Project: 100m 4 LEGGED TOWER Part:
Calculation of Tower Loading
Tiltle
100M TOWER;EXPOSURE B,CATEGORY 1
Basic Wind Speed= Wind Area= TOWER DESCRIPTION
42 m/s m/s 17.86 m2
Height of Tower= W idth at Bottom= Height of tapering part = Height of parallel part= W idth of parallel part=
100 10.5 95 5 1
m m m m m
Calc by:
Checked: App By:
JMM
LEVEL Level 20 (0-5m)
Description Leg_L20 Di Diagonal D20A Diagonal D20B Horizontal H20A Horizontal H20B SB20A SB20B SB20C SB20D
D(m) 0.150 0.100 0.100 0.100 0.100 0.060 0.060 0.060 0.060
Length (m) 5. 5.006 5.702 5.815 10.000 10.250 2.739 2.500 2.775 2.545
Level 19 (5m-10m)
Leg_L19 Diagonal D19A Diagonal D19B Horizontal H19A Horizontal H19B SB19A SB19B SB19C SB19D
0.150 0.100 0.100 0.075 0.075 0.050 0.050 0.050 0.050
Level 18 Leg_L18 (10m-15m_ Diagonal D18A Diagonal D18B Horizontal H18A Horizontal H18B SB18A SB18B SB18C SB18D
QTY Area per (Af)m 2 face
Area (Af) Gross area Kz per facem2 (Ag) m2 0.484 0.484 0.484 0.484 0.484 0.484 0.484 0.484 0.484
2 2 2 1 1 2 2 2 2
1.502 1.140 1.163 1.000 1.025 0.329 0.300 0.333 0.305
5. 5.006 5.479 5.590 9.500 9.750 2.572 2.375 2.684 2.438
2 2 2 1 1 2 2 2 2
1.502 1.096 1.118 0.713 0.731 0.257 0.238 0.268 0.244
0.662 0.662 0.662 0.662 0.050 0.050 0.050 0.050 0.662
0.150 0.100 0.100 0.075 0.075 0.050 0.050 0.050 0.050
5. 5.006 5.257 5.368 9.000 9.250 2.519 2.173 2.574 2.313
2 2 2 1 1 2 2 2 2
1.502 1.051 1.074 0.675 0.694 0.252 0.217 0.257 0.231
0.766 0.766 0.766 0.766 0.766 0.766 0.766 0.766 0.766
Level 17 Leg_L17 (15m-20m) Diagonal D17A Diagonal D17B Horizontal H17A Horizontal H17B SB17A SB17B SB17C SB17D
0.150 0.075 0.075 0.065 0.065 0.050 0.050 0.050 0.050
5. 5.006 5.039 5.148 8.500 8.750 2.412 2.125 2.465 2.124
2 2 2 1 1 2 2 2 2
1.502 0.756 0.772 0.553 0.569 0.241 0.213 0.247 0.212
0.843 0.843 0.843 0.843 0.843 0.843 0.843 0.843 0.843
Level 16 Leg_L16 (20m-25m) Diagonal D16A Diagonal D16B Horizontal H16A Horizontal H16B SB16A SB16B SB16C SB16D
0.150 0.075 0.075 0.065 0.065 0.050 0.050 0.050 0.050
5. 5.006 4.823 4.931 8.000 8.250 2.306 2.000 2.295 2.063
2 2 2 1 1 2 2 2 2
1.502 0.723 0.740 0.520 0.536 0.231 0.200 0.230 0.206
0.906 0.906 0.906 0.906 0.906 0.906 0.906 0.906 0.906
Level 15 Leg_L15 (25m-30m) Diagonal D15A Diagonal D15B Horizontal H15A Horizontal H15B SB15A
0.150 0.075 0.075 0.065 0.065 0.050
5. 5.006 4.611 4.784 7.500 7.750 2.202
2 2 2 1 1 2
1.502 0.692 0.718 0.488 0.504 0.220
0.959 0.959 0.959 0.959 0.959 0.959
7.097
6.166
5.953
5.064
4.888
J GM
Force Direction Solidity Ratio,ε coeficient, Cf factor ,Df 0.07 3.61 1.05 0.07 3.61 1.05 0.07 3.61 1.05 0.07 3.61 1.05 0.07 3.61 1.05 0.07 3.61 1.05 0.07 3.61 1.05 0.07 3.61 1.05 0.07 3.61 1.05
(EPA)S (m2) 3 .99 3.03 3.09 2.66 2.73 0. 0 .87 0. 0 .80 0. 0 .89 0. 0 .81
102.50 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06
3.64 3.64 3.64 3.64 3.64 3.64 3.64 3.64 3.64
1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05
4 .01 2.93 2.99 1.90 1.95 0. 0 .69 0. 0 .63 0. 0 .72 0. 0 .65
0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06
3.64 3.64 3.64 3.64 3.64 3.64 3.64 3.64 3.64
1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05
4 .01 2.81 2.87 1.80 1.85 0. 0 .67 0. 0 .58 0. 0 .69 0. 0 .62
0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06
3.67 3.67 3.67 3.67 3.67 3.67 3.67 3.67 3.67
1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04
4 .03 2.03 2.07 1.48 1.53 0. 0 .65 0. 0 .57 0. 0 .66 0. 0 .57
0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06
3.66 3.66 3.66 3.66 3.66 3.66 3.66 3.66 3.66
1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04
4 .02 1.94 1.98 1.39 1.44 0. 0 .62 0. 0 .54 0. 0 .61 0. 0 .55
0.06 0.06 0.06 0.06 0.06 0.06
3.65 3.65 3.65 3.65 3.65 3.65
1.05 1.05 1.05 1.05 1.05 1.05
4 .02 1.85 1.92 1.30 1.35 0. 0 .59
97.50
92.50
87.50
82.50
Project: 100m 4 LEGGED TOWER Part:
Calculation of Tower Loading
Tiltle
100M TOWER;EXPOSURE B,CATEGORY 1
Basic Wind Speed= Wind Area= TOWER DESCRIPTION
42 m/s 17.86 m2
Height of Tower= Width at Bottom= Height of tapering part = Height of parallel part= Width of parallel part=
100 10.5 95 5 1
m m m m m
Calc by:
Checked: App By:
JMM
D(m) 0.050 0.050 0.050
Length (m) 1.875 2.253 1.938
Level 14 Leg_L14 (30m-35m) Diagonal D14A Diagonal D14B Horizontal H14A Horizontal H14B SB14A SB14B SB14C SB14D
0.120 0.065 0.065 0.050 0.050 0.050 0.050 0.050 0.050
Level 13 Leg_L13 (35m-40m) Diagonal D13A Diagonal D13B Horizontal H13A Horizontal H13B SB13A SB13B SB13C SB13D
QTY Area per (Af)m 2 face 2 2 2
