8.34 20.43 24.01 37.78 56.56 83.72 89.16 140.14 140.82 144.47 179.42 209.53 242.19 254.35 262.68 306.22 352.82 380.94 458.55
NATURAL (Hertz) 0.31 1.33 3.25 3.82 6.01 9 13.32 14.19 22.3 22.41 22.99 28.56 33.35 38.55 40.48 41.81 48.74 56.15 60.63 72.98
PERIOD (secs) 3.1801 0.753 0.3075 0.2617 0.1663 0.1111 0.0751 0.0705 0.0448 0.0446 0.0435 0.035 0.03 0.0259 0.0247 0.0239 0.0205 0.0178 0.0165 0.0137
EIGEN SOLUTION RESULTS MODAL PARTICIPATION FACTORS
MODES
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
FREQ. (Hz) 0.31 1.33 3.25 3.82 6.01 9 13.32 14.19 22.3 22.41 22.99 28.56 33.35 38.55 40.48 41.81 48.74 56.15 60.63 72.98
MODAL PARTICIPATION FACTORS HRZL.DIR VERT.DIR 3806.78 2724.12 -1931.01 0 1511.95 1212.77 -422.27 0 0 -5142.94 2516.05 1267.06 -67.34 0 -12.78 8.7 -1.49 -0.32 -0.32 0
Page 7 of 127
0 0 0 4504.69 0 0 0 2493.18 6113.66 0 0 0 0 284.95 0 0 0 0 0 -16.09
FREQUENCY GROUPING -----------------MODE NO.
FREQUENCY (Hz) 0.31 1.33 3.25 3.82 6.01 9 13.32 14.19 22.3 22.41 22.99 28.56 33.35 38.55 40.48 41.81 48.74 56.15 60.63 72.98
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
GROUP NO. 1 2 3 4 5 6 7 7 8 8 8 9 10 11 11 11 12 13 13 14
Note : Frequencies in the same group lies within 110% of the first frequency of the group
SEISMIC ANALYSIS AS PER IS: 1893(PART-I)-2002 --------------------------------------------RESPONSE SPECTRUM METHODIMPORTANCE FACTOR (I)
: 1.5
TYPE OF FOUNDATION SOIL
: HARD
PEAK GROUND ACCN (PGA)
: 0.36 g
RESPONSE REDUCTION FACTOR
: 3
S P A T I A L X (HORZ) 1
F A C T O R S
Y (HORZ)
Z (VERT)
1
0.5
DAMPING IN SUB SYSTEMS ---------------------(%) DAMPING IN SHELL : 5 (%) DAMPING IN SOIL HORIZONTAL
: : 45.25
* VERTICAL
: 68.72
ROTATIONAL
: 3.43
*
* COMPUTED MODAL DAMPING SHALL BE LIMITED TO 20%
Page 8 of 127
MODAL DAMPING _____________ MODE (%) NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5
Page 9 of 127
DEFLECTION RESPONSE OF STACK NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
HORIZONTAL (mm) 197.46 195.64 187.91 180.57 173.27 166.02 158.85 151.75 144.76 137.53 130.44 123.49 116.71 110.1 103.69 97.46 91.38 85.51 79.85 74.32 68.99 63.85 58.91 54.17 53.28 48.88 44.67 40.65 36.82 33.18 29.73 26.38 23.2 20.21 17.4 14.79 12.39 10.2 7.97 6.39 4.97 3.72 3.18 2.02 1.11 0.72 0.36 0.22 0.21 0.11
VERTICAL (mm) 3.28 3.27 3.25 3.22 3.2 3.15 3.1 3.05 3 2.93 2.85 2.78 2.71 2.57 2.44 2.3 2.17 2.04 1.92 1.81 1.71 1.61 1.51 1.42 1.41 1.32 1.24 1.16 1.09 1.01 0.94 0.87 0.8 0.73 0.67 0.6 0.54 0.48 0.42 0.37 0.32 0.27 0.25 0.19 0.14 0.11 0.08 0.07 0.07 0.05
ROTATION (radians) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Response Computed using SRSS for Spatial Combination & 10% Grouping CSM for Modal Combination
Page 10 of 127
SEISMIC RESPONSE MEMBER FORCES ELMN NO
NODE NO
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
1
END 1 END 2
1 2
386.47 386.47
145.43 145.43
0.3 218.18
2
END 1 END 2
2 3
386.46 386.46
145.45 145.45
218.19 1145.45
3
END 1 END 2
3 4
386.46 386.46
489.66 489.66
1145.41 4110.43
4
END 1 END 2
4 5
386.46 386.46
489.64 489.64
4110.45 7080.07
5
END 1 END 2
5 6
819 819
623.33 623.33
7080.08 10830.51
6
END 1 END 2
6 7
818.99 818.99
623.32 623.32
10830.52 14596.95
7
END 1 END 2
7 8
819 819
659.15 659.15
14596.95 18465.76
8
END 1 END 2
8 9
818.99 818.99
659.14 659.14
18465.75 22380.18
9
END 1 END 2
9 10
1095.39 1095.39
653.15 653.15
22380.18 26097.05
10
END 1 END 2
10 11
1095.39 1095.39
653.15 653.15
26097.03 29930.9
11
END 1 END 2
11 12
1095.39 1095.39
652.45 652.45
29930.92 33216.08
12
END 1 END 2
12 13
1095.39 1095.39
652.45 652.45
33216.08 36678.37
13
END 1 END 2
13 14
1890.37 1890.37
665.22 665.22
36678.36 39778.77
14
END 1 END 2
14 15
1890.37 1890.37
704.2 704.2
39778.81 42291.1
15
END 1 END 2
15 16
1890.37 1890.37
799.63 799.63
42291.06 44386.78
16
END 1 END 2
16 17
1890.37 1890.37
799.63 799.63
44386.81 46961.85
17
END 1 END 2
17 18
1890.37 1890.37
799.62 799.62
46961.8 49928.74
18
END 1 END 2
18 19
1890.37 1890.37
799.63 799.63
49928.77 53222.09
19
END 1 END 2
19 20
1890.37 1890.37
837.25 837.25
53222.11 53035.21
Page 11 of 127
SEISMIC RESPONSE MEMBER FORCES ELMN NO
NODE NO
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
20
END 1 END 2
20 21
1890.37 1890.37
837.25 837.25
53035.17 53383.11
21
END 1 END 2
21 22
1890.37 1890.37
837.24 837.24
53383.2 54255.65
22
END 1 END 2
22 23
1890.37 1890.37
837.25 837.25
54255.58 55627.95
23
END 1 END 2
23 24
1890.37 1890.37
837.25 837.25
55628.02 57464.54
24
END 1 END 2
24 25
1890.38 1890.38
837.26 837.26
57464.42 57867.3
25
END 1 END 2
25 26
1890.37 1890.37
837.25 837.25
57867.33 60150.1
26
END 1 END 2
26 27
1890.37 1890.37
837.25 837.25
60150.09 62785.78
27
END 1 END 2
27 28
1890.37 1890.37
837.24 837.24
62785.81 65731.99
28
END 1 END 2
28 29
1890.37 1890.37
837.25 837.25
65732.01 68949.01
29
END 1 END 2
29 30
1890.37 1890.37
837.25 837.25
68948.97 72400.57
30
END 1 END 2
30 31
1890.37 1890.37
837.25 837.25
72400.54 76054.72
31
END 1 END 2
31 32
1890.37 1890.37
1459.74 1459.74
76054.79 76846.92
32
END 1 END 2
32 33
1890.37 1890.37
1459.74 1459.74
76846.91 78670.69
33
END 1 END 2
33 34
1890.37 1890.37
1459.74 1459.74
78670.73 81456.79
34
END 1 END 2
34 35
1890.37 1890.37
1459.74 1459.74
81456.78 85110.74
35
END 1 END 2
35 36
1890.37 1890.37
1459.74 1459.74
85110.74 89526.34
36
END 1 END 2
36 37
1890.37 1890.37
1459.74 1459.74
89526.3 94596.99
37
END 1 END 2
37 38
1890.37 1890.37
1459.74 1459.74
94597 100223.36
38
END 1 END 2
38 39
1890.37 1890.37
1905.12 1905.12
100223.38 106478.21
Page 12 of 127
SEISMIC RESPONSE MEMBER FORCES ELMN NO
NODE NO
39
END 1 END 2
39 40
AXIAL FORCE (tonne) 1890.37 1890.37
40
END 1 END 2
40 41
1890.37 1890.37
2096.94 2096.94
111926.34 118177.85
41
END 1 END 2
41 42
1890.37 1890.37
2096.94 2096.94
118177.87 125112.19
42
END 1 END 2
42 43
1890.37 1890.37
2096.94 2096.94
125112.16 128648.42
43
END 1 END 2
43 44
1890.37 1890.37
2096.94 2096.94
128648.46 137810.37
44
END 1 END 2
44 45
1890.37 1890.37
2096.94 2096.94
137810.37 147568.62
45
END 1 END 2
45 46
1890.37 1890.37
2096.94 2096.94
147568.6 153169.35
46
END 1 END 2
46 47
1890.37 1890.37
2096.94 2096.94
153169.35 159995.83
47
END 1 END 2
47 48
1890.37 1890.37
2096.94 2096.94
159995.84 163557.02
48
END 1 END 2
48 49
1890.37 1890.37
2096.94 2096.94
163557.01 164069.09
49
END 1 END 2
49 50
1890.37 1890.37
2096.94 2096.94
164119.95 168938.28
50
END 1
50
9131.13
172263.75
3804638.76
Page 13 of 127
SHEAR FORCE (tonne) 2096.94 2096.94
BENDING MOMENT (te.m) 106478.2 111926.37
DESIGN LOADS (SEISMIC) NODE NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
386.47 386.47 386.46 386.46 819 819 819 819 1095.39 1095.39 1095.39 1095.39 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.38 1890.38 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37 1890.37
145.43 145.45 489.66 489.66 623.33 623.33 659.15 659.15 659.14 653.15 653.15 652.45 665.22 704.2 799.63 799.63 799.63 799.63 837.25 837.25 837.25 837.25 837.25 837.26 837.26 837.25 837.25 837.25 837.25 837.25 1459.74 1459.74 1459.74 1459.74 1459.74 1459.74 1459.74 1905.12 2096.94 2096.94 2096.94 2096.94 2096.94 2096.94 2096.94 2096.94 2096.94 2096.94 2096.94 2096.94
0.3 218.19 1145.45 4110.45 7080.08 10830.52 14596.95 18465.76 22380.18 26097.05 29930.92 33216.08 36678.37 39778.81 42291.1 44386.81 46961.85 49928.77 53222.11 53035.21 53383.2 54255.65 55628.02 57464.54 57867.33 60150.1 62785.81 65732.01 68949.01 72400.57 76054.79 76846.92 78670.73 81456.79 85110.74 89526.34 94597 100223.38 106478.21 111926.37 118177.87 125112.19 128648.46 137810.37 147568.62 153169.35 159995.84 163557.02 164119.95 168938.28
1890.37
2096.94
178374.5
Page 14 of 127
WIND ANALYSIS WITHOUT STRAKES
Page 15 of 127
WIND ANALYSIS --------------
STOCHASTIC METHOD FOR STATIONARY -------------------------------ERGODIC RANDOM PROCESSES ------------------------
1. FOR ALONG WIND EXCITATION (AS PER DAVENPORT)
Sn=4*Cf*((x*Ut)**2)/(n*(1+x**2)**1.33333) Where, Sn=Power Spectral Density Function At Frequency n n =frequency,Hz Cf=terrain friction-drag coefficient Ut=mean hourly wind speed at the top of chimney,(m/sec) x =1220*n/Ut
2. FOR CROSS WIND APERIODIC (WIDE BAND) EXCITATION
Sl=4.8*(1+682.2*St**2)/(1+227.4*St**2)**2 Where, Sl=Power Input Density Function At Strouhal Number, `St'
3. FOR CROSS WIND NARROW BAND RESPONSE
Use Time Average RMS Value of Lift force coefficient
Page 16 of 127
DESIGN WIND VELOCITIES ----------------------
NODE NO
SHORT GUST VELOCITY (m/sec)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
69.28 69.25 69.12 68.98 68.85 68.72 68.59 68.46 68.33 68.19 68.06 67.92 67.78 67.65 67.51 67.37 67.24 67.1 66.96 66.82 66.66 66.39 66.11 65.84 65.79 65.52 65.25 64.98 64.71 64.38 63.98 63.58 63.18 62.78 62.39 61.99 61.59 61.03 60.12 59.4 58.69 57.84 57.42 55.8 53.26 53.26 53.26 53.26 53.26 0
Page 17 of 127
HOURLY MEAN VELOCITY (m/sec) 58.31 58.3 58.23 58.16 58.09 57.96 57.83 57.7 57.57 57.43 57.3 57.16 57.02 56.82 56.61 56.41 56.2 55.99 55.79 55.58 55.36 55.09 54.81 54.54 54.49 54.22 53.95 53.68 53.41 53.08 52.68 52.28 51.88 51.49 51.09 50.69 50.29 49.74 48.82 48.1 47.39 46.54 46.13 44.5 41.96 41.96 41.96 41.96 41.96 0
CHECK OF INSTABILITY PARAMETERS -------------------------------
INSTABILITY CRITERIA
CRITICAL PARAMETER
INFERENCE
ASPECT RATIO
CRITICAL VELOCITY = 27.8 (m/s) < 58.31 (m/s)
VALUE OF Cs SHALL BE CHECKED
NON-DIMENSIONAL DAMPING PARAMETER
Cs = 18.32 <= 20
GALLOPING
OVALLING
LARGE OSCILLATION OF STACK LIKELY
U/n1D = 7.15 < 0.75*Cs
Uo = 64.89 > 58.31
GALLOPING RESPONSE IS UNLIKELY
(m/s) at top (m/s)
OVALLING IS UNLIKELY
DAMPING IN SUB SYSTEMS -WIND ----------------------------(%) DAMPING IN SHELL : 0.9549 (%) DAMPING IN SOIL HORIZONTAL VERTICAL ROTATIONAL
: : 45.25 : 68.72 : 3.43
* *
* COMPUTED MODAL DAMPING SHALL BE LIMITED TO 20%
MODAL DAMPING -WIND ___________________ MODE NO
FREQ. (Hz)
1 2 3 5 6 7 10 11 12 13
0.31 1.33 3.25 6.01 9 13.32 22.41 22.99 28.56 33.35
STRUCTURAL AERODYNAMIC TOTAL DAMPING TOTAL DAMPING DAMPING DAMPING ALONG WIND ACROSS WIND (%) (%) (%) (%) 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
0.43 0.08 0.03 0.02 0.01 0.01 0 0.01 0 0
1.39 1.04 0.99 0.97 0.97 0.96 0.96 0.96 0.96 0.96
0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Note : Only those modes listed have significant contribution, hence,have been chosen for wind response calculation
Page 18 of 127
DRAG COEFFICIENTS FOR ALONG WIND RESPONSE NODE NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
DESIGN VELOCITY CORRESPONDING TO HOURLY MEAN SPEED 58.31 58.3 58.23 58.16 58.09 57.96 57.83 57.7 57.57 57.43 57.3 57.16 57.02 56.82 56.61 56.41 56.2 55.99 55.79 55.58 55.36 55.09 54.81 54.54 54.49 54.22 53.95 53.68 53.41 53.08 52.68 52.28 51.88 51.49 51.09 50.69 50.29 49.74 48.82 48.1 47.39 46.54 46.13 44.5 41.96 41.96 41.96 41.96 41.96 0
Page 19 of 127
REYNOLD'S NUMBER
82418313.41 82395501.81 82298552.51 82206291.75 82106299.38 81921777.86 81737256.35 81552734.83 81368219.39 81174472.87 80980726.34 80786979.81 80589355.31 80298735.51 80009598.47 79720461.44 80070651.73 80415756.2 80756527.49 81091380.39 81402330.43 81625746.03 81843290.61 82054595.09 82094417.38 82961628.16 83816234 84658234.9 85487986.94 86208370.68 86789894.14 87346439.4 87884827.18 88404363.03 88905736.09 89388262.54 89852620.89 90016482.69 89607368.18 89256157.11 88876044.84 88212743.35 87874792.86 85829797.77 81918244.39 82462666.91 83109203.63 83440445.29 83487725.56 0
DRAG COEFFICIENT
0.9 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8
DRAG COEFFICIENTS FOR EQUIVALENT STATIC RESPONSE NODE NO
DESIGN VELOCITY CORRESPONDING TO SHORT GUST SPEED
REYNOLD'S NUMBER
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
69.28 69.25 69.12 68.98 68.85 68.72 68.59 68.46 68.33 68.19 68.06 67.92 67.78 67.65 67.51 67.37 67.24 67.1 66.96 66.82 66.66 66.39 66.11 65.84 65.79 65.52 65.25 64.98 64.71 64.38 63.98 63.58 63.18 62.78 62.39 61.99 61.59 61.03 60.12 59.4 58.69 57.84 57.42 55.8 53.26 53.26 53.26 53.26 53.26 0
97922598.04 97876974.84 97683076.23 97498554.71 97314033.2 97129511.68 96944990.16 96760468.64 96575953.21 96382206.68 96188460.15 95994713.62 95800967.1 95607220.57 95414462.54 95221704.51 95795136.47 96364979.41 96932132.03 97494148.26 98014598.9 98366512.67 98712630.75 99052508.73 99117036.41 100249302.92 101368964.5 102476021.13 103570904.24 104556343.71 105402922.91 106221661.69 107022318.32 107804047.7 108567689.61 109312409.59 110039036.78 110465092.1 110345814.04 110220416.3 110066042.04 109628553.87 109398915.44 107619277.38 103973156.34 104664154.16 105484758.45 105905180.56 105965190.13 0
Page 20 of 127
DRAG COEFFICIENT
0.9 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8
ALONG WIND RESPONSE NODE NO
DISPLACEMENT (mm)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
-32.24 -30.59 -23.52 -16.57 -9.43 -2.2 5 12.09 18.97 25.87 32.34 38.29 43.64 48.33 52.31 55.72 58.75 61.52 63.75 65.37 66.44 66.72 66.25 64.78 64.26 60.97 57.5 53.63 49.32 44.44 39.09 33.66 28.36 23.53 19.26 15.48 12.2 9.45 6.92 5.28 3.91 2.78 2.33 1.39 0.7 0.43 0.19 0.1 0.09 0.01
0
- QUASISTATIC PART SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
2.98 16.86 38.75 60.05 81.29 102.44 123.5 144.46 165.84 187.65 209.34 230.94 252.43 273.71 294.79 315.8 336.92 358.04 379.15 400.23 421.3 442.33 463.31 475.79 488.05 508.66 529.38 550.21 571.13 592.11 612.95 633.65 654.32 674.96 695.55 716.09 736.57 757.94 777.43 794.19 810.63 822.49 835.58 853.11 865.35 874.94 882.88 885.96 889.95 889.95
0 4.47 111.97 347.06 711.34 1204.52 1826 2575.22 3451.55 4507.96 5703.26 7036.79 8507.88 10115.87 11850.53 13718.74 15737.23 17890.69 20179.17 22594.35 25143.8 27827.51 30645.17 33596.48 34179.32 37225.59 40400.52 43704.78 47139.02 50703.87 54399.5 58184.43 62097.21 66137.64 70305.49 74600.49 79022.33 83570.66 88743.58 92876.97 97099.46 101409.26 103506.61 108728.99 114060.91 117046.37 120633.62 122487.66 122753.45 125245.31
889.95
129250.08
Page 21 of 127
ALONG WIND RESPONSE NODE NO
DISPLACEMENT (mm)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
- FLUCTUATING PART SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
187.22 185.58 178.62 171.98 165.34 158.7 152.07 145.46 138.88 132 125.19 118.45 111.79 105.24 98.83 92.56 86.4 80.43 74.65 69.05 63.66 58.47 53.51 48.76 47.87 43.47 39.28 35.31 31.55 28.01 24.68 21.58 18.69 16.01 13.55 11.29 9.24 7.41 5.62 4.4 3.33 2.41 2.03 1.22 0.62 0.37 0.16 0.08 0.07 0.01
3.84 33.18 92.64 120.76 147.64 173.29 197.77 221.09 248.39 270.5 291.41 311.16 329.76 368.22 384.62 400.2 415.62 430.92 448.39 463.2 477.7 491.81 505.47 524.15 531.9 544 555.31 565.83 575.58 584.53 593.63 600.96 607.54 613.37 618.47 622.89 626.66 631.36 635 636.8 638.24 639.15 639.94 640.65 640.96 641.11 641.17 641.18 641.19 641.19
0 5.77 217.29 779.23 1511.79 2407.27 3458.18 4657.27 5997.42 7577.73 9298.34 11151.62 13130.07 15226.38 17552.55 19982.28 22531.98 25179.72 27924.42 30769.64 33707.97 36737.12 39854.46 43057 43694.75 46991.67 50362.46 53802.29 57306.37 60869.89 64487.95 68121.95 71800.36 75518.68 79272.55 83057.71 86870.07 90705.72 94975.95 98321.1 101676.19 105039.34 106654.92 110620.3 114591.45 116785.26 119393.67 120730.1 120921.04 122703.39
0
672.31
125728.79
Page 22 of 127
CROSS WIND RESPONSES CALCULATED ONLY FOR MODES HAVING CRITICAL VELOCITIES LESS THAN 1.45*DESIGN VELOCITY CROSS WIND RESPONSE NARROW BAND MODE NO 1 NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
DISPLACEMENT (mm) 368.81 365.59 351.88 338.79 325.72 312.64 299.59 286.56 273.6 260.06 246.64 233.35 220.23 207.32 194.69 182.33 170.19 158.42 147.04 136.01 125.38 115.16 105.37 96.01 94.26 85.59 77.34 69.51 62.11 55.13 48.57 42.46 36.78 31.5 26.65 22.21 18.18 14.57 11.05 8.65 6.55 4.74 3.98 2.4 1.21 0.73 0.31 0.16 0.14 0.02
SHEAR FORCE (tonne) 7.34 63.41 177.87 232.38 284.79 335.09 383.3 429.4 483.5 527.44 569.11 608.53 645.74 722.58 755.3 786.43 817.27 847.83 882.66 912.06 940.69 968.4 995.07 1031.21 1046.13 1069.23 1090.68 1110.48 1128.64 1145.18 1161.79 1175.05 1186.82 1197.15 1206.1 1213.74 1220.14 1227.92 1233.76 1236.56 1238.73 1240.07 1241.2 1242.18 1242.57 1242.76 1242.83 1242.84 1242.86 1242.86
BENDING MOMENT (te.m) 0 11 415.24 1494.3 2904.07 4631.79 6664.69 8990.03 11595.01 14674.91 18034.69 21659.89 25536.23 29649.58 34228.9 39015.61 44042.25 49265.97 54684.99 60307.55 66117.4 72109.61 78278.33 84616.9 85880.13 92409.74 99083.56 105891.26 112822.52 119867.14 127014.77 134188.8 141444.72 148773.31 156165.7 163613.37 171108.22 178642.6 187023.14 193582.65 200157.08 206742.91 209905.09 217662.59 225426.21 229713.09 234808.41 237418.35 237791.2 241271.19
1303.16
247135.42
0 CRITICAL HEIGHT = CRITICAL VELOCITY = STROUHAL NUMBER =
224.58 (m - above GL) 24.69 (m/sec) 0.27
Page 23 of 127
REYNOLD'S NUMBER
=
34895728.51
CROSS WIND RESPONSES CALCULATED ONLY FOR MODES HAVING CRITICAL VELOCITIES LESS THAN 1.45*DESIGN VELOCITY CROSS WIND RESPONSE - WIDE BAND CENTERED ON MODE NO 1 NODE DISPLACEMENT SHEAR BENDING NO FORCE MOMENT (mm) (tonne) (te.m) 1 90.89 2.12 0 2 90.09 18.22 3.19 3 86.71 49.93 119.33 4 83.48 64.51 422.13 5 80.25 78.07 813.32 6 77.02 90.72 1286.45 7 73.8 102.55 1835.69 8 70.59 113.66 2455.79 9 67.4 126.52 3142.07 10 64.06 136.85 3942.44 11 60.76 146.54 4807.04 12 57.48 155.61 5731.67 13 54.25 164.11 6712.4 14 51.08 181.78 7745.5 15 47.97 189.36 8876.73 16 44.93 196.51 10055.14 17 41.94 203.56 11288.5 18 39.05 210.54 12565.73 19 36.25 218.59 13885.93 20 33.54 225.56 15249.44 21 30.93 232.53 16654.29 22 28.41 239.47 18099.79 23 26.01 246.36 19585.3 24 23.7 256.07 21110.11 25 23.27 260.21 21412.74 26 21.14 266.79 22978.05 27 19.11 273.1 24580.45 28 17.18 279.13 26218.5 29 15.36 284.88 27890.69 30 13.64 290.32 29595.46 31 12.03 296.03 31331.1 32 10.52 300.77 33079.49 33 9.12 305.13 34855.03 34 7.81 309.11 36655.98 35 6.61 312.7 38480.49 36 5.52 315.92 40326.65 37 4.52 318.82 42192.54 38 3.62 322.71 44076.23 39 2.75 325.95 46181.02 40 2.16 327.69 47835.58 41 1.63 329.16 49499.96 42 1.19 330.16 51173.1 43 1 331.05 51978.49 44 0.6 331.92 53959.64 45 0.31 332.33 55949.44 46 0.18 332.55 57050.94 47 0.08 332.64 58362.57 48 0.04 332.67 59035.36 49 0.04 332.69 59131.52 50 0 332.69 60029.64 BOTTOM OF RAFT 0 350.49 61606.85 CRITICAL HEIGHT = CRITICAL VELOCITY = STROUHAL NUMBER =
224.58 (m - above GL) 24.69 (m/sec) 0.27
Page 24 of 127
REYNOLD'S NUMBER = 34895728.51 TOTAL ALONG WIND RESPONSE ( QUASI-STATIC + FLUCTUATING ) NODE NO
DISPLACEMENT (mm)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
154.99 154.99 155.11 155.41 155.91 156.49 157.07 157.55 157.85 157.87 157.53 156.74 155.43 153.56 151.14 148.28 145.15 141.94 138.4 134.42 130.1 125.19 119.75 113.54 112.13 104.44 96.78 88.94 80.87 72.44 63.77 55.24 47.05 39.54 32.81 26.77 21.44 16.86 12.54 9.68 7.24 5.2 4.35 2.61 1.32 0.8 0.35 0.18 0.16 0.02
6.82 50.04 131.39 180.81 228.93 275.74 321.27 365.55 414.23 458.14 500.76 542.1 582.19 641.93 679.4 716 752.54 788.96 827.54 863.43 899 934.14 968.78 999.94 1019.96 1052.66 1084.69 1116.04 1146.71 1176.64 1206.57 1234.61 1261.86 1288.32 1314.02 1338.98 1363.23 1389.3 1412.43 1431 1448.87 1461.64 1475.52 1493.76 1506.3 1516.05 1524.04 1527.14 1531.14 1531.14
0 10.23 329.26 1126.29 2223.13 3611.79 5284.19 7232.49 9448.97 12085.69 15001.61 18188.41 21637.95 25342.25 29403.07 33701.01 38269.21 43070.41 48103.59 53363.99 58851.77 64564.63 70499.63 76653.48 77874.07 84217.27 90762.97 97507.07 104445.39 111573.76 118887.44 126306.39 133897.57 141656.33 149578.04 157658.2 165892.39 174276.38 183719.54 191198.07 198775.65 206448.6 210161.53 219349.28 228652.36 233831.62 240027.29 243217.76 243674.49 247948.7
0
1562.26
254978.86
Page 25 of 127
EQUIVALENT STATIC RESPONSE - ALONG WIND FOR SHORT GUST NODE NO
DISPLACEMENT (mm)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
-46.46 -44.12 -34.02 -24.11 -13.91 -3.59 6.71 16.85 26.69 36.57 45.85 54.39 62.07 68.81 74.54 79.46 83.83 87.82 91.05 93.39 94.96 95.38 94.74 92.66 91.92 87.24 82.28 76.77 70.6 63.63 55.99 48.22 40.64 33.71 27.61 22.19 17.49 13.55 9.94 7.59 5.62 4 3.34 2.01 1.02 0.62 0.27 0.15 0.13 0.02
0
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
4.2 23.8 54.63 84.59 114.43 144.16 173.78 203.29 233.41 264.15 294.77 325.26 355.63 385.8 415.77 445.75 475.97 506.31 536.72 567.19 597.74 628.28 658.8 676.99 694.86 724.95 755.26 785.78 816.49 847.34 878.07 908.69 939.35 970.03 1000.74 1031.46 1062.18 1094.35 1123.92 1149.48 1174.69 1193 1213.29 1240.85 1260.57 1276.02 1288.8 1293.77 1300.2 1300.2
0 6.3 158.01 489.45 1002.62 1696.85 2571.45 3625.73 4858.97 6345.82 8028.47 9906.14 11978.04 14243.39 16688.39 19323.32 22172.39 25214.65 28450.8 31869.7 35482.68 39290.3 43292.46 47489.04 48318.34 52655.43 57180.38 61894.51 66799.11 71895.39 77184.05 82606.16 88217.34 94017.82 100007.77 106187.32 112556.57 119115.53 126584.5 132560.05 138671.47 144916.82 147958.97 155542.05 163297.35 167646.31 172877.98 175584.47 175972.6 179613.15
1300.2
185464.04
Page 26 of 127
COMBINED ALONG WIND AND CROSS WIND RESPONSE NODE NO
DISPLACEMENT
COMB NO
(mm) 1 371.02 2 367.75 3 353.84 4 340.57 5 327.3 6 314.03 7 300.98 8 288.02 9 275.14 10 261.68 11 248.34 12 235.12 13 222.08 14 209.24 15 196.67 16 184.36 17 172.28 18 160.56 19 149.22 20 138.24 21 127.64 22 117.45 23 107.65 24 98.26 25 96.49 26 87.72 27 79.37 28 71.41 29 63.87 30 56.72 31 49.97 32 43.66 33 37.78 34 32.33 35 27.32 36 22.75 37 18.6 38 14.89 39 11.28 40 8.83 41 6.68 42 4.84 43 4.06 44 2.45 45 1.24 46 0.75 47 0.32 48 0.16 49 0.15 50 0.02 BOTTOM OF RAFT 0
1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1334.49
SHEAR FORCE (tonne) 7.44 64.08 179.5 234.75 287.89 338.91 387.83 434.64 489.47 534.13 576.52 616.65 654.56 732.17 765.58 797.39 828.91 860.17 895.7 925.8 955.13 983.54 1010.91 1047.5 1062.83 1086.63 1108.79 1129.31 1148.19 1165.47 1182.81 1196.81 1209.32 1220.4 1230.1 1238.5 1245.66 1254.25 1260.83 1264.29 1267.1 1268.9 1270.55 1272.23 1273.11 1273.69 1274.07 1274.21 1274.39 1274.39 1N
COMB NO
1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N
251549.79
BENDING MOMENT (te.m)
COMB NO
0 11.16 419.64 1508.6 2932.74 4679.23 6735.25 9088 11724.64 14842.46 18244.73 21916.95 25844.77 30014.05 34653.87 39505.38 44601.67 49899.38 55396.74 61101.75 66998.4 73081.76 79346 85784.45 87067.43 93700.13 100481.28 107400.59 114447.78 121612.68 128884.98 136186.69 143574.61 151039.56 158572.68 166165.47 173809.83 181498.16 190054.01 196753.78 203471.68 210204.13 213437.74 221373.31 229319.08 233708.1 238926.28 241599.78 241981.75 245547.25
1W 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N 1N
1N
Note : First letter in Comb. No indicates Cross Wind Mode No. `N' as Second letter indicates Narrow Band Response `W' as Second letter indicates Wide Band Response
Page 27 of 127
DRAG COEFFICIENT FOR COMBINATION OF MODE NO 1 = DESIGN LOADS - CIRCUMFERENTIAL BENDING NODE NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
SHORT GUST PRESSURE (te/sq.m)
BENDING MOMENT (te.m/m)
0.44 0.44 0.44 0.44 0.44 0.43 0.43 0.29 0.29 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.27 0.27 0.27 0.27 0.27 0.27 0.26 0.26 0.26 0.26 0.26 0.25 0.25 0.25 0.24 0.24 0.24 0.24 0.23 0.23 0.22 0.22 0.21 0.2 0.2 0.19 0.17 0.17 0.17 0.17 0.17 0
17.57 17.56 17.49 17.42 17.35 17.29 17.22 11.44 11.39 11.35 11.3 11.26 11.21 11.17 11.12 11.08 11.21 11.34 11.48 11.61 11.74 11.82 11.9 11.99 12 12.28 12.55 12.83 13.11 13.36 13.57 13.78 13.99 14.2 14.4 14.6 14.79 14.91 14.88 14.84 14.8 14.68 14.62 14.15 13.21 13.38 13.59 13.7 13.72 0
Page 28 of 127
0.95
DEAD LOAD , LIVE LOAD , BUYOYANCY ---------------------------------
PARAMETERS CONSIDERED FOR CALCULATING DEAD LOAD & BUOYANCY ----------------------------------------------------------
DEPTH OF WATER TABLE BELOW GROUND LEVEL = 0
(m)
UNIT WEIGHTS OF
DRY (N/cu.m)
SUBMERGED (N/cu.m)
SHELL
25000
15193
FILL INSIDE STACK DEPTH = 2.9 (m)
18000
10800
FILL OUTSIDE STACK FOR BOTTOM 2.6 (m)
18000
10800
FILL OUTSIDE STACK FOR TOP 0.2 (m)
25000
15000
BOTTOM RAFT THICKNESS = 4.5
25000
15193
(m)
LIVE LOAD ON THE STACK ----------------------
HEIGHT OF PLATFORM ABOVE BOTTOM OF RAFT (m) 32.3 48.25 55.08 98.3 136.98 168.82 200.68 232.52 268.92 275.3 0
Page 29 of 127
LIVE LOAD (N) 5000 5000 5000 5000 5000 5000 5000 5000 5000 5000 0
DEAD LOAD NODE NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
0 99.95 647.69 2652.53 3056.76 3460.99 3865.22 4269.45 4673.67 5180.52 5604.96 6029.4 6453.84 6878.28 7381.79 7804.06 8244.54 8714.43 9214.11 9823.34 10381.65 10970.65 11590.68 12242.13 12453.45 13122.41 13809.81 14515.87 15240.87 15985.03 16748.58 17613.2 18407.45 19221.41 20055.33 20909.44 21783.99 22679.2 23793.09 24692.59 25516.08 26355.56 27160.19 28176.9 29216.27 29799.8 30502.41 30866.15 30918.33 31407.91
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
63966.41
0
0
Page 30 of 127
LIVE LOAD NODE NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0
0
0
Page 31 of 127
EFFECT OF BUOYANCY ( UPWARD ) NODE NO
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61.28 81.75 273.8
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
13123.31
0
0
Page 32 of 127
BENDING MOMENT (te.m)
LOAD COMBINATIONS -----------------
Page 33 of 127
LOAD COMBINATION TABLE ----------------------
COMB NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
DEAD LOAD
LIVE LOAD
0.9 0.9 0.9 1.1 1.1 1.1 1.4 1.4 1.4 1 1 1 1 1 1 1
0 0 0 0 0 0 1.7 1.7 1.7 1 1 1 0 0 0 0
LOAD FACTORS BUYOANCY EARTHQUAKE -1 -1 -1 -1.1 -1.1 -1.1 0 0 0 0 0 0 -1 -1 -1 0
-1.87 0 0 -1.87 0 0 1.87 0 0 1 0 0 0 0 -1 1
ALONG WIND
COMBINED WIND
0 1.7 0 0 1.7 0 0 1.7 0 0 1 0 1 0 0 0
0 0 1.4 0 0 1.4 0 0 1.4 0 0 1 0 1 0 0
Note : ---a) Load Combinations 1 through 9 are for Limit States of Strength b) Load Combinations 10 through 12 are for Limit States of Serviceability c) Load Combinations 13 through 16 are for Limit States of Stability
Page 34 of 127
DESIGN LOADS FOR HORIZONTAL SECTIONS FACTORED DESIGN LOADS FOR NODE NO 1
FACTORED DESIGN LOADS FOR NODE NO 2
FACTORED DESIGN LOADS FOR NODE NO 3
COMB NO
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
1 2 3 4 5 6 7 8 9 10 11 12
-722.7 0 0 -722.7 0 0 722.7 0 0 386.47 0 0
271.95 11.59 10.42 271.95 11.59 10.42 271.95 11.59 10.42 145.43 6.82 7.44
COMB NO
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
1 2 3 4 5 6 7 8 9 10 11 12
-632.75 89.95 89.95 -612.76 109.94 109.94 862.62 139.93 139.93 486.42 99.95 99.95
271.99 85.07 89.71 271.99 85.07 89.71 271.99 85.07 89.71 145.45 50.04 64.08
408.02 17.39 15.62 408.02 17.39 15.62 408.02 17.39 15.62 218.19 10.23 11.16
COMB NO
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
1 2 3 4 5 6 7 8 9 10 11 12
-139.76 582.92 582.92 -10.22 712.46 712.46 1629.45 906.77 906.77 1034.15 647.69 647.69
915.66 223.36 251.3 915.66 223.36 251.3 915.66 223.36 251.3 489.66 131.39 179.5
2141.99 559.74 587.5 2141.99 559.74 587.5 2141.99 559.74 587.5 1145.45 329.26 419.64
Page 35 of 127
BENDING MOMENT (te.m) 0.56 0 0 0.56 0 0 0.56 0 0 0.3 0 0
FACTORED DESIGN LOADS FOR NODE NO 4
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 5
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 6
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 1664.6 2387.28 2387.28 2195.1 2917.78 2917.78 4436.22 3713.54 3713.54 3038.99 2652.53 2652.53