Area (Af) Gross area Kz per facem2 (Ag) m2 0.188 0.959 0.225 0.959 0.194 0.959
5.006 4.403 4.507 7.000 7.250 2.100 1.750 2.151 1.813
2 2 2 1 1 2 2 2 2
1.201 0.572 0.586 0.350 0.363 0.210 0.175 0.215 0.181
1.006 1.006 1.006 1.006 1.006 1.006 1.006 1.006 1.006
0.120 0.065 0.065 0.050 0.050 0.050 0.050 0.050 0.050
5.006 4.200 4.301 6.500 6.750 2.001 1.625 2.050 1.688
2 2 2 1 1 2 2 2 2
1.201 0.546 0.559 0.325 0.338 0.200 0.163 0.205 0.169
1.048 1.048 1.048 1.048 1.048 1.048 1.048 1.048 1.048
Level 12 Leg_L12 (40m-45m) Diagonal D12A Diagonal D12B Horizontal H12A Horizontal H12B SB12A SB12B SB12C SB12D
0.120 0.065 0.065 0.050 0.050 0.050 0.050 0.050 0.050
5.006 4.002 4.100 6.000 6.250 1.825 1.500 1.953 1.563
2 2 2 1 1 2 2 2 2
1.201 0.520 0.533 0.300 0.313 0.183 0.150 0.195 0.156
1.087 1.087 1.087 1.087 1.087 1.087 1.087 1.087 1.087
Level 11 Leg_L11 (45m-50m) Diagonal D11A Diagonal D11B Horizontal H11A Horizontal H11B SB11A SB11B SB11C SB11D
0.100 0.050 0.050 0.050 0.050 0.050 0.050 0.050 0.050
5.006 3.810 3.905 5.500 5.750 1.813 1.375 1.858 1.352
2 2 2 1 1 2 2 2 2
1.001 0.381 0.391 0.275 0.288 0.181 0.138 0.186 0.135
1.122 1.122 1.122 1.122 1.122 1.122 1.122 1.122 1.122
Level 10 Leg_L10 (50m-55m) Diagonal D10A Diagonal D10B Horizontal H10A Horizontal H10B SB10A SB10B SB10C SB10D
0.100 0.050 0.050 0.050 0.050 0.050 0.050 0.050 0.050
5.006 3.625 3.717 5.000 5.250 1.725 1.261 1.768 1.313
2 2 2 1 1 2 2 2 2
1.001 0.363 0.372 0.250 0.263 0.173 0.126 0.177 0.131
Level 9 Leg_L9 (55m-60m) Diagonal D9A
0.100 0.050
5.006 3.448
2 2
1.001 1.185 0.345 1.185
LEVEL
Description SB15B SB15C SB15D
4.729
3.854
3.705
3.551
2.975
Force Solidity Ratio,ε coeficient, Cf 0.06 3.65 0.06 3.65 0.06 3.65
Direction factor ,Df 1.05 1.05 1.05
(EPA)S (m2) 0.50 0.60 0.52
77.50 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05
3.70 3.70 3.70 3.70 3.70 3.70 3.70 3.70 3.70
1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04
3 .23 1.54 1.58 0.94 0.98 0.57 0.47 0.58 0.49
0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05
3.69 3.69 3.69 3.69 3.69 3.69 3.69 3.69 3.69
1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04
3 .23 1.47 1.50 0.87 0.91 0.54 0.44 0.55 0.45
0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06
3.68 3.68 3.68 3.68 3.68 3.68 3.68 3.68 3.68
1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04
3 .22 1.40 1.43 0.81 0.84 0.49 0.40 0.52 0.42
0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05
3.71 3.71 3.71 3.71 3.71 3.71 3.71 3.71 3.71
1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04
2 .70 1.03 1.05 0.74 0.77 0.49 0.37 0.50 0.36
0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05
3.69 3.69 3.69 3.69 3.69 3.69 3.69 3.69 3.69
1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04
2 .69 0.97 1.00 0.67 0.71 0.46 0.34 0.48 0.35
0.06 0.06
3.68 3.68
1.04 1.04
2.69 0.93
72.50
67.50
62.50
57.50
1.154 1.154 1.154 1.154 1.154 1.154 1.154 1.154 1.154 2.855
JGM
52.50
Project: 100m 4 LEGGED TOWER Part:
Calculation of Tower Loading
Tiltle
100M TOWER;EXPOSURE B,CATEGORY 1
Basic Wind Speed= Wind Area= TOWER DESCRIPTION
42 m/s 17.86 m2
Height of Tower= Width at Bottom= Height of tapering part = Height of parallel part= Width of parallel part=
100 10.5 95 5 1
m m m m m
Calc by:
Checked: App By:
JMM
D(m) 0.050 0.050 0.050 0.050 0.050 0.050 0.050
Length (m) 3.536 4.500 4.750 1.641 1.125 1.682 1.118
Level 8 Leg_L8 (60m-65m) Diagonal D8A Diagonal D8B Horizonta H8A Horizonta H8B SB8A SB8B SB8C SB8D
0.100 0.050 0.050 0.050 0.050 0.050 0.050 0.050 0.050
Level 7 Leg_L7 (65m-70m) Diagonal D7A Diagonal D7B Horizontal H7A Horizontal H7B SB7A SB7B SB7C SB7D
LEVEL
Description Diagonal D9B Horizontal H9A Horizontal H9B SB9A SB9B SB9C SB9D
QTY Area per (Af)m 2 face 2 1 1 2 2 2 2
0.354 0.225 0.238 0.164 0.113 0.168 0.112
5.006 3.281 3.363 4.000 4.250 1.563 1.000 1.060 1.601
2 2 2 1 1 2 2 2 2
1.001 0.328 0.336 0.200 0.213 0.156 0.100 0.106 0.160
0.100 0.050 0.050 0.050 0.050 0.050 0.050 0.050 0.050
5.006 3.226 3.300 3.500 3.750 1.491 0.875 1.526 0.938
2 2 2 1 1 2 2 2 2
1.001 0.323 0.330 0.175 0.188 0.149 0.088 0.153 0.094
Level 6 Leg_L6 (70m-75m) Diagonal D6A Diagonal D6B Horizonta H6A Horizonta H6B SB6A SB6B SB6C SB6D
0.100 0.050 0.050 0.050 0.050 0.050 0.050 0.050 0.050
5.006 2.982 3.052 3.000 3.250 1.427 0.750 1.458 0.801
2 2 2 1 1 2 2 2 2
1.001 0.298 0.305 0.150 0.163 0.143 0.075 0.146 0.080
Level 5 Leg_L5 (75m-80m) Diagonal D5A Diagonal D5B Horizonta H5A Horizonta H5B SB5A SB5B SB5C SB5D
0.100 0.050 0.050 0.050 0.050 0.050 0.050 0.050 0.050
5.006 2.853 2.915 2.500 2.250 1.371 0.625 1.398 0.688
2 2 2 1 1 2 2 2 2
1.001 0.285 0.292 0.125 0.113 0.137 0.063 0.140 0.069
Force Direction Area (Af) Gross area Solidity Kz per facem2 (Ag) m2 Ratio,ε coeficient, Cf factor ,Df 1.185 0.06 3.68 1.04 1.185 0.06 3.68 1.04 1.185 0.06 3.68 1.04 1.185 0.06 3.68 1.04 1.185 0.06 3.68 1.04 1.185 0.06 3.68 1.04 1.185 0.06 3.68 1.04 2.719 47.50 1.213 0.06 3.65 1.05 1.213 0.06 3.65 1.05 1.213 0.06 3.65 1.05 1.213 0.06 3.65 1.05 1.213 0.06 3.65 1.05 1.213 0.06 3.65 1.05 1.213 0.06 3.65 1.05 1.213 0.06 3.65 1.05 1.213 0.06 3.65 1.05 2.601 42.50 1.240 0.07 3.62 1.05 1.240 0.07 3.62 1.05 1.240 0.07 3.62 1.05 1.240 0.07 3.62 1.05 1.240 0.07 3.62 1.05 1.240 0.07 3.62 1.05 1.240 0.07 3.62 1.05 1.240 0.07 3.62 1.05 1.240 0.07 3.62 1.05 2.499 37.50 1.266 0.07 3.59 1.05 1.266 0.07 3.59 1.05 1.266 0.07 3.59 1.05 1.266 0.07 3.59 1.05 1.266 0.07 3.59 1.05 1.266 0.07 3.59 1.05 1.266 0.07 3.59 1.05 1.266 0.07 3.59 1.05 1.266 0.07 3.59 1.05 2.361 32.50 1.290 0.08 3.55 1.06 1.290 0.08 3.55 1.06 1.290 0.08 3.55 1.06 1.290 0.08 3.55 1.06 1.290 0.08 3.55 1.06 1.290 0.08 3.55 1.06 1.290 0.08 3.55 1.06 1.290 0.08 3.55 1.06 1.290 0.08 3.55 1.06 2.224
Level 4 Leg_L4 (80m-85m) Diagonal D4A Diagonal D4B Horizonta H4A Horizonta H4B SB4A SB4B SB4C
0.100 0.050 0.050 0.050 0.050 0.050 0.050 0.050
5.006 2.741 2.795 2.000 2.250 1.324 0.500 1.346
2 2 2 1 1 2 2 2
1.001 0.274 0.280 0.100 0.113 0.132 0.050 0.135
JGM
1.313 1.313 1.313 1.313 1.313 1.313 1.313 1.313
(EPA) S (m2) 0.95 0.60 0.64 0.44 0.30 0.45 0.30 2.68 0.88 0.90 0.54 0.57 0.42 0.27 0.28 0.43 2.67 0.86 0.88 0.47 0.50 0.40 0.23 0.41 0.25 2.65 0.79 0.81 0.40 0.43 0.38 0.20 0.39 0.21 2.64 0.75 0.77 0.33 0.30 0.36 0.16 0.37 0.18
27.50 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10
3.47 3.47 3.47 3.47 3.47 3.47 3.47 3.47
1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07
2.61 0.71 0.73 0.26 0.29 0.35 0.13 0.35
Project: 100m 4 LEGGED TOWER Part:
Calculation of Tower Loading
Tiltle
100M TOWER;EXPOSURE B,CATEGORY 1
Basic Wind Speed= Wind Area= TOWER DESCRIPTION
42 m/s 17.86 m2
Height of Tower= Width at Bottom= Height of tapering part = Height of parallel part= Width of parallel part=
100 10.5 95 5 1
m m m m m
Calc by:
Checked: App By:
JMM
QTY Area per (Af)m 2 face
D(m) 0.050
Length (m) 0.563
Level 3 Leg_L3 (85m-90m) Diagonal D3A Diagonal D3B Horizonta H3A Horizonta H3B SB3A SB3B SB3C SB3D
0.075 0.050 0.050 0.050 0.050 0.050 0.050 0.050 0.050
5.006 2.649 2.693 1.500 1.750 1.288 0.375 1.305 0.438
2 2 2 1 1 2 2 2 2
Leg_L2 Level 2 (90m-95m) Diagonal D2A Diagonal D2B Horizonta H2A Horizonta H2A SB2A SB2B SB2C SB2D
0.075 0.050 0.050 0.050 0.050 0.050 0.050 0.050 0.050
5.006 2.577 2.614 1.000 1.250 1.264 0.250 1.275 0.313
2 2 2 1 1 2 2 2 2
Level 1 Leg_L1 (95m-100m Diagonal D1A Diagonal D1B Horizonta H1A Horizonta H1B SB1 SB2
0.075 0.050 0.050 0.050 0.050 0.050 0.050
5.000 2.550 2.550 1.000 1.000 1.28 0.25
2 2 2 1 1 4 4
LEVEL
Description SB4D
2
Force Direction Area (Af) Gross area Solidity Kz per facem2 (Ag) m2 Ratio,ε coeficient, Cf factor ,Df 0.056 1.313 0.10 3.47 1.07 2.141 22.50 0.751 1.335 0.10 3.44 1.08 0.265 1.335 0.10 3.44 1.08 0.269 1.335 0.10 3.44 1.08 0.075 1.335 0.10 3.44 1.08 0.088 1.335 0.10 3.44 1.08 0.129 1.335 0.10 3.44 1.08 0.038 1.335 0.10 3.44 1.08 0.131 1.335 0.10 3.44 1.08 0.044 1.335 0.10 3.44 1.08 1.788 17.50 0.751 1.357 0.14 3.27 1.10 0.258 1.357 0.14 3.27 1.10 0.261 1.357 0.14 3.27 1.10 0.050 1.357 0.14 3.27 1.10 0.063 1.357 0.14 3.27 1.10 0.126 1.357 0.14 3.27 1.10 0.025 1.357 0.14 3.27 1.10 0.128 1.357 0.14 3.27 1.10 0.031 1.357 0.14 3.27 1.10 1.693 12.50 0.750 1.377 0.17 3.13 1.12 0.255 1.377 0.17 3.13 1.12 0.255 1.377 0.17 3.13 1.12 0.050 1.377 0.17 3.13 1.12 0.050 1.377 0.17 3.13 1.12 0.255 1.377 0.17 3.13 1.12 0.050 1.377 0.17 3.13 1.12 1.665 10.00 SUM TOTAL
JGM (EPA)S (m2) 0.15 1.95 0.69 0.70 0.19 0.23 0.33 0.10 0.34 0.11 1.90 0.65 0.66 0.13 0.16 0.32 0.06 0.32 0.08 1.85 0.63 0.63 0.12 0.12 0.63 0.12 187.73
Project: 100m 4 LEGGED TOWER Part: Tiltle
Calculation of Tower Loading 100M TOWER;EXPOSURE B,CATEGORY 1
Basic Wind Speed= Wind Area=
42m/s 17.86 m2
Height of Tower= Width at Bottom= Height of tapering part = Height of parallel part= Width of parallel part=
100 10.5 95 5 1
m m m m m
Calc by:
Check App By: Date:
JMM
LEVEL Level 20 (0-5m)
Description Leg_20 rangs
QTY Length per face (m)
D(m)
0 JGM
10/24/2012