AXIAL FORCE (tonne) 1219.56 2751.09 2751.09 1830.91 3362.44 3362.44 5811 4279.47 4279.47 3875.76 3056.76 3056.76
AXIAL FORCE (tonne) 1583.36 3114.89 3114.89 2275.56 3807.09 3807.09 6376.92 4845.39 4845.39 4279.99 3460.99 3460.99
Page 36 of 127
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
915.66 307.38 328.65 915.66 307.38 328.65 915.66 307.38 328.65 489.66 180.81 234.75
7686.54 1914.69 2112.04 7686.54 1914.69 2112.04 7686.54 1914.69 2112.04 4110.45 1126.29 1508.6
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
1165.63 389.18 403.05 1165.63 389.18 403.05 1165.63 389.18 403.05 623.33 228.93 287.89
SHEAR FORCE (tonne) 1165.63 468.76 474.47 1165.63 468.76 474.47 1165.63 468.76 474.47 623.33 275.74 338.91
13239.75 3779.32 4105.84 13239.75 3779.32 4105.84 13239.75 3779.32 4105.84 7080.08 2223.13 2932.74
BENDING MOMENT (te.m) 20253.07 6140.04 6550.92 20253.07 6140.04 6550.92 20253.07 6140.04 6550.92 10830.52 3611.79 4679.23
FACTORED DESIGN LOADS FOR NODE NO 7
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 8
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 9
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 1947.17 3478.7 3478.7 2720.22 4251.75 4251.75 6942.84 5411.31 5411.31 4684.22 3865.22 3865.22
AXIAL FORCE (tonne) 2310.98 3842.51 3842.51 3164.87 4696.4 4696.4 7508.77 5977.24 5977.24 5088.45 4269.45 4269.45
AXIAL FORCE (tonne) 2157.93 4206.31 4206.31 3092.66 5141.04 5141.04 8591.52 6543.14 6543.14 5769.06 4673.67 4673.67
Page 37 of 127
SHEAR FORCE (tonne) 1232.61 546.16 542.96 1232.61 546.16 542.96 1232.61 546.16 542.96 659.15 321.27 387.83
SHEAR FORCE (tonne) 1232.61 621.44 608.5 1232.61 621.44 608.5 1232.61 621.44 608.5 659.15 365.55 434.64
SHEAR FORCE (tonne) 1232.59 704.19 685.26 1232.59 704.19 685.26 1232.59 704.19 685.26 659.14 414.23 489.47
BENDING MOMENT (te.m) 27296.3 8983.12 9429.35 27296.3 8983.12 9429.35 27296.3 8983.12 9429.35 14596.95 5284.19 6735.25
BENDING MOMENT (te.m) 34530.97 12295.23 12723.2 34530.97 12295.23 12723.2 34530.97 12295.23 12723.2 18465.76 7232.49 9088
BENDING MOMENT (te.m) 41850.94 16063.25 16414.5 41850.94 16063.25 16414.5 41850.94 16063.25 16414.5 22380.18 9448.97 11724.64
FACTORED DESIGN LOADS FOR NODE NO 10
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 11
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 12
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 2614.09 4662.47 4662.47 3650.2 5698.57 5698.57 9301.11 7252.73 7252.73 6275.91 5180.52 5180.52
AXIAL FORCE (tonne) 2996.09 5044.47 5044.47 4117.08 6165.46 6165.46 9895.33 7846.95 7846.95 6700.35 5604.96 5604.96
AXIAL FORCE (tonne) 3378.08 5426.46 5426.46 4583.96 6632.34 6632.34 10489.54 8441.16 8441.16 7124.79 6029.4 6029.4
Page 38 of 127
SHEAR FORCE (tonne) 1221.39 778.84 747.78 1221.39 778.84 747.78 1221.39 778.84 747.78 653.15 458.14 534.13
SHEAR FORCE (tonne) 1221.39 851.29 807.13 1221.39 851.29 807.13 1221.39 851.29 807.13 653.15 500.76 576.52
SHEAR FORCE (tonne) 1220.08 921.57 863.31 1220.08 921.57 863.31 1220.08 921.57 863.31 652.45 542.1 616.65
BENDING MOMENT (te.m) 48801.48 20545.67 20779.44 48801.48 20545.67 20779.44 48801.48 20545.67 20779.44 26097.05 12085.69 14842.46
BENDING MOMENT (te.m) 55970.82 25502.74 25542.62 55970.82 25502.74 25542.62 55970.82 25502.74 25542.62 29930.92 15001.61 18244.73
BENDING MOMENT (te.m) 62114.07 30920.3 30683.73 62114.07 30920.3 30683.73 62114.07 30920.3 30683.73 33216.08 18188.41 21916.95
FACTORED DESIGN LOADS FOR NODE NO 13
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 14
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 15
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 2273.47 5808.46 5808.46 3564.24 7099.23 7099.23 12570.37 9035.38 9035.38 8344.21 6453.84 6453.84
AXIAL FORCE (tonne) 2655.46 6190.45 6190.45 4031.12 7566.11 7566.11 13164.59 9629.6 9629.6 8768.65 6878.28 6878.28
AXIAL FORCE (tonne) 3108.62 6643.61 6643.61 4584.97 8119.97 8119.97 13869.49 10334.5 10334.5 9272.16 7381.79 7381.79
Page 39 of 127
SHEAR FORCE (tonne) 1243.96 989.72 916.38 1243.96 989.72 916.38 1243.96 989.72 916.38 665.22 582.19 654.56
SHEAR FORCE (tonne) 1316.85 1091.28 1025.04 1316.85 1091.28 1025.04 1316.85 1091.28 1025.04 704.2 641.93 732.17
SHEAR FORCE (tonne) 1495.31 1154.98 1071.81 1495.31 1154.98 1071.81 1495.31 1154.98 1071.81 799.63 679.4 765.58
BENDING MOMENT (te.m) 68588.55 36784.52 36182.68 68588.55 36784.52 36182.68 68588.55 36784.52 36182.68 36678.37 21637.95 25844.77
BENDING MOMENT (te.m) 74386.37 43081.82 42019.67 74386.37 43081.82 42019.67 74386.37 43081.82 42019.67 39778.81 25342.25 30014.05
BENDING MOMENT (te.m) 79084.36 49985.22 48515.42 79084.36 49985.22 48515.42 79084.36 49985.22 48515.42 42291.1 29403.07 34653.87
FACTORED DESIGN LOADS FOR NODE NO 16
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 17
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 18
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 3488.66 7023.66 7023.66 5049.48 8584.47 8584.47 14460.68 10925.69 10925.69 9694.43 7804.06 7804.06
AXIAL FORCE (tonne) 3885.09 7420.08 7420.08 5534 9068.99 9068.99 15077.34 11542.35 11542.35 10134.91 8244.54 8244.54
AXIAL FORCE (tonne) 4308 7842.99 7842.99 6050.89 9585.88 9585.88 15735.2 12200.21 12200.21 10604.8 8714.43 8714.43
Page 40 of 127
SHEAR FORCE (tonne) 1495.31 1217.2 1116.35 1495.31 1217.2 1116.35 1495.31 1217.2 1116.35 799.63 716 797.39
SHEAR FORCE (tonne) 1495.31 1279.32 1160.47 1495.31 1279.32 1160.47 1495.31 1279.32 1160.47 799.63 752.54 828.91
SHEAR FORCE (tonne) 1495.31 1341.23 1204.24 1495.31 1341.23 1204.24 1495.31 1341.23 1204.24 799.63 788.96 860.17
BENDING MOMENT (te.m) 83003.33 57291.72 55307.53 83003.33 57291.72 55307.53 83003.33 57291.72 55307.53 44386.81 33701.01 39505.38
BENDING MOMENT (te.m) 87818.66 65057.66 62442.34 87818.66 65057.66 62442.34 87818.66 65057.66 62442.34 46961.85 38269.21 44601.67
BENDING MOMENT (te.m) 93366.8 73219.7 69859.13 93366.8 73219.7 69859.13 93366.8 73219.7 69859.13 49928.77 43070.41 49899.38
FACTORED DESIGN LOADS FOR NODE NO 19
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 20
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 21
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 4757.71 8292.7 8292.7 6600.53 10135.53 10135.53 16434.75 12899.76 12899.76 11104.48 9214.11 9214.11
AXIAL FORCE (tonne) 5306.01 8841.01 8841.01 7270.68 10805.67 10805.67 17287.67 13752.67 13752.67 11713.71 9823.34 9823.34
AXIAL FORCE (tonne) 5808.5 9343.49 9343.49 7884.83 11419.82 11419.82 18069.31 14534.31 14534.31 12272.02 10381.65 10381.65
Page 41 of 127
SHEAR FORCE (tonne) 1565.66 1406.82 1253.98 1565.66 1406.82 1253.98 1565.66 1406.82 1253.98 837.25 827.54 895.7
SHEAR FORCE (tonne) 1565.66 1467.83 1296.12 1565.66 1467.83 1296.12 1565.66 1467.83 1296.12 837.25 863.43 925.8
SHEAR FORCE (tonne) 1565.66 1528.3 1337.18 1565.66 1528.3 1337.18 1565.66 1528.3 1337.18 837.25 899 955.13
BENDING MOMENT (te.m) 99525.35 81776.1 77555.44 99525.35 81776.1 77555.44 99525.35 81776.1 77555.44 53222.11 48103.59 55396.74
BENDING MOMENT (te.m) 99175.84 90718.78 85542.45 99175.84 90718.78 85542.45 99175.84 90718.78 85542.45 53035.21 53363.99 61101.75
BENDING MOMENT (te.m) 99826.58 100048.01 93797.76 99826.58 100048.01 93797.76 99826.58 100048.01 93797.76 53383.2 58851.77 66998.4
FACTORED DESIGN LOADS FOR NODE NO 22
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 23
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 24
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 6338.59 9873.58 9873.58 8532.72 12067.71 12067.71 18893.9 15358.91 15358.91 12861.02 10970.65 10970.65
AXIAL FORCE (tonne) 6896.62 10431.62 10431.62 9214.76 12749.75 12749.75 19761.95 16226.96 16226.96 13481.05 11590.68 11590.68
AXIAL FORCE (tonne) 7482.91 11017.92 11017.92 9931.34 13466.35 13466.35 20674 17138.99 17138.99 14132.51 12242.13 12242.13
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SHEAR FORCE (tonne) 1565.66 1588.04 1376.96 1565.66 1588.04 1376.96 1565.66 1588.04 1376.96 837.25 934.14 983.54
SHEAR FORCE (tonne) 1565.66 1646.93 1415.27 1565.66 1646.93 1415.27 1565.66 1646.93 1415.27 837.25 968.78 1010.91
SHEAR FORCE (tonne) 1565.68 1699.9 1466.5 1565.68 1699.9 1466.5 1565.68 1699.9 1466.5 837.26 999.94 1047.5
BENDING MOMENT (te.m) 101458.07 109759.87 102314.46 101458.07 109759.87 102314.46 101458.07 109759.87 102314.46 54255.65 64564.63 73081.76
BENDING MOMENT (te.m) 104024.4 119849.37 111084.4 104024.4 119849.37 111084.4 104024.4 119849.37 111084.4 55628.02 70499.63 79346
BENDING MOMENT (te.m) 107458.69 130310.92 120098.23 107458.69 130310.92 120098.23 107458.69 130310.92 120098.23 57464.54 76653.48 85784.45
FACTORED DESIGN LOADS FOR NODE NO 25
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 26
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 27
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 7673.1 11208.11 11208.11 10163.79 13698.8 13698.8 20969.84 17434.83 17434.83 14343.83 12453.45 12453.45
AXIAL FORCE (tonne) 8275.18 11810.17 11810.17 10899.66 14434.66 14434.66 21906.37 18371.38 18371.38 15012.78 13122.41 13122.41
AXIAL FORCE (tonne) 8893.83 12428.83 12428.83 11655.79 15190.79 15190.79 22868.72 19333.73 19333.73 15700.18 13809.81 13809.81
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SHEAR FORCE (tonne) 1565.68 1733.93 1487.96 1565.68 1733.93 1487.96 1565.68 1733.93 1487.96 837.26 1019.96 1062.83
SHEAR FORCE (tonne) 1565.66 1789.52 1521.28 1565.66 1789.52 1521.28 1565.66 1789.52 1521.28 837.25 1052.66 1086.63
SHEAR FORCE (tonne) 1565.66 1843.97 1552.31 1565.66 1843.97 1552.31 1565.66 1843.97 1552.31 837.25 1084.69 1108.79
BENDING MOMENT (te.m) 108211.91 132385.92 121894.4 108211.91 132385.92 121894.4 108211.91 132385.92 121894.4 57867.33 77874.07 87067.43
BENDING MOMENT (te.m) 112480.69 143169.36 131180.18 112480.69 143169.36 131180.18 112480.69 143169.36 131180.18 60150.1 84217.27 93700.13
BENDING MOMENT (te.m) 117409.46 154297.05 140673.79 117409.46 154297.05 140673.79 117409.46 154297.05 140673.79 62785.81 90762.97 100481.28
FACTORED DESIGN LOADS FOR NODE NO 28
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 29
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 30
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 9529.29 13064.29 13064.29 12432.47 15967.46 15967.46 23857.22 20322.22 20322.22 16406.24 14515.87 14515.87
AXIAL FORCE (tonne) 10181.79 13716.78 13716.78 13229.96 16764.95 16764.95 24872.21 21337.21 21337.21 17131.24 15240.87 15240.87
AXIAL FORCE (tonne) 10851.53 14386.53 14386.53 14048.54 17583.53 17583.53 25914.03 22379.04 22379.04 17875.4 15985.03 15985.03
Page 44 of 127
SHEAR FORCE (tonne) 1565.66 1897.27 1581.03 1565.66 1897.27 1581.03 1565.66 1897.27 1581.03 837.25 1116.04 1129.31
SHEAR FORCE (tonne) 1565.66 1949.41 1607.47 1565.66 1949.41 1607.47 1565.66 1949.41 1607.47 837.25 1146.71 1148.19
SHEAR FORCE (tonne) 1565.66 2000.29 1631.66 1565.66 2000.29 1631.66 1565.66 2000.29 1631.66 837.25 1176.64 1165.47
BENDING MOMENT (te.m) 122918.86 165762.02 150360.83 122918.86 165762.02 150360.83 122918.86 165762.02 150360.83 65732.01 97507.07 107400.59
BENDING MOMENT (te.m) 128934.65 177557.16 160226.89 128934.65 177557.16 160226.89 128934.65 177557.16 160226.89 68949.01 104445.39 114447.78
BENDING MOMENT (te.m) 135389.07 189675.39 170257.75 135389.07 189675.39 170257.75 135389.07 189675.39 170257.75 72400.57 111573.76 121612.68
FACTORED DESIGN LOADS FOR NODE NO 31
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 32
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 33
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 11538.73 15073.72 15073.72 14888.45 18423.44 18423.44 26983.01 23448.01 23448.01 18638.95 16748.58 16748.58
AXIAL FORCE (tonne) 12316.89 15851.88 15851.88 15839.53 19374.52 19374.52 28193.48 24658.49 24658.49 19503.57 17613.2 17613.2
AXIAL FORCE (tonne) 13031.71 16566.7 16566.7 16713.2 20248.19 20248.19 29305.42 25770.43 25770.43 20297.82 18407.45 18407.45
Page 45 of 127
SHEAR FORCE (tonne) 2729.71 2051.17 1655.93 2729.71 2051.17 1655.93 2729.71 2051.17 1655.93 1459.74 1206.57 1182.81
SHEAR FORCE (tonne) 2729.71 2098.84 1675.53 2729.71 2098.84 1675.53 2729.71 2098.84 1675.53 1459.74 1234.61 1196.81
SHEAR FORCE (tonne) 2729.71 2145.16 1693.05 2729.71 2145.16 1693.05 2729.71 2145.16 1693.05 1459.74 1261.86 1209.32
BENDING MOMENT (te.m) 142222.46 202108.65 180438.97 142222.46 202108.65 180438.97 142222.46 202108.65 180438.97 76054.79 118887.44 128884.98
BENDING MOMENT (te.m) 143703.74 214720.86 190661.37 143703.74 214720.86 190661.37 143703.74 214720.86 190661.37 76846.92 126306.39 136186.69
BENDING MOMENT (te.m) 147114.27 227625.87 201004.45 147114.27 227625.87 201004.45 147114.27 227625.87 201004.45 78670.73 133897.57 143574.61
FACTORED DESIGN LOADS FOR NODE NO 34
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 35
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 36
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 13764.28 17299.27 17299.27 17608.56 21143.55 21143.55 30444.96 26909.97 26909.97 21111.78 19221.41 19221.41
AXIAL FORCE (tonne) 14514.8 18049.79 18049.79 18525.87 22060.86 22060.86 31612.45 28077.46 28077.46 21945.7 20055.33 20055.33
AXIAL FORCE (tonne) 15283.5 18818.5 18818.5 19465.39 23000.38 23000.38 32808.21 29273.21 29273.21 22799.81 20909.44 20909.44
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SHEAR FORCE (tonne) 2729.71 2190.14 1708.56 2729.71 2190.14 1708.56 2729.71 2190.14 1708.56 1459.74 1288.32 1220.4
SHEAR FORCE (tonne) 2729.71 2233.83 1722.14 2729.71 2233.83 1722.14 2729.71 2233.83 1722.14 1459.74 1314.02 1230.1
SHEAR FORCE (tonne) 2729.71 2276.27 1733.9 2729.71 2276.27 1733.9 2729.71 2276.27 1733.9 1459.74 1338.98 1238.5
BENDING MOMENT (te.m) 152324.2 240815.76 211455.38 152324.2 240815.76 211455.38 152324.2 240815.76 211455.38 81456.79 141656.33 151039.56
BENDING MOMENT (te.m) 159157.08 254282.67 222001.75 159157.08 254282.67 222001.75 159157.08 254282.67 222001.75 85110.74 149578.04 158572.68
BENDING MOMENT (te.m) 167414.26 268018.94 232631.66 167414.26 268018.94 232631.66 167414.26 268018.94 232631.66 89526.34 157658.2 166165.47
FACTORED DESIGN LOADS FOR NODE NO 37
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 38
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 39
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 16070.59 19605.59 19605.59 20427.39 23962.38 23962.38 34032.57 30497.58 30497.58 23674.36 21783.99 21783.99
AXIAL FORCE (tonne) 16876.29 20411.28 20411.28 21412.13 24947.12 24947.12 35285.88 31750.88 31750.88 24569.57 22679.2 22679.2
AXIAL FORCE (tonne) 17878.79 21413.78 21413.78 22637.41 26172.4 26172.4 36845.32 33310.32 33310.32 25683.46 23793.09 23793.09
Page 47 of 127
SHEAR FORCE (tonne) 2729.71 2317.49 1743.92 2729.71 2317.49 1743.92 2729.71 2317.49 1743.92 1459.74 1363.23 1245.66
SHEAR FORCE (tonne) 3562.57 2361.81 1755.95 3562.57 2361.81 1755.95 3562.57 2361.81 1755.95 1905.12 1389.3 1254.25
SHEAR FORCE (tonne) 3921.28 2401.13 1765.16 3921.28 2401.13 1765.16 3921.28 2401.13 1765.16 2096.94 1412.43 1260.83
BENDING MOMENT (te.m) 176896.39 282017.06 243333.76 176896.39 282017.06 243333.76 176896.39 282017.06 243333.76 94597 165892.39 173809.83
BENDING MOMENT (te.m) 187417.72 296269.85 254097.42 187417.72 296269.85 254097.42 187417.72 296269.85 254097.42 100223.38 174276.38 181498.16
BENDING MOMENT (te.m) 199114.25 312323.22 266075.61 199114.25 312323.22 266075.61 199114.25 312323.22 266075.61 106478.21 183719.54 190054.01
FACTORED DESIGN LOADS FOR NODE NO 40
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 41
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 42
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 18688.34 22223.33 22223.33 23626.85 27161.85 27161.85 38104.61 34569.62 34569.62 26582.96 24692.59 24692.59
AXIAL FORCE (tonne) 19429.48 22964.48 22964.48 24532.7 28067.69 28067.69 39257.51 35722.52 35722.52 27406.45 25516.08 25516.08
AXIAL FORCE (tonne) 20185.01 23720.01 23720.01 25456.13 28991.12 28991.12 40432.78 36897.79 36897.79 28245.93 26355.56 26355.56
Page 48 of 127
SHEAR FORCE (tonne) 3921.28 2432.7 1770.01 3921.28 2432.7 1770.01 3921.28 2432.7 1770.01 2096.94 1431 1264.29
SHEAR FORCE (tonne) 3921.28 2463.08 1773.94 3921.28 2463.08 1773.94 3921.28 2463.08 1773.94 2096.94 1448.87 1267.1
SHEAR FORCE (tonne) 3921.28 2484.79 1776.46 3921.28 2484.79 1776.46 3921.28 2484.79 1776.46 2096.94 1461.64 1268.9
BENDING MOMENT (te.m) 209302.31 325036.72 275455.29 209302.31 325036.72 275455.29 209302.31 325036.72 275455.29 111926.37 191198.07 196753.78
BENDING MOMENT (te.m) 220992.62 337918.6 284860.35 220992.62 337918.6 284860.35 220992.62 337918.6 284860.35 118177.87 198775.65 203471.68
BENDING MOMENT (te.m) 233959.8 350962.62 294285.78 233959.8 350962.62 294285.78 233959.8 350962.62 294285.78 125112.19 206448.6 210204.13
FACTORED DESIGN LOADS FOR NODE NO 43
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 44
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 45
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 20909.18 24444.18 24444.18 26341.22 29876.21 29876.21 41559.26 38024.27 38024.27 29050.56 27160.19 27160.19
AXIAL FORCE (tonne) 21824.22 25359.21 25359.21 27459.6 30994.59 30994.59 42982.65 39447.66 39447.66 30067.27 28176.9 28176.9
AXIAL FORCE (tonne) 22759.65 26294.64 26294.64 28602.9 32137.9 32137.9 44437.77 40902.78 40902.78 31106.64 29216.27 29216.27
Page 49 of 127
SHEAR FORCE (tonne) 3921.28 2508.38 1778.77 3921.28 2508.38 1778.77 3921.28 2508.38 1778.77 2096.94 1475.52 1270.55
SHEAR FORCE (tonne) 3921.28 2539.39 1781.12 3921.28 2539.39 1781.12 3921.28 2539.39 1781.12 2096.94 1493.76 1272.23
SHEAR FORCE (tonne) 3921.28 2560.71 1782.35 3921.28 2560.71 1782.35 3921.28 2560.71 1782.35 2096.94 1506.3 1273.11
BENDING MOMENT (te.m) 240572.62 357274.6 298812.84 240572.62 357274.6 298812.84 240572.62 357274.6 298812.84 128648.46 210161.53 213437.74
BENDING MOMENT (te.m) 257705.39 372893.78 309922.63 257705.39 372893.78 309922.63 257705.39 372893.78 309922.63 137810.37 219349.28 221373.31
BENDING MOMENT (te.m) 275953.32 388709.01 321046.71 275953.32 388709.01 321046.71 275953.32 388709.01 321046.71 147568.62 228652.36 229319.08
FACTORED DESIGN LOADS FOR NODE NO 46
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 47
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 48
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 23284.83 26819.82 26819.82 29244.79 32779.78 32779.78 45254.72 41719.72 41719.72 31690.17 29799.8 29799.8
AXIAL FORCE (tonne) 23917.18 27452.17 27452.17 30017.66 33552.65 33552.65 46238.37 42703.38 42703.38 32392.78 30502.41 30502.41
AXIAL FORCE (tonne) 24183.26 27718.26 27718.26 30350.37 33885.36 33885.36 46747.6 43212.61 43212.61 32756.52 30866.15 30866.15
Page 50 of 127
SHEAR FORCE (tonne) 3921.28 2577.28 1783.17 3921.28 2577.28 1783.17 3921.28 2577.28 1783.17 2096.94 1516.05 1273.69
SHEAR FORCE (tonne) 3921.28 2590.87 1783.7 3921.28 2590.87 1783.7 3921.28 2590.87 1783.7 2096.94 1524.04 1274.07
SHEAR FORCE (tonne) 3921.28 2596.14 1783.89 3921.28 2596.14 1783.89 3921.28 2596.14 1783.89 2096.94 1527.14 1274.21
BENDING MOMENT (te.m) 286426.68 397513.75 327191.34 286426.68 397513.75 327191.34 286426.68 397513.75 327191.34 153169.35 233831.62 233708.1
BENDING MOMENT (te.m) 299192.22 408046.39 334496.79 299192.22 408046.39 334496.79 299192.22 408046.39 334496.79 159995.84 240027.29 238926.28
BENDING MOMENT (te.m) 305851.63 413470.19 338239.69 305851.63 413470.19 338239.69 305851.63 413470.19 338239.69 163557.02 243217.76 241599.78
FACTORED DESIGN LOADS FOR NODE NO 49
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 50
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR FOUNDATION
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
AXIAL FORCE (tonne) 24209.76 27744.75 27744.75 30385.25 33920.24 33920.24 46820.65 43285.66 43285.66 32808.7 30918.33 30918.33
AXIAL FORCE (tonne) 24458.32 27993.32 27993.32 30712.53 34247.52 34247.52 47506.06 43971.07 43971.07 33298.28 31407.91 31407.91
AXIAL FORCE (tonne) 40911.46 44446.45 44446.45 52392.41 55927.4 55927.4 93087.96 89552.97 89552.97 65856.78 63966.41 63966.41 50843.09 50843.09 48952.72 65856.78
Page 51 of 127
SHEAR FORCE (tonne) 3921.28 2602.94 1784.15 3921.28 2602.94 1784.15 3921.28 2602.94 1784.15 2096.94 1531.14 1274.39
SHEAR FORCE (tonne) 3921.28 2602.94 1784.15 3921.28 2602.94 1784.15 3921.28 2602.94 1784.15 2096.94 1531.14 1274.39
SHEAR FORCE (tonne) 3921.28 2655.84 1868.29 3921.28 2655.84 1868.29 3921.28 2655.84 1868.29 2096.94 1562.26 1334.49 1562.26 1334.49 2096.94 2096.94
BENDING MOMENT (te.m) 306904.31 414246.63 338774.45 306904.31 414246.63 338774.45 306904.31 414246.63 338774.45 164119.95 243674.49 241981.75
BENDING MOMENT (te.m) 315914.58 421512.79 343766.15 315914.58 421512.79 343766.15 315914.58 421512.79 343766.15 168938.28 247948.7 245547.25
BENDING MOMENT (te.m) 333560.32 433464.06 352169.71 333560.32 433464.06 352169.71 333560.32 433464.06 352169.71 178374.5 254978.86 251549.79 254978.86 251549.79 178374.5 178374.5
DESIGN LOADS FOR VERTICAL SECTIONS ( Load Factor = 1.3 ) NODE NO
CIRCUMFERENTIAL MOMENT (te.m/m)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
22.84 22.83 22.74 22.65 22.56 22.48 22.39 14.87 14.81 14.76 14.69 14.64 14.57 14.52 14.46 14.4 14.57 14.74 14.92 15.09 15.26 15.37 15.47 15.59 15.6 15.96 16.32 16.68 17.04 17.37 17.64 17.91 18.19 18.46 18.72 18.98 19.23 19.38 19.34 19.29 19.24 19.08 19.01 18.4 17.17 17.39 17.67 17.81 17.84 0
Page 52 of 127
STRUCTURAL DESIGN
THERMAL LOAD -----------GAS TEMPERATURE = GAS VELOCITY = AMBIENT TEMPERATURE MAXM. = AMBIENT TEMPERATURE MINM. =
135 C 324 Kmph 46 C 10 C
FLUE THICKNESS
=
10
INSULATION THICKNESS
=
100
Page 53 of 127
mm mm
DESIGN TEMPERATURE DIFFERENTIAL NODE NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
OUTSIDE DIA (m) 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.37 21.54 21.71 21.88 22.06 22.23 22.4 22.57 22.6 22.95 23.3 23.66 24.01 24.36 24.71 25.06 25.41 25.76 26.1 26.45 26.8 27.15 27.53 27.83 28.13 28.43 28.58 28.93 29.28 29.48 29.71 29.83 29.84 30
CONCRETE THICKNESS (mm)
MAX. TEMP. DIFF. (C)
400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 20.11 20.96 21.79 22.59 23.37 24.13 24.87 25.59 25.72 25.68 25.63 25.59 25.55 25.5 25.46 25.43 25.39 25.35 25.32 25.28 25.25 25.21 25.18 25.15 25.12 25.1 25.08 25.05 25.02 25.01 24.99 24.98 24.98 24.97
Page 54 of 127
CHECK FOR LIMIT STATES OF COLLAPSE
DESIGN ASSUMPTIONS : -----------------(a) The Distribution of Strain across the Section is Linear. (b) The Shell is thin compared to its Diameter. (c) The Tensile strength of the Concrete has been ignored. (d) The Reinforcement in the Compression Zone has been taken into account. (e) The maximum Compressive Strain in the concrete is 0.003. (f) The maximum Tensile Strain in the Reinforcing Steel is 0.07. (g) An equivalent rectangular stress block for concrete has been used in accordance with the assumptions of ACI:307-'88. (h) The Stress-Strain relationship for Reinforcing Steel of grade Fe-415 ( cold twisted Deformed bars ) has been considered to be bilinear in accordance with the assumptions of ACI:307-'88. (i) The Strength Reduction Factor for horizontal sections = 0.8 for vertical sections = 0.9
Page 55 of 127
REQUIREMENT OF HORIZONTAL STEEL NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
% OF HORZ. STEEL OUTER FACE 0.99 0.99 0.99 0.49 0.49 0.49 0.49 0.31 0.31 0.31 0.3 0.3 0.3 0.3 0.3 0.3 0.26 0.24 0.21 0.2 0.18 0.16 0.15 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.12 0.12 0.12 0.12 0.11 0.11 0.1 0.1 0.1 0.1 0.1 0.1
% OF HORZ. STEEL INNER FACE 0.99 0.99 0.99 0.49 0.49 0.49 0.49 0.31 0.31 0.31 0.3 0.3 0.3 0.3 0.3 0.3 0.26 0.24 0.21 0.2 0.18 0.16 0.15 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.12 0.12 0.12 0.12 0.11 0.11 0.1 0.1 0.1 0.1 0.1 0.1
Note : Cross-sectional area of reinforcements interrupted at the openings are to be provided at the sides of the opening in the form of additional steel.
Page 56 of 127
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
1
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.19 0.21 0.3 0.32 0.33 0.34 0.32 0.31 0.3 0.26 0.23 0.2 0.18 0.16 0.16 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.17 0.17 0.15
Page 57 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.19 0.21 0.3 0.32 0.33 0.34 0.32 0.31 0.3 0.26 0.23 0.2 0.18 0.16 0.16 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.17 0.17 0.15
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
2
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.17 0.18 0.19 0.2 0.21 0.21 0.22 0.23 0.23 0.24 0.24 0.25 0.25 0.25 0.25 0.25 0.35 0.36 0.36 0.38 0.38 0.38 0.38 0.25
Page 58 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.17 0.18 0.19 0.2 0.21 0.21 0.22 0.23 0.23 0.24 0.24 0.25 0.25 0.25 0.25 0.25 0.35 0.36 0.36 0.38 0.38 0.38 0.38 0.25
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
3
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.2 0.19 0.19 0.2 0.2 0.19 0.19 0.15
Page 59 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.2 0.19 0.19 0.2 0.2 0.19 0.19 0.15
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
4
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.24 0.26 0.26 0.26 0.25 0.24 0.23 0.19 0.16 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
Page 60 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.24 0.26 0.26 0.26 0.25 0.24 0.23 0.19 0.16 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
5
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.16 0.16 0.16 0.16 0.16 0.29 0.29 0.29 0.32 0.32 0.32 0.32 0.16
Page 61 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.16 0.16 0.16 0.16 0.16 0.29 0.29 0.29 0.32 0.32 0.32 0.32 0.16
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
6
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
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% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
7
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
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% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
8
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.22 0.22 0.23 0.27 0.27 0.27 0.27 0.15
Page 64 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.22 0.22 0.23 0.27 0.27 0.27 0.27 0.15
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
9
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
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% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
MAXIMUM REQUIREMENT OF VERTICAL STEEL NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.19 0.21 0.3 0.32 0.33 0.34 0.32 0.31 0.3 0.26 0.23 0.2 0.18 0.16 0.16 0.16 0.17 0.18 0.19 0.2 0.21 0.21 0.22 0.23 0.23 0.24 0.24 0.25 0.25 0.25 0.25 0.25 0.35 0.36 0.36 0.38 0.38 0.38 0.38 0.25
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.19 0.21 0.3 0.32 0.33 0.34 0.32 0.31 0.3 0.26 0.23 0.2 0.18 0.16 0.16 0.16 0.17 0.18 0.19 0.2 0.21 0.21 0.22 0.23 0.23 0.24 0.24 0.25 0.25 0.25 0.25 0.25 0.35 0.36 0.36 0.38 0.38 0.38 0.38 0.25
Note : Cross-sectional area of reinforcements interrupted at the openings are to be provided at the sides of the opening in the form of additional steel.