Area (Ar)m2
0.01 0.02
5 0.35
2 20
Leg_19 Level 19 (5m-10m) rangs
0.01 0.02
5 0.35
2 20
Level 18 Leg_18 (10m-15m_ rangs
0.01 0.02
5 0.35
2 20
Leg_17 Level 17 (15m-20m) rangs
0.01 0.02
5 0.35
2 20
Level 16 Leg_16 (20m-25m) rangs
0.01 0.02
5 0.35
2 20
Level 15 Leg_15 (25m-30m) rangs
0.01 0.02
5 0.35
2 20
Level 14 Leg_14 (30m-35m) rangs
0.01 0.02
5 0.35
2 20
Level 13 Leg_13 (35m-40m) rangs
0.01 0.02
5 0.35
2 20
Level 12 Leg_12 (40m-45m) rangs
0.01 0.02
5 0.35
2 20
Level 11 Leg_11 (45m-50m) rangs
0.01 0.02
5 0.35
2 20
Level 10 Leg_10 (50m-55m) rangs
0.01 0.02
5 0.35
2 20
Level 9 Leg_9 (55m-60m) rangs
0.01 0.02
5 0.35
2 20
Level 8 Leg_8 (60m-65m) rangs
0.01 0.02
5 0.35
2 20
Level 7 Leg_7 (65m-70m) rangs
0.01 0.02
5 0.35
2 20
Level 6 Leg_6 (70m-75m) rangs
0.01 0.02
5 0.35
2 20
Level 5 Leg_5 (75m-80m) rangs
0.01 0.02
5 0.35
2 20
Level 4 Leg_4 (80m-85m) rangs
0.01 0.02
5 0.35
2 20
Level 3 Leg_3 (85m-90m) rangs
0.01 0.02
5 0.35
2 20
Level 2 Leg_2 (90m-95m) rangs
0.01 0.02
5 0.35
2 20
Level 1 Leg_1 (95m-100m rangs
0.01 0.02
5 0.35
2 20
Area Gross area Solidity Rr(Reduction Kz Cf (EPA)S Flow regime (Af)m2 C=40D*(Kz)0.5 (Ag) m2 Ratio,ε ratio) 0.060 0.484 0.167 0.10 1.00 3.46 0.21 0.112 0.484 0.445 0.10 0.56 3.45 0.22 Subcritical 1.75 0.060
0.662 0.662
0.195 0.521
0.060
0.766 0.766
0.210 0.560
0.060
0.843 0.843
0.220 0.588
0.060
0.906 0.906
0.228 0.609
0.060
0.959 0.959
0.235 0.627
0.060
1.006 1.006
0.241 0.642
0.060
1.048 1.048
0.246 0.655
0.060
1.087 1.087
0.250 0.667
0.060
1.122 1.122
0.254 0.678
0.060
1.154 1.154
0.258 0.688
0.060
1.185 1.185
0.261 0.697
0.060
1.213 1.213
0.264 0.705
0.060
1.240 1.240
0.267 0.713
0.060
1.266 1.266
0.270 0.720
0.060
1.290 1.290
0.273 0.727
0.060
1.313 1.313
0.275 0.733
0.060
1.335 1.335
0.277 0.740
0.060
1.357 1.357
0.280 0.746
0.060
1.377 1.377
0.282 0.751
0.112
0.10 0.10
1.00 0.56
3.45 3.45
0.21 0.22 Subcritical
0.10 0.10
1.00 0.56
3.45 3.45
0.21 0.22 Subcritical
0.10 0.10
1.00 0.56
3.45 3.45
0.21 0.22 Subcritical
0.10 0.10
1.00 0.56
3.45 3.45
0.21 0.22 Subcritical
0.10 0.10
1.00 0.56
3.45 3.45
0.21 0.22 Subcritical
0.10 0.10
1.00 0.56
3.45 3.45
0.21 0.22 Subcritical
0.10 0.10
1.00 0.56
3.45 3.45
0.21 0.22 Subcritical
0.10 0.10
1.00 0.56
3.45 3.45
0.21 0.22 Subcritical
0.10 0.10
1.00 0.56
3.45 3.45
0.21 0.22 Subcritical
0.10 0.10
1.00 0.56
3.45 3.45
0.21 0.22 Subcritical
0.10 0.10
1.00 0.56
3.45 3.45
0.21 0.22 Subcritical
0.10 0.10
1.00 0.56
3.45 3.45
0.21 0.22 Subcritical
0.10 0.10
1.00 0.56
3.45 3.45
0.21 0.22 Subcritical
0.10 0.10
1.00 0.56
3.45 3.45
0.21 0.22 Subcritical
0.10 0.10
1.00 0.56
3.45 3.45
0.21 0.22 Subcritical
0.10 0.10
1.00 0.56
3.45 3.45
0.21 0.22 Subcritical
0.10 0.10
1.00 0.56
3.45 3.45
0.21 0.22 Subcritical
0.10 0.10
1.00 0.56
3.45 3.45
0.21 0.22 Subcritical
0.10 0.10
1.00 0.56
3.45 3.45
0.21 0.22 Subcritical
1.75 0.112
1.75 0.112
1.75 0.112
1.75 0.112
1.75 0.112
1.75 0.112
1.75 0.112
1.75 0.112
1.75 0.112
1.75 0.112
1.75 0.112
1.75 0.112
1.75 0.112
1.75 0.112
1.75 0.112
1.75 0.112
1.75 0.112
1.75 0.112
1.75
Project
100m 4 LEGGED TOWER
Part:
Calculation of Tower Loading
Client
AMERICAN TOWERS COMPANY
Design code:
ANSI / TIA-22-G-2005 Calc by:
Checked:
JMM
Subject
Calculations
A)
42 17.86
m/s m2
A.2.3.2
Date: 10/24/2012
Weight Kgs
Loads Per Leg
II
TOWER DESCRIPTION Height of Tower= Width at Bottom= Height of tapering part = Height of parallel part= Width of parallel part=
B)
App By: 0 JGM
Results
Meteorological and Design Paramete rs Basic Wind Speed= Wind Area at Top= Class of Tower=
100 m 10.5 m 95 m 5m 1m
LOADINGS 1 Dead loads (GK)
i) ii ) REF;RFS PRDCTS
Level
Self weight of Tower Permanent Fixtures eg GSM antennae &MW Dishes Equipment Type 100m 6No. Antenna Panels 9 7. 5m 4 No . 0 .6 6m Di sh es
Size of Cells 2.755m x 0.366m 0 .6 6m Di am et er
Area of Cells 6.05
22.9kgs x 6 = 137.4kgsDL = 0.3435kN on each leg
1 .3 7
1 3. 3kg s x 4 = 5 3. 2kg s DL = 0 .1 33 kN o n e ac h l e g
95m 6No. Antenna Panels
2.755m x 0.366m
6.05
22.9kgs x 6 = 137.4kgsDL = 0.3435kN on each leg
9 2. 5m 4 No . 0 .6 6m Di sh es 90m 3No. Antenna Panels
0 .6 6m Di am et er 2.755m x 0.366m TOTAL
1 .3 7 3.02 17.86
1 3. 3kg s x 4 = 5 3. 2kg s DL = 0 .1 33 kN o n e ac h l e g 22.9kgs x 3 = 68.7kgs DL = 0.17175kN on each leg
iii) Weight of cat ladder For a 6m section 50 x 6 plt x 6000 long= 16 dia rungs x 356 long= L 50 x 3 x5 00m m si de c ab le b rac ke ts= 50x3x2100mm Cage Flats, 6No 50x3x6000mm Safety Strips, 2No TOTAL= v ) Weight of feeder Cables 7 / 8 " f ee de r c ab le wei gh t= No. of Feeder Cables= T ota l We ig ht fo r 5 m se ct io n= REF;RFS PRDCTS 2003
14 kg 12 kg 2 .4 kg 14.84 kg 14.13 kg 57.37 kg
0 .7 7 kg/ m 6 No 2 3.1 0 kg
iv ) Weight of platforms Weight of platforms= Width of platform= platform udl=
15.63 kg/m 3 650 mm 0.10 kN/m
Total Load for c at ladder & c ables 80.47 kg 0.80 KN
@ 5m intervals= 0.4kN per Node
Member Udl @ 20,40&60m =
0.10 kN/m
2 Live Load (QK) Weight of 8 no. workers plus their tools, etc . Eac h worker 0.75 KN
LL =2 kN at eac h Tower Leg
Project
100m 4 LEGGED TOWER
Part:
Calculation of Tower Loading
Client
AMERICAN TOWERS COMPANY
Design code:
ANSI / TIA-22-G-2005 Calc by:
Checked:
JMM
Subject
Calculations
App By: 0 JGM
Results
3 Wind Load (WK) Basic wind speed =
Clause 2.6.9
42 m/s
ANSI/TIA-222-G-2005 (Structural Standard for Antenna Supporting Structures and antennas)
DESIGN WIND SPEED, F w = FST +F A+F G Where FST = Design wind force on structure FA= Design wind force on appurtenances FG= Design wind force on guys
Clause 2.6.9.1 Clause 2.6.9.2
i. Design wind force on structure Clause 2.6.9.3 Clause 2.6.9.1 Clause 2.6.9.6
FST= q z *Gh*(EPA) S a)
Velocity pressure ,qz= 0.613*Kz*Kzt*Kd*I*V 2 Where Kd = the wind direction probability factor =0.85 (For la ttic ed structures with square cross sec tion s) I= importance factor =1,structure class II , w ind load without ice
Clause 2.6.5.1 2.6.6.4 Clause 2.6.6.2 Clause 2.6.7 Cl 2.6.9.1.1
Table 2.3
Table 2.4
K z= Velocity pressure c oefficient
Clause 2.6.5.2
= 2.01 (z/zg)2/α Kzmin
Exposure c ategory B,
where z=Height above ground zg= nomi nal hei ght of atmospheri c boundary l ayer,274m Kzmin=0.7 α=7.0 Ke=0.9
Topographic category 1,
Kzt= 1
V-Basic wind speed= b) Gust effect, G h
T abl e 2.5
42 m/s
.
For structures 137m o r less in hei ght ,Gh=0 .85
c) Effectiv e projected area, (EPA)s (EPA)s= Cf(Df ∑Af +Dr∑(Ar Rr )) For a square section with flat members; (EPA)s= Cf(Df∑(Af)) Where Df ; Wind direction factor for flat element with square cross section =1+0.75ε Cf= 4.0ε 2-5.9ε+4.0 ε=solidity ratio =A r /A g
Table 2.7
Date: 10/24/2012
Project
100m 4 LEGGED TOWER
Part:
Calculation of Tower Loading
Client
AMERICAN TOWERS COMPANY
Design code:
ANSI / TIA-22-G-2005 Calc by:
Checked:
JMM
Subject
Section Lev el (0-5m) (5m-10m) (10m-15m_) (15m-20m) (20m-25m) (25m-30m) (30m-35m) (35m-40m) (40m-45m) (45m-50m) (50m-55m) (55m-60m) (60m-65m) (65m-70m) (70m-75m) (75m-80m) (80m-85m) (85m-90m) (90m-95m) (95m-100m)
App By: 0 JGM
Calculations
Clause 2.6.5.2
Date: 10/24/2012
Results
Velocity pressure c oefficient Exposure C
Height above the grd,Z (m) 2.5 7.5 12.5 17.5 22.5 27.5 32.5 37.5 42.5 47.5 52.5 57.5 62.5 67.5 72.5 77.5 82.5 87.5 92.5 97.5
Section height ,m 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5
Bottom length (m) 10.500 10.000 9.500 9.000 8.500 8.000 7.500 7.000 6.500 6.000 5.500 5.000 4.500 4.000 3.500 3.000 2.500 2.000 1.500 1.000 Kd =
Clause
Velocity pressure ,qz=
Top length (m) 10.000 9.500 9.000 8.500 8.000 7.500 7.000 6.500 6.000 5.500 5.000 4.500 4.000 3.500 3.000 2.500 2.000 1.500 1.000 1.000 0.850
Ag-Gross area per sectio n (m2) 102.50 97.50 92.50 87.50 82.50 77.50 72.50 67.50 62.50 57.50 52.50 47.50 42.50 37.50 32.50 27.50 22.50 17.50 12.50 10.00 I=
Af-Member areas per section (m2) 7.10 6.17 5.95 5.06 4.89 4.73 3.85 3.71 3.55 2.98 2.85 2.72 2.60 2.50 2.36 2.22 2.14 1.79 1.69 1.67
Basic wind speed, m/s 42 42 42 42 42 42 42 42 42 42 42 42 42 42 42 42 42 42 42 42
Kz= 2.01(Z/274)^0.2857 0.48 0.66 0.77 0.84 0.91 0.96 1.01 1.05 1.09 1.12 1.15 1.18 1.21 1.24 1.27 1.29 1.31 1.34 1.36 1.38
1.000
0.613*Kz*Kzt*Kd*I*V2
2.6.9.6 Lev el (0-5m) (5m-10m) (10m-15m_) (15m-20m) (20m-25m) (25m-30m) (30m-35m) (35m-40m) (40m-45m) (45m-50m) (50m-55m) (55m-60m) (60m-65m) (65m-70m) (70m-75m) (75m-80m) (80m-85m) (85m-90m) (90m-95m) (95m-100m)
ε,solidity ratio 0.07 0.06 0.06 0.06 0.06 0.06 0.05 0.05 0.06 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.10 0.10 0.14 0.17
(V) K(N/M2) 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613
Kzt*Kd*I* 0.850 0.850 0.850 0.850 0.850 0.850 0.850 0.850 0.850 0.850 0.850 0.850 0.850 0.850 0.850 0.850 0.850 0.850 0.850 0.850
Velocity pressure ,qz (KN/M2) 0.44 0.61 0.70 0.78 0.83 0.88 0.92 0.96 1.00 1.03 1.06 1.09 1.11 1.14 1.16 1.19 1.21 1.23 1.25 1.27
Height of section, (m) 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5
Velocity pressure ,qz (KN/M2) 0.44 0.61 0.70 0.78 0.83 0.88 0.92 0.96 1.00 1.03 1.06 1.09 1.11 1.14 1.16 1.19 1.21 1.23 1.25 1.27