Page 66 of 127
WORST LOAD COMB. NO. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2
CHECK FOR LIMIT STATE OF SERVICEABILITY
LIMIT STATE OF DEFLECTION --------------------------
LIMITING DEFLECTION : L/500 Where , L = Height of stack above raft LOAD
MAXIMUM HORIZONTAL DEFLECTION (mm)
LIMITING DEFLECTION (mm)
EARTHQUAKE
197.46
<
544.6
TOTAL ALONG WIND
154.99
<
544.6
SHORT GUST
46.46
COMBINED ALONG WIND & CROSS WIND
371.02
< <
Page 67 of 127
544.6 544.6
WIND ANALYSIS WITH STRAKES
Page 68 of 127
WIND ANALYSIS -------------
STOCHASTIC METHOD FOR STATIONARY -------------------------------ERGODIC RANDOM PROCESSES ------------------------
1. FOR ALONG WIND EXCITATION (AS PER DAVENPORT)
Sn=4*Cf*((x*Ut)**2)/(n*(1+x**2)**1.33333) Where, Sn=Power Spectral Density Function At Frequency n n =frequency,Hz Cf=terrain friction-drag coefficient Ut=mean hourly wind speed at the top of chimney,(m/sec) x =1220*n/Ut
2. FOR CROSS WIND APERIODIC (WIDE BAND) EXCITATION
Sl=4.8*(1+682.2*St**2)/(1+227.4*St**2)**2 Where, Sl=Power Input Density Function At Strouhal Number, `St'
3. FOR CROSS WIND NARROW BAND RESPONSE
Use Time Average RMS Value of Lift force coefficient
Page 69 of 127
CHECK OF INSTABILITY PARAMETERS -------------------------------
INSTABILITY CRITERIA
CRITICAL PARAMETER
INFERENCE
ASPECT RATIO
CRITICAL VELOCITY = 27.8 (m/s) < 58.31 (m/s)
VALUE OF Cs SHALL BE CHECKED
NON-DIMENSIONAL DAMPING PARAMETER
Cs = 18.32 <= 20
GALLOPING
OVALLING
U/n1D = 7.16 < 0.75*Cs
Uo = 64.89 > 58.31
(m/s) at top (m/s)
LARGE OSCILLATION OF STACK LIKELY
GALLOPING RESPONSE IS UNLIKELY
OVALLING IS UNLIKELY
Page 70 of 127
DRAG COEFFICIENTS FOR ALONG WIND RESPONSE NODE NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
DESIGN VELOCITY CORRESPONDING TO HOURLY MEAN SPEED 58.31 58.3 58.23 58.16 58.09 57.96 57.83 57.7 57.57 57.43 57.3 57.16 57.02 56.82 56.61 56.41 56.2 55.99 55.79 55.58 55.36 55.09 54.81 54.54 54.49 54.22 53.95 53.68 53.41 53.08 52.68 52.28 51.88 51.49 51.09 50.69 50.29 49.74 48.82 48.1 47.39 46.54 46.13 44.5 41.96 41.96 41.96 41.96 41.96 0
Page 71 of 127
REYNOLD'S NUMBER
82418313.41 82395501.81 82298552.51 82206291.75 82106299.38 81921777.86 81737256.35 81552734.83 81368219.39 81174472.87 80980726.34 80786979.81 80589355.31 80298735.51 80009598.47 79720461.44 80070651.73 80415756.2 80756527.49 81091380.39 81402330.43 81625746.03 81843290.61 82054595.09 82094417.38 82961628.16 83816234 84658234.9 85487986.94 86208370.68 86789894.14 87346439.4 87884827.18 88404363.03 88905736.09 89388262.54 89852620.89 90016482.69 89607368.18 89256157.11 88876044.84 88212743.35 87874792.86 85829797.77 81918244.39 82462666.91 83109203.63 83440445.29 83487725.56 0
DRAG COEFFICIENT
0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8
DRAG COEFFICIENTS FOR EQUIVALENT STATIC RESPONSE NODE NO
DESIGN VELOCITY CORRESPONDING TO SHORT GUST SPEED
REYNOLD'S NUMBER
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
69.28 69.25 69.12 68.98 68.85 68.72 68.59 68.46 68.33 68.19 68.06 67.92 67.78 67.65 67.51 67.37 67.24 67.1 66.96 66.82 66.66 66.39 66.11 65.84 65.79 65.52 65.25 64.98 64.71 64.38 63.98 63.58 63.18 62.78 62.39 61.99 61.59 61.03 60.12 59.4 58.69 57.84 57.42 55.8 53.26 53.26 53.26 53.26 53.26 0
97922598.04 97876974.84 97683076.23 97498554.71 97314033.2 97129511.68 96944990.16 96760468.64 96575953.21 96382206.68 96188460.15 95994713.62 95800967.1 95607220.57 95414462.54 95221704.51 95795136.47 96364979.41 96932132.03 97494148.26 98014598.9 98366512.67 98712630.75 99052508.73 99117036.41 100249302.92 101368964.5 102476021.13 103570904.24 104556343.71 105402922.91 106221661.69 107022318.32 107804047.7 108567689.61 109312409.59 110039036.78 110465092.1 110345814.04 110220416.3 110066042.04 109628553.87 109398915.44 107619277.38 103973156.34 104664154.16 105484758.45 105905180.56 105965190.13 0
Page 72 of 127
DRAG COEFFICIENT
0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8
ALONG WIND RESPONSE NODE NO
DISPLACEMENT (mm)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
-34.38 -32.59 -24.88 -17.32 -9.56 -1.72 6.09 13.77 21.2 28.65 35.63 42.04 47.79 52.81 57.07 60.72 63.94 66.88 69.25 70.96 72.09 72.35 71.81 70.2 69.63 66.05 62.27 58.07 53.38 48.09 42.3 36.42 30.68 25.45 20.83 16.74 13.19 10.22 7.49 5.72 4.23 3.02 2.52 1.51 0.77 0.47 0.21 0.11 0.1 0.01 0
- QUASISTATIC PART SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
2.98 18.6 43.22 67.18 91.08 114.87 138.56 162.14 186.2 210.73 235.14 259.44 283.61 307.55 331.26 354.9 376.02 397.15 418.25 439.33 460.41 481.44 502.42 514.89 527.15 547.77 568.49 589.31 610.24 631.21 652.05 672.75 693.42 714.06 734.65 755.19 775.68 797.04 816.54 833.3 849.74 861.59 874.68 892.21 904.45 914.04 921.98 925.06 929.05 929.05
0 4.47 123.03 385.25 792.82 1345.38 2042.29 2882.9 3866.52 5052.61 6394.95 7892.8 9545.41 11352.02 13301.15 15400.53 17668.96 20072.35 22610.76 25275.02 28073.56 31006.35 34073.1 37273.49 37904.23 41194.57 44613.56 48161.89 51840.2 55649.12 59588.81 63615.2 67769.44 72051.33 76460.63 80997.09 85660.39 90450.18 95889.98 100231.26 104661.65 109179.35 111376.4 116843.18 122419.49 125539.85 129287.42 131223.58 131501.1 134102.44
929.05
138283.18
Page 73 of 127
ALONG WIND RESPONSE NODE NO
DISPLACEMENT (mm)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
- FLUCTUATING PART SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
203.89 202.11 194.53 187.3 180.08 172.85 165.64 158.44 151.28 143.8 136.39 129.05 121.8 114.67 107.7 100.87 94.16 87.66 81.37 75.28 69.41 63.77 58.36 53.18 52.22 47.43 42.86 38.54 34.44 30.58 26.96 23.58 20.43 17.51 14.82 12.36 10.13 8.12 6.17 4.84 3.67 2.66 2.24 1.35 0.69 0.42 0.18 0.09 0.08 0.01
4.15 35.84 100.14 130.6 159.73 187.57 214.15 239.51 269.2 293.28 316.08 337.61 357.92 399.88 417.77 434.76 451.58 468.26 487.29 503.42 519.19 534.52 549.36 569.61 578.02 591.1 603.32 614.68 625.17 634.8 644.55 652.4 659.41 665.62 671.05 675.73 679.72 684.68 688.52 690.42 691.93 692.89 693.72 694.47 694.79 694.95 695.01 695.02 695.04 695.04
0 6.23 234.71 842.2 1634.41 2603.24 3740.76 5039.26 6491.18 8204.2 10070.1 12080.67 14227.91 16503.92 19031.51 21672.22 24443.9 27322.72 30307.54 33402.35 36598.87 39894.56 43286.5 46771.34 47465.45 51053.69 54722.17 58465.58 62278.62 66155.97 70092.25 74045.42 78046.33 82090.05 86171.78 90286.85 94430.81 98599.41 103239.52 106873.85 110518.49 114171.42 115926.06 120232.32 124544.32 126926.2 129758.06 131208.91 131416.19 133351.04
0
729.11
136632.03
Page 74 of 127
TOTAL ALONG WIND RESPONSE ( QUASI-STATIC + FLUCTUATING ) NODE NO
DISPLACEMENT (mm)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
169.51 169.52 169.65 169.99 170.52 171.13 171.73 172.21 172.49 172.45 172.02 171.09 169.59 167.48 164.77 161.59 158.1 154.55 150.63 146.24 141.5 136.12 130.17 123.38 121.84 113.47 105.13 96.6 87.83 78.67 69.25 60 51.11 42.96 35.65 29.1 23.32 18.34 13.66 10.55 7.9 5.68 4.76 2.87 1.46 0.89 0.39 0.21 0.18 0.02
7.13 54.44 143.36 197.78 250.81 302.44 352.71 401.65 455.4 504.01 551.22 597.05 641.53 707.44 749.03 789.66 827.6 865.4 905.54 942.75 979.59 1015.96 1051.78 1084.51 1105.17 1138.87 1171.81 1204 1235.41 1266.01 1296.6 1325.15 1352.84 1379.68 1405.69 1430.92 1455.4 1481.72 1505.06 1523.72 1541.67 1554.48 1568.4 1586.68 1599.24 1608.99 1616.99 1620.09 1624.09 1624.09
0 10.69 357.75 1227.45 2427.23 3948.62 5783.05 7922.16 10357.7 13256.81 16465.05 19973.47 23773.32 27855.94 32332.66 37072.76 42112.86 47395.07 52918.3 58677.37 64672.43 70900.91 77359.59 84044.83 85369.68 92248.26 99335.73 106627.47 114118.82 121805.09 129681.05 137660.62 145815.77 154141.38 162632.41 171283.94 180091.2 189049.59 199129.51 207105.12 215180.14 223350.77 227302.46 237075.49 246963.81 252466.05 259045.49 262432.49 262917.29 267453.48
0
1658.16
274915.2
Page 75 of 127
EQUIVALENT STATIC RESPONSE - ALONG WIND FOR SHORT GUST NODE NO
DISPLACEMENT (mm)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
-49.49 -46.94 -35.96 -25.17 -14.11 -2.91 8.24 19.21 29.84 40.5 50.5 59.68 67.93 75.14 81.26 86.51 91.15 95.4 98.82 101.3 102.94 103.34 102.6 100.31 99.5 94.4 89.02 83.03 76.35 68.79 60.52 52.11 43.91 36.43 29.83 23.98 18.9 14.65 10.74 8.2 6.08 4.33 3.62 2.18 1.11 0.68 0.3 0.16 0.15 0.02 0
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
4.2 26.25 60.94 94.64 128.21 161.66 194.98 228.17 262.07 296.65 331.09 365.39 399.56 433.5 467.21 500.94 531.16 561.51 591.91 622.38 652.94 683.48 714 732.18 750.05 780.15 810.46 840.97 871.68 902.53 933.27 963.89 994.54 1025.23 1055.93 1086.65 1117.37 1149.55 1179.11 1204.67 1229.88 1248.19 1268.49 1296.04 1315.76 1331.21 1344 1348.97 1355.39 1355.39
0 6.3 173.63 543.3 1117.44 1895.26 2876 4058.88 5443.08 7112.44 9002.07 11111.1 13438.65 15983.82 18731.11 21692.08 24893.93 28288.97 31877.89 35648.36 39612.92 43772.12 48125.86 52674.02 53570.94 58252.52 63121.97 68180.6 73429.69 78870.48 84503.62 90266.55 96218.54 102359.83 108690.6 115210.97 121921.03 128820.81 136666.48 142935.47 149340.33 155879.12 159062.01 166990.04 175090.3 179629.67 185087.64 187910.03 188314.72 192109.81
1355.39
198209.07
Page 76 of 127
DESIGN LOADS - CIRCUMFERENTIAL BENDING NODE NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
SHORT GUST PRESSURE (te/sq.m)
BENDING MOMENT (te.m/m)
0.44 0.44 0.44 0.44 0.44 0.43 0.43 0.29 0.29 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.27 0.27 0.27 0.27 0.27 0.27 0.26 0.26 0.26 0.26 0.26 0.25 0.25 0.25 0.24 0.24 0.24 0.24 0.23 0.23 0.22 0.22 0.21 0.2 0.2 0.19 0.17 0.17 0.17 0.17 0.17 0
17.57 17.56 17.49 17.42 17.35 17.29 17.22 11.44 11.39 11.35 11.3 11.26 11.21 11.17 11.12 11.08 11.21 11.34 11.48 11.61 11.74 11.82 11.9 11.99 12 12.28 12.55 12.83 13.11 13.36 13.57 13.78 13.99 14.2 14.4 14.6 14.79 14.91 14.88 14.84 14.8 14.68 14.62 14.15 13.21 13.38 13.59 13.7 13.72 0
Page 77 of 127
DEAD LOAD , LIVE LOAD , BUYOYANCY ---------------------------------
LIVE LOAD ON THE STACK ----------------------
HEIGHT OF PLATFORM ABOVE BOTTOM OF RAFT (m) 32.3 48.25 55.08 98.3 136.98 168.82 200.68 232.52 268.92 275.3 0
Page 78 of 127
LIVE LOAD (N) 5000 5000 5000 5000 5000 5000 5000 5000 5000 5000 0
DEAD LOAD NODE NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
0 99.95 647.69 2652.53 3056.76 3460.99 3865.22 4269.45 4673.67 5180.52 5604.96 6029.4 6453.84 6878.28 7381.79 7804.06 8244.54 8714.43 9214.11 9823.34 10381.65 10970.65 11590.68 12242.13 12453.45 13122.41 13809.81 14515.87 15240.87 15985.03 16748.58 17613.2 18407.45 19221.41 20055.33 20909.44 21783.99 22679.2 23793.09 24692.59 25516.08 26355.56 27160.19 28176.9 29216.27 29799.8 30502.41 30866.15 30918.33 31407.91
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
57953.71
0
0
Page 79 of 127
LIVE LOAD NODE NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0
0
0
Page 80 of 127
EFFECT OF BUOYANCY ( UPWARD ) NODE NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 BOTTOM OF RAFT
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0
0
0
Page 81 of 127
LOAD COMBINATIONS -----------------
Page 82 of 127
DESIGN LOADS FOR HORIZONTAL SECTIONS FACTORED DESIGN LOADS FOR NODE NO 1
FACTORED DESIGN LOADS FOR NODE NO 2
FACTORED DESIGN LOADS FOR NODE NO 3
COMB NO
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
1 2 3 4 5 6 7 8 9 10 11 12
-714.28 0 0 -714.28 0 0 714.28 0 0 381.97 0 0
270.68 12.12 0 270.68 12.12 0 270.68 12.12 0 144.75 7.13 0
COMB NO
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
1 2 3 4 5 6 7 8 9 10 11 12
-624.35 89.95 89.95 -604.36 109.94 109.94 854.23 139.93 139.93 481.93 99.95 99.95
270.7 92.55 0 270.7 92.55 0 270.7 92.55 0 144.76 54.44 0
406.09 18.17 0 406.09 18.17 0 406.09 18.17 0 217.16 10.69 0
COMB NO
AXIAL FORCE (tonne)
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
1 2 3 4 5 6 7 8 9 10 11 12
-131.38 582.92 582.92 -1.84 712.46 712.46 1621.07 906.77 906.77 1029.67 647.69 647.69
911.85 243.71 0 911.85 243.71 0 911.85 243.71 0 487.62 143.36 0
2131.82 608.18 0 2131.82 608.18 0 2131.82 608.18 0 1140.01 357.75 0
Page 83 of 127
BENDING MOMENT (te.m) 0.39 0 0 0.39 0 0 0.39 0 0 0.21 0 0
FACTORED DESIGN LOADS FOR NODE NO 4
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 5
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 6
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 1672.98 2387.28 2387.28 2203.48 2917.78 2917.78 4427.85 3713.54 3713.54 3034.51 2652.53 2652.53
AXIAL FORCE (tonne) 1234.63 2751.09 2751.09 1845.98 3362.44 3362.44 5795.92 4279.47 4279.47 3867.7 3056.76 3056.76
AXIAL FORCE (tonne) 1598.44 3114.89 3114.89 2290.63 3807.09 3807.09 6361.85 4845.39 4845.39 4271.93 3460.99 3460.99
Page 84 of 127
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
911.85 336.23 0 911.85 336.23 0 911.85 336.23 0 487.62 197.78 0
7652.81 2086.66 0 7652.81 2086.66 0 7652.81 2086.66 0 4092.41 1227.45 0
SHEAR FORCE (tonne)
BENDING MOMENT (te.m)
1162.45 426.38 0 1162.45 426.38 0 1162.45 426.38 0 621.63 250.81 0
SHEAR FORCE (tonne) 1162.45 514.15 0 1162.45 514.15 0 1162.45 514.15 0 621.63 302.44 0
13183 4126.29 0 13183 4126.29 0 13183 4126.29 0 7049.73 2427.23 0
BENDING MOMENT (te.m) 20176.5 6712.65 0 20176.5 6712.65 0 20176.5 6712.65 0 10789.57 3948.62 0
FACTORED DESIGN LOADS FOR NODE NO 7
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 8
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 9
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 1962.24 3478.7 3478.7 2735.29 4251.75 4251.75 6927.77 5411.31 5411.31 4676.16 3865.22 3865.22
AXIAL FORCE (tonne) 2326.05 3842.51 3842.51 3179.94 4696.4 4696.4 7493.69 5977.24 5977.24 5080.39 4269.45 4269.45
AXIAL FORCE (tonne) 2169.61 4206.31 4206.31 3104.35 5141.04 5141.04 8579.83 6543.14 6543.14 5762.81 4673.67 4673.67
Page 85 of 127
SHEAR FORCE (tonne) 1230.89 599.61 0 1230.89 599.61 0 1230.89 599.61 0 658.23 352.71 0
SHEAR FORCE (tonne) 1230.89 682.8 0 1230.89 682.8 0 1230.89 682.8 0 658.23 401.65 0
SHEAR FORCE (tonne) 1230.89 774.18 0 1230.89 774.18 0 1230.89 774.18 0 658.23 455.4 0
BENDING MOMENT (te.m) 27200.4 9831.18 0 27200.4 9831.18 0 27200.4 9831.18 0 14545.67 5783.05 0
BENDING MOMENT (te.m) 34430.42 13467.67 0 34430.42 13467.67 0 34430.42 13467.67 0 18411.99 7922.16 0
BENDING MOMENT (te.m) 41743.92 17608.09 0 41743.92 17608.09 0 41743.92 17608.09 0 22322.95 10357.7 0
FACTORED DESIGN LOADS FOR NODE NO 10
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 11
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 12
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 2625.78 4662.47 4662.47 3661.88 5698.57 5698.57 9289.42 7252.73 7252.73 6269.66 5180.52 5180.52
AXIAL FORCE (tonne) 3007.77 5044.47 5044.47 4128.77 6165.46 6165.46 9883.64 7846.95 7846.95 6694.1 5604.96 5604.96
AXIAL FORCE (tonne) 3389.75 5426.46 5426.46 4595.63 6632.34 6632.34 10477.87 8441.16 8441.16 7118.55 6029.4 6029.4
Page 86 of 127
SHEAR FORCE (tonne) 1219.78 856.82 0 1219.78 856.82 0 1219.78 856.82 0 652.29 504.01 0
SHEAR FORCE (tonne) 1219.78 937.07 0 1219.78 937.07 0 1219.78 937.07 0 652.29 551.22 0
SHEAR FORCE (tonne) 1217.48 1014.98 0 1217.48 1014.98 0 1217.48 1014.98 0 651.06 597.05 0
BENDING MOMENT (te.m) 48703.27 22536.58 0 48703.27 22536.58 0 48703.27 22536.58 0 26044.53 13256.81 0
BENDING MOMENT (te.m) 55876.74 27990.58 0 55876.74 27990.58 0 55876.74 27990.58 0 29880.61 16465.05 0
BENDING MOMENT (te.m) 62032.56 33954.9 0 62032.56 33954.9 0 62032.56 33954.9 0 33172.49 19973.47 0
FACTORED DESIGN LOADS FOR NODE NO 13
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 14
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 15
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 2278.85 5808.46 5808.46 3569.62 7099.23 7099.23 12564.99 9035.38 9035.38 8341.33 6453.84 6453.84
AXIAL FORCE (tonne) 2660.85 6190.45 6190.45 4036.51 7566.11 7566.11 13159.2 9629.6 9629.6 8765.77 6878.28 6878.28
AXIAL FORCE (tonne) 3114 6643.61 6643.61 4590.36 8119.97 8119.97 13864.11 10334.5 10334.5 9269.28 7381.79 7381.79
Page 87 of 127
SHEAR FORCE (tonne) 1240.35 1090.6 0 1240.35 1090.6 0 1240.35 1090.6 0 663.29 641.53 0
SHEAR FORCE (tonne) 1313.02 1202.65 0 1313.02 1202.65 0 1313.02 1202.65 0 702.15 707.44 0
SHEAR FORCE (tonne) 1490.45 1273.35 0 1490.45 1273.35 0 1490.45 1273.35 0 797.03 749.03 0
BENDING MOMENT (te.m) 68513.94 40414.64 0 68513.94 40414.64 0 68513.94 40414.64 0 36638.47 23773.32 0
BENDING MOMENT (te.m) 74319.52 47355.1 0 74319.52 47355.1 0 74319.52 47355.1 0 39743.06 27855.94 0
BENDING MOMENT (te.m) 79027.14 54965.52 0 79027.14 54965.52 0 79027.14 54965.52 0 42260.5 32332.66 0
FACTORED DESIGN LOADS FOR NODE NO 16
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 17
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 18
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 3494.05 7023.66 7023.66 5054.86 8584.47 8584.47 14455.29 10925.69 10925.69 9691.55 7804.06 7804.06
AXIAL FORCE (tonne) 3890.48 7420.08 7420.08 5539.39 9068.99 9068.99 15071.96 11542.35 11542.35 10132.03 8244.54 8244.54