Project
100m 4 LEGGED TOWER
Part:
Calculation of Tower Loading
Client
AMERICAN TOWERS COMPANY
Design code:
ANSI / TIA-22-G-200 5 Calc by:
Checked:
JMM
Subject
App By: 0 JGM
Calculations
Date: 10/24/2012
Results Member wind loadings= qz *Gh*(EPA)S
0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85
Velocity pressure ,qz (KN/M2) 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44
(EPA)S 3.99 3.03 3.09 2.66 2.73 0.87 0.80 0.89 0.81
MEMBER FORCES KN 1.51 1.15 1.17 1.00 1.03 0.33 0.30 0.33 0.31
MEMBER FORCES KN/M 0.15 0.10 0.10 0.10 0.10 0.06 0.06 0.06 0.06
Leg_L19 Diagonal D19A Diagonal D19B Horizontal H19A Horizontal H19B SB19A SB19B SB19C SB19D
0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85
0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61
4.01 2.93 2.99 1.90 1.95 0.69 0.63 0.72 0.65
2.07 1.51 1.54 0.98 1.01 0.36 0.33 0.37 0.34
0.21 0.14 0.14 0.10 0.10 0.07 0.07 0.07 0.07
Level 18 Leg_L18 (10m-15m_) Diagonal D18A Diagonal D18B Horizontal H18A Horizontal H18B SB18A SB18B SB18C SB18D
0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78
4.01 2.81 2.87 1.80 1.85 0.67 0.58 0.69 0.62
2.40 1.68 1.71 1.08 1.11 0.40 0.35 0.41 0.37
0.24 0.16 0.16 0.12 0.12 0.08 0.08 0.08 0.08
Level 17 Leg_L17 (15m-20m) Diagonal D17A Diagonal D17B Horizontal H17A Horizontal H17B SB17A SB17B SB17C SB17D
0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85
4.03 2.03 2.07 1.48 1.53 0.65 0.57 0.66 0.57
2.65 1.34 1.36 0.98 1.00 0.43 0.38 0.44 0.38
0.27 0.13 0.13 0.11 0.11 0.09 0.09 0.09 0.09
Level 16 Leg_L16 (20m-25m) Diagonal D16A Diagonal D16B Horizontal H16A Horizontal H16B SB16A SB16B SB16C SB16D
0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85
0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83
4.02 1.94 1.98 1.39 1.44 0.62 0.54 0.61 0.55
2.85 1.37 1.40 0.99 1.02 0.44 0.38 0.44 0.39
0.28 0.14 0.14 0.12 0.12 0.09 0.09 0.09 0.09
Level 15 Leg_L15 (25m-30m) Diagonal D15A Diagonal D15B Horizontal H15A Horizontal H15B SB15A SB15B SB15C SB15D
0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85
0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
4.02 1.85 1.92 1.30 1.35 0.59 0.50 0.60 0.52
3.01 1.39 1.44 0.98 1.01 0.44 0.38 0.45 0.39
0.30 0.15 0.15 0.13 0.13 0.10 0.10 0.10 0.10
Level 14 Leg_L14 (30m-35m) Diagonal D14A Diagonal D14B Horizontal H14A Horizontal H14B SB14A SB14B SB14C SB14D
0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85
0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
3.23 1.54 1.58 0.94 0.98 0.57 0.47 0.58 0.49
2.54 1.21 1.24 0.74 0.77 0.44 0.37 0.46 0.38
0.25 0.14 0.14 0.11 0.11 0.11 0.11 0.11 0.11
0.85
0.96
3.23
2.65
0.26
lev el Level 20 (0-5m)
Section Leg_L20 Diagonal D20A Diagonal D20B Horizontal H20A Horizontal H20B SB20A SB20B SB20C SB20D
Gust factor,Gh
Level 19 (5m-10m)
Level 13
Leg_L13
Project
100m 4 LEGGED TOWER
Part:
Calculation of Tower Loading
Client
AMERICAN TOWERS COMPANY
Design code:
ANSI / TIA-22-G-2005 Calc by:
Checked:
JMM
Subject
App By: 0 JGM
Calculations
Date: 10/24/2012
(35m-40m) Diagonal D13A Diagonal D13B Horizontal H13A Horizontal H13B SB13A SB13B SB13C SB13D
0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85
0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
1.47 1.50 0.87 0.91 0.54 0.44 0.55 0.45
Level 12 Leg_L12 (40m-45m) Diagonal D12A Diagonal D12B Horizontal H12A Horizontal H12B SB12A SB12B SB12C SB12D
0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
3.22 1.40 1.43 0.81 0.84 0.49 0.40 0.52 0.42
Results 1.20 1.23 0.72 0.74 0.44 0.36 0.45 0.37 0.00 2.74 1.19 1.21 0.68 0.71 0.42 0.34 0.44 0.36
Level 11 Leg_L11 (45m-50m) Diagonal D11A Diagonal D11B Horizontal H11A Horizontal H11B SB11A SB11B SB11C SB11D
0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85
1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03
2.70 1.03 1.05 0.74 0.77 0.49 0.37 0.50 0.36
2.36 0.90 0.92 0.65 0.68 0.43 0.32 0.44 0.32
0.24 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12
Level 10 Leg_L10 (50m-55m) Diagonal D10A Diagonal D10B Horizontal H10A Horizontal H10B SB10A SB10B SB10C SB10D
0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85
1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06
2.69 0.97 1.00 0.67 0.71 0.46 0.34 0.48 0.35
2.43 0.88 0.90 0.61 0.64 0.42 0.31 0.43 0.32
0.24 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12
Level 9 Leg_L9 (55m-60m) Diagonal D9A Diagonal D9B Horizontal H9A Horizontal H9B SB9A SB9B SB9C SB9D
0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85
1.09 1.09 1.09 1.09 1.09 1.09 1.09 1.09 1.09
2.69 0.93 0.95 0.60 0.64 0.44 0.30 0.45 0.30
2.49 0.86 0.88 0.56 0.59 0.41 0.28 0.42 0.28
0.25 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12
Level 8 Leg_L8 (60m-65m) Diagonal D8A Diagonal D8B Horizonta H8A Horizonta H8B SB8A SB8B SB8C SB8D
0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85
1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
2.68 0.88 0.90 0.54 0.57 0.42 0.27 0.28 0.43
2.54 0.83 0.85 0.51 0.54 0.40 0.25 0.27 0.41
0.25 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13
Level 7 Leg_L7 (65m-70m) Diagonal D7A Diagonal D7B Horizontal H7A Horizontal H7B SB7A SB7B SB7C SB7D
0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85
1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14
2.67 0.86 0.88 0.47 0.50 0.40 0.23 0.41 0.25
2.58 0.83 0.85 0.45 0.48 0.38 0.23 0.39 0.24
0.26 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13
Level 6 Leg_L6 (70m-75m) Diagonal D6A Diagonal D6B Horizonta H6A Horizonta H6B SB6A SB6B SB6C SB6D
0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85
1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16 1.16
2.65 0.79 0.81 0.40 0.43 0.38 0.20 0.39 0.21
2.63 0.78 0.80 0.39 0.43 0.37 0.20 0.38 0.21
0.26 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13
0.14 0.14 0.11 0.11 0.11 0.11 0.11 0.11 0.27 0.15 0.15 0.11 0.11 0.11 0.11 0.11 0.11
Project
100m 4 LEGGED TOWER
Part:
Calculation of Tower Loading
Client
AMERICAN TOWERS COMPANY
Design code:
ANSI / TIA-22-G-2005 Calc by:
Checked:
JMM
Subject
App By:
Date:
0 JGM
Calculations
10/24/2012
Level 5 Leg_L5 (75m-80m) Diagonal D5A Diagonal D5B Horizonta H5A Horizonta H5B SB5A SB5B SB5C SB5D
0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85
1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19
2.64 0.75 0.77 0.33 0.30 0.36 0.16 0.37 0.18
Results 2.66 0.76 0.77 0.33 0.30 0.36 0.17 0.37 0.18
0.27 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13
Level 4 Leg_L4 (80m-85m) Diagonal D4A Diagonal D4B Horizonta H4A Horizonta H4B SB4A SB4B SB4C SB4D
0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85
1.21 1.21 1.21 1.21 1.21 1.21 1.21 1.21 1.21
2.61 0.71 0.73 0.26 0.29 0.35 0.13 0.35 0.15
2.68 0.73 0.75 0.27 0.30 0.35 0.13 0.36 0.15
0.27 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13
Level 3 Leg_L3 (85m-90m) Diagonal D3A Diagonal D3B Horizonta H3A Horizonta H3B SB3A SB3B SB3C SB3D
0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85
1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23
1.95 0.69 0.70 0.19 0.23 0.33 0.10 0.34 0.11
2.03 0.72 0.73 0.20 0.24 0.35 0.10 0.35 0.12
0.20 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14
Level 2 Leg_L2 (90m-95m) Diagonal D2A Diagonal D2B Horizonta H2A Horizonta H2A SB2A SB2B SB2C SB2D
0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85
1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25
1.90 0.65 0.66 0.13 0.16 0.32 0.06 0.32 0.08
2.01 0.69 0.70 0.13 0.17 0.34 0.07 0.34 0.08
0.20 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13
Level 1 Leg_L1 (95m-100m) Diagonal D1A Diagonal D1B Horizonta H1A Horizonta H1B SB1 SB2
0.85 0.85 0.85 0.85 0.85 0.85 0.85
1.27 1.27 1.27 1.27 1.27 1.27 1.27
1.85 0.63 0.63 0.12 0.12 0.63 0.12
1.99 0.68 0.68 0.13 0.13 0.68 0.13
0.20 0.13 0.13 0.13 0.13 0.13 0.13
ii) Design wind force on appurtenances
ANSI/TIA-222-G Wind Force, Fa =
Cl 2.6.9.2
q z*Gh *(EPA)A
where q z= velocity pressure at centreline height of the appurtenance Gh= gust effec t fac tor (EPA)A= effective projected area of appurtenance Ka((EPA)Ncos2(θ)+(EPA) Tsin2(θ))
Cl. 2.6.7
Use K a=
Ka= 1 θ= relative angle btwn the azimuth associated with the wind ward face normal to appurtenance and the wind direction
1
(EPA)N= Effective projected area associated with the windward face normal to the azimuth of appurtenance (EPA) T= Effective projected area associated with the windward side normal to the azimuth of appurtenance a) Feeder Cables
Di ameter of c abl e= No of Feeder Cabl es= Aspec t Ratio=
22.20 mm 12 No Use Ca =
18.769
1.2 Table 2.8
AA=Projected area of th e appurtenance Section height ( m) 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5
Velocity pressure ,qz (KN/M2) 0.44 0.61 0.70 0.78 0.83 0.88 0.92 0.96 1.00 1.03 1.06 1.09 1.11 1.14 1.16 1.19 1.21 1.23 1.25 1.27
gust effect, Gh
AA(m2)
(EPA) A=Ka (CaAA)N
0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85
1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33