AXIAL FORCE (tonne) 4313.39 7842.99 7842.99 6056.27 9585.88 9585.88 15729.82 12200.21 12200.21 10601.92 8714.43 8714.43
Page 88 of 127
SHEAR FORCE (tonne) 1490.45 1342.42 0 1490.45 1342.42 0 1490.45 1342.42 0 797.03 789.66 0
SHEAR FORCE (tonne) 1490.45 1406.92 0 1490.45 1406.92 0 1490.45 1406.92 0 797.03 827.6 0
SHEAR FORCE (tonne) 1490.45 1471.18 0 1490.45 1471.18 0 1490.45 1471.18 0 797.03 865.4 0
BENDING MOMENT (te.m) 82957.22 63023.69 0 82957.22 63023.69 0 82957.22 63023.69 0 44362.15 37072.76 0
BENDING MOMENT (te.m) 87776.38 71591.86 0 87776.38 71591.86 0 87776.38 71591.86 0 46939.24 42112.86 0
BENDING MOMENT (te.m) 93321.98 80571.62 0 93321.98 80571.62 0 93321.98 80571.62 0 49904.8 47395.07 0
FACTORED DESIGN LOADS FOR NODE NO 19
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 20
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 21
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 4763.1 8292.7 8292.7 6605.92 10135.53 10135.53 16429.37 12899.76 12899.76 11101.6 9214.11 9214.11
AXIAL FORCE (tonne) 5311.4 8841.01 8841.01 7276.07 10805.67 10805.67 17282.28 13752.67 13752.67 11710.83 9823.34 9823.34
AXIAL FORCE (tonne) 5813.88 9343.49 9343.49 7890.21 11419.82 11419.82 18063.92 14534.31 14534.31 12269.14 10381.65 10381.65
Page 89 of 127
SHEAR FORCE (tonne) 1562.85 1539.42 0 1562.85 1539.42 0 1562.85 1539.42 0 835.75 905.54 0
SHEAR FORCE (tonne) 1562.85 1602.68 0 1562.85 1602.68 0 1562.85 1602.68 0 835.75 942.75 0
SHEAR FORCE (tonne) 1562.85 1665.3 0 1562.85 1665.3 0 1562.85 1665.3 0 835.75 979.59 0
BENDING MOMENT (te.m) 99472.48 89961.11 0 99472.48 89961.11 0 99472.48 89961.11 0 53193.84 52918.3 0
BENDING MOMENT (te.m) 99139.3 99751.53 0 99139.3 99751.53 0 99139.3 99751.53 0 53015.67 58677.37 0
BENDING MOMENT (te.m) 99803.06 109943.13 0 99803.06 109943.13 0 99803.06 109943.13 0 53370.62 64672.43 0
FACTORED DESIGN LOADS FOR NODE NO 22
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 23
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 24
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 6343.98 9873.58 9873.58 8538.1 12067.71 12067.71 18888.51 15358.91 15358.91 12858.14 10970.65 10970.65
AXIAL FORCE (tonne) 6902.01 10431.62 10431.62 9220.15 12749.75 12749.75 19756.56 16226.96 16226.96 13478.17 11590.68 11590.68
AXIAL FORCE (tonne) 7488.31 11017.92 11017.92 9936.74 13466.35 13466.35 20668.59 17138.99 17138.99 14129.62 12242.13 12242.13
Page 90 of 127
SHEAR FORCE (tonne) 1562.83 1727.13 0 1562.83 1727.13 0 1562.83 1727.13 0 835.74 1015.96 0
SHEAR FORCE (tonne) 1562.87 1788.03 0 1562.87 1788.03 0 1562.87 1788.03 0 835.76 1051.78 0
SHEAR FORCE (tonne) 1562.87 1843.67 0 1562.87 1843.67 0 1562.87 1843.67 0 835.76 1084.51 0
BENDING MOMENT (te.m) 101444.04 120531.55 0 101444.04 120531.55 0 101444.04 120531.55 0 54248.15 70900.91 0
BENDING MOMENT (te.m) 104016.11 131511.3 0 104016.11 131511.3 0 104016.11 131511.3 0 55623.59 77359.59 0
BENDING MOMENT (te.m) 107452.59 142876.21 0 107452.59 142876.21 0 107452.59 142876.21 0 57461.28 84044.83 0
FACTORED DESIGN LOADS FOR NODE NO 25
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 26
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 27
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 7678.5 11208.11 11208.11 10169.19 13698.8 13698.8 20964.44 17434.83 17434.83 14340.94 12453.45 12453.45
AXIAL FORCE (tonne) 8280.57 11810.17 11810.17 10905.05 14434.66 14434.66 21900.99 18371.38 18371.38 15009.9 13122.41 13122.41
AXIAL FORCE (tonne) 8899.22 12428.83 12428.83 11661.18 15190.79 15190.79 22863.33 19333.73 19333.73 15697.3 13809.81 13809.81
Page 91 of 127
SHEAR FORCE (tonne) 1562.87 1878.79 0 1562.87 1878.79 0 1562.87 1878.79 0 835.76 1105.17 0
SHEAR FORCE (tonne) 1562.87 1936.08 0 1562.87 1936.08 0 1562.87 1936.08 0 835.76 1138.87 0
SHEAR FORCE (tonne) 1562.85 1992.08 0 1562.85 1992.08 0 1562.85 1992.08 0 835.75 1171.81 0
BENDING MOMENT (te.m) 108205.85 145128.46 0 108205.85 145128.46 0 108205.85 145128.46 0 57864.09 85369.68 0
BENDING MOMENT (te.m) 112473.23 156822.04 0 112473.23 156822.04 0 112473.23 156822.04 0 60146.11 92248.26 0
BENDING MOMENT (te.m) 117397.52 168870.74 0 117397.52 168870.74 0 117397.52 168870.74 0 62779.42 99335.73 0
FACTORED DESIGN LOADS FOR NODE NO 28
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 29
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 30
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 9534.68 13064.29 13064.29 12437.86 15967.46 15967.46 23851.83 20322.22 20322.22 16403.36 14515.87 14515.87
AXIAL FORCE (tonne) 10187.17 13716.78 13716.78 13235.35 16764.95 16764.95 24866.82 21337.21 21337.21 17128.36 15240.87 15240.87
AXIAL FORCE (tonne) 10856.92 14386.53 14386.53 14053.93 17583.53 17583.53 25908.65 22379.04 22379.04 17872.52 15985.03 15985.03
Page 92 of 127
SHEAR FORCE (tonne) 1562.85 2046.8 0 1562.85 2046.8 0 1562.85 2046.8 0 835.75 1204 0
SHEAR FORCE (tonne) 1562.85 2100.2 0 1562.85 2100.2 0 1562.85 2100.2 0 835.75 1235.41 0
SHEAR FORCE (tonne) 1562.85 2152.22 0 1562.85 2152.22 0 1562.85 2152.22 0 835.75 1266.01 0
BENDING MOMENT (te.m) 122900.36 181266.7 0 122900.36 181266.7 0 122900.36 181266.7 0 65722.12 106627.47 0
BENDING MOMENT (te.m) 128907.33 194001.99 0 128907.33 194001.99 0 128907.33 194001.99 0 68934.4 114118.82 0
BENDING MOMENT (te.m) 135351.48 207068.65 0 135351.48 207068.65 0 135351.48 207068.65 0 72380.47 121805.09 0
FACTORED DESIGN LOADS FOR NODE NO 31
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 32
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 33
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 11544.12 15073.72 15073.72 14893.83 18423.44 18423.44 26977.62 23448.01 23448.01 18636.07 16748.58 16748.58
AXIAL FORCE (tonne) 12322.28 15851.88 15851.88 15844.92 19374.52 19374.52 28188.09 24658.49 24658.49 19500.69 17613.2 17613.2
AXIAL FORCE (tonne) 13037.1 16566.7 16566.7 16718.58 20248.19 20248.19 29300.03 25770.43 25770.43 20294.94 18407.45 18407.45
Page 93 of 127
SHEAR FORCE (tonne) 2721.64 2204.22 0 2721.64 2204.22 0 2721.64 2204.22 0 1455.42 1296.6 0
SHEAR FORCE (tonne) 2721.64 2252.76 0 2721.64 2252.76 0 2721.64 2252.76 0 1455.42 1325.15 0
SHEAR FORCE (tonne) 2721.64 2299.83 0 2721.64 2299.83 0 2721.64 2299.83 0 1455.42 1352.84 0
BENDING MOMENT (te.m) 142173.2 220457.78 0 142173.2 220457.78 0 142173.2 220457.78 0 76028.45 129681.05 0
BENDING MOMENT (te.m) 143660.94 234023.05 0 143660.94 234023.05 0 143660.94 234023.05 0 76824.03 137660.62 0
BENDING MOMENT (te.m) 147066.6 247886.81 0 147066.6 247886.81 0 147066.6 247886.81 0 78645.24 145815.77 0
FACTORED DESIGN LOADS FOR NODE NO 34
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 35
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 36
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 13769.66 17299.27 17299.27 17613.94 21143.55 21143.55 30439.58 26909.97 26909.97 21108.9 19221.41 19221.41
AXIAL FORCE (tonne) 14520.19 18049.79 18049.79 18531.25 22060.86 22060.86 31607.06 28077.46 28077.46 21942.82 20055.33 20055.33
AXIAL FORCE (tonne) 15288.89 18818.5 18818.5 19470.78 23000.38 23000.38 32802.82 29273.21 29273.21 22796.93 20909.44 20909.44
Page 94 of 127
SHEAR FORCE (tonne) 2721.64 2345.46 0 2721.64 2345.46 0 2721.64 2345.46 0 1455.42 1379.68 0
SHEAR FORCE (tonne) 2721.64 2389.67 0 2721.64 2389.67 0 2721.64 2389.67 0 1455.42 1405.69 0
SHEAR FORCE (tonne) 2721.64 2432.56 0 2721.64 2432.56 0 2721.64 2432.56 0 1455.42 1430.92 0
BENDING MOMENT (te.m) 152261.7 262040.35 0 152261.7 262040.35 0 152261.7 262040.35 0 81423.37 154141.38 0
BENDING MOMENT (te.m) 159071.12 276475.1 0 159071.12 276475.1 0 159071.12 276475.1 0 85064.77 162632.41 0
BENDING MOMENT (te.m) 167297.47 291182.7 0 167297.47 291182.7 0 167297.47 291182.7 0 89463.89 171283.94 0
FACTORED DESIGN LOADS FOR NODE NO 37
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 38
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 39
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 16075.98 19605.59 19605.59 20432.78 23962.38 23962.38 34027.19 30497.58 30497.58 23671.48 21783.99 21783.99
AXIAL FORCE (tonne) 16881.68 20411.28 20411.28 21417.52 24947.12 24947.12 35280.49 31750.88 31750.88 24566.69 22679.2 22679.2
AXIAL FORCE (tonne) 17884.17 21413.78 21413.78 22642.79 26172.4 26172.4 36839.93 33310.32 33310.32 25680.58 23793.09 23793.09
Page 95 of 127
SHEAR FORCE (tonne) 2721.64 2474.18 0 2721.64 2474.18 0 2721.64 2474.18 0 1455.42 1455.4 0
SHEAR FORCE (tonne) 3603.81 2518.92 0 3603.81 2518.92 0 3603.81 2518.92 0 1927.17 1481.72 0
SHEAR FORCE (tonne) 3909.76 2558.6 0 3909.76 2558.6 0 3909.76 2558.6 0 2090.78 1505.06 0
BENDING MOMENT (te.m) 176743.07 306155.04 0 176743.07 306155.04 0 176743.07 306155.04 0 94515.01 180091.2 0
BENDING MOMENT (te.m) 187223.69 321384.3 0 187223.69 321384.3 0 187223.69 321384.3 0 100119.62 189049.59 0
BENDING MOMENT (te.m) 198884.65 338520.17 0 198884.65 338520.17 0 198884.65 338520.17 0 106355.43 199129.51 0
FACTORED DESIGN LOADS FOR NODE NO 40
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 41
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 42
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 18693.72 22223.33 22223.33 23632.24 27161.85 27161.85 38099.23 34569.62 34569.62 26580.08 24692.59 24692.59
AXIAL FORCE (tonne) 19434.87 22964.48 22964.48 24538.09 28067.69 28067.69 39252.12 35722.52 35722.52 27403.57 25516.08 25516.08
AXIAL FORCE (tonne) 20190.4 23720.01 23720.01 25461.51 28991.12 28991.12 40427.39 36897.79 36897.79 28243.05 26355.56 26355.56
Page 96 of 127
SHEAR FORCE (tonne) 3909.76 2590.32 0 3909.76 2590.32 0 3909.76 2590.32 0 2090.78 1523.72 0
SHEAR FORCE (tonne) 3909.76 2620.84 0 3909.76 2620.84 0 3909.76 2620.84 0 2090.78 1541.67 0
SHEAR FORCE (tonne) 3909.76 2642.62 0 3909.76 2642.62 0 3909.76 2642.62 0 2090.78 1554.48 0
BENDING MOMENT (te.m) 209037.69 352078.7 0 209037.69 352078.7 0 209037.69 352078.7 0 111784.86 207105.12 0
BENDING MOMENT (te.m) 220686.67 365806.24 0 220686.67 365806.24 0 220686.67 365806.24 0 118014.26 215180.14 0
BENDING MOMENT (te.m) 233607.62 379696.31 0 233607.62 379696.31 0 233607.62 379696.31 0 124923.86 223350.77 0
FACTORED DESIGN LOADS FOR NODE NO 43
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 44
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 45
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 20914.57 24444.18 24444.18 26346.61 29876.21 29876.21 41553.88 38024.27 38024.27 29047.68 27160.19 27160.19
AXIAL FORCE (tonne) 21829.6 25359.21 25359.21 27464.98 30994.59 30994.59 42977.27 39447.66 39447.66 30064.39 28176.9 28176.9
AXIAL FORCE (tonne) 22765.04 26294.64 26294.64 28608.29 32137.9 32137.9 44432.38 40902.78 40902.78 31103.76 29216.27 29216.27
Page 97 of 127
SHEAR FORCE (tonne) 3909.76 2666.28 0 3909.76 2666.28 0 3909.76 2666.28 0 2090.78 1568.4 0
SHEAR FORCE (tonne) 3909.76 2697.36 0 3909.76 2697.36 0 3909.76 2697.36 0 2090.78 1586.68 0
SHEAR FORCE (tonne) 3909.76 2718.71 0 3909.76 2718.71 0 3909.76 2718.71 0 2090.78 1599.24 0
BENDING MOMENT (te.m) 240196.92 386414.18 0 240196.92 386414.18 0 240196.92 386414.18 0 128447.55 227302.46 0
BENDING MOMENT (te.m) 257269.01 403028.33 0 257269.01 403028.33 0 257269.01 403028.33 0 137577.01 237075.49 0
BENDING MOMENT (te.m) 275453 419838.48 0 275453 419838.48 0 275453 419838.48 0 147301.07 246963.81 0
FACTORED DESIGN LOADS FOR NODE NO 46
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 47
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 48
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
AXIAL FORCE (tonne) 23290.22 26819.82 26819.82 29250.18 32779.78 32779.78 45249.33 41719.72 41719.72 31687.29 29799.8 29799.8
AXIAL FORCE (tonne) 23922.57 27452.17 27452.17 30023.05 33552.65 33552.65 46232.98 42703.38 42703.38 32389.9 30502.41 30502.41
AXIAL FORCE (tonne) 24249.93 27779.54 27779.54 30423.16 33952.77 33952.77 46742.22 43212.61 43212.61 32753.64 30866.15 30866.15
Page 98 of 127
SHEAR FORCE (tonne) 3909.76 2735.28 0 3909.76 2735.28 0 3909.76 2735.28 0 2090.78 1608.99 0
SHEAR FORCE (tonne) 3909.76 2748.88 0 3909.76 2748.88 0 3909.76 2748.88 0 2090.78 1616.99 0
SHEAR FORCE (tonne) 3909.76 2754.15 0 3909.76 2754.15 0 3909.76 2754.15 0 2090.78 1620.09 0
BENDING MOMENT (te.m) 285890.09 429192.28 0 285890.09 429192.28 0 285890.09 429192.28 0 152882.4 252466.05 0
BENDING MOMENT (te.m) 298611.66 440377.33 0 298611.66 440377.33 0 298611.66 440377.33 0 159685.38 259045.49 0
BENDING MOMENT (te.m) 305248.31 446135.23 0 305248.31 446135.23 0 305248.31 446135.23 0 163234.39 262432.49 0
FACTORED DESIGN LOADS FOR NODE NO 49
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR NODE NO 50
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12
FACTORED DESIGN LOADS FOR FOUNDATION
COMB NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
AXIAL FORCE (tonne) 24296.89 27826.49 27826.49 30480.55 34010.16 34010.16 46815.27 43285.66 43285.66 32805.82 30918.33 30918.33
AXIAL FORCE (tonne) 24737.51 28267.12 28267.12 31019.09 34548.7 34548.7 47500.67 43971.07 43971.07 33295.4 31407.91 31407.91
AXIAL FORCE (tonne) 48628.73 52158.34 52158.34 60219.47 63749.08 63749.08 84664.8 81135.19 81135.19 59841.2 57953.71 57953.71 57953.71 57953.71 56066.22 59841.2
Page 99 of 127
SHEAR FORCE (tonne) 3909.76 2760.95 0 3909.76 2760.95 0 3909.76 2760.95 0 2090.78 1624.09 0
SHEAR FORCE (tonne) 3909.76 2760.95 0 3909.76 2760.95 0 3909.76 2760.95 0 2090.78 1624.09 0
SHEAR FORCE (tonne) 3909.76 2818.87 0 3909.76 2818.87 0 3909.76 2818.87 0 2090.78 1658.16 0 1658.16 0 2090.78 2090.78
BENDING MOMENT (te.m) 306309.1 446959.39 0 306309.1 446959.39 0 306309.1 446959.39 0 163801.66 262917.29 0
BENDING MOMENT (te.m) 315288.98 454670.92 0 315288.98 454670.92 0 315288.98 454670.92 0 168603.73 267453.48 0
BENDING MOMENT (te.m) 332882.87 467355.84 0 332882.87 467355.84 0 332882.87 467355.84 0 178012.23 274915.2 0 274915.2 0 178012.23 178012.23
DESIGN LOADS FOR VERTICAL SECTIONS ( Load Factor = 1.3 ) NODE NO
CIRCUMFERENTIAL MOMENT (te.m/m)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
22.84 22.83 22.74 22.65 22.56 22.48 22.39 14.87 14.81 14.76 14.69 14.64 14.57 14.52 14.46 14.4 14.57 14.74 14.92 15.09 15.26 15.37 15.47 15.59 15.6 15.96 16.32 16.68 17.04 17.37 17.64 17.91 18.19 18.46 18.72 18.98 19.23 19.38 19.34 19.29 19.24 19.08 19.01 18.4 17.17 17.39 17.67 17.81 17.84 0
Page 100 of 127
STRUCTURAL DESIGN
THERMAL LOAD -----------GAS TEMPERATURE = GAS VELOCITY = AMBIENT TEMPERATURE MAXM. = AMBIENT TEMPERATURE MINM. =
135 C 324 Kmph 46 C 10 C
FLUE THICKNESS
=
10
INSULATION THICKNESS
=
100
Page 101 of 127
mm mm
DESIGN TEMPERATURE DIFFERENTIAL NODE NO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
OUTSIDE DIA (m) 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.37 21.54 21.71 21.88 22.06 22.23 22.4 22.57 22.6 22.95 23.3 23.66 24.01 24.36 24.71 25.06 25.41 25.76 26.1 26.45 26.8 27.15 27.53 27.83 28.13 28.43 28.58 28.93 29.28 29.48 29.71 29.83 29.84 30
CONCRETE THICKNESS (mm)
MAX. TEMP. DIFF. (C)
400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 19.23 20.11 20.96 21.79 22.59 23.37 24.13 24.87 25.59 25.72 25.68 25.63 25.59 25.55 25.5 25.46 25.43 25.39 25.35 25.32 25.28 25.25 25.21 25.18 25.15 25.12 25.1 25.08 25.05 25.02 25.01 24.99 24.98 24.98 24.97
Page 102 of 127
CHECK FOR LIMIT STATES OF
COLLAPSE
DESIGN ASSUMPTIONS : -----------------(a) The Distribution of Strain across the Section is Linear. (b) The Shell is thin compared to its Diameter. (c) The Tensile strength of the Concrete has been ignored. (d) The Reinforcement in the Compression Zone has been taken into account. (e) The maximum Compressive Strain in the concrete is 0.003. (f) The maximum Tensile Strain in the Reinforcing Steel is 0.07. (g) An equivalent rectangular stress block for concrete has been used in accordance with the assumptions of ACI:307-'88. (h) The Stress-Strain relationship for Reinforcing Steel of grade Fe-415 ( cold twisted Deformed bars ) has been considered to be bilinear in accordance with the assumptions of ACI:307-'88. (i) The Strength Reduction Factor for horizontal sections = 0.8 for vertical sections = 0.9
Page 103 of 127
REQUIREMENT OF HORIZONTAL STEEL NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
% OF HORZ. STEEL OUTER FACE 0.99 0.99 0.99 0.49 0.49 0.49 0.49 0.31 0.31 0.31 0.3 0.3 0.3 0.3 0.3 0.3 0.26 0.24 0.21 0.2 0.18 0.16 0.15 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.12 0.12 0.12 0.12 0.11 0.11 0.1 0.1 0.1 0.1 0.1 0.1
% OF HORZ. STEEL INNER FACE 0.99 0.99 0.99 0.49 0.49 0.49 0.49 0.31 0.31 0.31 0.3 0.3 0.3 0.3 0.3 0.3 0.26 0.24 0.21 0.2 0.18 0.16 0.15 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.12 0.12 0.12 0.12 0.11 0.11 0.1 0.1 0.1 0.1 0.1 0.1
Note : Cross-sectional area of reinforcements interrupted at the openings are to be provided at the sides of the opening in the form of additional steel.
Page 104 of 127
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
1
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.19 0.21 0.3 0.32 0.33 0.33 0.32 0.31 0.3 0.26 0.23 0.2 0.18 0.16 0.16 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.16 0.16 0.15
Page 105 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.19 0.21 0.3 0.32 0.33 0.33 0.32 0.31 0.3 0.26 0.23 0.2 0.18 0.16 0.16 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.16 0.16 0.15
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
2
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.17 0.19 0.2 0.2 0.22 0.23 0.24 0.25 0.26 0.27 0.28 0.29 0.29 0.3 0.31 0.31 0.31 0.32 0.32 0.32 0.32 0.43 0.43 0.44 0.46 0.46 0.46 0.46 0.32
Page 106 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.17 0.19 0.2 0.2 0.22 0.23 0.24 0.25 0.26 0.27 0.28 0.29 0.29 0.3 0.31 0.31 0.31 0.32 0.32 0.32 0.32 0.43 0.43 0.44 0.46 0.46 0.46 0.46 0.32
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
3
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
Page 107 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
4
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.24 0.26 0.26 0.26 0.25 0.24 0.23 0.19 0.16 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
Page 108 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.24 0.26 0.26 0.26 0.25 0.24 0.23 0.19 0.16 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
5
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.17 0.18 0.19 0.19 0.2 0.21 0.21 0.22 0.22 0.23 0.23 0.23 0.24 0.24 0.24 0.37 0.38 0.38 0.41 0.41 0.41 0.41 0.23
Page 109 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.17 0.18 0.19 0.19 0.2 0.21 0.21 0.22 0.22 0.23 0.23 0.23 0.24 0.24 0.24 0.37 0.38 0.38 0.41 0.41 0.41 0.41 0.23
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
6
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
Page 110 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
7
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
Page 111 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
8
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.32 0.32 0.32 0.36 0.37 0.37 0.37 0.15
Page 112 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.32 0.32 0.32 0.36 0.37 0.37 0.37 0.15
REQUIREMENT OF VERTICAL STEEL FOR LOAD COMBINATION NO. = NODE NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
THICKNESS (mm) 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
9
% OF VERT. STEEL OUTER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
Page 113 of 127
% OF VERT. STEEL INNER FACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
MAXIMUM REQUIREMENT OF VERTICAL STEEL NODE NO
THICKNESS (mm)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 424.47 448.93 473.4 497.78 522.16 546.55 570.93 595.31 600 607.13 614.27 621.4 628.53 635.67 642.8 649.86 656.91 663.97 671.03 678.09 685.14 692.2 700 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.8 750
% VERT.STEEL OUTERFACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.19 0.21 0.3 0.32 0.33 0.33 0.32 0.31 0.3 0.26 0.23 0.2 0.19 0.2 0.2 0.22 0.23 0.24 0.25 0.26 0.27 0.28 0.29 0.29 0.3 0.31 0.31 0.31 0.32 0.32 0.32 0.32 0.43 0.43 0.44 0.46 0.46 0.46 0.46 0.32
% VERT.STEEL INNERFACE 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.16 0.19 0.21 0.3 0.32 0.33 0.33 0.32 0.31 0.3 0.26 0.23 0.2 0.19 0.2 0.2 0.22 0.23 0.24 0.25 0.26 0.27 0.28 0.29 0.29 0.3 0.31 0.31 0.31 0.32 0.32 0.32 0.32 0.43 0.43 0.44 0.46 0.46 0.46 0.46 0.32
Note : Cross-sectional area of reinforcements interrupted at the openings are to be provided at the sides of the opening in the form of additional steel.
Page 114 of 127
WORST LOAD COMB. NO. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2
CHECK FOR LIMIT STATE OF SERVICEABILITY
LIMIT STATE OF DEFLECTION --------------------------
LIMITING DEFLECTION : L/500 Where , L = Height of stack above raft LOAD
MAXIMUM HORIZONTAL DEFLECTION (mm)
LIMITING DEFLECTION (mm)
EARTHQUAKE
197.72
<
544.6
TOTAL ALONG WIND
169.51
<
544.6
SHORT GUST
49.49
<
544.6
<
544.6
COMBINED ALONG WIND & CROSS WIND
0
Page 115 of 127
Wind Load Analysis Chimney WIthout Strakes IS 4998 Hourly Dist from Along Node Thickness Outer Mean top of raft Wind No M Dia M Velocity M Shear T M/Sec 1 272.300 0.400 21.200 58.56 5.79 2 270.800 0.400 21.200 58.54 35.65 3 264.430 0.400 21.200 58.48 82.28 4 258.360 0.400 21.200 58.41 126.75 5 252.290 0.400 21.200 58.34 170.23 6 246.220 0.400 21.200 58.24 212.74 7 240.160 0.400 21.200 58.11 254.26 8 234.090 0.400 21.200 57.98 294.79 9 228.030 0.400 21.200 57.85 335.29 10 221.660 0.400 21.200 57.71 375.73 11 215.290 0.400 21.200 57.57 415.09 12 208.920 0.400 21.200 57.43 453.35 13 202.550 0.400 21.200 57.29 490.53 14 196.180 0.400 21.200 57.12 526.54 15 189.840 0.400 21.200 56.91 561.37 16 183.500 0.400 21.200 56.71 595.26 17 177.110 0.424 21.370 56.50 628.22 18 170.720 0.449 21.540 56.29 660.10 19 164.330 0.473 21.710 56.08 690.84 20 157.960 0.498 21.880 55.88 720.46 21 151.590 0.522 22.060 55.67 749.00 22 145.220 0.547 22.230 55.41 776.46 23 138.850 0.571 22.400 55.14 802.84 24 132.480 0.595 22.570 54.86 818.28 25 131.250 0.600 22.600 54.81 832.66 26 125.010 0.607 22.950 54.54 856.23 27 118.770 0.614 23.300 54.27 878.78 28 112.520 0.620 23.660 54.00 900.30 29 106.280 0.629 24.010 53.73 920.81 30 100.040 0.636 24.360 53.46 940.29 31 93.800 0.640 24.710 53.06 958.65 32 87.630 0.650 25.060 52.66 975.89 33 81.450 0.657 25.410 52.26 992.13 34 75.280 0.664 25.760 51.86 1007.34 35 69.100 0.671 26.100 51.46 1021.54 36 62.930 0.678 26.450 51.06 1034.73 37 56.750 0.685 26.800 50.66 1046.90 38 50.580 0.690 27.150 50.26 1058.56 39 43.750 0.700 27.530 49.38 1068.57 40 38.430 0.706 27.830 48.66 1076.42 41 33.120 0.712 28.130 47.94 1083.48 42 27.800 0.718 28.430 47.16 1088.32 43 25.250 0.721 28.580 46.75 1092.90 44 19.000 0.728 28.930 45.58 1098.74 45 12.750 0.735 29.280 43.31 1102.65 46 9.300 0.739 29.480 42.12 1105.04 47 5.200 0.744 29.710 42.12 1106.79 48 3.100 0.746 29.830 42.12 1107.39 49 2.800 0.750 29.840 42.12 1108.03 50 0.000 0.750 30.000 42.12 1108.63
Along Wind Across Across Wind Moment Wind Moment T.M T.M Shear T
Drag Coeff
0.00 8.68 235.94 735.13 1504.08 2536.84 3827.45 5369.94 7158.28 9294.10 11687.52 14331.62 17219.48 20344.18 23681.12 27238.79 31043.54 35058.94 39278.01 43678.67 48267.98 53039.09 57985.14 63099.26 64101.65 69298.85 74643.17 80128.23 85747.65 91495.06 97363.87 103283.53 109309.68 115436.06 121656.40 127964.44 134353.90 140818.51 148043.21 153724.49 159447.47 165207.88 167983.10 174813.74 181680.84 185484.99 190015.66 192339.92 192672.14 195774.62
0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80
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9.00 55.84 127.17 194.21 258.74 320.75 380.25 437.24 493.11 547.60 599.39 648.50 694.96 738.71 779.80 818.58 855.07 889.17 920.90 950.35 977.65 1002.87 1026.10 1038.85 1051.11 1069.92 1087.07 1102.65 1116.74 1129.41 1140.68 1150.65 1159.45 1167.17 1173.88 1179.65 1184.56 1188.90 1192.20 1194.60 1196.57 1197.77 1198.90 1200.13 1200.83 1201.24 1201.50 1201.59 1201.68 1201.77
0.00 13.51 369.46 1140.95 2319.16 3888.84 5834.71 8141.54 10794.04 13935.07 17423.22 21241.23 25372.01 29798.69 34479.95 39421.58 44653.24 50117.97 55800.43 61665.67 67718.32 73944.63 80331.38 86865.86 88138.08 94696.69 101372.42 108154.93 115034.36 122001.36 129046.86 136086.52 143187.39 150342.28 157544.47 164787.74 172066.31 179374.89 187482.03 193814.86 200160.29 206515.95 209567.32 217053.22 224546.76 228685.62 233605.96 236126.71 236486.85 239848.39
Wind Load Analysis Chimney With Strakes Dist from Node Thickness top of raft No M M 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
272.300 270.800 264.430 258.360 252.290 246.220 240.160 234.090 228.030 221.660 215.290 208.920 202.550 196.180 189.840 183.500 177.110 170.720 164.330 157.960 151.590 145.220 138.850 132.480 131.250 125.010 118.770 112.520 106.280 100.040 93.800 87.630 81.450 75.280 69.100 62.930 56.750 50.580 43.750 38.430 33.120 27.800 25.250 19.000 12.750 9.300 5.200 3.100 2.800 0.000
0.400 0.400 0.400 0.400 0.400 0.400 0.400 0.400 0.400 0.400 0.400 0.400 0.400 0.400 0.400 0.400 0.424 0.449 0.473 0.498 0.522 0.547 0.571 0.595 0.600 0.607 0.614 0.620 0.629 0.636 0.640 0.650 0.657 0.664 0.671 0.678 0.685 0.690 0.700 0.706 0.712 0.718 0.721 0.728 0.735 0.739 0.744 0.746 0.750 0.750
Outer Dia M 21.200 21.200 21.200 21.200 21.200 21.200 21.200 21.200 21.200 21.200 21.200 21.200 21.200 21.200 21.200 21.200 21.370 21.540 21.710 21.880 22.060 22.230 22.400 22.570 22.600 22.950 23.300 23.660 24.010 24.360 24.710 25.060 25.410 25.760 26.100 26.450 26.800 27.150 27.530 27.830 28.130 28.430 28.580 28.930 29.280 29.480 29.710 29.830 29.840 30.000
Hourly Mean Velocity M/Sec 58.56 58.54 58.48 58.41 58.34 58.24 58.11 57.98 57.85 57.71 57.57 57.43 57.29 57.12 56.91 56.71 56.50 56.29 56.08 55.88 55.67 55.41 55.14 54.86 54.81 54.54 54.27 54.00 53.73 53.46 53.06 52.66 52.26 51.86 51.46 51.06 50.66 50.26 49.38 48.66 47.94 47.16 46.75 45.58 43.31 42.12 42.12 42.12 42.12 42.12
Along Wind Shear T 6.18 38.18 88.22 135.94 182.61 228.22 272.79 316.29 359.77 403.18 445.43 486.51 526.43 565.10 602.50 638.76 673.89 707.86 740.61 772.16 802.56 831.80 859.89 876.32 891.62 916.70 940.69 963.58 985.37 1006.07 1025.57 1043.88 1061.10 1077.24 1092.29 1106.25 1119.13 1131.46 1142.02 1150.29 1157.73 1162.82 1167.63 1173.74 1177.82 1180.31 1182.12 1182.74 1183.39 1184.02
IS 4998 Across Across Along Wind Wind Wind Moment T.M Moment Shear T T.M 0.00 0.00 0.00 9.26 0.00 0.00 252.66 0.00 0.00 787.88 0.00 0.00 1612.58 0.00 0.00 2720.41 0.00 0.00 4104.97 0.00 0.00 5759.89 0.00 0.00 7678.68 0.00 0.00 9970.41 0.00 0.00 12538.68 0.00 0.00 15376.06 0.00 0.00 18475.16 0.00 0.00 21828.55 0.00 0.00 25409.84 0.00 0.00 29228.18 0.00 0.00 33310.96 0.00 0.00 37618.26 0.00 0.00 42142.58 0.00 0.00 46860.28 0.00 0.00 51778.93 0.00 0.00 56891.21 0.00 0.00 62189.77 0.00 0.00 67667.27 0.00 0.00 68740.76 0.00 0.00 74306.00 0.00 0.00 80027.77 0.00 0.00 85899.25 0.00 0.00 91913.61 0.00 0.00 98064.01 0.00 0.00 104343.40 0.00 0.00 110676.32 0.00 0.00 117122.28 0.00 0.00 123674.59 0.00 0.00 130326.54 0.00 0.00 137071.43 0.00 0.00 143902.54 0.00 0.00 150813.16 0.00 0.00 158535.35 0.00 0.00 164607.14 0.00 0.00 170722.90 0.00 0.00 176878.06 0.00 0.00 179843.26 0.00 0.00 187140.93 0.00 0.00 194476.77 0.00 0.00 198540.27 0.00 0.00 203379.53 0.00 0.00 205861.99 0.00 0.00 206216.81 0.00 0.00 209530.31 0.00 0.00
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Drag Coeff 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80
COMPUTATION OF BEARING PRESSURE (CCIND CODE DESIGN) FOUNDATION TYPE
= CIRCULAR RAFT
**** LOAD DATA AT BOT OF RAFT ****** VERTICAL LOAD FROM SHELL = 31407.91 T MOMENT (WITHOUT STRAKE ACROSS WIND)= 274743.72 TM HORIZONTAL SHEAR FOOTING THICKNESS EDGE THICKNESS OUTER SLOPE
= 1656.68
T
= 4.5 M = 3 M = 1 in 2.067
******* SOIL DATA ******** NET BEARING CAPACITY = 54 T/SQM GROSS BEARING CAPACITY = 67.14 T/SQM
**** RAFT PROPERTIES *************** SHELL OUTER DIA = 30 M RAFT OUTER DIA = 45.2 M AREA OF RAFT = 1604.6 SQ M MOMENT OF INERTIA OF RAFT = 9065.99 M^4 ****************** LOAD DATA *********************** VERTICAL LOAD FROM SHELL = 31407.91 T VERTICAL LOAD FROM RAFT = 18051.75 T VERT LOAD FROM EXTERNAL OVERBURDEN = 4524.62 T VERT LOAD FROM INTERNAL OVERBURDEN = 3689.8 T VERT LOAD FROM INTERNAL CONC SLAB = 353.43 T VERT LOAD REDUCTION DUE TO TAPER = 162.17 T TOTAL VERTICAL LOAD = 57865.33 T SOIL PRESSRE DUE TO AXIAL FORCE SOIL PRESSRE DUE TO MOMENT MAX SOIL PRESSURE MIN SOIL PRESSURE
= 36.06 T/SQM = 30.3 T/SQM = 66.37 T/SQM < 67.14 = 5.76 T/SQM
FOS AGAINST OVERTURNING FOR COMPLETE STACK = 4.76 FOS AGAINST OVERTURNING DURING CONSTRUCTION = 4.07 FOS AGAINST SLIDING FOR COMPLETE STACK = 10.48
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T/SQM
COMPUTATION OF BEARING PRESSURE USING IS:4998 FOUNDATION TYPE
= CIRCULAR RAFT
**** LOAD DATA AT BOT OF RAFT ****** VERTICAL LOAD FROM SHELL MOMENT (1.15x239848.39) HORIZONTAL SHEAR
= 31407.91 T = 275825.65 TM = 1658.16 T
FOOTING THICKNESS EDGE THICKNESS OUTER SLOPE
= 4.5 M = 3 M = 1 in 2.067