1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60
Force on cables(KN) 0.60 0.83 0.96 1.05 1.13 1.20 1.26 1.31 1.36 1.40 1.44 1.48 1.51 1.55 1.58 1.61 1.64 1.67 1.69 1.72
Project
100m 4 LEGGED TOW ER
Part:
Calculation of Tower Loading
Client
AMERICAN TOWERS COMPANY
Design code:
ANSI / TIA-22-G-2005 Calc by:
Checked:
JMM
Subject
Cl 2.6.9.2
App By: 0 JGM
Calculations b)
Ref
Date: 10/24/2012
Results
Cat ladder FORCE FROM CATLADDER PER SUPPORT NODE (KN) 0.08
Section Level 20 (0-5m)
0.85 0.85
Velocity pressure ,qz (KN/M2) 0.44 0.44
(EPA)S 0.21 0.22
NODAL FORCES (KN) 0.078 0.082
Level 19 (5m-10m)
0.85 0.85
0.61 0.61
0.21 0.22
0.107 0.112
0.11
Level 18 (10m-15m_)
0.85 0.85
0.70 0.70
0.21 0.22
0.124 0.129
0.13
Level 17 (15m-20m)
0.85 0.85
0.78 0.78
0.21 0.22
0.136 0.143
0.14
Level 16 (20m-25m)
0.85 0.85
0.83 0.83
0.21 0.22
0.147 0.153
0.15
Level 15 (25m-30m)
0.85 0.85
0.88 0.88
0.21 0.22
0.155 0.162
0.16
Level 14 (30m-35m)
0.85 0.85
0.92 0.92
0.21 0.22
0.163 0.170
0.17
Level 13 (35m-40m)
0.85 0.85
0.96 0.96
0.21 0.22
0.170 0.177
0.17
Level 12 (40m-45m)
0.85 0.85
1.00 1.00
0.21 0.22
0.176 0.184
0.18
Leg_11 rangs
0.85 0.85
1.03 1.03
0.207 0.216
0.181 0.190
0.19
Leg_10 rangs
0.85 0.85
1.06 1.06
0.207 0.216
0.187 0.195
0.19
Leg_9 rangs
0.85 0.85
1.09 1.09
0.207 0.216
0.192 0.200
0.20
Leg_8 rangs
0.85 0.85
1.11 1.11
0.207 0.216
0.196 0.205
0.20
Leg_7 rangs
0.85 0.85
1.14 1.14
0.207 0.216
0.201 0.210
0.21
Leg_6 rangs
0.85 0.85
1.16 1.16
0.207 0.216
0.205 0.214
0.21
Leg_5 rangs
0.85 0.85
1.19 1.19
0.207 0.216
0.209 0.218
0.21
Leg_4 rangs
0.85 0.85
1.21 1.21
0.207 0.216
0.212 0.222
0.22
Leg_3 rangs
0.85 0.85
1.23 1.23
0.207 0.216
0.216 0.226
0.22
Leg_2 rangs
0.85 0.85
1.25 1.25
0.207 0.216
0.219 0.229
0.22
Leg_1 rangs
0.85 0.85
1.27 1.27
0.207 0.216
0.223 0.233
0.23
Gust factor,Gh
Project
100m 4 LEGGED TOWER
Part:
Calculation of Tower Loading
Client
AMERICAN TOWERS COMPANY
Design code:
ANSI / TIA-22-G-2005 Calc by:
Checked:
App By:
JMM
Subject
c)
Date:
0 JGM
Calculations
Section level(m) 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
10/24/2012
Results
FORCE FROM CATLADDER PE R Force from cables(KN) per SUPORT NODE support node (KN) 0.30 0.08 0.41 0.11 0.48 0.13 0.53 0.14 0.57 0.15 0.60 0.16 0.63 0.17 0.65 0.17 0.68 0.18 0.70 0.19 0.72 0.19 0.74 0.20 0.76 0.20 0.77 0.21 0.79 0.21 0.81 0.21 0.82 0.22 0.83 0.22 0.85 0.22 0.86 0.23
TOTAL FORCE PER SUPPORT NODE 0.38 0.52 0.60 0.67 0.72 0.76 0.79 0.83 0.86 0.89 0.91 0.94 0.96 0.98 1.00 1.02 1.04 1.05 1.07 1.09
Equipments GSM Antennaes and microwav e dishes
Clause 2.6.9.2
Total Area of dishes (EPA)S=Ka((EPA) Ncos 2(θ)+(EPA) T sin2(θ)) θ= 0 (EPA)S=Ka((EPA)Ncos2(θ)) (EPA)S=Ka((EPA)N
Table 2.8
(EPA)S=Ka*Ca*A A
Use Ka = Ca=
100m 6No. Antenna Panels Projec ted area of the appurtenanc e= (EPA)S=
6.05 m 2 7.26 m 2
97.5m 4No. 0.66m Dishes Projec ted area of the appurtenanc e= (EPA)S=
1.37 m 2 1.64 m 2
95m 6No. Antenna Panel s Projec ted area of the appurtenanc e= (EPA)S=
6.05 m 2 7.26 m 2
92.5m 4No. 0.66m Dishes Projec ted area of the appurtenanc e= (EPA)S=
1.37 m 2 1.64 m 2
90m 3No. Antenna Panel s Projec ted area of the appurtenanc e= (EPA)S= Section height 100m 97.5m 95m 92.5m 90m
Velocity pressure ,qz (KN/M2) 1.27 1.27 1.25 1.25 1.23
3.02 m 2 3.63 m 2
gust effect, Gh 1.35 1.35 1.35 1.35 1.35
M ax al lowabl e defl ec ti on( 0.5 deg)=
Force on dish(KN) 12.41 2.81 12.22 2.76 6.02 872.69
Force on antenna (KN)
mm
load per node kN 3.10 0.70 3.06 0.69 1.50
1 1.2
level 2.5 7.5 12.5 17.5 22.5 27.5 32.5 37.5 42.5 47.5 52.5 57.5 62.5 67.5 72.5 77.5 82.5 87.5 92.5 97.5
Ag-Gross Af-Member Section Bottom Top area per areas per height , length length section section ε,solidity m (m) (m) (m2) (m2) ratio 5 10.500 10.000 102.5 7.097 0.07 5 10.000 9.500 97.50 6.166 0.06 5 9.500 9.000 92.50 5.953 0.06 5 9.000 8.500 87.50 5.064 0.06 5 8.500 8.000 82.50 4.888 0.06 5 8.000 7.500 77.50 4.729 0.06 5 7.500 7.000 72.50 3.854 0.05 5 7.000 6.500 67.50 3.705 0.05 5 6.500 6.000 62.50 3.551 0.06 5 6.000 5.500 57.50 2.975 0.05 5 5.500 5.000 52.50 2.855 0.05 5 5.000 4.500 47.50 2.719 0.06 5 4.500 4.000 42.50 2.601 0.06 5 4.000 3.500 37.50 2.499 0.07 5 3.500 3.000 32.50 2.361 0.07 5 3.000 2.500 27.50 2.224 0.08 5 2.500 2.000 22.50 2.141 0.10 5 2.000 1.500 17.50 1.788 0.10 5 1.500 1.000 12.50 1.693 0.14 5 1.000 1.000 10.00 1.665 0.17
Kz= 2.01(Z/366)^0.2857 0.48 0.66 0.77 0.84 0.91 0.96 1.01 1.05 1.09 1.12 1.15 1.18 1.21 1.24 1.27 1.29 1.31 1.34 1.36 1.38