******* SOIL DATA ******** NET BEARING CAPACITY = 54 T/SQM GROSS BEARING CAPACITY = 67.14 T/SQM
**** RAFT PROPERTIES *************** SHELL OUTER DIA = 30 M RAFT OUTER DIA = 45.2 M AREA OF RAFT = 1604.6 SQ M MOMENT OF INERTIA OF RAFT = 9065.99 M^4 ****************** LOAD DATA *********************** VERTICAL LOAD FROM SHELL = 31407.91 T VERTICAL LOAD FROM RAFT = 18051.75 T VERT LOAD FROM EXTERNAL OVERBURDEN = 4524.62 T VERT LOAD FROM INTERNAL OVERBURDEN = 3689.8 T VERT LOAD FROM INTERNAL CONC SLAB = 353.43 T VERT LOAD REDUCTION DUE TO TAPER = 162.17 T TOTAL VERTICAL LOAD = 57865.33 T SOIL PRESSRE DUE TO AXIAL FORCE SOIL PRESSRE DUE TO MOMENT MAX SOIL PRESSURE MIN SOIL PRESSURE
= 36.06 = 30.42
T/SQM T/SQM
= 66.49 T/SQM < 67.14 = 5.64 T/SQM
FOS AGAINST OVERTURNING FOR COMPLETE STACK = 4.74 FOS AGAINST OVERTURNING DURING CONSTRUCTION = 4.05 FOS AGAINST SLIDING FOR COMPLETE STACK = 10.47
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T/SQM
FLEXURAL DESIGN OF CIRCULAR RAFT Sl. No 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Distance from DEPTH M Centre 0 4.5 1.5 4.5 3 4.5 4.5 4.5 6 4.5 7.5 4.5 9 4.5 10.5 4.5 12 4.5 13.5 4.5 15 4.5 15.84 4.5 16.69 4.5 17.53 4.5 18.38 4.5 19.22 4.5 20.07 4.23 20.91 3.82 21.76 3.41 22.6 3
Radial Moment TM
Area Reqd sqmm
Steel Steel Tang Required Required Moment TM
286.67 236.09 148.77 27.81 -130.6 -330.28 -575.05 -868.73 -1215.12 -1618.04 -2081.31 -1559.53 -1130.95 -783.31 -507.31 -295.79 -143.2 -45.21 1.57 -0.18
1734 1734 1734 1734 1734 1735 3039 4624 6524 8778 11433 8448 6059 4161 2677 1734 1626 1466 1305 1145
28@355 28@355 28@355 28@355 28@355 12@65 25@160 25@105 25@75 28@70 32@70 32@95 25@80 20@75 28@230 28@355 25@300 28@420 32@615 16@175
32@460 32@460 32@460 32@460 32@460 32@460 32@260 32@170 32@120 32@90 32@70 32@90 32@130 32@190 32@300 32@460 32@490 32@545 32@615 32@700
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290.400 267.190 227.530 173.310 103.220 15.980 -89.720 -215.170 -361.670 -530.510 -723.000 -699.450 -660.070 -612.160 -561.070 -510.780 -464.260 -423.780 -391.070 -367.490
Area Reqd sqmm 1734 1734 1734 1734 1734 1734 1734 1734 1902 2801 3834 3707 3495 3238 2964 2695 2613 2651 2754 2962
Steel Steel Required Required 28@355 28@355 28@355 28@355 28@355 28@355 28@355 28@355 20@165 25@175 28@160 28@165 32@230 28@190 25@165 32@295 20@120 25@185 32@290 25@165
32@460 32@460 32@460 32@460 32@460 32@460 32@460 32@460 32@420 32@285 32@205 32@215 32@230 32@245 32@270 32@295 32@305 32@300 32@290 32@270
SHEAR DESIGN OF CIRCULAR RAFT SHEAR Distance FORCE Sl. No from DEPTH M RAD Centre Ton/M 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
0 1.5 3 4.5 6 7.5 9 10.5 12 13.5 15 15.84 16.69 17.53 18.38 19.22 20.07 20.91 21.76 22.6
4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.23 3.82 3.41 3
-40.47 -60.62 -87.09 -116.51 -148.91 -184.26 -222.58 -263.86 -308.1 -355.31 -405.48 520.78 443.85 371.46 302.72 236.92 173.5 111.97 51.96 -6.85
SHEAR ALL. SH STRESS STRESS N/mm2 N/mm2 0.088 0.132 0.190 0.254 0.325 0.402 0.485 0.575 0.672 0.775 0.884 1.135 0.968 0.810 0.660 0.516 0.403 0.288 0.150 0.022
0.207 0.207 0.207 0.207 0.207 0.207 0.207 0.827 0.827 0.827 0.827 0.827 0.827 0.827 0.827 0.827 0.207 0.207 0.207 0.207
SHEAR SHEAR FORCE BAL SF STRESS TAN TAN N/M N/mm2 Ton/M 37.13 37.61 39.09 41.56 45.02 49.47 54.9 61.32 68.73 77.12 86.5 65.82 49.35 36.37 26.3 18.7 13.21 9.56 7.5 6.85
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0.080 0.080 0.090 0.090 0.100 0.110 0.120 0.130 0.150 0.170 0.190 0.140 0.110 0.080 0.060 0.040 0.030 0.020 0.020 0.020
-533369 -335753 -76210 212392 530053 876774 1252554 -1133392 -699494 -236537 255480 1386205 631758 -78174 -752292 -1397552 827936 309023 -195012 -553044
SHEAR SPACING REINF OF16 mm REQD LINK MM2 BARS/M 0 0 0 850 2120 3507 5010 0 0 0 0 0 0 0 0 0 3312 1236 0 0
0 0 0 1156 463 280 196 0 0 0 0 0 0 0 0 0 296 794 0 0
CHECKING OF RC SECTIONS OF WINDSHIELD SHELL (WORKING STRESS METHOD IS : 4998) DL , LL & TEMP SEC NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
ELEV
OD
THK
272.30 270.80 264.42 258.36 252.29 246.22 240.16 234.09 228.02 221.66 215.28 208.92 202.54 196.18 189.84 183.50 177.11 170.72 164.32 157.96 151.58 145.22 138.84 132.48 131.25 125.01 118.77 112.52 106.28 100.04
21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.37 21.54 21.71 21.88 22.06 22.23 22.40 22.57 22.60 22.95 23.30 23.66 24.01 24.36
400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 424.47 448.93 473.40 497.78 522.16 546.55 570.93 595.31 600.00 607.13 614.27 621.40 628.53 635.67
TEMP DIFF 17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 18.81 19.61 20.40 21.16 21.90 22.62 23.32 24.01 24.14 24.09 24.05 24.00 23.96 23.92
P
M
SIGC
0 100 648 2653 3057 3461 3865 4269 4674 5181 5605 6029 6454 6878 7382 7804 8245 8714 9214 9823 10382 10971 11591 12242 12453 13122 13810 14516 15241 15985
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.93 1.11 1.83 3.40 3.64 3.87 4.08 4.29 4.48 4.71 4.90 5.08 5.26 5.43 5.62 5.78 5.88 5.98 6.09 6.22 6.33 6.44 6.56 6.68 6.72 6.80 6.87 6.95 7.02 7.09
ALL STR 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90
DL,. LL, EQ & TEMP ALL P M SIGC STR 386 0 1.52 15.00 486 218 1.70 15.00 1034 1145 2.41 15.00 3039 4110 4.06 15.00 3876 7080 4.74 15.00 4280 10831 5.22 15.00 4684 14597 5.66 15.00 5088 18466 6.08 15.00 5769 22380 6.60 15.00 6276 26097 7.05 15.00 6700 29931 7.47 15.00 7125 33216 7.85 15.00 8344 36678 8.53 15.00 8769 39779 8.90 15.00 9272 42291 9.26 15.00 9694 44387 9.56 15.00 10135 46962 9.56 15.00 10605 49929 9.61 15.00 11104 53222 9.68 15.00 11714 53035 9.60 15.00 12272 53383 9.54 15.00 12861 54256 9.53 15.00 13481 55628 9.56 15.00 14133 57465 9.61 15.00 14344 57867 9.64 15.00 15013 60150 9.68 15.00 15700 62786 9.74 15.00 16406 65732 9.80 15.00 17131 68949 9.87 15.00 17875 72401 9.94 15.00
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DL, LL, max WL & TEMP ALL Steel% Steel% Max P M SIGC STR DT=0 TEMP Steel% 0 0 0.93 15.00 0.30 0.30 0.30 100 14 1.11 15.00 0.30 0.30 0.30 648 369 1.91 15.00 0.30 0.30 0.30 2653 1141 3.53 15.00 0.30 0.30 0.30 3057 2319 3.89 15.00 0.30 0.30 0.30 3461 3889 4.26 15.00 0.30 0.30 0.30 3865 5835 4.63 15.00 0.30 0.30 0.30 4269 8142 5.00 15.00 0.30 0.30 0.30 4674 10794 5.38 15.00 0.30 0.30 0.30 5181 13935 5.80 15.00 0.30 0.30 0.30 5605 17423 6.20 15.00 0.30 0.30 0.30 6029 21241 6.62 15.00 0.30 0.30 0.30 6454 25372 7.06 15.00 0.30 0.30 0.30 6878 29799 7.52 15.00 0.30 0.30 0.30 7382 34480 8.03 15.00 0.30 0.30 0.30 7804 39422 8.53 15.00 0.30 0.30 0.30 8245 44653 8.86 15.00 0.30 0.30 0.30 8714 50118 9.14 15.00 0.30 0.30 0.30 9214 55800 9.43 15.00 0.30 0.30 0.30 9823 61666 9.73 15.00 0.30 0.30 0.30 10382 67718 10.02 15.00 0.30 0.30 0.30 10971 73945 10.30 15.00 0.30 0.30 0.30 11591 80331 10.57 15.00 0.30 0.30 0.30 12242 86866 10.83 15.00 0.30 0.30 0.30 12453 88138 10.89 15.00 0.30 0.30 0.30 13122 94697 11.08 15.00 0.30 0.30 0.30 13810 101372 11.26 15.00 0.30 0.30 0.30 14516 108155 11.42 15.00 0.30 0.30 0.30 15241 115034 11.57 15.00 0.30 0.30 0.30 15985 122001 11.70 15.00 0.30 0.30 0.30
CHECKING OF RC SECTIONS OF WINDSHIELD SHELL (WORKING STRESS METHOD IS : 4998) DL , LL & TEMP SEC ELEV NO 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
93.80 87.62 81.45 75.28 69.10 62.92 56.75 50.58 43.75 38.43 33.12 27.80 25.25 19.00 12.75 9.30 5.20 3.10 2.80 0.00
DL,. LL, EQ & TEMP
DL, LL, max WL & TEMP
OD
THK
TEMP DIFF
P
M
SIGC
ALL STR
P
M
SIGC
ALL STR
P
M
SIGC
24.71 25.06 25.41 25.76 26.10 26.45 26.80 27.15 27.53 27.83 28.13 28.43 28.58 28.93 29.28 29.48 29.71 29.83 29.84 30.00
642.80 649.86 656.91 663.97 671.03 678.09 685.14 692.20 700.00 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.80 750.00
23.88 23.84 23.80 23.77 23.73 23.70 23.66 23.63 23.59 23.56 23.54 23.51 23.50 23.47 23.44 23.42 23.40 23.39 23.39 23.38
16749 17613 18407 19221 20055 20909 21784 22679 23793 24693 25516 26356 27160 28177 29216 29800 30502 30866 30918 31408
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
7.16 7.24 7.31 7.37 7.43 7.49 7.55 7.61 7.69 7.76 7.81 7.85 9.12 9.17 9.22 8.46 8.56 8.57 8.52 8.16
9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90 9.90
18639 19504 20298 21112 21946 22800 23674 24570 25683 26583 27406 28246 29051 30067 31107 31690 32393 32757 32809 33298
76055 76847 78671 81457 85111 89526 94597 100223 106478 111926 118178 125112 128648 137810 147569 153169 159996 163557 164120 168938
10.02 10.01 10.03 10.07 10.14 10.22 10.32 10.42 10.54 10.65 10.76 10.87 13.05 13.21 13.37 9.73 10.77 10.81 9.82 11.59
15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00
16749 17613 18407 19221 20055 20909 21784 22679 23793 24693 25516 26356 27160 28177 29216 29800 30502 30866 30918 31408
129047 136087 143187 150342 157544 164788 172066 179375 187482 193815 200160 206516 209567 217053 224547 228686 233606 236127 236487 239848
11.82 11.94 12.04 12.13 12.21 12.28 12.35 12.41 12.48 12.53 12.57 12.61 14.93 14.96 14.94 9.91 11.36 11.38 9.98 12.82
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ALL Steel % Steel % Max STR DT=0 TEMP Steel % 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.35 0.35 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30 15.00 0.30 0.30 0.30
CHECKING OF HORIZONTAL STEEL AS PER IS:4998 SL HT DIA THK NO 1 272.30 21.20 400.00 2 270.80 21.20 400.00 3 264.42 21.20 400.00
TEMP
MOM
17.98 17.98 17.98
17.57 17.56 17.49
Allow Steel% Stress DT=0 12.11 12.00 1.30 12.10 12.00 1.30 12.11 12.00 1.30
Stress
Steel% TEMP 3.20 3.20 3.10
Max Steel 3.20 3.20 3.10
%Per Face 1.60 1.60 1.55
4
258.36 21.20 400.00
17.98
17.42
12.11 12.00
1.25
3.00
3.00
1.50
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29
252.29 246.22 240.16 234.09 228.02 221.66 215.28 208.92 202.54 196.18 189.84 183.50 177.11 170.72 164.32 157.96 151.58 145.22 138.84 132.48 131.25 125.01 118.77 112.52 106.28
17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 17.98 18.81 19.61 20.40 21.16 21.90 22.62 23.32 24.01 24.14 24.09 24.05 24.00 23.96
17.35 17.29 17.22 11.44 11.39 11.35 11.30 11.26 11.21 11.17 11.12 11.08 11.21 11.34 11.48 11.61 11.74 11.82 11.90 11.99 12.00 12.28 12.55 12.83 13.11
12.12 12.11 12.12 11.98 11.94 11.90 11.86 11.82 12.12 12.08 12.03 11.99 11.68 11.78 11.59 10.68 9.91 9.21 8.60 8.09 7.99 7.98 7.95 7.93 7.92
1.25 1.25 1.20 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.35 0.30 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20
2.90 2.85 2.75 0.50 0.50 0.50 0.50 0.50 0.45 0.45 0.45 0.45 0.35 0.25 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20
2.90 2.85 2.75 0.50 0.50 0.50 0.50 0.50 0.45 0.45 0.45 0.45 0.35 0.25 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20
1.45 1.43 1.38 0.25 0.25 0.25 0.25 0.25 0.23 0.23 0.23 0.23 0.18 0.13 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10
21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.20 21.37 21.54 21.71 21.88 22.06 22.23 22.40 22.57 22.60 22.95 23.30 23.66 24.01
400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 400.00 424.47 448.93 473.40 497.78 522.16 546.55 570.93 595.31 600.00 607.13 614.27 621.40 628.53
12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00
Page 125 of 127
CHECKING OF HORIZONTAL STEEL AS PER IS:4998 SL NO 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
HT
DIA
THK
TEMP
MOM
Stress
100.04 93.80 87.62 81.45 75.28 69.10 62.92 56.75 50.58 43.75 38.43 33.12 27.80 25.25 19.00 12.75 9.30 5.20 3.10 2.80 0.00
24.36 24.71 25.06 25.41 25.76 26.10 26.45 26.80 27.15 27.53 27.83 28.13 28.43 28.58 28.93 29.28 29.48 29.71 29.83 29.84 30.00
635.67 642.80 649.86 656.91 663.97 671.03 678.09 685.14 692.20 700.00 706.08 712.15 718.23 721.14 728.29 735.43 739.37 744.06 746.46 746.80 750.00
23.92 23.88 23.84 23.80 23.77 23.73 23.70 23.66 23.63 23.59 23.56 23.54 23.51 23.50 23.47 23.44 23.42 23.40 23.39 23.39 23.38
13.36 13.57 13.78 13.99 14.20 14.40 14.60 14.79 14.91 14.88 14.84 14.80 14.68 14.62 14.15 13.21 13.38 13.59 13.70 13.72 0.00
7.88 7.83 7.78 7.73 7.68 7.62 7.57 7.51 7.43 7.28 7.16 7.04 6.89 6.82 6.54 6.11 6.12 6.13 6.13 6.13 1.47
Allow Steel% Stress DT=0 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20 12.00 0.20
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Steel% %Per Max Steel TEMP Face 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.20 0.10 0.20 0.10 0.20 0.20 0.10 0.20 0.20
Page 127 of 127
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